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Home My WebLink AboutLong Range Wastewater Management Plan - 2022 (RES 4478)CITY OF RENTON LONG-RANGE WASTEWATER MANAGEMENT PLAN FINAL | July 2022 MAYOR Armondo Pavone CHIEF ADMINISTRATIVE OFFICER Ed VanValey PUBLIC WORKS DEPARTMENT ADMINISTRATOR Martin Pastucha UTILITY SYSTEMS DIRECTOR Ron Straka WASTEWATER UTILITY SYSTEMS DIVISION STAFF Joseph Stowell Michael Benoit John Hobson Don Ellis Rick Moreno MAINTENANCE SERVICES DIVISION STAFF Nathan Nelson Rocky Sittner CITY COUNCIL James Alberson, Jr. Ryan McIrvin Valerie O’Halloran Ruth Pérez Edward Prince Carmen Rivera Kim-Khánh Văn PREPARED BY City of Renton with the assistance of Carollo Engineers, Inc. CONTENTS | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY ͮͬͮͮ | i pw:\\Carollo\Documents\Client/WA/Renton/͵͵ͳͭAͬͬ/Deliverables/Long‐Range WW MP\ Contents Executive Summary ES.ͭ Introduction ES‐ͭ ES.ͮ Overview of Existing Sewer System ES‐ͭ ES.ͯ Operational Policies and Criteria ES‐ͭ ES.Ͱ Planning Considerations ES‐ͮ ES.ͱ System Analysis and Results ES‐ͮ ES.ͱ.ͭ Hydraulic Modeling Overview ES‐ͱ ES.ͱ.ͮ Capacity Criteria ES‐Ͳ ES.ͱ.ͯ Capacity Evaluation ES‐Ͳ ES.Ͳ Replacement and Rehabilitation Program ES‐Ͳ ES.ͳ Operations and Maintenance ES‐ͳ ES.ʹ Capital Improvement Program ES‐ͳ ES.͵ Financial Analysis ES‐ʹ Chapter 1 - Introduction ͭ.ͭ Introduction ͭ‐ͭ ͭ.ͮ Background and Goals ͭ‐ͭ ͭ.ͯ Referenced Documents ͭ‐ͮ ͭ.Ͱ Washington State Requirements ͭ‐ͮ ͭ.ͱ Report Organization ͭ‐ͱ ͭ.Ͳ Key Issues ͭ‐ͳ ͭ.ͳ SEPA and Approval Process ͭ‐ͳ ͭ.ʹ Acknowledgements ͭ‐ͳ Chapter 2 - Overview of Existing Sewer System ͮ.ͭ Overview of Existing System ͮ‐ͭ ͮ.ͮ System Components ͮ‐ͭ ͮ.ͯ Wastewater Collection Basins ͮ‐ͱ ͮ.ͯ.ͭ West Cedar River Basin ͮ‐ͱ ͮ.ͯ.ͮ East Cedar River Basin ͮ‐ͱ ͮ.ͯ.ͯ East Lake Washington Basin ͮ‐ͱ ͮ.ͯ.Ͱ Black River Basin ͮ‐͵ CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CONTENTS ii | JULY ͮͬͮͮ | FINAL ͮ.ͯ.ͱ Downtown Basin ͮ‐͵ ͮ.ͯ.Ͳ May Valley Basin ͮ‐͵ ͮ.Ͱ Interceptors and Collection Systems ͮ‐͵ ͮ.Ͱ.ͭ Existing Sewer System ͮ‐͵ ͮ.Ͱ.ͮ Interceptors ͮ‐ͭͬ ͮ.ͱ Lift Stations and Force Mains ͮ‐ͭͬ ͮ.ͱ.ͭ Airport Lift Station ͮ‐ͭͯ ͮ.ͱ.ͮ Baxter Lift Station ͮ‐ͭͯ ͮ.ͱ.ͯ Cottonwood Lift Station ͮ‐ͭͯ ͮ.ͱ.Ͱ Devil's Elbow Lift Station ͮ‐ͭͯ ͮ.ͱ.ͱ East Valley Lift Station ͮ‐ͭͯ ͮ.ͱ.Ͳ Falcon Ridge Lift Station ͮ‐ͭͰ ͮ.ͱ.ͳ Kensington Crest Lift Station ͮ‐ͭͰ ͮ.ͱ.ʹ Lake Washington Beach Lift Station ͮ‐ͭͰ ͮ.ͱ.͵ Lake Washington Flush Lift Station ͮ‐ͭͰ ͮ.ͱ.ͭͬ Lake Washington No. ͮ Lift Station ͮ‐ͭͰ ͮ.ͱ.ͭͭ Liberty Lift Station ͮ‐ͭͰ ͮ.ͱ.ͭͮ Lind Avenue Lift Station ͮ‐ͭͰ ͮ.ͱ.ͭͯ Long Lift Station ͮ‐ͭͰ ͮ.ͱ.ͭͰ Misty Cove Lift Station ͮ‐ͭͱ ͮ.ͱ.ͭͱ Pipers Bluff Lift Station ͮ‐ͭͱ ͮ.ͱ.ͭͲ Shy Creek Lift Station ͮ‐ͭͱ ͮ.ͱ.ͭͳ Stone Gate Lift Station ͮ‐ͭͱ ͮ.ͱ.ͭʹ Talbot Crest Lift Station ͮ‐ͭͱ ͮ.ͱ.ͭ͵ Wedgewood Lift Station ͮ‐ͭͱ ͮ.ͱ.ͮͬ Westview Lift Station ͮ‐ͭͱ ͮ.ͱ.ͮͭ Force Mains ͮ‐ͭ͵ ͮ.Ͳ Water System ͮ‐ͭ͵ ͮ.ͳ Operation and Maintenance ͮ‐ͮͬ Chapter 3 - Operational Policies and Criteria ͯ.ͭ Introduction ͯ‐ͭ ͯ.ͮ Operational Goal ͯ‐ͭ CONTENTS | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY ͮͬͮͮ | iii ͯ.ͯ Customer Service Objective ͯ‐ͮ ͯ.ͯ.ͭ Policies ͯ‐ͮ ͯ.ͯ.ͮ Implementation ͯ‐ͮ ͯ.Ͱ Planning Objective ͯ‐ͯ ͯ.Ͱ.ͭ Policies ͯ‐Ͱ ͯ.ͱ Service Area and Extension Objectives ͯ‐ͱ ͯ.ͱ.ͭ Policies ͯ‐ͱ ͯ.ͱ.ͮ Implementation ͯ‐Ͳ ͯ.Ͳ Financial Objective ͯ‐ͳ ͯ.Ͳ.ͭ Policies ͯ‐ͳ ͯ.Ͳ.ͮ Implementation ͯ‐ʹ ͯ.ͳ Facility Objective ͯ‐ʹ ͯ.ͳ.ͭ Policies ͯ‐ʹ ͯ.ͳ.ͮ Implementation ͯ‐͵ ͯ.ͳ.ͯ Analysis and Design Criteria ͯ‐ͭͬ ͯ.ʹ Operations Objective ͯ‐ͭͰ ͯ.ʹ.ͭ Policies ͯ‐ͭͰ ͯ.ʹ.ͮ Implementation ͯ‐ͭͲ ͯ.͵ Recommendations ͯ‐ͭͲ Chapter 4 - Planning Considerations Ͱ.ͭ Introduction Ͱ‐ͭ Ͱ.ͮ Basis of Planning Ͱ‐ͭ Ͱ.ͯ Planning Area Ͱ‐ͭ Ͱ.ͯ.ͭ Existing Service Area Ͱ‐ͮ Ͱ.ͯ.ͮ Potential Annexation Areas Ͱ‐ͮ Ͱ.Ͱ Land Use Ͱ‐ͳ Ͱ.Ͱ.ͭ City of Renton Land Use Ͱ‐ͳ Ͱ.Ͱ.ͮ City of Renton Land Use Designations Ͱ‐͵ Ͱ.Ͱ.ͯ School Designations Ͱ‐ͭͯ Ͱ.Ͱ.Ͱ Land Use Outside Renton’s PAA Ͱ‐ͭͰ Ͱ.Ͱ.ͱ Adjacent Utility Systems/Joint Use, Service Agreements, and Related Plans Ͱ‐ͭͱ CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CONTENTS iv | JULY ͮͬͮͮ | FINAL Ͱ.ͱ Demographic Analysis Ͱ‐ͭ͵ Ͱ.ͱ.ͭ Residential Population Projections Ͱ‐ͭ͵ Ͱ.ͱ.ͮ Employment Ͱ‐ͮͬ Ͱ.ͱ.ͯ Schools Ͱ‐ͮͭ Ͱ.Ͳ Sewer Collection System Flow Components Ͱ‐ͮͳ Ͱ.Ͳ.ͭ Dry Weather Flow Components Ͱ‐ͮͳ Ͱ.Ͳ.ͮ Wet Weather Flow Components Ͱ‐ͮͳ Ͱ.ͳ Flow Monitoring Ͱ‐ͮʹ Ͱ.ʹ Average Dry Weather Flow Ͱ‐ͮʹ Ͱ.ʹ.ͭ Average Dry Weather Flow Development Ͱ‐ͮ͵ Ͱ.͵ Wet Weather Flows Ͱ‐ͯͬ Ͱ.͵.ͭ Rainfall Data Ͱ‐ͯͬ Ͱ.͵.ͮ Wet Weather Flow Data Ͱ‐ͯͬ Ͱ.ͭͬ Projected Flows Ͱ‐ͯͬ Chapter 5 - System Analysis and Results ͱ.ͭ Introduction ͱ‐ͭ ͱ.ͮ System‐Wide Concerns ͱ‐ͭ ͱ.ͮ.ͭ King County‐Interceptor Surcharging ͱ‐ͭ ͱ.ͮ.ͮ Adjacent Utility Systems ͱ‐ͮ ͱ.ͮ.ͯ Hazard Mitigation Plan ͱ‐ͮ ͱ.ͮ.Ͱ Septic Systems ͱ‐ͮ ͱ.ͮ.ͱ Wastewater Quality ͱ‐ͮ ͱ.ͮ.Ͳ Wastewater Quality Analysis and Recommendations ͱ‐ͳ ͱ.ͮ.ͳ Aging Sanitary Sewers ͱ‐ʹ ͱ.ͮ.ʹ Infiltration and Inflow ͱ‐ʹ ͱ.ͮ.͵ Other Concerns ͱ‐͵ ͱ.ͯ Hydraulic Model ͱ‐͵ ͱ.ͯ.ͭ Model Development and Calibration ͱ‐ͭͯ ͱ.ͯ.ͮ Model Evaluation Results ͱ‐ͭͯ ͱ.Ͱ Capacity Evaluation ͱ‐ͭͱ ͱ.Ͱ.ͭ Analysis Criteria ͱ‐ͭͲ ͱ.Ͱ.ͮ Design Storm ͱ‐ͭͲ CONTENTS | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY ͮͬͮͮ | v ͱ.Ͱ.ͯ Capacity Evaluation Results ͱ‐ͭʹ ͱ.Ͱ.Ͱ Lift Station Capacity ͱ‐ͭʹ ͱ.Ͱ.ͱ Collection System Capacity ͱ‐ͭ͵ ͱ.ͱ Recommendations ͱ‐ͮͳ ͱ.ͱ.ͭ Piping Reconfiguration ͱ‐ͯͬ ͱ.ͱ.ͮ I/I Evaluation ͱ‐ͯͬ ͱ.ͱ.ͯ Programmatic Upsizing ͱ‐ͯͭ ͱ.ͱ.Ͱ Additional Long‐Term Flow Monitoring ͱ‐ͯͭ Chapter 6 - Replacement and Rehabilitation Program Ͳ.ͭ Introduction Ͳ‐ͭ Ͳ.ͮ Replacement and Rehabilitation Plan Goals Ͳ‐ͭ Ͳ.ͮ.ͭ Prioritizing Using Risk Ͳ‐ͭ Ͳ.ͯ Lift Station and Force Main Current R&R Program Ͳ‐ͮ Ͳ.Ͱ Force Main R&R Ͳ‐ͮ Ͳ.Ͱ.ͭ Force Main Criteria Ͳ‐ͮ Ͳ.Ͱ.ͮ Force Main Risk Assessment Ͳ‐ͯ Ͳ.Ͱ.ͯ Force Main Recommendations Ͳ‐ͯ Ͳ.ͱ Lift Station R&R Ͳ‐Ͱ Ͳ.ͱ.ͭ Lift Station Criteria Ͳ‐Ͱ Ͳ.ͱ.ͮ Lift Station Criticality Assessment Ͳ‐ͱ Ͳ.ͱ.ͯ Lift Station Vulnerability Assessment Ͳ‐ͱ Ͳ.ͱ.Ͱ Lift Station Risk Assessment Ͳ‐ͳ Ͳ.ͱ.ͱ Risk Based Lift Station Recommendations Ͳ‐ͳ Ͳ.ͱ.Ͳ Rehabilitation Improvements Ͳ‐ͳ Ͳ.Ͳ Gravity Sewer System R&R Ͳ‐ͭͮ Ͳ.Ͳ.ͭ Gravity Sewer Main Criteria Ͳ‐ͭͮ Ͳ.Ͳ.ͮ Gravity Sewer Criticality Assessment Ͳ‐ͭͱ Ͳ.Ͳ.ͯ Gravity Sewer Vulnerability Assessment Ͳ‐ͭͱ Ͳ.Ͳ.Ͱ Gravity Sewer Mains Risk Assessment Ͳ‐ͮͳ CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CONTENTS vi | JULY ͮͬͮͮ | FINAL Ͳ.ͳ Recommended R&R Program Ͳ‐ͮʹ Ͳ.ͳ.ͭ Force Mains Ͳ‐ͮʹ Ͳ.ͳ.ͮ Lift Stations Ͳ‐ͮʹ Ͳ.ͳ.ͯ Gravity Sewer System Ͳ‐ͮʹ Chapter 7 - Operations and Maintenance ͳ.ͭ Introduction ͳ‐ͭ ͳ.ͮ Operations and Maintenance Programs ͳ‐ͭ ͳ.ͯ Organization ͳ‐ͮ ͳ.ͯ.ͭ Wastewater Maintenance Services ͳ‐ͮ ͳ.ͯ.ͮ Wastewater Utility Services ͳ‐ͮ ͳ.ͯ.ͯ Communication ͳ‐ͮ ͳ.ͯ.Ͱ Divisional Coordination ͳ‐ͯ ͳ.Ͱ Wastewater Operations Master Plan ͳ‐ͯ ͳ.ͱ Systems Inventory and Information Management ͳ‐ͯ ͳ.ͱ.ͭ Information Management System ͳ‐ͯ ͳ.ͱ.ͮ Business Process ͳ‐Ͳ ͳ.Ͳ Collection System Maintenance ͳ‐Ͳ ͳ.Ͳ.ͭ Maintenance Priorities ͳ‐ͳ ͳ.Ͳ.ͮ Manhole Inspection and Maintenance ͳ‐ͳ ͳ.Ͳ.ͯ CCTV Inspection ͳ‐ͳ ͳ.Ͳ.Ͱ Root Cutting ͳ‐͵ ͳ.Ͳ.ͱ Grease Removal ͳ‐͵ ͳ.Ͳ.Ͳ Hydraulic Line Cleaning ͳ‐͵ ͳ.Ͳ.ͳ Repair Sewers and Clear Plugs ͳ‐ͭͬ ͳ.Ͳ.ʹ Easements and Access Road Maintenance ͳ‐ͭͬ ͳ.ͳ Lift Station Operations and Maintenance ͳ‐ͭͬ ͳ.ͳ.ͭ Lift Station Inspection and Maintenance ͳ‐ͭͬ ͳ.ͳ.ͮ Telemetry (SCADA) ͳ‐ͭͭ ͳ.ʹ Predictive Repair and Replacement Program ͳ‐ͭͭ ͳ.͵ Emergency Response ͳ‐ͭͭ ͳ.ͭͬ FOG Source Control ͳ‐ͭͭ ͳ.ͭͭ System Infrastructure Capacity ͳ‐ͭͮ CONTENTS | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY ͮͬͮͮ | vii ͳ.ͭͮ Design and Construction ͳ‐ͭͮ ͳ.ͭͮ.ͭ Design ͳ‐ͭͮ ͳ.ͭͮ.ͮ Construction ͳ‐ͭͯ ͳ.ͭͮ.ͯ Inspection ͳ‐ͭͯ ͳ.ͭͯ Legal Authority ͳ‐ͭͯ ͳ.ͭͰ Safety, Training, and Certification ͳ‐ͭͯ ͳ.ͭͱ Interagency Coordination ͳ‐ͭͯ ͳ.ͭͲ Financial Program ͳ‐ͭͰ ͳ.ͭͳ Administrative Duties and Facility/Equipment Maintenance ͳ‐ͭͰ ͳ.ͭͳ.ͭ Administrative Duties ͳ‐ͭͰ ͳ.ͭͳ.ͮ Tools and Equipment ͳ‐ͭͰ ͳ.ͭʹ Work Force Estimates ͳ‐ͭͰ ͳ.ͭʹ.ͭ Future Resource Recommendations ͳ‐ͭͱ ͳ.ͭʹ.ͮ Emergency Operations ͳ‐ͭͱ ͳ.ͭʹ.ͯ Maintenance Services Staffing ͳ‐ͭͱ ͳ.ͭʹ.Ͱ Wastewater Utility Engineering Staff ͳ‐ͭͳ ͳ.ͭ͵ Recommendations ͳ‐ͭʹ Chapter 8 - Capital Improvement Program ʹ.ͭ Introduction ʹ‐ͭ ʹ.ͮ Cost Estimating Assumptions ʹ‐ͭ ʹ.ͮ.ͭ Baseline Cost Assumptions ʹ‐ͭ ʹ.ͮ.ͮ Total Capital Improvement Cost ʹ‐ͯ ʹ.ͯ Capital Improvement Program ʹ‐ͯ ʹ.ͯ.ͭ Planning Periods ʹ‐Ͱ ʹ.ͯ.ͮ Project and Program Naming ʹ‐Ͱ ʹ.ͯ.ͯ Project Types ʹ‐Ͱ ʹ.ͯ.Ͱ Capital Improvement Program by Year ʹ‐Ͱ ʹ.Ͱ Lift Station Projects ʹ‐ͳ ʹ.Ͱ.ͭ LS‐ͬͭ: Lift Station Rehabilitation ʹ‐ͳ ʹ.Ͱ.ͮ LS‐ͬͮ: Force Main Rehabilitation/Replacement ʹ‐ͳ ʹ.Ͱ.ͯ LS‐ͬͯ: Telemetry Upgrade ʹ‐ͳ ʹ.Ͱ.Ͱ LS‐ͬͰ: Devil’s Elbow Stream Bank Study ʹ‐ͳ CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CONTENTS viii | JULY ͮͬͮͮ | FINAL ʹ.Ͱ.ͱ LS‐ͬͱ: Kennydale Lake Line Sewer Upgrade ʹ‐ͳ ʹ.Ͱ.Ͳ LS‐ͬͲ: Kennydale Lake Line Renewal ʹ‐ʹ ʹ.Ͱ.ͳ LS‐ͬͳ Low and Moderately‐Low Risk Lift Station and Force Main Rehabilitation ʹ‐ʹ ʹ.Ͱ.ʹ LS‐ͬʹ: Moderately‐High and High Risk Lift Station and Force Main Rehabilitation ʹ‐ʹ ʹ.ͱ Pipeline Projects ʹ‐͵ ʹ.ͱ.ͭ Sanitary Sewer Main Replacement/Rehabilitation ʹ‐͵ ʹ.ͱ.ͮ P‐ͬͭ: ͮͬͮͬ Sanitary Sewer Main Replacement/Rehabilitation ʹ‐͵ ʹ.ͱ.ͯ P‐ͬͮ: ͮͬͮͭ Sanitary Sewer Main Replacement/Rehabilitation ʹ‐͵ ʹ.ͱ.Ͱ P‐ͬͯ: ͮͬͮͮ Sanitary Sewer Main Replacement/Rehabilitation ʹ‐͵ ʹ.ͱ.ͱ P‐ͬͰ: ͮͬͮͯ Sanitary Sewer Main Replacement/Rehabilitation ʹ‐ͭͬ ʹ.ͱ.Ͳ P‐ͬͱ: ͮͬͮͰ Sanitary Sewer Main Replacement/Rehabilitation ʹ‐ͭͬ ʹ.ͱ.ͳ P‐ͬͲ: ͮͬͮͱ Sanitary Sewer Main Replacement/Rehabilitation ʹ‐ͭͬ ʹ.ͱ.ʹ P‐ͬͳ: ͮͬͮͲ‐ͮͬͮ͵ Sanitary Sewer Main Replacement/Rehabilitation ʹ‐ͭͬ ʹ.ͱ.͵ P‐ͬʹ: ͮͬͯͬ‐ͮͬͯ͵ Sanitary Sewer Main Replacement/Rehabilitation ʹ‐ͭͬ ʹ.ͱ.ͭͬ P‐ͬ͵: Sewer Capacity Improvements ͮͬͮͭ‐ͮͬͮͰ ʹ‐ͭͯ ʹ.ͱ.ͭͭ P‐ͭͬ: Flow Monitoring Program ʹ‐ͭͯ ʹ.ͱ.ͭͮ P‐ͭͭ: I/I Evaluation Program ʹ‐ͭͰ ʹ.Ͳ General Projects ʹ‐ͭͳ ʹ.Ͳ.ͭ G‐ͬͭ: Wastewater Operations Master Plan ʹ‐ͭͳ ʹ.Ͳ.ͮ G‐ͬͮ: Long‐Range Wastewater Master Plan ʹ‐ͭͳ ʹ.Ͳ.ͯ G‐ͬͯ: Sanitary Sewer Hydraulic Model ʹ‐ͭͳ ʹ.Ͳ.Ͱ G‐ͬͰ: Miscellaneous / Emergency Projects ʹ‐ͭͳ ʹ.ͳ Summary of CIP ʹ‐ͭͳ Chapter 9 - Financial Analysis ͵.ͭ Introduction ͵‐ͭ ͵.ͮ Historical Financial Performance ͵‐ͭ ͵.ͮ.ͭ Current Wastewater Rates, Fees, and Charges ͵‐ͭ ͵.ͮ.ͮ Historical Financial Operations ͵‐ͮ ͵.ͮ.ͯ Wastewater Utility Fund ͵‐Ͱ ͵.ͮ.Ͱ Outstanding Debt ͵‐Ͱ CONTENTS | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY ͮͬͮͮ | ix ͵.ͯ Financial Analysis ͵‐Ͱ ͵.ͯ.ͭ Projected Capital Improvement Program Levels ͵‐Ͱ ͵.ͯ.ͮ Financial Analysis ͵‐Ͱ ͵.Ͱ Available Funding Assistance and Financing ͵‐ͳ ͵.Ͱ.ͭ Grants and Low Cost Loans ͵‐ͳ ͵.Ͱ.ͮ Bond Financing ͵‐ͳ ͵.ͱ Summary ͵‐ͳ Appendices Appendix A SEPA Checklist Appendix B Agency Comment Letters and Responses Appendix C Approvals Appendix D Hydraulic Model and Deficiency Results Appendix E Service Agreements Appendix F Stantec Model Update and Capacity Analysis Report Appendix G TM ͭ ‐ Rain and Flow Monitoring and Projections Appendix H TM ͮ ‐ Model Development and Calibration Appendix I TM Ͱ ‐ Risk Findings Appendix J Standard Plans and Specifications Appendix K CIP Detail Sheets Appendix L‐ͭ Wellhead Protection Plan Update Appendix L‐ͮ Wellhead Protection Areas and Septic Systems Map Appendix M Water Reclamation Evaluation Checklist Appendix N Approved Grinder Pump Stations for Single Family Residences Tables Table ES.ͭ Existing and Projected Modeled Wastewater Flows ES‐ͮ Table ES.ͮ Deficiency Recommendations ES‐ͱ Table ES.ͯ Risk Matrix for Lift Stations ES‐Ͳ Table ES.Ͱ Risk Matrix for Length of Gravity Mains (ft) ES‐ͳ Table ͭ.ͭ WAC Plan Requirements ͭ‐ͱ Table ͮ.ͭ Gravity Sewer Inventory ͮ‐ͭͬ Table ͮ.ͮ Existing Lift Station Inventory Summary ͮ‐ͭͳ CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CONTENTS x | JULY ͮͬͮͮ | FINAL Table ͮ.ͯ Collection System Force Main Inventory ͮ‐ͭ͵ Table ͯ.ͭ Sanitary Sewer Design Criteria ͯ‐ͭͮ Table ͯ.ͮ Lift Station and Force Mains Design Criteria ͯ‐ͭͰ Table Ͱ.ͭ Land Use of Renton’s Sewer Service Area Ͱ‐͵ Table Ͱ.ͮ Schools Served by Renton Ͱ‐ͭͰ Table Ͱ.ͯ Land Use Designations for Areas Outside Renton Ͱ‐ͭͰ Table Ͱ.Ͱ Demographic Projections (From Stantec ͮͬͭͱ Hydraulic Model Update Report) Ͱ‐ͮͯ Table Ͱ.ͱ Design Event Projected Wet Weather Flow Ͱ‐ͯͬ Table ͱ.ͭ Renton Summary of Industrial Discharges ͱ‐ͱ Table ͱ.ͮ Model Calibration ͱ‐ͭͰ Table ͱ.ͯ Modeled Design Storms by Mini‐Basins ͱ‐ͭͳ Table ͱ.Ͱ Lift Station Evaluation ͱ‐ͮͬ Table ͱ.ͱ Buildout Deficiency Locations ͱ‐ͮͭ Table ͱ.Ͳ Deficiency Recommendations ͱ‐ͮ͵ Table ͱ.ͳ Piping Reconfiguration Locations ͱ‐ͯͬ Table ͱ.ʹ Micro‐Monitoring Recommendations for I/I ͱ‐ͯͭ Table ͱ.͵ Programmatic Upsizing Location and Additional Information ͱ‐ͯͭ Table ͱ.ͭͬ Long‐Term Flow Monitoring Recommendations ͱ‐ͯͮ Table Ͳ.ͭ Normalized Risk Ratings Ͳ‐ͭ Table Ͳ.ͮ Force Main Risk Assessment Summary Ͳ‐Ͱ Table Ͳ.ͯ Lift Station Risk Assessment Summary Ͳ‐Ͳ Table Ͳ.Ͱ Risk Matrix for Lift Stations Ͳ‐ͳ Table Ͳ.ͱ Lift Station and Force Main Rehabilitation Program Ͳ‐ͭͭ Table Ͳ.Ͳ Criticality Criteria Ͳ‐ͭͯ Table Ͳ.ͳ Vulnerability Criteria Ͳ‐ͭͰ Table Ͳ.ʹ Criticality Score Range Ͳ‐ͭͱ Table Ͳ.͵ Vulnerability Score Range Ͳ‐ͭͱ Table Ͳ.ͭͬ Useful Life of Pipes Ͳ‐ͭ͵ Table Ͳ.ͭͭ Remaining Useful Life Ͳ‐ͮͯ Table Ͳ.ͭͮ Remaining Useful Life by Length Ͳ‐ͮͯ Table Ͳ.ͭͯ Risk Matrix for Length of Gravity Mains (feet) Ͳ‐ͮͳ Table Ͳ.ͭͰ Pipe Length Totals Based on Risk Rating Ͳ‐ͮͳ CONTENTS | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY ͮͬͮͮ | xi Table ͳ.ͭ Existing and Recommended Information System Improvements ͳ‐Ͱ Table ͳ.ͮ Staffing Time for Maintenance Activities ͳ‐ͭͲ Table ͳ.ͯ Staffing Time for Operations Tasks ͳ‐ͭͳ Table ͳ.Ͱ Wastewater Utility Engineering Staff Activities ͳ‐ͭͳ Table ʹ.ͭ Open‐Cut Costs by Pipeline Diameter ʹ‐ͮ Table ʹ.ͮ CIPP Costs by Pipeline Diameter ʹ‐ͮ Table ʹ.ͯ Capital Improvement Program Summary ʹ‐ͱ Table ʹ.Ͱ Moderately‐Low and Low Risk Lift Stations ʹ‐ʹ Table ʹ.ͱ Moderately‐High Risk Lift Stations ʹ‐ʹ Table ʹ.Ͳ Upsizing and Reconfiguration Locations and Cost ʹ‐ͭͯ Table ʹ.ͳ Flow Monitoring Locations and Duration ʹ‐ͭͯ Table ʹ.ʹ I/I Evaluation, Quantity, and Duration ʹ‐ͭͰ Table ʹ.͵ CIP Planning Period Summary ʹ‐ͭʹ Table ʹ.ͭͬ CIP Summary by Facility Type ʹ‐ͭ͵ Table ͵.ͭ ͮͬͮͮ Wastewater Utility Monthly Rates ͵‐ͭ Table ͵.ͮ Construction Permit Fees ͵‐ͮ Table ͵.ͯ ͮͬͮͭ‐ͮͬͮͮ System Development Charge Wastewater Fee ͵‐ͮ Table ͵.Ͱ Historical Operating Revenue ͵‐ͯ Table ͵.ͱ Historical Operating Expenses ͵‐ͯ Table ͵.Ͳ Historical Utility Fund ͵‐Ͱ Table ͵.ͳ CIP Planning Period Summary ͵‐Ͱ Table ͵.ʹ Projected Future Operating Expenses ͵‐Ͳ Figures Figure ES.ͭ Existing System ES‐ͯ Figure ES.ͮ Cost by Facility Type ES‐ʹ Figure ͭ.ͭ Vicinity Map ͭ‐ͯ Figure ͮ.ͭ Existing System ͮ‐ͯ Figure ͮ.ͮ Wastewater Basins ͮ‐ͳ Figure ͮ.ͯ Topography ͮ‐ͭͭ Figure ͮ.Ͱ Water Facilities and Aquifer Protection Areas ͮ‐ͮͭ Figure Ͱ.ͭ Study Area Ͱ‐ͯ Figure Ͱ.ͮ Sewer Service Area and Adjacent Utility Systems Ͱ‐ͱ CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CONTENTS xii | JULY ͮͬͮͮ | FINAL Figure Ͱ.ͯ Comprehensive Plan Land Use Ͱ‐ͭͭ Figure Ͱ.Ͱ Typical Weekday vs Weekend Dry Weather Flow Variation (MHͬͱͯͳ) Ͱ‐ͮ͵ Figure ͱ.ͭ Flow Monitoring Locations ͱ‐ͭͭ Figure ͱ.ͮ Updated Hydraulic Model ͱ‐ͭͱ Figure ͱ.ͯ Design Storm Hydrographs ͱ‐ͭͳ Figure ͱ.Ͱ Current Deficiencies ͱ‐ͮͯ Figure ͱ.ͱ Buildout Deficiencies ͱ‐ͮͱ Figure ͱ.Ͳ Recommendation Decision Flow Chart ͱ‐ͮʹ Figure ͱ.ͳ Modeled I/I Overlaid with Deficiencies ͱ‐ͯͯ Figure ͱ.ʹ Deficiency Improvement Recommendations ͱ‐ͯͱ Figure Ͳ.ͭ City of Renton Lift Stations Ͳ‐͵ Figure Ͳ.ͮ Criticality Criteria Results Ͳ‐ͭͳ Figure Ͳ.ͯ Vulnerability Criteria Results Ͳ‐ͮͭ Figure Ͳ.Ͱ Remaining Useful Life of System Ͳ‐ͮͱ Figure Ͳ.ͱ Map of Criticality x Vulnerability Ͳ‐ͮ͵ Figure ʹ.ͭ Overview of CIP Projects ʹ‐ͭͭ Figure ʹ.ͮ High and Moderately‐High Gravity Sewer Risk with Upsizing and Reconfiguration ʹ‐ͭͱ Figure ʹ.ͯ Cost by Facility Type ʹ‐ͭʹ Figure ͵.ͭ CIP Proposed and Rate Analysis Model ͵‐ͱ ABBREVIATIONS | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY ͮͬͮͮ | xiii Abbreviations AACE American Associate of Cost Estimators ADS ADS Environmental Services, LLC ADU Accessory Dwelling Unit ADWF average dry weather flow APA Aquifer Protection Area APWA American Public Works Association ASCE American Society of Civil Engineers ASTM American Society for Testing Methods AWWA American Water Works Association BOD biochemical oxygen demand BWF base wastewater flow CCTV closed‐circuit television CAD computer‐aided design CALAMAR Calcul de lames d’eau a l’aide du radar Carollo Carollo Engineers, Inc. CAS Corrugated aluminized steel CD Center Downtown cfs cubic feet per second CIPP Cured‐in‐place pipe City City of Renton CI cast iron CIWEM Chartered Institution of Water and Environmental Management CIP capital improvement program CMMS Computerized Maintenance Management System CO Commercial Office CP concrete pipe CRWSD Cedar River Water and Sewer District CV Center Village d/D diameter ratio DHI Danish Hydraulic Institute DI Ductile iron DIP ductile iron pipe du/net acre dwelling units per net acre DUIP Downtown Utility Improvement Project DWF dry weather flow ECM Enterprise Change Management Ecology Department of Ecology CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | ABBREVIATIONS xiv | JULY ͮͬͮͮ | FINAL E/G engine generator EIS Environmental Impact Statement ENR Engineering News Report EPA Environmental Protection Agency FM force main(s) FOG fats, oil and grease ft foot/feet GIS Geographic Information System GMA Growth Management Act GMPC Growth Management Planning Council GPAD gallons per acre per day GWI groundwater infiltration gpm gallons per minute HDPE high‐density polyethylene HGL hydraulic grade line hp Horsepower IACC Infrastructure Assistance Coordinating Council I/I Infiltration and Inflow ID Identification KC King County KCBHRR King County Board of Health Rules and Regulations lf linear feet Lake Line Kennydale Lake Line Sewer System LEHD Longitudinal Employer Household Dynamics LID Local Improvement District LN lined pipe LRWWMP Long‐Range Wastewater Management Plan M Million mgd Million gallons per day MH manholes miͮ square miles N/A not applicable NACWA National Association of Clean Water Agencies NASSCO National Association of Sewer Service Companies NE Northeast NEPA National Environmental Policy Act O&M operations and maintenance OERP Overflow Emergency Response Plan OMP Operations Master Plan ABBREVIATIONS | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY ͮͬͮͮ | xv OSS on‐site system PAA Potential Annexation Area PACP Pipe Assessment Certification Program PE Person Equivalent PSC pre‐stressed concrete pipe PSRC Puget Sound Regional Council Public Works Public Works Department PWTF Public Works Trust Fund PWWF peak wet weather flows PVC polyvinyl chloride R&R repair and replacement RMC Renton Municipal Code RMF Residential Multi‐Family ROW right‐of‐way RPM revolutions per minute RSD Road Services Division RUL remaining useful life RWSP Regional Wastewater Services Plan SAD Special Assessment District SCADA supervisory control and data acquisition SDC system development charges SEPA Washington State Environmental Policy Act SE Southeast SSO sanitary sewer overflows SW Southwest SWD Solid Waste Division TAZ Traffic Analysis Zone TDH total dynamic head TM Technical memoranda UC Urban Center UGA Urban Growth Area UGB Urban Growth Boundary US Urban Separator VCP vitrified clay pipe VMAC Virginia Mason Athletic Center WA Washington WAC Washington Administrative Code WEF Water Environment Federation WRRM Wastewater Revenue Requirement Model CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | ABBREVIATIONS xvi | JULY ͮͬͮͮ | FINAL WSPU Water System Plan Update WWF wet weather flow XXX Unknown Material yrs years EXECUTIVE SUMMARY | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY ͮͬͮͮ | ES‐ͭ ES EXECUTIVE SUMMARY ES.1 Introduction The City of Renton (City) is updating its Long‐Range Wastewater Management Plan (LRWWMP) to provide a road map for redevelopment while maintaining a high level of service for existing customers. The existing system is aging and will continue to require investment to maintain a high level of service. The LRWWMP is intended to provide the City with a "living" plan that can be used and adapted to assist in decision making for the next ͮͬ years. This LRWWMP was prepared in accordance with requirements of Washington Administrative Code (WAC) ͭͳͯ‐ͮͰͬ‐ͬͱͬ, which is administered by the Washington State Department of Ecology (Ecology), and meets the requirements of the Washington Growth Management Act (GMA). This chapter presents the objectives of this LRWWMP, and a brief overview of the City’s wastewater collection system. A list of abbreviations is provided in the Table of Contents to assist the reader in understanding the information presented in this LRWWMP. ES.2 Overview of Existing Sewer System Chapter ͮ – Overview of Existing Sewer System provides a description of the City’s existing collection system and an inventory of the City’s assets. The City's collection system consists of approximately ͮͰͳ miles of gravity sewer, Ͳ.ʹ miles of force mains, and ͮͬ pump stations that collect and convey wastewater to King County’s (KC) Interceptors. These interceptors convey the City’s flow to the KC owned and operated South Treatment Plant. Each pump station is described in this chapter to provide framework for the condition assessment and any related Capital Improvement Program project. Additionally, other components of the system are broken down such as materials and diameters of the total gravity sewer system. The City's collection system is shown in Figure ES.ͭ. ES.3 Operational Policies and Criteria Polices and criteria regulate the manner that the City operates and plans for its future. The City's policies and criteria are detailed in the Renton Municipal Code, the Comprehensive Plan, City ordinance, and through adoption of this and other plans. The following policies and criteria are summarized in Chapter ͯ – Operational Policies and Criteria:  Customer Service Objective.  Planning Objective.  Service Area Extension Objectives.  Financial Objective.  Facility Objective.  Operations Objective. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | EXECUTIVE SUMMARY ES‐ͮ |JULY ͮͬͮͮ | FINAL ES.4 Planning Considerations Chapter Ͱ – Planning Considerations and Technical Memorandum (TM) ͭ describe the City’s land use policies and demographic projections that are used to develop future wastewater flow projections. The City's land use policies and sewer system are connected with adjacent sewer systems' policies and systems including the KC interceptors and serving small areas of Kent and Tukwila. Existing land use provides the basis for designing properly sized sewage facilities, including trunks, interceptors, and lift stations. In most cases the City's sewers are downstream, or at the receiving end of the effluent, from the systems adjacent to the City. Therefore, proper planning for the City's sewers requires that the plans of these adjacent utilities be evaluated. In addition to adjacent utility plans, the land use plans and policies of KC and the Growth Management Planning Council (GMPC) were also considered. As discussed below, the entire planning area is within the Urban Growth Boundary (UGB) established by the GMPC. The City supports the countywide framework policies (F‐ͮͱͱ and F‐ͭͬͮ) that call for the designated Urban Area to be served with sanitary sewers and prefers cities as the provider of sewer services. The entire study area has been designated Urban by the ͮͬͭͮ King County Comprehensive Plan with ͮͬͭͯ Amendments. Two planning periods are evaluated in this LRWWMP:  Existing system.  Build‐out. The existing system is defined as the ͮͬͭͮ sanitary flows calibrated with ͮͬͭʹ flow data. Currently, build‐out is projected at ͮͬͰͬ. Evaluations are performed for both average dry weather flow (ADWF) and peak wet weather flows (PWWF). A summary of the modeled total ADWF and PWWF flows for metered basins, for each planning period is shown in Table ES.ͭ. Table ES.ͭ Existing and Projected Modeled Wastewater Flows Flow Condition Existing Conditions Build‐out Conditions ADWF (mgd) ʹ.ͱͬ ͭͯ.ͯ PWWF (mgd) ͱͰ.ͮ ͲͰ.ͳͰ Peaking Factor Ͳ.ͯʹ Ͱ.ʹͳ Note: Abbreviation: mgd – million gallons per day. ES.5 System Analysis and Results As growth occurs, additional customer flows can exceed sewer capacity. Future growth is anticipated and is modeled through the existing hydraulic model of the collection system. The model was used as a basis to perform a capacity analysis. Based on the severity of the deficiencies identified, the most probable cause and the location, four types of recommendations were developed to mitigate or confirm these problem areas:  Additional long‐term depth monitoring.  Infiltration and Inflow (I/I) Evaluation: Micro‐monitoring for areas with elevated I/I.  Piping reconfiguration.  Programmatic upsizing. 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú East Renton Interceptor East Side Interceptor South Interceptor South Renton Interceptor May Creek Interceptor Cedar River Trunk Interceptor Shy CreekLiftstation Devils ElbowLift Station East ValleyLift Station Talbot CrestLift Station Long LiftStation KensingtonCrest Lift Station WedgewoodLift Station WestviewLift Station Lind AveLift Station Lake Washington#2 Lift Station CottonwoodLift Station Lake Wash.Flush Lift Station Stone GateLift Station Falcon RidgeLift Station Liberty LiftStation Lake WashingtonBeach LiftStation Pipers BluffLift Station Baxter LiftStation Misty CoveLift Station Airport LiftStation 12''24'' 12''42''12'' 36'' 1 2 ''8' ' 12 '' 2 4 ''12''6''12''1 2 '' 12 '' 24'' 12'' 24'' 18'' 12''18''12''12''48''12' ' 12 ''12''12''12''12''1 2 ''12''12''12''24''12''18''12''12''12''18''12'' 1 2 '' 8 ''15''12''12''12''12''12'' 12''12''12''12''12'' 15'' 2 4''12''18''12''1 2 ''12''12''12''24''18''36'' 36''12''12''12''10''12 '' 30 ''12''12''18'' 12''12''12''12''12''12''12''12'' 12'' 1 2 ''5 4 ''72''24''12''1 2 ''12''12''12''12''18''1 2'' 12'' 12'' 12''12'' 12''48''36''27'' 18''24''12'' 4 8 '' 1 2 ''12''8''12''12''12''18''12''12''48''18'' 1 8 ''12' '12''2 4 ''12'' 2 4'' 2 4'' 12'' 18''36''12'' 24'' 18''18'' 1 2 ''12''30''12''24''12''12''12''30''12''12''8' ' 18''24''60''12''15'' 24 ''12''18' '12''24'' 3 6 ''15''24'' 1 2 ''24''12'' 24''12''12''8''18'' 60'' 12''24''18''18''48''18''12''12''1 2 '' 12'' 1 8 ''18''18''12''1 0'' 12'' 1 2 '' 12''24''1 2 ''12''30'' 18'' 1 8 ''12''15''60''12''30''18''36''30' '12''24'' 18'' 12''12''12''24'' 1 2 ''24''18''1 2'' 36''12''12''18'' 12'' 12'' 12''12''12'' 8'' 2 4'' 12'' 18 ''10''8'' 12''12''12''36''1 2 '' 18''24''24''12''12''18''18''12'' 60'' 12''12''8'' 12'' 12''12''1 8'' 1 2 ''12''12''18''30''1 2''30''12''24''12''12''10'' 12'' 12''18''1 2 ''12''54''12'' 21'' 12'' 1 5 ''24''24''24''12''12''36''1 5'' 12''15''1 2''12''12''18''24''12''12''12''12'' 2 4 '' 12'' 15''54'' 18'' 12''36'' 8''12''12'' 1 2 ''60''60''36''12''12''24''12' '48''12''12' '12''1 2 ''12''12''12 ''24''1 2 ''12''1 2 '' 12'' 12'' 60''12''12''12''8''18''12''15''12''8''15'' 12''12''36''3 6 ''1 2 ''1 2 ''8'' 12'' 12'' 12'' 12'' 12''15' ' 15''30''36''18''12''18''18''12'' 72'' 12''18''48'' 12''12''1 8 ''12''36''36''1 8''20''18'' 1 2 ''8''18''4''18''36''12'' 18'' 12'' 54'' 36'' 2 0 ''2 4 ''Last Revised: October 06, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\ WaterSystemPlan2017\Existing_System.mxd O 0 10.5 Miles Legend Lift Station 3Ú City of Renton Gravity Pipeline by Diameter Unknown < 8" 8" 10" - 18" > 18" City of Renton Force Main King County Gravity Main Study Area Renton City Boundary Roads Waterbodies EXECUTIVE SUMMARY | LONG RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton Figure ES.1 Existing System EXECUTIVE SUMMARY | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY ͮͬͮͮ | ES‐ͱ Capacity deficiencies and proposed improvements to provide sufficient capacity for future development are detailed below in Table ES.ͮ. Table ES.ͮ Deficiency Recommendations Deficiency ID(ͭ) Reason Deficient Condition Risk Recommend ͬͱA Capacity High Depth Monitoring ͰͱA Capacity High I/I Evaluation ͳA Capacity Moderately High I/I Evaluation ͮA Capacity Moderately High I/I Evaluation ͯA Capacity Moderately High I/I Evaluation ͰͲA Capacity, diameters change High Depth Monitoring ͯͳA Negative slopes High Piping Reconfiguration ͰʹA Capacity, grade change High Depth Monitoring ͮͰA Negative slopes High Piping Reconfiguration ͮͬB Capacity, shallow slope Low Programmatic Upsizing ͮͬA Capacity, shallow slope Low Programmatic Upsizing ͮͮA Capacity, diameters change High Depth Monitoring ͮͭA Capacity, shallow slope Moderately High Depth Monitoring ͰͭA Capacity, shallow slope Moderately High I/I Evaluation ͮͯA Capacity Moderately High Programmatic Upsizing ͭͱA Capacity High Depth Monitoring ͭͰA Capacity High Depth Monitoring BA Pump Station backwater High Programmatic Upsizing or Pump Station Improvements ͬͱB Capacity High Depth Monitoring or I/I Evaluation ͬͱC Capacity Moderately High Depth Monitoring or I/I Evaluation ͭͭA Negative slopes Moderately Low Piping Reconfiguration ͮͱA Capacity, shallow slope Moderately High Programmatic Upsizing Note: Abbreviation: ID – identification. (ͭ) Deficiency ID based on associated mini basin number. ES.5.1 Hydraulic Modeling Overview The City’s collection system hydraulic model was constructed using a multi‐step process utilizing data from a variety of sources. The latest version (ͮͬͭͲ) of Danish Hydraulic Institute’s (DHI) Mike Urban was used to update the hydraulic model. The City conducted temporary flow monitoring to gain a better understanding of flows in the service area and calibrate hydraulic model predicted flows to actual collection system flows. Additional information on the modeling calibration is provided in Appendix H, TM ͮ. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | EXECUTIVE SUMMARY ES‐Ͳ |JULY ͮͬͮͮ | FINAL ES.5.2 Capacity Criteria The primary criterion used to identify capacity‐deficient trunk sewers was the maximum flow depth to pipe diameter ratio (d/D) less than or equal to one. The d/D value is defined as the depth (d) of flow in a pipe during peak flow conditions divided by the pipe’s diameter (D). ES.5.3 Capacity Evaluation The capacity evaluation was performed for the system, Existing and Build‐out, under a ͮͬ to ͯͬ year design storm. Sewer improvements were sized to a d/D of ͮ, to prioritize improvements for the most serious surcharging. For such large design storms much of the system surcharges and improvements for all surcharging was infeasible. ES.6 Replacement and Rehabilitation Program Chapter Ͳ – Replacement & Rehabilitation Program documents the City's prioritized collection system repair and replacement (R&R) program. R&R prioritization is based on a risk, which identifies the criticality and vulnerability of an asset. Criticality represents the consequence of failure, and the vulnerability represents the likelihood of failure. A consistent approach is used to identify and prioritize force mains, lift stations, and gravity mains. The risk associated with an asset (pipe, manhole, pump, etc.) is a measure of the impact of asset failure on the overall system. Risk is calculated as the product of criticality and vulnerability, or: Risk ൌ Criticality x Vulnerability Both force mains and lift stations were analyzed together. The criticality, vulnerability, and risk ratings for each force main and lift station were quantified on a relative risk scale, with one representing the lowest risk and four representing the highest risk. Each lift station and its corresponding force main’s calculated risk are shown below in Table ES.ͯ. Table ES.ͯ Risk Matrix for Lift Stations Normalized Risk Ranking Vulnerability Level Ͱ (severe) Lake WA No. ͮ Lake WA Flush ͯ (moderate) Talbot Crest Devil’s Elbow Kensington Crest ͮ (low) East Valley Shy Creek Long Wedgewood ͭ (negligible) Falcon Lind Avenue Westview Liberty Lake WA Beach Cottonwood Pipers Bluff Baxter Stonegate Airport Misty Cove ͭ (negligible) ͮ (low) ͯ (moderate) Ͱ (severe) Criticality Level Note: Abbreviation: WA – Washington. EXECUTIVE SUMMARY | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY ͮͬͮͮ | ES‐ͳ Using TM ͯ – Pipe Risk Approach and Procedures from the Closed‐Circuit Television (CCTV) Phase ͮ Project, gravity sewer risks were calculated similarly. Table ES.Ͱ shows the final result of the normalized risk ranking for the City’s pipe. Table ES.Ͱ Risk Matrix for Length of Gravity Mains (ft) Normalized Risk Ranking Vulnerability Level Ͱ (severe) ͭ,ʹͬͱ ͳ,ͬͲͭ ͭͬ,ͬͲͭ ͮ,͵ͯͱ ͯ (moderate) ͰͰ,ʹͰͬ Ͳͯ,ͬͳͱ ͭͬͯ,ʹʹͰ ͰͰ,ͱͱͭ ͮ (low) ͳͲ,ͱͭͬ ͭͬͬ,ͱͰͭ ͭͰʹ,͵ͮͱ ͱʹ,ͱͰͲ ͭ (negligible) ͮͭͬ,Ͳͮͮ ͭʹͬ,ͯͳͭ ͭʹͲ,ͭ͵͵ Ͳͭ,ͯͬͲ ͭ (negligible) ͮ (low) ͯ (moderate) Ͱ (severe) Criticality Level ES.7 Operations and Maintenance Regular Operation and Maintenance (O&M) is required to provide effective and efficient maintenance services for utility rate payers. Delayed O&M may contribute to adverse sewer events, including sewer backups, sanitary sewer overflows (SSOs), pipe breaks, etc. Chapter ͳ – Operations & Maintenance considers the City's existing and planned O&M activities and programs and provides recommendations to improve existing or address future needs. These activities are greater than the current level of service; therefore, additional workforce may be required in the future to meet City goals. ES.8 Capital Improvement Program Chapter ʹ – Capital Improvement Program of the LRWWMP assesses the City’s ability to fund the recommended improvements from Chapter ͱ – System Analysis and Results and Chapter Ͳ – Replacement and Rehabilitation Program detailed in Tables ES.ͮ, ES.ͯ, and ES.Ͱ. The projects include a financial status of the sewer utility, funding required to finance the scheduled improvements, updating the system development charges (SDC), potential funding sources, and the impacts of sanitary sewer improvements on sewer rates. To aid in finding individual projects, projects have been separated in sections by facility type:  “LS” = Lift Station.  “P” = Pipeline.  “G” = General. Figure ES.ͮ displays the various facility types of capital improvement program (CIP) allocation. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | EXECUTIVE SUMMARY ES‐ʹ |JULY ͮͬͮͮ | FINAL Figure ES.ͮ Cost by Facility Type ES.9 Financial Analysis A Wastewater Revenue Requirement Model (WRRM) was conducted in ͮͬͭʹ to analyze the future finances of the City. The LRWWMP’s CIP differs from the WRRM CIP; therefore, the LRWWMP analyzed the City’s financial capacity to implement the LRWWMP CIP. This analysis showed the City has the financial capacity to execute the LRWWMP CIP. Differences between the ͮͬͭʹ WRRM and LRWWMP CIP timing will create larger drawdowns of the reserve fund in the coming years, but still remain above the City’s minimum requirements. By ͮͬͮͱ it is expected that the reserve fund will begin building up again. The City is not committed to CIP spending summarized in the LRWWMP. Per the City budgeting policy, the Utility’s spending is based on a biannual budget approved by the City Council. Due to COVID‐ͭ͵, short term revenue could not be predicted, but it is expected that this will likely not heavily impact any long‐term analysis. If reductions in revenue persist due to COVID‐ͭ͵ or other economic factors, then CIP projects may be delayed. CHAPTER 1 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 1-1 Chapter 1 INTRODUCTION 1.1 Introduction The purpose of the City of Renton’s (City) Long-Range Wastewater Management Plan (LRWWMP) is to present policy and an assessment of the system to recommend facility improvements. The LRWWMP is intended to provide a road map for redevelopment and maintaining a high level of service for existing customers. The existing system is aging and will continue to require investment to maintain a high level of service. The LRWWMP is intended to provide the City with a "living" plan that can be used and adapted to assist in decision making for the next 20 years, both financially and for infrastructure capacity and condition. The LRWWMP results from an evaluation of the existing sanitary sewer system which provides the groundwork for recommendations to resolve existing deficiencies and concerns, as well as accommodating growth. This chapter presents the objectives of this LRWWMP, and a brief overview of the City’s wastewater collection system. A list of abbreviations is provided in the Table of Contents to assist the reader in understanding the information presented in this LRWWMP. This LRWWMP and recommended improvements were prepared in accordance with requirements of Washington Administrative Code (WAC) 173-240-050, which is administered by the Washington State Department of Ecology (Ecology), and meets the requirements of the Washington Growth Management Act (GMA). 1.2 Background and Goals The City is located in King County (KC), near Seattle, Washington. It is southeast of downtown Seattle and adjacent to Lake Washington and the Cedar River, as shown in Figure 1.1. The City owns and operates most of the sewer collection system within the City limits, as well as in nearby jurisdictions including Kent, Tukwila, and incorporated KC. The City discharges wastewater to the KC Interceptor where it is conveyed to KC’s South Treatment Plant located in the City. This LRWWMP is the fourth of plans developed previously in 1992, 1998, and 2010. The LRWWMP was prepared over six years from 2015 with plans for approval in 2020 but wasn’t approved till 2022. The LRWWMP provides a recognized framework for making decisions about Renton’s sanitary sewer service area which includes properties both inside and outside the City limits. It is intended to aid decision-makers as well as users, including the Wastewater Utility, City Council members, the Mayor, City staff, builders, developers, community groups, and other government agencies. The LRWWMP is a useful tool in the following ways: • As a framework for improvements and operations that govern sanitary sewer system developments in the Renton Wastewater Utility service area. The LRWWMP provides a basis for the following: - Allocating improvements. - Allocating costs to new sanitary sewer system users. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 1 1-2 | JULY 2022 | FINAL • To provide guidelines for improving the existing system to maintain a high quality of service at a reasonable cost. • To provide a basis of accommodating changes that occur which can’t be forecasted. To this end, the LRWWMP lists policy issues and operational criteria that can be used to developed alternatives and directions for development, improvements, and operations. 1.3 Referenced Documents This update to the LRWWMP is inspired by the need to provide constant evaluation of the sewer system and operating policies in order to meet the needs of the customers and to ensure compatibility with the City’s comprehensive plans. The following documents were referenced in the preparation of this LRWWMP: • King County Comprehensive Plan 2016 (King County, Updated October 2018). Establishes an overall direction for land use planning in KC. Note, land use used in the hydraulic modeling was based on the 2012 Plan. • Criteria for Sewage Works Design (Ecology, 2008). Provides guidance for the design of municipal sewer systems and est ablishes minimum requirements in the State of Washington . • King County Countywide Planning Policies (King County, December 2012 Amended June 2016 ). Provides framework for comprehensive plans for KC and cities within KC. • Washington Administrative Code, Title 173. Defines the structure of general sewer plans. • Stantec 2015 Model Update Report . • City of Renton 2010 Long -Range Wastewater Management Plan. • City of Renton 2015 Comprehensive Plan Amended December 2018. • King County Board of Health Code and Regulations. • City of Tukwila 2015 Comprehensive Plan. • City of Kent 2015 Comprehensive Plan. 1.4 Washington State Requirements The primary purpose of this LRWWMP is to develop a "living" document that is flexible and can be readily modified to respond to ongoing redevelopm en t. The major objectives of the LRWWMP are to identify capacity deficiencies in the wastewater collection system, develop feasible alternatives to correct these deficiencies, and plan the infrastructure that will serve future development. The goals of this LRWWMP, to meet the requirements from the Washington State Criteria for Sewage Works Design, include: • Prepare the LRWWMP in compliance with WAC Chapter 173-240-050 . • Prepare the LRWWMP to be consistent with KC Code 28.84.050 (pages 28-50). The purpose and need for the proposed plan . • Consideration of reclaimed water in compliance with RCW 90.48.112. • Consideration of water conservation measures in compliance with RCW 90.48.495. Each WAC requirement is detailed in Table 1.1 as well as the location within the plan. %&e !"` !"` !"b !"b ?ç ?è ?¿ ?æ ?Æ ?¦ ?í Auburn BeauxArts BlackDiamond Bellevue Burien Clyde Hill Covington Des Moines Federal Way HuntsPoint Issaquah King County KingCounty KingCounty King County King County King County King County King County King County King County Kent Kent Kent Kent Medina Mercer Island Maple Valley Newcastle Redmond Renton Seattle Sammamish SeaTac Tukwila YarrowPoint Last Revised: June 12, 2019F:\KRCD DRIVE\Renton\9971A00\Vicinity Map.mxd Figure 1.1 Vicinity Map CHAPTER 1 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON O 0 2 41Miles Legend City of Renton Other City Boundaries Roads Waterbodies CHAPTER 1 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 |1-5 Table 1.1 WAC Plan Requirements Requirement Location in Plan Purpose and need for the proposed plan. Chapter 1 Discussion of who will own, operate, and maintain the system. Chapter 2 Existing and Proposed Service Boundaries. Chapter 2 Layout map including: • Proposed sewers and areas proposed to be served by each . • Boundary lines of municipality or district and vicinity. • Existing sewers and areas served by each. • Topography and elevations of existing and proposed ground. • Information on streams, lakes, other bodies of water, and discharges. • Information on water systems. Figures 2.1 and 2.2 Figure 1.1 Figure 2.2 Figure 2.3 Figure 2.4 Figure 2.4 Population trends and methods used to determine those trends. Table 4.1 Information on existing wastewater facilities in the area. Chapter 2 Discussion of infiltration and inflow problems. Chapter 5 Discussion of the provisions for treatment, discharge, and reuse. Not included, all service performed by KC Information on facilities producing industrial wastewater. Chapter 5 Information on existing wells or other water supply sources. Chapt er 2 Discussion of alternatives evaluated and alternatives chosen. Chapter 6, Chapter 8 Information on existing and proposed cost per service. Chapter 9 Statements regarding compliance with SEPA and, if applicable, NEPA. Appendix A Consideration of reclaimed water (RCW 901.48.112). Chapter 2 Consideration of water conservation measures (RCW 90.48.495). Chapter 2 Note: Abbreviations: SEPA – Washington State Environmental Policy Act; NEPA – National Environmental Policy Act. As not ed in Table 1.1, provisions for treatment, discharge, and reuse are not included in the LRWWMP. The King County Service Agreement states that King County will provide all service to Renton and is the responsibility of King County to receive all flows. 1.5 Report Organization This LRWWMP contains nine chapters, followed by appendices that provide supporting documentation for the information presented in the report. The chapters are briefly described below: Chapter 1 – Introduction: This chapter presents the need for this LRWWMP and the objectives of the study. Lists of abbreviations and reference materials are also provided to assist the reader in understanding the information presented. Chapter 2 – Overview of Existing Sewer System: This chapter describes the existing wastewater collection system. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 1 1-6 | JULY 2022 | FINAL Chapter 3 – Operational Policies and Criteria : This chapter presents the policies for ownership, operations, and maintenance of the collection system. It also reviews the criteria for ev aluating the wastewater collection system. Chapter 4 – Planning Considerations : This chapter presents a description of the study area, defines the planning horizon for this study, and summarizes the land use classifications. Lastly, this chapter summarizes the methodology and results for estimating existing and future sanitary sewer flows resulting from the flow monitoring program. Chapter 5 – System Analysis and Results: This chapter discusses hydraulic evaluation of the wastewater collection system. Chapter 6 – Replacement and Rehabilitation Program: This chapter describes the City’s prioritized rehabilitation and replacement program. Chapter 7 – Operations and Maintenance: This chapter presents the operational and maintenance programs from the 2012 Operations and Maintenance (O&M) Plan. Chapter 8 – Capital Improvement Program: This chapter describes the improvements necessary to resolve existing and future deficiencies and accommodate growth. The pro posed improvements are also listed by priority and project type. Chapter 9 – Financial Analysis : This chapter evaluates the financial status of the City’s water utility and the ability to finance CIP projects. Additionally, Technical Memoranda (TMs) are included in the appendices as follows: Appendix G – TM 1: Rain and Flow Monitoring and Projections Appendix H – TM 2 : Model Development and Calibration Appendix I – TM 4: Risk Findings Other appendices included are as follows: Appendix A – SEPA Checklist Appendix B – Agency Comment Letters and Responses Appendix C – Approvals Appendix D – Hydraulic Model and Deficiency Results Appendix E – Service Agreements Appendix F – Stantec Model Update and Capacity Analysis Report Appendix J – Standard Plans and Specifications Appendix K – CIP Detail Sheets Appendix L-1 – Wellhead Protection Plan Update Appendix L-2 – Wellhead Protection Areas and Septic Systems Map Appendix M – Water Reclamation Evaluation Checklist Appendix N – Approved Grinder Pump Stations for Single Family Residences CHAPTER 1 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 |1-7 1.6 Key Issues This LRWWMP addresses the following key issues: • The need and timing of the replacement of older, deteriorating sanitary sewer facilities within large, neighborhood-size areas within the City. • The evaluation of the City’s system capacity to address both system deficiency and potential development. • The evaluation of sanitary sewer lift stations and force mains for removal, rehabilitation, and replacement. • The City’s Infiltration and Inflow (I/I) program in coordination with the overall KC program to evaluate options and needs for I/I reduction. • Review, monitoring, and coordination with the public to eliminate industrial waste and grease discharges to the sewer system. • Implementation of recommended improvements by priority which maintains affordable rates for the system users. Some of these issues were also addressed during preparations of the 1992, 1998, and 2010 LRWWMP. 1.7 SEPA and Approval Process A SEPA Checklist has been prepared for this LRWWMP and is presented in App endix A. It is anticipated that this proposed LRWWMP will not have a probable significant adverse impact on the environment and that an environmental impact statement (EIS) will not be required. However, many of the projects proposed herein will require SEPA checklists and an engineering determination will be made with each individual project. This LRWWMP includes review by adjacent utility systems. It has also been reviewed and approved by the King County Utilities Technical Review Committee and the Depart ment of Ecology. All comments are included in Appendix B, Agency Comment Letters and Responses. 1.8 Acknowledgements Carollo Engineers, Inc. (Carollo) and their team members, including ADS Environmental Services, LLC, would like to acknowledge and thank the fo llowing individuals for their efforts and assistance in completing this LRWWMP. Their cooperation and courtesy in obtaining a variety of necessary information were valuable components in completing and producing this report: • David Christensen, City of Rent on, Wastewater Utility Engineering Manager. • Don Ellis, City of Renton, Engineering Specialist – Geographic Information System (GIS). • Joe Stowell, City of Renton, Wastewater Utility Manager. • Ann Fowler, City of Renton, Senior Engineer. • Richard Marshall, City of Renton, Wastewater Maintenance Manager. CHAPTER 2 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 2-1 Chapter 2 OVERVIEW OF EXISTING SEWER SYSTEM 2.1 Overview of Existing System The City of Renton (City) currently provides sanitary sewer service to approximately 25.6 square miles both inside and outside the City limits. Overall, the City’s collection system contains approximately 14,000 customer connections. The City’s collection system is municipally owned, operated, and maintained; the system is managed by the City’s Public Works Department (Public Works). The City's collection system consists of approximately 247 miles of gravity mains (1,304,160 feet), over 6,700 manholes, 5.16 miles (27,433 linear feet [LF]) of force mains (FMs), and 20 lift stations that collect and convey wastewater to King County’s (KC’s) regional transmission interceptors. These interceptors convey the City’s flow to the KC owned and operated South Treatment Plant for treatment. Figure 2.1 presents the City's existing collection system. A more extensive description and analysis of the system can be found in Chapter 5 – System Analysis and Results. 2.2 System Components The purpose of a sanitary sewer is to convey wastewater from its source to a point of treatment. Since the generation of wastewater can vary considerably, there is seldom any control over the volume of wastewater that must be conveyed at any particular time. For this reason the sanitary sewer system is designed to accommodate a wide range of wastewater flow rates. The best method for conveying wastewater is a gravity sewer system. A gravity sewer system is made up of collector sewers, which as their name implies, collect the wastewater from the various sources. These collector sewers then convey the wastewater to interceptor sewers, which convey it to the point of treatment. The sanitary sewer system must be capable of transporting all of the constituents of the wastewater stream, which include the suspended solids, floatable solids and liquid constituents. In general, most of the floating materials are carried along with the flow stream; however, suspended solids have a tendency to settle out of the waste stream, unless minimum carrying velocities are achieved. This requires that the sanitary sewers be constructed with a minimum slope to create a gravity flow that will result in a velocity that will continuously carry the suspended solids portion of the waste stream. Another major sewer system component, and typically the most vulnerable, is the sewage lift station. A lift station is needed when the sanitary sewer system must overcome topographic restrictions that make it impossible or financially unfeasible to construct a gravity sewer. However, some lift stations are temporary, used only until the gravity sewer system can be built. 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú East Renton Interceptor East Side Interceptor South Interceptor South Renton Interceptor May Creek Interceptor Cedar River Trunk Interceptor Shy CreekLiftstation Devils ElbowLift Station East ValleyLift Station Talbot CrestLift Station Long LiftStation KensingtonCrest Lift Station WedgewoodLift Station WestviewLift Station Lind AveLift Station Lake Washington#2 Lift Station CottonwoodLift Station Lake Wash.Flush Lift Station Stone GateLift Station Falcon RidgeLift Station Liberty LiftStation Lake WashingtonBeach LiftStation Pipers BluffLift Station Baxter LiftStation Misty CoveLift Station Airport LiftStation 8''12'' 10''8''8''8'' 10'' 8''10''8''8'' 24''8''8 ''8''12'' 8'' 8'' 8''8''8 ''8'' 8''8''8''8'' 8 '' 8'' 12'' 8 ''8' '8''8''8 ''8''8'' 8'' 8'' 8''8''8 ''8' '8''12''8''8''8 '' 8''8''12''12''8''8''8''8'' 8''8''10'' 8'' 8''8''8'' 15''8''8''8''8''8''8''8'' 8'' 8'' 8'' 8''8''12''8''8''8''8''8'' 8''8''15'' 8'' 1 2 '' 8''8''8' '8''8''8''8''24''8'' 15''8''8''8''8''18''10''15'' 1 5''8''8''8'' 8'' 8'' 8 ''8' '8''8''8' ' 8'' 12''8''8 ''8''8''8''8''8''8'' 8''8''8''8' '8''8''8''8'' 24 ''15''8''8''8' '8''8''12''18' ' 8 ''12'' 8'' 12''8''8''8''8''12''15''8''8'' 8'' 1 2 ''8' ' 12''8''12''15''8''8'' 1 8 ''8''8''8''8' '8''8''8''8''10''8'' 8''8''8''8''10''8''12''8''8''12''8''8''8'' 8 '' 8''24''8' '8'' 8''10''12''8' '8''8'' 12 '' 8'' 18''10''8 ''8''8'' 8''10''18''8''1 5 ''18''8''12''8''8 ''8' '8''15''8''8''8''8''8 ''8''8' ' 8'' 8'' 18'' 8 '' 8'' 8'' 8''8''8''24''8''8''8''8'' 8''8''12''12''8''24''8''12'' 8''8''8''2 1 ''8'' 8''8''8''8''8''12''21''12''8''8''8''1 0 ''8'' 15'' 8''6''8'' 8''8''8''8''8'' 8 ''8''8''8''15'' 8'' 1 2 '' 0'' Last Revised: October 21, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\ WaterSystemPlan2017\Existing_System.mxd O 0 10.5 Miles Legend Lift Station 3Ú City of Renton Gravity Pipeline By Diameter Unknown 6" or Less 8" 10" - 18" 20" or Larger City of Renton Force Main King County Gravity Main Study Area Renton City Boundary Roads Waterbodies CHAPTER 2 | LONG RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton Figure 2.1 Existing System CHAPTER 2 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL |JULY 2022 | 2-5 2.3 Wastewater Collection Basins The City is divided into six major wastewater collection basins and 67 mini-basins illustrated in Figure 2.2 that consist of one or more model basins. Wastewater basins delineate large areas of the conveyance system network that ultimately flow to one location, specifically the regional interceptor running throughout the City's collection system. The basin boundaries almost always follow topographic features, such as ridge lines, streams, and rivers, and capture each property contributing flow to the sewer collectors in that basin. The model basins were developed by KC’s Infiltration and Inflow (I/I) Program for the Renton Sewer Service Area. These collection basins and model basins would ideally follow the natural drainage patterns of the City’s service area. However, because of natural and service area boundaries, the wastewater collection basins do not always follow drainage basins. The six m ajor basins are: West Cedar River, East Cedar River, East Lake Washington, Black River, Downtown, and May Valley. 2.3.1 West Cedar River Basin The West Cedar River Basin includes the eastern portion of the City bordering the Cedar River. The basin consists of primarily single-family and multi-family developments with some commercial and light industrial land uses. West Cedar River Basin includes the Cottonwood, Falcon Ridge, and Kensington Crest Lifts Stations. The wastewater collected in the basin is transported to KC’s Cedar River Trunk Interceptor at several connection points. 2.3.2 East Cedar River Basin The East Cedar River Basin is located at the east side of the City’s sanitary sewer service area. The basin extends from approximately Bremerton Avenue NE to the Urban Growth Boundary east of the City. The basin can be partially served by gravity through the East Renton Interceptor. The East Cedar River Basin includes the Shy Creek and Liberty lift stations. The wastewater collected in the basin is transported to KC’s Cedar River Trunk Interceptor at several connection points. 2.3.3 East Lake Washington Basin The East Lake Washington Basin is located in the northern part of the City. The City serves the entire basin, which consists of a variety of land uses including single-family and multi-family residential, and light commercial. The wastewater collected in the basin is transported to KC’s East Side Interceptor at several connection points. The East Lake Washington Basin includes the Devil’s Elbow, Lake Washington Beach, L ake Washington Flush, Lake Washington #2, Long, Stone Gate, Pipers Bluff, Wedgewood, and Westview Lift Stations. 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú East Valley RdRai ni er Ave NS 133rd St Oakesdale Ave SWBens on Dr SSW 7th St 140th Ave SENE SunsetBlvd §¨¦405 Maple Valley Hwy 164th Ave SECedar River Trail S E J o n e s R d Lake Youngs Service RdSE May Valley Rd Union Ave NESE Petrovitsky Rd §¨¦5 Shy CreekLiftstation Devils ElbowLift Station East ValleyLift Station Talbot CrestLift Station Long LiftStation KensingtonCrest Lift Station WedgewoodLift Station WestviewLift Station Lind AveLift Station Lake Washington#2 Lift Station CottonwoodLift Station Lake Wash.Flush Lift Station Stone GateLift Station Falcon RidgeLift Station Liberty LiftStation Lake WashingtonBeach LiftStation Pipers BluffLift Station Baxter LiftStation Misty CoveLift Station Airport LiftStation 41 40 23 54 U9 46 29 52 05 06 02 48 17 43 19 49 13 18 47 30B 30C 30C(West) 38A 38B 34 35 36 10 11 ESI1003 15 12 0809 24 37 01 07 45 03 RENT6504 CEDAR02A 32 39 30A 50 16 14 27 44 46(North) U3 25 22 20 2133 42 26 U2 U8 U7 U4 U6 28 BA U1 Last Revised: November 03, 2020 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Mini_Subasins.mxd O 0 10.5 Miles Legend 3Ú City of Renton Lift Station Gravity Pipeline City of Renton Force Main King County Gravity Main 2012 Renton Minibasins Study Area Renton City Boundary Collection Basins Black River Basin Downtown Basin East Cedar River Basin East Lake Washington Basin May Valley Basin West Cedar River Basin Roads Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton CHAPTER 2 | LONG RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Figure 2.2 Wastewater Basins CHAPTER 2 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 2-9 2.3.4 Black River Basin The Black River Basin is a large drainage basin in the southwest part of the City. The higher elevations in the Rolling Hills, Talbot Hill, and Panther Creek areas are generally single-family and multi-family residential developments along with commercial uses surrounding Valley Medical Center, while the valley floor is generally industrial and commercial land uses. A portion of the south and west portions of the valley floor are un-modeled. The upper elevations of the basin are served by Soos Creek Water and Sewer District. The Black River Basin includes the East Valley, Lind Avenue, and Talbot Crest Lift Stations. The wastewater collected in the basin is transported to KC’s East Side, South Renton, and South Interceptors at several connection points. 2.3.5 Downt own Basin The Downtown Basin is located in the northwest part of the City and includes the Central Business District, West Hill, and North Renton Industrial areas. Land use within the basin consists of single-family, multi-family, commercial, and heavy industrial land uses. The model basin includes the Airport Lift Station. Skyway Water and Sewer District also provides sewer service to parts of the West Hill that are within the Downtown Basin. The wastewater collected in the basin is transported to KC’s East Side Interceptor at several connection points. 2.3.6 May Valley Basin The May Valley Basin is located in the northeast part of the City on the periphery of the City's current service boundary. The portion of the basin within the City’s service area is currently only about half serviced with a sewer collection system. The remainder of the basin is within Coal Creek Utility District’s service area. Land use within the basin consists of primarily single-family and light commercial land uses. The May Valley Basin includes the Baxter and Misty Cove Lift Stations. The wastewater collected in the basin is transported to KC’s May Creek Interceptor and East Side Interceptor at several connection points. 2.4 Interceptors and Collection Systems Interceptors are sewers that receive flow from collector sewers and convey wastewater to a point for treatment or disposal. They are typically located in low lying or centralized areas in order to facilitate the gravity flow of the wastewater. The interceptors and all other sewers make up the collection system. 2.4.1 Existing Sewer System Currently, t he City’s gravity mains consist of approximately 60 percent polyvinyl chloride (PVC), 25 percent concrete pipe (CP), 5 percent ductile iron pipe (DIP), 3 percent vitrified clay pipe (VCP), and 6 percent unknown pipes. The majority of pipe material within the existing system is comprised of CP and PVC. Older sewers typically used concrete pipe, while PVC is more common in newer sewer installations. As shown in Table 2.1, a majority of the sanitary sewer system is constructed with 8 -inch diameter pipe. This is consistent with the Department of Ecology’s criteria for minimum sanitary sewer sizing. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 2 2-10 | JULY 2022 | FINAL Table 2.1 Gravity Sewer Inventory Diameter (inch) Length (lf)(2) Percentage of System 6 42,426 3.2% 8 1,033,293 79.1% 10 52,746 4.0% 12 82,153 6.3% 14 1,001 0.1% 15 35,143 2.7% 16 358 0.0% 18 25,605 2.0% 20 745 0.1% 21 8,826 0.7% 22 3,751 0.3% 24 20,066 1.5% Total (feet) 1,306,113 100% Total (miles) 247.4 100% Note: (1) System only includes gravity mains and excludes private sewers and KC pipes. (2) lf = linear feet. The City’s sanitary sewer system also contains 6,735 manholes which join the various links of sanitary sewer pipe. These manholes vary in construction type from brick manholes to precast concrete manholes. 2.4.2 Interceptors KC connections receive wastewater from the City’s collection system at more than 79 locations. This sewage is then either conveyed to another drainage basin or directly to the South Treatment Plant for treatment. 2.5 Lift Stations and Force Mains Sewage lift stations are used to convey wastewater from a low point to a higher point through the use of a pump and pressurized FM. The City owns and maintains 20 lift stations, which are described in Table 2.2. The topography of the City’s service area is such that most of the system is operated under gravity flow conditions with the exception of some areas that require pumping to higher elevations. The topography of the system is shown in Figure 2.3. Details on FM and lift station condition are in Chapter 6 – Replacement and Rehabilitation Program. The most common type of lift station is comprised of a wet well which contains a submersible pump located directly in the wet well. The second most common type of lift station is a configuration with the mechanical and electrical equipment located above the ground surface and over a large manhole wet well from which the wastewater is pumped. A wet well/dry well configuration is the third most common type; this is comprised of electrical and mechanical equipment located underground in a sealed enclosure adjacent to a large manhole which the wastewater is pumped. Additionally, the West View Lift Station contains a grinder submersible combination. East Valley RdRai ni er Ave NS 133rd St Oakesdale Ave SWBens on Dr SSW 7th St 140th Ave SENE SunsetBlvd §¨¦405 Maple Valley Hwy 164th Ave SECedar River Trail S E J o n e s R d Lake Youngs Service RdSE May Valley Rd Union Ave NESE Petrovitsky Rd §¨¦5 O 0 10.5 Miles Legend Study Area Roads Waterbodies DEM in FeetHigh : 180' Low : 5' Last Revised: August 20, 2019 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Topography.mxd CHAPTER 2 | LONG RANG E WASTEWATER MANAG EMENT PLAN | CIT Y OF RENTON Figure 2.3 Topography Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton CHAPTER 2 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 2-13 2.5.1 Airport Lift Station The Airport Lift Station is located on the west side of West Perimeter Road adjacent to the Renton Municipal airport. This facility is a duplex submersible pump system in a wet well with an adjacent valve vault and an on -site back-up emergency generator. This facility serves the southern portion of the west side of the airport as well as approximately 37 acres of residential and commercial properties west of Rainier Avenue South. The current lift station was constructed in 2014. 2.5.2 Baxter Lift Station The Baxter Lift Station is located in the former J.H. Baxter and Company pole yard near the southeast corner of the southern -most football practice field of the Virginia Mason Athletic Center (VMAC) Seattle Seahawks training facility and adjacent to the King County Trail . This facility operates as a duplex submersible pump system. The station is constructed in a large structure that contains a primary wet well and two pumps for standard operation and a secondary wet well for emergency storage. There is a third pump to transfer the emergency storage back into the primary wet well. This station has an adjacent valve vault and an on -site back-up emerg ency generator. This facility serves the VMAC Seattle Seahawks Training facility as well as the Barbee Mill neighborhood to the south. The current lift station was constructed in 2008. 2.5.3 Cottonwood Lift Station The Cottonwood Lift Station is located west of the Riviera Apartments, south of the Maple Valley Highway. This station is a submersible pump duplex station in a wet well with an adjacent valve vault . This facility serves the area between the Maple Valley Highway and the Cedar River, east of the former Stoneway concrete facilities. The current station was constructed in 1994. The FM was also replaced at that time. Upgrades to this lift station are currently in design phase. 2.5.4 Devil's Elbow Lift Station The Devil's Elbow Lift Station is located in NE 27th Street just northwest of where the road crosses Honey Creek. This facility is a submersible pump duplex station in a wet well with an adjacent valve vault that also contains the control system. There is a trailer-mounted emergency back-up generator located in the cul-de-sac of NE 24th Street. This generator is setup to automatically power this station but can also be transported to other sites is needed. The current station was constructed in 2000. Upgrades to this lift station are currently in design phase. 2.5.5 East Valley Lift Station The East Valley Lift Station is located on the northwest corner of the intersection of SW 34th Street and the East Valley Ro ad. This facility operates as a submersible pump duplex station. The station was constructed in a large structure that contains a primary wet well and two pumps for standard operation and a secondary wet well for emergency storage. There is a third pump in the secondary wet well that discharges the emergency storage to the force main. The station also has an adjacent valve vault and an on -site backup generator. This facility serves the commercial areas north and west of the lift station. The current station was built in 2003. Pumps were replaced in 2019 due to damage sustained from a private construction project. Additional upgrades to this lift station are currently in design phase. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 2 2-14 | JULY 2022 | FINAL 2.5.6 Falcon Ridge Lift Station The Falcon Ridge Lift Station is located at the east end of SE 8th Place in the plat of Falcon Ridge. This station is a submersible pump duplex station in a wet well with an adjacent valve vault and an on -site emergency generator. This station serves the Falcon Ridge neighborhood exclusively. The current station was constructed in 2019. The FM associated with this station is long and has an excessively high head. 2.5.7 Kensington Crest Lift Station The Kensington Crest Lift Station is located at the northeast corner of the Kensington Crest (A.K.A. Shadowhawk) multi-family complex and provides service to the complex. This facility is a submersible pump duplex station. The station was built in 2002. 2.5.8 Lake Washington Beach Lift Station The Lake Washington Beach Lift Station is located in the south parking lot at Coulon Beach Park. This facility is a duplex wet well with adjacent valve vault. The station serves the restroom facilities at the park. The current station was constructed in 2011. 2.5.9 Lake Washington Flush Lift Station The Lake Washington Flush Lift Station is located at the south end of Mountain View Avenue North. The facility is a submersible, single, non-clogging pump for pumping lake water into the gravity sewer along the Kennydale lakefront for flushing purposes. The low-pressure sewer Lake Line then discharges into Lake Washington No. 2 Lift Station. A new pump, along with a new valve vault was installed in 2004. 2.5.10 Lake Washington No. 2 Lift Station The Lake Washington No. 2 Lift Station is located at the north end of the Kennydale Beach Park Road. This facility serves lakefront properties west of Lake Washington Boulevard North in the Kennydale area. The station is a submersible pump duplex station in a rehabilitated wet well. The current station was constructed in 1994. 2.5.11 Liberty Lift Station The Liberty Lift Station is located at 16655 SE 136th Street at Liberty High School. This facility is a duplex submersible lift station in a wet well with adjacent valve vault. The current station was constructed in 2012. 2.5.12 Lind Avenue Lift Station The Lind Avenue Lift St ation is located on the west side of Lind Avenue SW near the intersection with SW 19th Street. This station is a submersible pump duplex station in a wet well with an adjacent valve vault and an on -site emergency generator. This station serves the commercial and industrial areas in the vicinity of the lift station. The current station was constructed in 2014 (City Project No. S-3626). 2.5.13 Long Lift Station The Long Lift Station is located on the east side of Union Avenue NE, just north of NE 27th Street. This facility is a submersible pump duplex station, which serves the Caledon Plat. The lift station was constructed in 2001. CHAPTER 2 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 2-15 2.5.14 Misty Cove Lift Station The Misty Cove Lift Station is located in the northeast corner of the Misty Cove Condominium complex. This station is a submersible pump duplex station in a wet well with an adjacent valve vault . This facility serves the lakefront properties that are north of the VMAC Seattle Seahawks Training facility. The current station, along with a new force main was constructed in 2014 (City Project No. S-3627). 2.5.15 Pipers Bluff Lift Station The Pipers Bluff Lift Station is located at 1160 Ilwaco Place NE. This station is a submersible pump duplex station in a wet well with an adjacent valve vault. This station serves the Piper’s Bluff plat exclusively. The current station was constructed in 2015. 2.5.16 Shy Creek Lift Station This station is located at the northeast corner of the intersection of SE 136th Street & 142nd Avenue SE. This station is a submersible pump duplex station in a wet well with an adjacent valve vault. The station was constructed in a large structure that contains a primary wet well and two pumps for standard operation and a secondary wet well for emergency storage. There is a third pump to transfer the emergency storage back into the primary wet well. The current station was constructed in 2008. 2.5.17 Stone Gate Lift Station The Stonegate Lift Station is located at 2615 Nile Avenue NE. The station is within an easement on an open space tract in the Stonegate neighborhood. This station is a submersible pump duplex station in a wet well with an adjacent valve vault. The station also includes an underground vault for emergency storage. The emergency storage vault gravity flows back to the primary wet well. There is an on-site emergency back-up generator. The facility serves the entire plat of Stone Gate as well as several plats to the east and south. The current station along with a new force main was constructed in 2012. 2.5.18 Talbot Crest Lift Station The Talbot Crest Lift Station is located under the roadway at 2511 Talbot Crest Drive. This facility is a submersible pump duplex station in a wet well with an adjacent valve vault. The station serves the plat of Talbot Crest exclusively. The current station was c onstructed in 2000. 2.5.19 Wedgewood Lift Station The Wedgewood Lift Station is located at 5401 NE 10th Street. This facility is a submersible pump duplex station in a wet well with an adjacent valve vault. The station is constructed in a large structure that contains a primary wet well and two pumps for standard operation and a secondary wet well for emergency storage. There is a third pump to transfer the emergency storage back into the primary wet well. The station serves the plat of Wedgewood, as well as the surrounding basin area. The station was constructed in 2006. 2.5.20 Westview Lift Station The Westview Lift Station is located on the west side of Monterey Avenue NE. This facility is a duplex submersible lift station designed to serve the twelve-lot Westview Plat. This station was originally constructed in 1995. Upgrades including a new adjacent valve vault, wet well lining, new pumps and hardware and electrical were performed in 2010 . CHAPTER 2 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 2-17 Table 2.2 Existing Lift Station Inventory Summary Name Location Station Type No. of Pumps Manufacturer Normal Operating Capacity (gpm) Normal Operating TDH (ft) Hp Pump Speed (RPM) Voltage Emergency Power Connect Telemetry FM Size (inches) Airport 451 West Perimeter Road / Airport Submersible 1-Duty 1-Standby Flygt Flygt 100 100 54 54 10 10 1735 1735 460 Yes Allen Bradley Compact Logix 4 Baxter 4505 Ripley Lane Submersible 1-Duty 1-Standby 1-Flow Transfer Flygt Flygt Flygt 450 450 250 21 21 15 5 5 3 1745 1745 1700 460 Yes Rugid 9 8 Cottonwood 2101 Maple Valley Highway Submersible 1-Duty 1-Standby 1-Flow Transfer Hydromatic Hydromatic Paco 230 230 - 32.5 32.5 - 3 3 - 1750 1750 - 230 / 460 115 Yes Rugid 6 4 Devil's Elbow 3001 NE 27th Street Submersible 1-Duty 1-Standby Flygt Flygt 500 500 155 155 35 35 3520 3520 460 Yes Rugid 6 6 East Valley 3371 East Valley Road Submersible 1-Duty 1-Standby 1-Flow Transfer Flygt Flygt Flygt 362 362 362 30.5 30.5 30.5 5 5 5 1735 1735 1735 230/460 Yes Rugid 9 8 Falcon Ridge 2471 SE 8th Place Submersible 1-Duty 1-Standby Flygt Flygt 230 230 82.7 82.7 11 11 3495 3495 460 Yes Allen Bradley Compact Logix 4 Kensington Crest 3000 SE 8th Street Submersible 1-Duty 1-Standby Flygt Flygt 160 160 80 80 10 10 1745 1745 460 Yes Rugid 9 4 Lake Washington Beach 1201 Lake Washington Boulevard N Submersible Grinder 1-Duty 1-Standby Vaughn Vaughn 125 125 24 24 5 5 1725 1725 230 Yes Rugid 9 4 Lake Washington Flush 2725 Mountain View Avenue North Submersible 1-Duty Paco 400 6.5 2 1150 120/240 Yes Rugid 6 4 Lake Washington No. 2 3903 Lake Washington Boulevard N Submersible 1-Duty 1-Standby Hydromatic Hydromatic 385 385 35 35 7.5 7.5 1750 1750 480 Yes Rugid 6 6 Liberty 16655 SE 136th Street Submersible 1-Duty 1-Standby Flygt Flygt 617 617 69 69 20 20 1755 1755 460 Yes Allen Bradley Compact Logix 8 Lind Avenue 1891 Lind Avenue SW Submersible Grinder 1-Duty 1-Standby Vaughan Vaughan 500 500 12 12 7.5 7.5 1170 1170 480 Yes Allen Bradley Compact Logix 8 Long 5702 Union Avenue NE Submersible 1-Duty 1-Standby Flygt Flygt 100 100 90 90 10 10 1735 1735 230/460 Yes Rugid 6 4 Misty Cove 5023 Ripley Lane N Submersible 1-Duty 1-Standby Flygt Flygt 190 207 32 32 4 4 3430 3430 460 Yes Allen Bradley Compact Logix 4 Pipers Bluff 1160 Ilwaco Pl ace NE Submersible 1-Duty 1-Standby Flygt Flygt 106 105 66.7 66.7 4 4 3430 3430 460 Yes Allen Bradley Compact Logix 4 Shy Creek 5110 SE 2nd Pl ace Submersible 1-Duty 1-Standby 1-Flow Transfer Flygt Flygt Flygt 550 550 275 40 40 15 10 10 3 1735 1735 1700 460 Yes Rugid 9 8 Stonegate 2615 Nile Avenue NE Submersible 1-Duty 1-Standby Flygt Flygt 425 425 172 172 85 85 1775 1775 460 Yes Rugid 9 8 Talbot Crest 2511 Talbot Crest Drive South Submersible 1-Duty 1-Standby Flygt Flygt 110 110 33 33 3 3 1700 1700 460 Yes Rugid 6 4 Wedgewood 5401 NE 10th Place Submersible 1-Duty 1-Standby 1-Flow Transfer Flygt Flygt Flygt 505 511 400 67.2 67.2 11 15 15 3 1755 1755 1680 460 Yes Rugid 9 8 Westview 1149 Monterey Avenue NE Submersible 1-Duty 1-Standby Flygt Flygt 70 70 34 34 3.8 3.8 3395 3395 2 40 Yes Rugid 6 Bastard 3 Note: Abbreviations: gpm – gallons per minute; TDH – total dynamic head; ft – foot/feet; hp – horsepower; RPM – revolutions per minute. CHAPTER 2 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL |JULY 2022 | 2-19 2.5.21 Force Mains A summary of the FMs is provided in Table 2.3. Additional information regarding lift stations and FMs is provided in Chapter 6 – Replacement and Rehabilitation Program . Table 2.3 Collection System Force Main Inventory Diameter (inch) Length (LF) Percentage of System 2 6,970 19.3% 3 1,863 5.2% 4 10,996 30.4% 6 2,979 8.2% 8 12,282 34.0% 10 1,026 2.8% Total (feet) 36,116 100% Total (miles) 6.8 100% 2.6 Water System The City provides water service to City customers from a series of groundwater wells. As shown in Figure 2.4, there are ten reservoirs and one operational storage/equalizing detention clearwell at the Maplewood Treatment and Booster Pump Station (BPS) Facility. These storage facilities within the City total 22,877,053 gross volume gallons of water. The City operates 12 BPS to convey treated water from low pressure zones to high pressure zones. Altogether, the City’s water system is 1,629,560 feet (308.6 miles) with a majority 8 -inch DIPs. The City has a Water System Plan Update (WSPU) that was approved by DOH in February 2021 that includes a conservation plan identified in C hapter 6. Part of the conservation plan discusses the potential for the use of reclaimed water. Further discussion on reclaimed water can be found in Chapter 4 of this Plan. This WSPU was developed by the City in coordination with this planning effort. A wellhead protection program (WHPP) was prepared by the City and approved by DOH in 1999. The City’s Water System Plan Update completed updates to the WHPP. Changes to the program are included in Appendix L-1. Compliance with WHPP requirements is part of a broader City effort identified in the WSPU as the Aquifer Protection Program. In 1998, the City adopted an Aquifer Protection Ordinance to protect its water supply from being contaminated. The ordinance regulates land use within the aquifer recharge area in order to protect the aquifer from contamination and are defined as Critical Areas. As part of aquifer protection the City has designated an aquifer protection area (APA), which is that area within the zone of capture for the City's aquifers and spring. The APA is divided into three zones: • Zone 1 encompasses the 1-year groundwater capture zone for the downtown wells. Regulations adopted for this zone provide the strongest protection for the area that is very close to the most important and vulnerable wells. • Zone 1 Modified encompasses the 1-year capture zones for the Maplewood, Wellfield, and Springbrook Springs, which are partially outside of the City limits. Regulations are somewhat less strict than those in Zone 1 and are intended to provide appropriate CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 2 2-20 | JULY 2022 | FINAL protection for important wells/springs that are deep and/or partially protected by intervening layers of relatively impermeable earth materials. • Zone 2 provides a level of protection adequate for areas that are further away from the most important sources but still within the capture zone or for deep backup wells. Zone 2 encompasses: - The portion of the capture zone for downtown wells that lies between the 1-year capture zone boundary and the City limits. - The portion of the capture zone for Well 5A that lies within City limits. - The portion of the capture zone for Springbrook Springs that lies between the 1-year capture zone boundary and the 10-year bound ary. Land use in Zone 1 is more strictly regulated than in Zone 1-Modified or Zone 2. All new development within Zone 1 must connect to the sewer system. Existing development must connect if it is within 330 feet of a sewer line. In Zone 2, all new platted single-family, multi-family, and commercial development must connect to the sewer system. However, a single-family residence is required to connect only if it is within 330 feet of a sewer line. The water facilities and aquifer protection areas are shown on Figure 2.4. Currently the wellhead protection zones and the aquifer protection areas refer to the same zones. The City is in the process of updating the program: 1) update APA zones to reflect capture zone delineations, 2) will be performing site surveys at facilities within the APA zones that store/use hazardous materials, 3) provide outreach and training for aquifer protection. A more detailed description of the proposed aquifer protection policies can be found in Chapter 3 – Operational Policies and Criteria. Additionally, Appendix L-2 shows the relationship between the wellhead protection zones and where existing septic systems are located in the City. 2.7 Operation and Maintenance The current operation and maintenance program for the sewer utility consists of four elements: normal operations, emergency operations, preventive maintenance and staffing. Normal operation of the sewer system is shared by the Maintenance Services and Utility Systems divisions. The program is described and evaluated in more detail in Chapter 7 – Operations and Maintenance. 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú3Ú UT UT UTUT UT UT UT UT UT UT UT UT 3Q 3Q 3Q !ã!ã!ã!ã !ã !ã!ã!ã!ã!ã !ã !ã East Valley RdRai ni er Ave NS 133rd St Oakesdale Ave SWBens on Dr SSW 7th St 140th Ave SENE SunsetBlvd §¨¦405 Maple Valley Hwy 164th Ave SECedar River Trail S E J o n e s R d Lake Youngs Service RdSE May Valley Rd Union Ave NESE Petrovitsky Rd §¨¦5 LakeBoren LakeDesire SpringLake Lake Youngs Shady Lake Lake Jolie Ham Lake PantherLake Cedar River Lake Washington PW-5A Highlands Chlorination Facility HighlandsReservoirs HazenReservoir Mt Olivet Reservoir EW-3R, PW-9,RW-1,2 & 3, PW-83Q CorrosionControl Facility West Hill Reservoir MaplewoodChlorinationFacility PW-10 PW-12 PW-11, PW- 17Rolling Hills Reservoirs494 & 594 North TalbotReservoir South TalbotReservoir Southbrook SpringsTreatment Plant PW-4 Shy CreekLiftstation Devils ElbowLift Station East ValleyLift Station Talbot CrestLift Station Dennys LiftStation Long LiftStation KensingtonCrest Lift Station WedgewoodLift Station WestviewLift Station Lind AveLift Station Lake Washington#2 Lift Station CottonwoodLift Station Lake Wash.Flush Lift Station Stone GateLift Station Falcon RidgeLift Station Liberty LiftStation Lake WashingtonBeach LiftStation Pipers BluffLift Station Baxter LiftStation Misty CoveLift Station Airport LiftStation Last Revised: September 06, 2019 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Water Facilities and Aquifer Protections.mxd O 0 10.5 Miles Legend !ã Production Well UT Reservoir 3Q Water Treatment Plant Aqu ifer Protectio n Zones Zone 1 Zone 1 Modified Zone 2 Lift Station 3Ú City of Renton 3Ú King County Gravity Pipeline City of Renton Force Main King County Force Main King County Gravity Main Study Area Renton City Boundary Roads Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton CHAPTER 2 | LONG RANG E WASTEWATER MANAG EMENT PLAN | CIT Y OF RENTON Figure 2.4Water Facilities andAquifer Protection Areas CHAPTER 3 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 3-1 Chapter 3 OPERATIONAL POLICIES AND CRITERIA 3.1 Introduction The existing sewer system is designed and operated according to specific ordinances, regulations, and engineering standards (hereafter collectively referred to as policies and criteria). All of the policies originate from eight sources, listed in descending order, from those with the broadest authority to those with the narrowest: • Federal Regulation – Environmental Protection Agency (EPA). • State Regulations – Department of Ecology (Ecology). • King County (KC) Policies – Department of Natural Resources – Wastewater Treatment Division. • City of Renton Comprehensive Plan. • City of Renton Ordinances – City Council. • Administrative Policies – Mayor. • Department Policies – Public Works Department. • Long-Range Wastewater Utility Policies – Wastewater Utility Staff. Federal regulation, state regulations, county policies, and city ordinances dictate requirements that are set by law. Policies that originate in the Office of the Mayor, Public Works, or Wastewater Utility cannot be less stringent or in conflict with other, broader laws. Those policies and criteria referencing the Long -Range Wastewater Management Plan (LRWWMP) have or will become official policies with the adoption of the LRWWMP by City of Renton (City) City Council. 3.2 Operational Goal The goal of the City’s Wastewater Utility is to provide adequate, reliable sanitary sewer services at a minimum cost to the customer. Guiding the Wastewater Utility’s daily operations as well as its planning activities, the policies in this LRWWMP stem from this goal. Objectives and policies that fall into six areas of emphasis support this broad service goal: 1. Customer Service. 2. Planning Objective. 3. Service Area Extension . 4. Financial. 5. Facility. 6. Operations. The policies and criteria supporting each objective are provided below. Note, given the nature of the content, this chapter is presented in traditional policy format, rather than outline format that is used in other chapters. For actual wording of a given policy and criteria, refer to the indicated source for complete text. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 3 3-2 | JULY 2022 | FINAL 3.3 Customer Service Objective Ensure the availability of an adequate level of sanitary sewer service that is consistent with land use, environmental protection, and annexation goals and policies. 3.3.1 Policies • Sewer facilities and services should be consistent with the growth and development concepts directed by the Comprehensive Plan (Policy U -1, 2018 City of Renton Comprehensive Plan). • Ensure and encourage the use of the sanitary sewer system within the urban areas in a manner consistent with land use and environmental protection goals and policies (LRWWMP). • All new developments should be required to connect to the sanitary sewer system, except properties that have adequate soils to support on-site septic systems, are zoned for low density single family residential development , located away from environmentally sensitive areas, and outside Aquifer Protection Areas (Policy U-2 1, 2018 City of Renton Comprehensive Plan). • Actively promote connection to the public sewers by all residents within the City’s service area (LRWWMP). • Public sewer expansions shall not occur in the Rural Area and on Natural Resource Lands except where needed to address specific health and safety problems threatening the existing structures and the use of septic or other onsite wastewater systems has been determined by KC to be not feasible; or to serve a new school authorized to be located in the Rural Area by R-327 (Policy F-264.A, 2018 King County Comprehensive Plan). 3.3.2 Implementation • The owner of each house, building or property used for human occupancy, employment, recreation or other purpose, situated within the City and abutting on a public sanitary sewer of the City which said public is hereby required at the owner’s expense to install suitable toilet facilities therein and to connect such facilities directly with the proper public sewer in accordance with the provisions of this Chapter, within ninety days after the date of official notice to do so (Renton Municipal Code [RMC] 4-6-040.A). • Where a public sanitary or combined sewer is not avail able under the provisions of Title IV Chapter 6 of the RMC, the building sewer shall be connected to a private sewage disposal system complying with the provisions of this section (RMC 4-6-040.A.1). • The owners of private sewerage disposal systems shall operate and maintain the facilities in a sanitary manner at all times at no expense to the City (RMC 4-6-040.I.4). • The owner or occupant of lands or premises located within the urban growth area (UGA) (as defined in the King County Comprehensive Plan ) undertaking new residential or nonresidential construction, short subdivision or subdivision from which sewage will originate shall connect to a public sewer, provided the sewer utility permits such connection (King County Board of Health Rules and Regulations [KCBHRR] No. 3, 13.04.050). • Sanitary sewers, together with all appurtenances, shall be constructed or deferred before a final short plat is submitted or a short subdivision is recorded. Sanitary sewers shall be constructed to specifications and standards of the Wastewater Utility, approved by the Department and in accordance with other standards of the City. A CHAPTER 3 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 3-3 separate construction permit will be required for any such improvements, along with associated engineered plans prepared per the City’s drafting standards and associated fees (RMC 4-7-100). • Unless septic tanks are specifically approved by the Planning/Building/Public Works Department and the KC Health Department, sanitary sewers shall be provided by the developer at no cost to the City and desig ned in accordance with City standards. Side sewer lines shall be installed eight feet into each lot if sanitary sewer mains are available, or provided with the subdivision development (RMC 4-6-040F). • Development that is within two hundred feet of a public sewer, where an on -site system (OSS) is operating, connection to the public sewer is required when the sewering authority permits such connection and when: - Repair, modification, or replacement of the system is necessary, or the existing OSS has failed and an OSS fully conforming to this title cannot be designed and installed (KCBHRR 13.04.050). - At such time that additional construction which in any way affects the on-site sewage system is proposed (KCBHRR No. 3, 13.04.050). - They are part of a sewer Local Im provement District (LID) (RMC 4-6-040.A). • New development (residential and non -residential) in Zone 1 of the Aquifer Protection Area (APA) shall be required to connect to the City sewer system (RMC 4 -6-040J.1.a.i). • All existing development (residential and non-residential) in Zone 1 of the APA that is within the specified proximity of existing or future gravity sanitary sewer shall be required to connect to the City sewer system within two years of the availability of the new sewer line (RMC 4-6-040J.1.a.iii). • Any new development (residential and non -residential) in Zone 2 of the APA shall be required to connect to the City sewer system (new single-family residential development on existing lots may be allowed to use on-site disposal systems until public sewer service becomes available, as determined by the Wastewater Utility) (RMC 4-6-040J.2.a.i). • The City, at the discretion of the Wastewater Utility, may defer compliance with non-health related standards dealing with extension, design, or capacity for tempo rary sanitary sewer service. Temporary sanitary sewer service may include pump tests, temporary discharge permits, connections for temporary construction sit es, or other similar usage. The property owner will retain the responsibility and will execute an agreement to either directly or financially meet said standards at the direction of the City (LRWWMP). • After connection to the sewer system, all private sewage disposal facilities shall be abandoned and filled with suitable material; provided, however, the owner of the subject premises may suitably clean the septic tank to utilize the sam e and any adjoining drain field systems for the disposal of stormwater (RMC 4 -6-040.I.6). 3.4 Planning Objective Ensure that the City’s sewage collection system is consistent with the public health and water quality goals of Washington State (Policy U-F, 2018 City of Renton Comprehensive Plan). CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 3 3-4 | JULY 2022 | FINAL 3.4.1 Policies • Sewer facilities and services should be consistent with the growth and development concepts expressed in the Land Use Element. Extension of sewer service should be coordinated with expected growth and development. (Policy U-20, 2018 City of Renton Comprehensive Plan). • Apply level of sanitary sewer service standards consistently throughout the service area (LRWWMP). • Sewer system improvements supporting areas of the City projected to experience high levels of growth should be prioritized to ensure that sewer service is concurrent with anticipated growth. (Policy U-2 5, 2018 City of Renton Comprehensive Plan). • Timely and orderly extension of the sewer system should be provided within the City’s existing and future service areas to meet public health requirements (Policy U -24, 2018 City of Renton Comprehensive Plan). • Implementation and coordination of programs for the improvement, phasing and financing of sewer infrastructure should be developed consistent with the Land Use Element of the Comprehensive Plan (LRWWMP). • Approval of development should be conditioned on the availability of adequate utility service and should not result in decreases in local levels of service for existing development. All new development should be required to pay their fair share of construction costs for necessary utility system improvements (Policy U -5, 2018 City of Renton Comprehensive Plan). • Sewer f acilities and services should be in place prior to occupancy of development projects (LRWWMP). • Sewer service should be expanded so that the current levels of service are maintained through build-out of the adopted land use (LRWWMP): - Note: While land use pl ans typically deal with twenty-year projections, the sewer facilities installed today have a life expectancy of 75 to 100 years. A Sanitary Sewer Utility has to consider the current Land Use Plan, historical trends, and predictions for further growth when designing sewers. The Wastewater Utility may install a facility larger than needed for the land use projected in the 20 -year plan if additional capacity needs are projected for the long -term future. It is in the best interests of the ratepayers to obtain the longest use possible from a facility and not have to replace newer facilities. • Continue coordination with KC Wastewater Treatment Division regarding Inflow/Infiltration reduction initiatives, system improvements, and interconnections between City and KC sewer infrastructure (Policy U -27, 2018 City of Renton Comprehensive Plan). • Protect surface and groundwater quality through coordination with KC to reduce surcharging conditions that may cause wastewater overflows (Policy U -26, 2018 City of Renton Compreh ensive Plan). • Coordinate with non-City sewer providers operating within the City and neighboring jurisdictions to accommodate road construction and other public works projects (Policy U-2 3, 2018 City of Renton Comprehensive Plan). • For planning purposes, the Wastewater Utility should use sanitary sewer service boundaries established by agreement with adjacent municipalities. Where boundaries CHAPTER 3 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 3-5 do not exist, the Wastewater Utility shall use natural basins, KC’s Urban Growth Boundary (UGB), and negotiations with adjacent sewer service providers to determine the ultimate service area (LRWWMP). • Facilities should be planned and sized to serve natural basins to minimize the need for pumping and inter-basin transfers (LRWWMP). • Projected sewage flows from development should be calculated based on adopted land use plans and policies. These projections should be used as a guide in developing the wastewater Capital Improvement Program (CIP). The CIP should be updated as land use plans and policies are revised (Policy U-22 , 2018 City of Renton Comprehensive Plan). 3.5 Service Area and Extension Objectives Ensure the availability of an adequate level of sanitary sewer service to areas annexing to the City or areas within the City’s Potential Annexation Area (PAA). 3.5.1 Policies • Support annexation where infrastructure and services allow for urban densities, service providers would be consolidated, and/or it would facilitate the efficient delivery of service. (Policy L-8, 2018 City of Renton Comprehensive Plan). • Ensure the availability of an adequate level of sanitary sewer service through system planning that is consistent with land use, environmental protection, and annexation goals and policies (Goal U-E, 2018 City of Renton Comprehensive Plan ). • The City will follow state guidelines that define a City's ability to assume facilities in annexation areas (LRWWMP). • The City may assume existing portions of adjacent sanitary sewer systems, at the discretion of the City Council, when such assumptions promote the logical and efficient development of the City’s sanitary sewer system (LRWWMP). • Allow the extension of sanitary sewer services within the City’s PAA according to such criteria as the City may require. Sanitary sewer service shall not be established within the boundaries of another sewer service provider’s district, except by agreement with that provider. • As the service provider, the City is the point of contact or focal point. Not all regulations or criteria originate with the City. Some regulations or criteria originate at the federal, state, or county level. All applicable regulations will be followed in the provision of service in unincorporated areas (LRWWMP). • Areas annexed without existing municipal sanitary sewer service shall be served by the City unless a service agreement exists or is negotiated with a neighboring utility (LRWWMP). • The City Council shall consider annexations without assumptions of existing sanitary sewer facilities under the following conditions: - The sanitary sewer facilities are or will be operated and maintained by an adjacent municipal utility. - The adjacent utility has executed a service boundary agreement with the City. - The annexation area is better served by the adjacent utility either because of location within a drainage basin or because it is the most logical extension of facilities (LRWWMP). CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 3 3-6 | JULY 2022 | FINAL • When areas outside of the city limits annex to the City, they must be provided with an adequ ate level of sewer service. The City will serve annexed areas that do not have sewer service unless a service agreement exists or is negotiated with a neighboring utility. (LRWWMP). • Areas annexed with existing sanitary sewer service must meet the City's sanitary sewer service objectives. Upgrading of sanitary sewer facilities to City standards, within all or portions of newly annexed areas will be required if there is a threat to public health and safety. If improvements are necessary, they may be accomplished by developer installation or LID as a condition of the annexation (LRWWMP). • In the UGA all new development shall be served by public sewers, unless application of this policy to a proposal for a single-family residence on an individual lot would deny all reasonable use of the property; or sewer service is not available for a proposed short subdivision of urban property in a timely or reasonable manner as determined by the King County Utility Technical Review Committee. These onsite systems shall be managed by the property owner that can consider an Onsite Sewage System Maintainer certified by the Public Health – Seattle & KC. (2018 King County Comprehensive Plan, Policy F -255). • KC shall work with cities, special purpose districts, other local service providers and residents to identify and distinguish local, countywide and regional services. Over time, cities will assume primary responsibility for coordinating the provision of local services delivery in urban areas. In general, the county will continue t o provide local services delivery within the Rural Area and Natural Resource Lands. Special purpose districts may still provide services, where appropriate. The county will also assume primary responsibility for coordinating the provision of countywide services, including countywide services that must be delivered within City boundaries. The county will also work with cities, special purpose districts, and other counties to identify regional service and facility needs and develop strategies to provide them. (2018 King County Comprehensive Plan, Policy F-102). 3.5.2 Implementation It is recommended the City update the City Code to ensure the availability of an adequate level of sanitary sewer service to areas within the City’s Potential Annexation Area (PAA) that includes all developments. As currently written, sanitary sewer service to properties outside the City’s corporate limits will not be permitted except under the following conditions: - Public Entity: The applicant is a municipal or quasi-municipal corporation including a school, hospital or fire district, KC, or similar public entity. - Necessary Service: Service is necessary to convert from a failed or failing septic system or in the area that has been defined by the Seattle-King County Health Department as a health concern area. - Vested Service: Those properties for which the City has granted a valid sewer availability certificate prior to July 21, 2008, and the project has a current vested right to build. - In the City’s Sewer Service Area, Existing Legal Lot(s) Desiring to Construct One Single-Family Residence or Connect One Existing Single-Family Residence: The Administration may approve the connection of one single-family residence on an existing legal lot. CHAPTER 3 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 3-7 • In any case, as a condition of sewer service by the City, the property owner(s) shall execute a covenant to annex for each parcel when the property being provided sewer service is within the City’s PAA (RMC 4 -6-040.C). 3.6 Financial Objective Provide sound financial policies on which to base operations of the Wastewater Utility that will allow the utility to meet its overall goal. 3.6.1 Policies • Criteria should be established for developing the fees and rates necessary to maintain the Wastewater Utility’s established level of service (LRWWMP). • The Wastewater Utility shall be operated as an enterprise utilit y (financially self -supporting) (LRWWMP). • The Wastewater Utility should use a rate setting process that complies with standards established by the American Public Works Association (LRWWMP). • The Wastewater Utility should use cost -based rates and additional charges that: - Recover current, historical, or future costs associated with the City's sanitary sewer system and services. • Equitably charge utility customers to recover costs commensurate with the benefits they receive. • Provide adequate and stable sources of funds to cover the current and projected annual cash needs of the Wastewater Utility (LRWWMP). • Portions of the revenue generated from sewer user rates will be used for wastewater utility related capital improvement projects, including deb t service for the projects (RMC 8-5-15F). • New customers seeking to connect to the sanitary sewer system shall be required to pay charges for an equitable share of the cost of the system. Revenue from these charges is used to finance part of the CIP (RMC 4-1-180.C). • Customers should be charged for supplemental, special purpose services through separate ancillary charges based on the cost to provide the service. Ancillary charges create more equitable fees and increase operating efficiency for services to customers. Revenue from ancillary charges should be used to offset operations and maintenance (O&M) costs (LRWWMP). • The utility should maintain information systems that provide sufficient financial and statistical information to ensure conformance with rate-setting policies and objectives (LRWWMP). • Rates shall be developed using the cash basis to determine the total revenue requirements of the Wastewater Utility (LRWWMP). • User charges shall be sufficient to provide cash for the ex penses of operating and maintaining the Wastewater Utility. To ensure the fiscal and physical integrity of the Wastewater Utility, an amount shall be set aside each year for capital expenditures from retained earnings, that is, an amount shall be set aside to cover some portion of the depreciation of the physical plant. The amount may be transferred from the Sanitary Sewer Fund to the Construction Fund for general purposes, or for specific purposes, such as creating a reserve for main replacement (LRWWMP). CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 3 3-8 | JULY 2022 | FINAL • A Working Capital Reserve will be maintained to cover emergencies, bad debts, and fluctuations in cash flow (LRWWMP). • The customer classes for the utility shall be single-family (including attached single-family), commercial (including multi-family), and industrial (RMC 4-6-040.E.2). • The inflation rate should be based on information provided by the Finance Department (LRWWMP). • Large industrial users should be charged for services on the same basis as all other users (LRWWMP). • The utility should use generally accepted cost allocation principles for all cost allocation purposes (LRWWMP). • The utility fees and charges should be calculated for the service area as a whole. Rates should be the same regardless of location (except for the inside/outside City distinction discussed below) (LRWWMP). • When the City takes over existing service of properties outside the City limits by agreement with an adjacent district, the City shall charge the normal in-city rates (LRWWMP). 3.6.2 Implementation • For customers residing ou tside the City limits, sanitary sewer rates are 1.5 times the residential City rates (RMC 8-5-15C). • Renton provides for a senior and/or disabled citizen discount on City sewer rates (RMC 8-5-15D4). • Owners of properties that have not been assessed or charged an equitable share of the cost of the sanitary sewer system shall pay, prior to connection to the system, one or more of four charges: - System development charge. - Special assessment charge. - Latecomer's fees. • Inspection/approval fees. 3.7 Facility Objective Provide a wastewater collection system that ensures adequate capacity and system reliability, is consistent with land use and environmental protection goals and policies, and is well maintained. 3.7.1 Policies • Protect the health and safety of City citizens from environmental hazards associated with utility systems through the proper design and siting of utility facilities (LRWWMP). • Promote the co -location of new utility infrastructure within rights-of-way and ut ility corridors, and coordinate construction and replacement of utility systems with other public infrastructure projects to minimize construction related costs and disruptions (LRWWMP). • Design criteria should be established to provide an optimum performance level and a standard of quality for the sanitary sewer system (LRWWMP). CHAPTER 3 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 3-9 • All lift stations that will be converted to public maintenance shall have control and telemetry systems that are consistent and compatible with the current City system (LRWWMP). • Joint use facilities will be pursued only in those areas where they would improve reliability or reduce operating costs. All joint use facilities must comply with City policy and design standards (LRWWMP). 3.7.2 Implementation • Public sewers shall conform to the lat est City standards, as adop ted by City Code, as well as Ecology Criteria for sewage works design and the Recommended Standards for Sewage Works of the Great Lakes-Upper Mississippi River Board of State Sanitary Engineers. The standards are subject to review by Ecology. All public sewer extensions shall conform to City standards and be consisten t with the City LRWWMP (RMC 4-6-040.F.2). • The public sewer shall be polyvinyl chloride (PVC) plastic pipe American Society for Testing Methods (ASTM) D 3034. Rubber gaskets for PVC pipe shall meet ASTM 1869 standards. However, ductile iron (DI) American Water Works Association (AWWA) C151, that is Type II push-on or Type III mechanical joints, together with cement mortar lining that is 3/32 of an inch in accordance wit h AWWA C 104 and PVS C900 pipes can be used for force mains or areas with external loading concerns. Also public sewers installed in filled or unstable ground, in areas with high ground water levels, or in areas where the potential for infiltration occurs, may be required to be either DI, or PVC plastic pipe. Exact pipe material shall be as determined by the Wastewater Utility. Alternative pipe materials may be considered by the Wastewater Utility on a case-by-case basis. Minimum size shall be 8 inches in diameter (RMC 4 -6-040.F.3). • Manholes shall be installed at the end of each line, at all changes of grade, size or alignment, and at distances no greater than 400 feet for 15-inch diameter sewers or smaller. Greater spacing may be permitted in larger sewers. Manholes shall be a minimum of 48 inches in diameter, shall be precast concrete or cast in place concrete, with steel reinforc ement. Steps shall be placed at 1-foot intervals, conforming to current safety regulations. • The manhole covers shall be 24 -inch d iameter cast iron (CI) frame and lid. All connections to the manhole shall match the existing inverts or have a drop connection in accordance with current City standards (RMC 4-6-040.F.5). • All private lift stations for commercial or multi-family use shall have alarm and standby emergency operation systems, and meet or exceed Ecology specifications as detailed in Recommended Standards for Sewage Works. All private single-family lift stations shall meet or exceed City standards for that type of facility (RMC 4-6-040.F.6). City provides development guidelines for lift stations and review during building permit approval. The development handout is included in Appendix N. • All person(s) or local improvement districts desiring to extend sanitary sewer mains as part of the City's system must extend said mains under the supervision of the Wastewater Utility (RMC 4-6-040.F.7). • No property shall be served by City sewer unless the sewer main is extended to the extreme boundary limit of said property as required by this section. All extensions shall extend and cross the full width of the property to be served by sewer except when CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 3 3-10 | JULY 2022 | FINAL shown by engineering methods, to the satisfaction of the Wastewater Utility, that future extension is not possible or necessary. If an exemption is granted, the property owner is not relieved of the responsibility to extend the main and shall execute a covenant agreeing to participate in an extension if, in the future, the Wastewater Utility determines that it is necessary (RMC 4 -6-010.B). • Any facility improvements, identified by the current adopted LR WWMP, that are not installed or are being installed must be constructed by the property owner(s) o r developer(s) desiring service (RMC 4-6-040.B). • Any party extending utilities that may serve other than that party's property may request a latecomers' agreement from the City (RMC 9-5-1). • Any party required to oversize utilities may request that the utility participate in the cost of the project (RMC 4 -6-010.C). • Grease and oil interceptors or other approved methodology, shall be required on all restaurant, garage, and gas station premises and shall be so situated as to intercept the sources of grease and oil wastes but exclude domestic or human wastes. Grease, oil, and sand interceptors shall be provided in any other case if, in the opinion of the Wastewater Utility, they are necessary for the proper handling of liquid wastes. All interceptors shall be of a type and capacity approved by the Wastewater Utility (RMC 8-5-11). • Old building sewers may be used in connection with new buildings only when the Wastewater Utility finds they meet all standards and specifications of the City. The applicant / owner is required to provide testing / examination material (i.e., c losed -circuit television [CCTV]) prior to the City determination (RMC 4-6-040.G.13). • The size and slope of the building sewer shall be subject to the approval of the Wastewater Utility. The standard minimum sizes and slopes are (RMC 4 -6-040.G.3): - 4 inches at a 2 percent slope (1/4 inch per foot) for single-family residential. - 6 inches at a 2 percent slope (1/4 inch per foot) for multi-family, commercial, or industrial. • In no event shall the diameter of the side sewer stub be less than 6 inches. The Wastewater Utility may allow, under certain circumstances, a 6-inch side sewer to be laid at no less than 1 percent (1/8 inch per foot). A grade release holding the City harmless for the flatter slope will be required . • If a building cannot be served by a gravity system an approved, private lift station may be utilized to provide service (RMC 4 -6-040.G.5). 3.7.3 Analysis and Design Criteria Wastewater Flow Rates: Wastewater flow rates will be established based on adopted land use plans and policies as reflected in the Puget Sound Regional Council (PSRC) Land Use Baseline projections. Per capita and employee flow rates will be calibrated to flow measurement data (LRWWMP). 3.7.3.1 Sanitary Sewer Design Criteria All sewer lines within the City shall be designed in accordance with good engineering practice by a professional engineer with minimum design criteria presented in Chapter C1 of the "Criteria for Sewerage Works Design," prepared by Ecology, November 2007, or as superseded by CHAPTER 3 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 3-11 subsequent updates. The sewer lines shall also conform to the latest City Standards and Specifications. Detailed standards are included in Title 4, Chapter 6 of the City Code: • Design Loading for Sanitary Sewer Facilities: Sanitary sewer system flows are composed of residential, institutional, commercial, and industrial sewage, along with infiltration and stormwater inflow. Sanitary sewer systems must be capable of conveying the ultimate peak flows of these wastewater sources. No overflo ws shall be permitted (LRWWMP): - Design Period: The design period is the length of time that a given facility will provide safe, adequate and reliable service. The period selected for a given facility is based on its economic life, which is determined by the following factors: the structural integrity of the facility, rate of degradation, cost of replacing the facility, cost of increasing the capacity of the facility, and the projected population growth rate serviced by the facility. Collection and interceptor sewers are designed for the ultimate development of the contributing area. The life expectancy for new sanitary sewers, using current design practices, is in excess of eighty years (LRWWMP). • Design of Sanitary Sewer Facilities: Allowable sewer pipe shall be high-density polyethylene (HDPE) or PVC. For normal depth, PVC is generally preferable, because it has longer laying lengths, which results in fewer joints, reducing the potential for infiltration. Table 3.1 summarizes sanitary sewer design criteria (LRWWMP): - Gravity Sewer Sizing: Gravity sewers are sized to provide capacity for peak, wet -weather flows. The smallest diameter sewer allowed is 8 -inches, except for limited conditions. All sewers will be laid on a grade to produce a mean velocity when flowing half-full of at least two feet per second. - Manhole Sizing: Manholes will be at least 48-inches in diameter and will be spaced at intervals not to exceed 400 feet on sewer lines 15-inches in diameter or less, and 500 feet on sewer lines 18 -inches in diameter or larger. These distances are consistent with most standards, but approval can be granted for longer distances. - Roughness Coefficient: The Manning equation shall be used to design and analyze wastewater flow characteristics of the sanitary sewers. The Manning roughness constant [n] shall vary depending on the pipe material. For sewer modeling, a Manning’s equivalent of 0.013 will be used. Typical values are summarized in Table 3.1. - Reference Datum: The North American Vertical Datum (NAVD) 1988 is the standard datum used within the City for design and construction of sanitary sewer facilities. - Separation between Sanitary and Other Facilities: Ecology requires a ten -foot horizontal separation of water and sewer facilities for health reasons. Sanitary and storm sewer facilities require seven feet separation per the Surface Water Design Manual and shall have basic separation requirements for construction purposes. In unusual conditions the separation distance can be shortened, but a minimum horizontal separation of five feet between sanitary and other facilities shall be maintained per Ecology. Wherever possible, a horizontal separation of seven feet is desirable. These distances are measured edge to edge. - Hydraulic Analysis: The hydraulics of the City’s sewer service area is modeled with the MikeUrban software program by the Danish Hydraulic Institute (DHI). The CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 3 3-12 | JULY 2022 | FINAL model was calibrated and updated to reflect the system wet weather flows in 2018. The City currently maintains and updates the model as needed. • All new developments, with the exception of developments involving less than five single-family residences, may require a hydraulic analysis. The sanitary sewer system hydraulic analyses will be performed using the City's hydraulic computer model. The developer may be responsible for paying the cost of the analysis of the sanitary sewer system. If the analysis concludes improvements need to be made, the developer and the City may need to negotiate cost allocation. Table 3.1 Sanitary Sewer Design Criteria Criteria Details Sanitary Sewer Sizing: Peak Wet -Weather Flow Minimum Sewer Size: 8 inches in Diameter (6 inches for limited conditions) Pipe Materials: PVC HDPE Manholes: Maximum Spacing 400 feet for pipe < 15 inches 500 feet for pipe > 18 inches Minimum Manhole Size 48 inches in diameter Minimum Clear Opening 23 inches in diameter Maximum Depth 20 feet (where possible) Separation From Water Mains: Horizontal Separation (Parallel) 10 feet Minimum Horizontal Separation (Parallel) 5 feet Minimum Vertical Separation (Perpendicular) 18 inches Hydraulic Criteria: Depth to Diameter Ratio 0.85 Minimum Scouring Velocity 2 feet per second Manning Roughness Coefficient Design 0.013 PVC 0.011 Concrete 0.012 Lined DI / CI 0.012 Vitrified Clay 0.013 Sewer Modeling 0.013 CHAPTER 3 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 3-13 3.7.3.2 Lift Station Design Criteria Sewage lift stations within the City shall be designed in accordance with good engineering practice by a professional engineer using the minimum design criteria presented in Chapter C2 of the "Criteria For Sewerage Works Design," prepared by Ecology, August 2008, or any subsequent updates, and shall conform to the latest City standards and specifications. Detailed standards are in cluded in Title 4, Chapter 6 of the City Code. Table 3.2 summarizes Lift Station design criteria (LRWWMP): • Design Loading for Lift Stations: Lift stations shall be designed to handle the peak, wet -weather flow from the contributing area. All lift stations, except for private stations for a single-family home, shall have a minimum of two pump units, each with the capacity to handle the expected maximum flow: - Design Period: The design period for lift stations shall take into consideration long-term needs, rep lacement or expansion difficulties, service area growth rate and useful life. A lift station should have a minimum design period of twenty years for the facility and ten years for mechanical and electrical equipment. Consideration should be given to longer design periods for lift stations that are expected to serve an indefinite life. Consideration must also be given to the ability of the consumers to pay for the facilities. • Design of Lift Station Facilities: If wide variations in wastewater flow rates are expected for the lift station, then consideration should be given to the use of three or more pumping units. If three pumps are used, two of them must have the capacity to convey peak wastewater flow rates. Each pump shall be capable of passing spheres of at least three inches in diameter: - Backup Power: Each lift station will be provided with an on-site power backup. The City may allow the use of portable power backup for smaller stations. A lift station designed for portable power backup shall be provided with sufficient wet -well storage to allow adequate time for maintenance personnel to transport, setup, and provide the necessary backup, during a power outage. Wet -well storage will be designed on the basis of the peak, wet -weather flow. - Force Mains: Force mains shall be sized to maintain a minimum velocity of 2 feet per second. The force main shall have a maximum velocity of 10 feet per second when all pumps are operating together. Regardless of these velocity criteria, minimum size shall be three inches in diameter. A minimum of four inches in diameter is preferable. - Ownership: Each lift station to be owned by the City shall have control and telemetry systems that are consistent and compatible with the current City system. • Elimination of Lift Station Facilities: Lift station facilities are typically eliminated through the development of the gravity sewer system. Highest priority should be given to elimination of lift station facilities because of their high degree of vulnerability and high O&M costs. Considerations for the elimination of a lift station include environmental risks, life-cycle costs, lift station impacts on downstream sanitary sewer facilities, vulnerability to vandalism, and lift station accessibility (LRWWMP). CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 3 3-14 | JULY 2022 | FINAL Table 3.2 Lift Station and Force Mains Design Criteria Criteria Details General Design Criteria Criteria for Sewerage Works Design . Lift Station Sizing: Peak Wet Weather Flow. Number of Pumps: Minimum of two pumps. Two Pumps: Each pump to handle the peak flow rates. Three Pumps: Two pumps to handle peak flow rates. Design Periods: Facility: 20 years. Mechanical and Electrical : 10 years . Wet-well Storage: Sufficient wet -well storage to allow adequate time for maintenance personnel to transport, setup, and provide the necessary backup, during a power outage. Reliability: On -site power backup . Elimination of Lift Stations: High Priority. Force Mains: Minimum Diameter: 3 inches. Velocity: Minimum: 2 feet per second. Maximum : 10 feet per second . 3.8 Operations Objective Maintain the sanitary sewer system in a safe, reliable, and efficient operating condition. Provide the organizational structure and staff necessary to operate the City's Wastewater Utility system efficiently. 3.8.1 Policies • The City will use its Wastewater Operations Master Plan (OMP) to document current activities and programs into an O&M procedures manual, review programs for effectiveness and future regulatory requirements, analyze and recommend programs in accordance with the City's long-range goals and objectives, and assist with the development of an implementation strategy (LRWWMP). • System Repair and Replacement shall be performed in a manner that includes risk assessment, condition, and coordination with other Capital Projects as part of determining when projects will be performed (LRWWMP). • The City will maintain its wastewater collection system according to the following guidelines: - Maintenance shall be performed by the sanitary sewer maintenance staff and supervised by the Field Superintendent . - All maintenance personnel shall be trained in the procedures and techniques necessary to efficiently perform their job descriptions. - Dry, heated shop space shall be available to all maintenance personnel. CHAPTER 3 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 3-15 - Tools shall be obtained and maintained to repair all items whose failure will impact the ability to meet other policy standards. - Spare parts shall be stocked for all equipment items whose failure will impact either the ability to meet other policy standards or the inability to continue providing service to customers. - Equipment and software to conduct condition assessments, including CCTV Inspections (LRWWMP). • The City should provide a preventive maintenance schedule for all fac ilities and equipment. This schedule should be based on the functional and economically useful life of the equipment and facilities as determined by the manufacturer or industry experience: - Worn parts should be repaired, replaced, or rebuilt before they have a high probability for failure. - Pipelines should be replaced through a condition assessment that includes a risk based prioritization. - Where feasible and practical, equipment should be replaced before it becomes obsolete (LRWWMP). • The City will maintain the wastewater collection system in a timely manner that provides service continuity to the customer: - Equipment breakdown repairs will be made even if overtime labor is involved. - Equipment that is taken out of service for maintenance will be returned to service as soon as possible (LRWWMP). • Written records and reports should be maintained on each facility and item of equipment showing its O&M history (LRWWMP). • The property owner shall own and maintain the side sewer from the house connection to the wastewater main, including the building side sewer and the side sewer stub (that portion of the side sewer within the right -of-way or easement). If a side sewer becomes plugged, it is the property owner's responsibility to correct the problem. The City will assist in locating the side sewer based on any as-built records it has. If it is determined that the problem exists within the City sewer main, the City will provide professional clean up and repair service (LRWWMP). • A vulnerability analysis will be performed t o determine a reasonable "worst case" failure for each basin. The analysis will consider the failure of the interceptor and trunk sewers, failure of the largest mechanical component, and power failure to a single power grid (LRWWMP). • The Wastewater Utility is responsible for operating the sanitary sewer system, including its planning, design, O&M, records management, customer service, and construction management (LRWWMP). • The Wastewater Utility shall consist of two sections: Wastewater Utility Systems Secti on and Surface Water / Wastewater Maintenance Services Section. The Wastewater Utility Systems Section is responsible for project management of CIP projects, planning and design, and customer service. Surface Water / Wastewater Maintenance Services Section is responsible for inspection, testing and repair of facilities, routine preventative maintenance, and responding to emergencies (LRWWMP). CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 3 3-16 | JULY 2022 | FINAL • Wastewater Utility customer service is performed by the Development Services Division (general) and by the Wastewater Utility staff (technical) (LRWWMP). • Ensure wastewater utility staffing is sufficient to maintain the sewer system and provide adequate service to City residents. Staffing levels should be commensurate with the physical extent of the sewer system and the number of residents served (Policy U-24, 2018 City of Renton Comprehensive Plan). • Provide the levels of staffing and diversity of skills necessary to operate the City's wastewater utility system (LRWWMP). • The Wastewater Utility should utilize the expertise in other City departments, according to inter-departmental agreements, to augment the Wastewater Utility's expertise (LRWWMP). 3.8.2 Implementation Restaurants and other food processing establishments, garages, and gas stations shall install and maintain grease traps, grease and oil interceptors, or other approved methodology on their premises as determined by the Wastewater Utility (RMC 8 -5-11). 3.9 Recommendations The City has robust policies and criteria to aid in providing adequate, reliable sanitary sewer service at a minimum cost to the customer. These policies and criteria are found in the Comprehensive Plan, RMC, reference manuals, and as LRWWMP policies. Through review of these documents, a discrepancy in Section 3.3.2 was found in regard to the distanc e from an OSS. We recommend the RMC is revised to be consistent with the KC Health Department. The recommended policy would state: "Existing development that is within three hundred and thirty feet of a public sewer, where an on -site system (OSS) is operat ing, connection to the public sewer is required when the sewering authority permits such connection and when: • Repair, modification, or replacement of the system is necessary, or the existing OSS has failed and an OSS fully conforming to this title cannot be designed and installed; or • At such time that additional construction which in any way affects the on-site sewage system is proposed (KCBHRR No. 3, 13.04.050). • They are part of a sewer Local Improvement District (LID) (RMC 4 -6-040.A).” The City also identified a discrepancy in Section 3.5.2 in regard to the implementation of areas annexing the City or in the City’s PAA. Currently the code states the City will only provide sewer services outside the City limits under certain conditions. However, the City would like to modify the policy to allow all development the opportunity to connect to public sewers. This will be reflected in a future iterations of the code. We recommend the City continue its regular review of policies and criteria to keep pace with changing system and development conditions. CHAPTER 4 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL |JULY 2022 | 4-1 Chapter 4 PLANNING CONSIDERATIONS 4.1 Introduction This chapter describes the City of Renton's (City) land use policies and demographic projections that are used to develop future wastewater flow projections. The City's land use policies and sewer system are connected with adjac ent sewer systems' policies and systems in several ways. Existing land use provides the basis for designing properly sized sewerage facilities, including trunks, interceptors, and lift stations. Many of the basins at the edges of the City's service area are also served in part by other cities or districts. In most cases, the City's sewers are downstream, or at the receiving end of the effluent, from the systems adjacent to the City. Therefore, proper planning for the City's sewers requires that the plans of these adjacent utilities be evaluated. In addition to adjacent utility plans, the land use plans and policies of King County (KC) and the Growth Management Planning Council (GMPC) were also considered. As discussed below the entire planning area is within the Urban Growth Boundary (UGB) established by the GMPC. The City refers to a portion of this area as the Potential Annexation Area (PAA). The City supports the countywide framework policies (F-255 and F -102) that call for the designated Urban Area to be served with sanitary sewers and prefers cities as the provider of sewer services. The entire study area has been designated Urban by the 2018 King County Comprehensive Plan. 4.2 Basis of Planning The Study Area, shown as a dashed green line in Figure 4.1, is the currently agreed -upon service boundary considered for the Long-Range Wastewater Management Plan (LRWWMP). The Study Area encompasses areas that coincide with the City limits and UGB. Two planning periods are evaluated in this LRWWMP: • Existing system . • Build-out . Evaluations are performed for both average dry weather flow (ADWF) and peak wet weather flows (PWWF). The existing system is defined as 2012 sanitary flows calibrated with 2018 flow data. Build-out conditions are projected to occur in 2040. 4.3 Planning Area The planning area for this LRWWMP corresponds, for the most part, with the current City limits and PAA, as shown in Figure 4.1. Service is provided consistent with regional planning and agreements with adjacent utilities. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 4 4-2 | JULY 2022 | FINAL 4.3.1 Existing Service Ar ea The City currently serves customers in the Existing Service Area. As described in Chapter 2 – Overview of Existing Sewer System , the City serves six drainage basins: Black River, Downtown, East Cedar River, East Lake Washington, May Valley, and West Cedar River. Several basins are served by utilities other than the City: City of Renton, City of Tukwila, City of Kent, and Soos Creek Water and Sewer District provide service within the Black River Basin ; Soos Creek Water and Sewer District also provides service within the West Cedar River Basin ; Skyway Water and Sewer District serves parts of the Downtown Basin; and May Valley Basin is partially served by Coal Creek Water and Sewer District. Figure 4.2 shows the City of Renton’s service area and the adjacent sewer systems that border the City. The City has negotiated service area boundaries along the common borders in these Basins with Coal Creek Water and Sewer District, Soos Creek Water and Sewer District, Skyway Water and Sewer District, and Cedar River Water and Sewer District. Additionally, natural boundaries in certain areas make the City the logical sanitary sewer provider to them, especially the area to the east of the Green River within the City of Tukwila. Figure 4.2 reflects these agreed upo n service area boundaries. 4.3.2 Potential Annexation Areas The PAA, the gold line in Figure 4.1, is the area between this line and the existing City boundary, the dashed black line in Figure 4.1. Consistent with City policies outlined in Chapter 3 – Operational Policies and Criteria, property owner(s) in the PAA will be required to execute a covenant to annex for each parcel when the property is being provided sewer service if they meet the City’s sanitary sewer service objectives. The City aims to provide sewer services to areas in the PAA without existing sewer service in a timely and reasonable manner. The total area of PAA for the City is 7,603 acres. 142ND AVE SE144TH AVE SES 116TH ST SE 196TH ST SE 148TH ST 172ND AVE SE88TH AVE SLAKE WASHINGTON BLVD NNE 21ST ST UNION AVE NE121ST PL SESE 144TH ST W JAMES ST S 132ND ST BURNETT AVE NS 212TH WAY K L I C K I T A T D R NE 19TH ST S ORCAS ST 84TH AVE SEHARDIE AVE SWSOUTH C E N T E R B L V D MA P L E V A L L E Y H W Y S 208TH ST 120TH PL SES 115TH PL MAIN AVE SSE 141 S T S T TALBOT RD S84TH AVE S135TH AVE SES 1 3 0 T H P L CEDAR AVE S4TH AVE NSUNSET BLVD NE134TH AVE SEBENSON RD SS MORGAN ST S FINDLAY ST LINCOLN AVE NEHOQUIAM AVE NES LEO ST SE 227TH PL S 15TH STWILSON AVE SS 134TH S T 160TH AVE SE126TH AVE SESE 218TH PL 148TH AVE SEN 30TH ST S BANGOR ST IN T E R U R B A N A V E S S LUCILE ST SR 5 1 8 W MERCER WAY112TH AVE SE94TH AVE SSE 179TH ST S 190TH ST S 178TH ST 120TH AVE SE130TH AVE SEWA T E R S A V E S NE 16TH ST 59TH AVE SS 164TH ST 78TH AVE SES 115TH ST 76TH AVE SNE 7TH PL S 130TH STCORNELL AVE SSOMERSET B LVD SE CASCADE KY 127TH AVE SESE 60TH ST EDMONDS AVE NEI -5 FWY SE 79 T H D R N 38TH ST SKAGI T KYCENTRAL AVE NNE 2ND ST NE 12TH ST S OTHELLO ST NE 8TH ST E JAMES ST SE 56TH ST NE 7TH ST 131ST AVE SES L A K E R I D G E D R SE 192ND DR S 23RD ST58TH AVE SWILLIAMS AVE SS 200TH ST S 116 T H P L HARRINGTON AVE NES GRAHAM ST 143RD AVE SE100TH AVE SEBE A C O N A V E S S MEAD ST NE 6TH PL SE 235T H S T DUVALL AVE NES BRANDON ST SE 64TH ST SE 38TH ST 85TH PL SESE 145 T H P L S 2ND STLIND AVE NWSE 75TH P L P E T E R G R U B B R D S E S HOLLY ST 155TH AVE SESE 61ST ST 104TH PL SE63RD AVE SSE 40 T H P L 133RD AVE SEWELLS AVE S137TH AVE SE164TH WAY SE129TH PL SE86TH AVE SE121ST AVE SESE 45TH ST E MERCER WAYSE 200TH ST118TH AVE SE98TH AVE SREDMOND AVE NENE 6TH ST87TH AVE SS 124TH ST SE 8 3 R D S T SE 158T H S T 93RD AVE S52ND AVE SSE 46TH WAY 48TH AVE SSE 48TH DR S 129 T H S T 85TH AVE SSE 134TH ST S E 1 7 0 T H S T162ND AVE SES 19TH ST 164TH AVE SESE 46TH ST OLYMPIA AVE NESE 160TH ST S 14TH S T ANACORTES AVE NES ROXBURY ST W E S T L A K E S A M M A M I S H P K W Y S E CRESTWOOD DR SMONROE AVE NE123RD AVE SEHAZEL AVE NS 117TH ST W A B A S H A V E S 128TH AVE SE54TH AVE SSE 18 3 R D D RJERICHO AVE NESE 221ST S T 175TH AVE SESE 216TH ST NE 9TH ST S 220TH ST HOUSER WAY NKIRKLAND AVE NEN 5TH ST N 6TH ST S MYRTLE ST SE PET R O V I T S K Y R D 66TH AVE SSE 223RD ST SE 128TH ST SE 156TH S T 124TH AVE SESHATTUCK AVE SSE 244TH ST SE 4TH S T N 3RD ST SE 73RD PL S 127TH ST S WILLOW ST BREMERTON AVE NE168TH PL SESE 164TH ST INDUSTRY DRF O R E S T D R S E BRONSON WAY NES RYAN ST S NORFOLK ST TUKWILA PKWY SE 228TH ST SE 55TH ST SE 142ND ST S ALASKA ST S 3RD ST82ND AVE SESE CARR R D S 216TH ST S 128TH ST SE 172ND ST 167TH PL SESE R E N T O N - I S S A Q U A H R D SE 202ND PL108TH AVE SE146TH AVE SE57TH AVE SSE 136TH STROSARIO PL NESE 116TH ST SE 162ND ST NE 22ND ST SE 68TH ST SE 40TH ST SE 42ND ST SE 72ND ST S S U N N Y C R E S T R D DI X O N D R SFOREST AVE SE SE 212TH ST93RD AVE SESTRANDER BLVD SE 234TH ST S 196TH STLAKE WASH INGTON BLVD S SE 138TH PLSW 4 T H P L SR 167SE 208TH ST 150TH AVE SES 218TH ST NILE AVE NE104TH AVE SEN 10TH ST VIL L A G E P A R K D R S ESOMERSET DR SEWEST LAKE DES IRE DR SE177TH AVE SESE 224TH ST S 112TH ST SE 52N D S T ILWACO AVE NEBENSON DR SS 144TH ST LIND AVE SW55TH AVE SNE 10TH STHIGHLAND DRMILL AVE S S 212TH ST SE 183RD ST S 224TH ST NE 23RD PL ANDOVER PARK W50TH AVE S49TH AVE SS 113TH STSEWARD PARK AVE SNEWCASTLE GOLF C L U B R D SE 219TH PL S HENDERSON ST SE 4 7 T H S T S 120TH ST51ST AVE SNE W C A S T L E W A Y 125TH AVE SESE 76TH ST PELLY AVE NSW 7TH ST 188TH AVE SES 121ST ST S 237TH PL N 29TH ST 53RD AVE SSE 51 S T S T 129TH AVE SESE 91ST ST SE 176TH ST 127TH PL SESW 12TH S T SE 223RD DR 161ST AVE SEHIGH AVE SSE 42ND PL NE 4TH ST SE 66TH ST SE 225TH ST SE LAKE Y O U N G S R D SE ALLEN RD BURNETT AVE SSW 39TH ST SE 221ST PL65TH AVE SSE F A I R W O O D B L V D PARKSIDE WAY SEN 32ND ST SE 82ND ST E SMITH ST S LANGSTON RD SOUTHCENTER PKWYL A K E S I D E B L VD E SW 16TH ST 85TH AVE SEN 31ST ST S 192ND ST 171ST PL SE S 204TH ST SE 5TH ST SE 226TH ST MERCE R W O O D D R SW 3R D P L SW SUNSET B L V D SE 106TH ST SE 192ND ST 68TH AVE S149TH AVE SESE 220TH PL77TH AVE SSE 80TH ST 78TH AVE S62ND AVE SSE 2ND PL S 2 3 1 S T S T47TH AVE SSE 180TH STPOWELL AVE SWS JUNEAU ST SE 214TH ST171ST AVE SES 114TH ST 3RD AVE NSE 121ST PL PARK AVE NSE 59TH ST89TH AVE SE88TH AVE SEGARDEN AVE N91ST AVE SE81ST AVE SE92ND AVE SE2ND AVE N1ST AVE NS TAFT ST PASCO PL NENE SU N S E T B L V D MACADAM RD S136TH AVE SESE 241 S T S TMIL ITARY RD S SE 8 0 T H W A Y117TH AVE SESE 188TH ST S 50TH ST S AVON ST 190TH AVE SE80TH AVE SESE 168TH ST S 194TH ST N 4TH ST 132ND AVE SE81ST PL SE116TH PL SES 1 2 6 T H S T 80TH AVE S102ND AVE SE126TH PL SEW SMITH ST SE 65TH ST UNION AVE SESE 1 1 0 T H S T SE 204TH ST S PUGET DRRAINIER AVE N181ST AVE SE176TH AVE SE170TH PL SES 160T H S T SE 58TH ST NE 3RD S T SE 3RD P L S 170TH ST 5 1 S T P L S AIRPORT WAY S TOBIN ST SE 228TH PL SE 4TH P L SE 112TH ST SE 49TH ST SE 240TH ST SE 184TH ST116TH AVE SEABERDEEN AVE NES 240TH ST SW GR A D Y W A Y 64TH AVE SGRANT AVE SSE 149TH STISLAND CREST WAYALVORD AVE NS 32ND ST SE 20 4 T H W A Y R E N T O N A V E S SUNSET BLVD N56TH AVE SS 36TH PLOAKESDALE AVE SW180TH AVE SENE PARK D R 163RD PL SELOGAN AVE NSW 19TH ST 113TH AVE SESE 63RD ST I -405 FWYPUGET DR SERAINIER AVE S S E L I C O R I C E W A Y NE 27TH ST SE 44TH ST COAL CREEK PKWY SE119TH AVE SES E 1 7 0 T H P L 140 T H W A Y S E N 8TH ST 92ND AVE S80TH PL SESE 43RD ST JONES AVE NE174TH AVE SEN 28TH PL N 34TH STN 35TH STN 36TH ST PATRIOT WAY SESE 232ND ST SW 34TH ST 184TH AVE SE72ND AVE S106TH AVE SELUMMI KY SW 41ST ST S GRAD Y W A Y FACTORIA BLVD SEANDOVER PARK ES 228T H S T59TH PL SSE 53R D P L LAKEMONT BLVD SE S 180TH ST M A R T I N L U T H E R K I N G J R W A Y S S 188TH ST SW 27TH ST 156TH AVE SE138TH AVE SE136TH PL SES 222ND ST 66 T H L N S 152ND AVE SEWEST VALLEY HWY183RD AVE SESE 184TH PL 89TH AVE S1 6 6 T H W A Y S E SE 8TH PL W O O D S I D E D R S ESR 599EAST VALLEY HWY SSE C O U G A R M O U N T A I N D R SE MAY C R E E K P A R K D R ORILLIA RD SSE 95TH WAY SE 50T H S T 105TH AVE SES 199TH PL 6TH AVE NS 226TH STS 184TH PLSE 159TH PL I-90 F W Y RIPLEY LN SES E 1 7 1 S T W A Y SE 160TH PL SW 43RD ST 5 6 T H P L S SE ROYAL H I L L S D R SE 196TH D R140TH AVE SESE 6 4 T H W A Y 154TH PL SERENTON-ISSAQUAH RD SENE 31ST ST EAST VALLEY RDS 133RD ST S 135TH ST SE 65TH P L N RIVERSIDE DRNW VILLAGE PARK DRMONSTER RD SWMUNAO MEMOR IA L DR SE NE W P O R T W A Y 80TH PL S 16 9 T H A V E S E FRAGER RD SRUSSELL RD SB E A C O N - C O A L M I N E R D S SE RENTON-MA P L E V A L L E Y R D S E M A Y V A L L E Y R D 1 4 4 TH P L SE SE JONES RD Last Revised: October 28, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\ WaterSystemPlan2017\Study_Area.mxd O 0 10.5 Miles Legend Study Area Renton City Boundary Potential Annexation Areas Roads Waterbodies CHAPTER 4 | LONG RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Figure 4.1 Study Area Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton Renton City of Tukwila Cedar River Water and Sewer District Coal CreekUtility District City ofKent Soos Creek Waterand Sewer District Skyway Water andSewer District N 4TH ST 144TH AVE SESE 64TH ST S 116TH ST SE 148TH ST LAKEMONT BLVD SE88TH AVE SNE 21ST ST HOQUIAM AVE NE121ST PL SE78TH AVE SESE 144TH ST SE 204TH ST S 2ND ST NE 12TH ST IN T E R U R B AN A V E S S 132ND ST S 144TH ST 153RD AVE SES 212TH WAYCORNEL L A V E S NE 19TH ST84TH AVE SELAKE WASHINGTON BLVD SEHARDIE AVE SWMAPLE VAL L E Y H W Y K L I C K I T A T D R S 125TH STEDMONDS AVE NES 208TH ST GARDEN AVE NS 216TH ST NE PARK DR S ROXBURY ST CEDAR AVE SS 19TH ST SE 141ST ST TALBOT RD S135TH AVE SEMAIN AVE SCOAL CREEK PKWY SES 1 3 0 T H P L 84TH AVE SSUNSET BLVD NEBENSON RD SLINCOLN AVE NEBREMERTON AVE NESE 227TH PL 100TH AVE SES 15TH ST S 134TH ST 53RD PL S160TH AVE SE126TH AVE SESW 3RD P LW MERCER WAYI-5 FWY112TH AVE SESE 179TH ST S 190TH ST S 178TH S T NE 1 S T S T S 7TH ST 130TH AVE SEW A T E R S A V E S HIGHLAND DR59TH AVE SS 115TH ST 94TH AVE SSE 2ND PL86TH AVE SES 130TH ST SE 183 R D D R S O M E R S E T B L V D S E 127TH AVE SESE 200TH ST SE 79TH DR SE 44TH PL NE 6TH ST NE 2ND ST SE 56TH ST57TH AVE S164TH AVE SENE 8TH ST R A I N I E R A V E S SE 192ND DR S 23RD ST S 200TH ST S 50TH ST 156TH AVE SEUNION AVE NES RYAN ST 58TH AVE S143RD AVE SEJERICHO AVE NEBE A C O N A V E S 133RD AVE SE NE 6TH PL M O R R I S A V E S 131ST AVE SESE PET R O V I T S K Y R D SE 235TH S T 129TH PL SECENTRAL AVE NSE 172ND PL SE 145TH P LHARRINGTON AVE NESE 75TH P L LIND AVE NW155TH AVE SE104TH PL SESE 164TH ST SE 78TH ST 137TH AVE SE164TH WAY SES 38TH CT FOR E S T A V E S SE 1 5 1 S T S TOLYMPIA AVE NESE 45TH ST FORE S T D R S E LAKE WASH ING TON B LVD S76TH AVE SR E N T O N A V E S 98TH AVE SREDMOND AVE NE121ST AVE SE93RD AVE SS 18TH S T SE 186TH ST SE 134TH ST NE 9TH ST SE 46TH WAY SE 83 R D S T SE 158TH ST SE 48TH DR 120TH AVE SE151ST AVE SE128TH AVE SES 14TH ST MONROE AVE NE123RD AVE SE54TH AVE SSE 221ST ST SE 216TH STE MERCER WAY S 220TH ST BURNETT AVE NSE 102ND ST 134TH AVE SEN 6TH ST N 5TH ST 66TH AVE SSE 223RD ST SE 128TH ST SE 156TH STSHATTUCK AVE SHOUSER WAY NSE 4TH ST SE 71ST ST SE 60TH ST INDUSTRY DR124TH AVE SE168TH PL SE68TH AVE SBE A C O N W A Y S E N 3RD ST BRONSON WAY NESE 142ND ST82ND AVE SESE CARR R D S 128TH ST SE 55TH ST HIGH AVE SLAKE WASHINGTON BLVD NKIRKLAND AVE NESE 202ND PL53RD AVE SSE 196TH ST S 3RD ST NE 16TH ST SE 136TH ST SE 147TH ST SE 116TH ST 9 2 N D A V E S E MONTEREY AVE NEROSARIO PL NESE 162ND ST 118TH AVE SENE 7TH S T NE 22ND ST 162ND AVE SESE 44TH ST SE 72ND ST SW GRADY WA Y SE 68TH ST 78TH AVE SFOREST AVE SEWILSON AVE S SE 160TH ST SE 234TH ST 143RD PL SES ORCAS ST S 196TH ST SE 138TH PLSW 4TH P L SR 167NILE AVE NEN 10TH ST VILL A G E P A R K D R S E S 218TH ST 104TH AVE SE65TH AVE SSE 172ND ST WE S T L A K E D E S I R E D R S ERAYMOND AVE SWSOMERSET DR SE88TH AVE SEWOODSIDE DR SE177TH AVE SESE 224TH ST 167TH AVE SES 112TH ST ISLAND CREST WAYSE 52ND S T ILWACO AVE NEBENSON DR S55TH AVE SNE 10TH ST MI L L AVE S NE 20TH ST WOODLEY AVE SNE 24TH ST SE 183RD ST SE 63RD ST NE 23RD PL ANDOVER PARK W52ND AVE SSW LAN G S T O N R D NEWCASTLE GOLF CL U B R D SE 47 T H S T SE 219TH PL NEWCASTLE WAY S LEO ST SE 76TH ST 135TH PL SE F R A G E R R D S S 115TH PL SE 208TH ST N 33RD ST N 29TH ST SE 51ST S T I-90 F W Y S 237TH PL SE 233RD ST SE 91ST ST 129TH AVE SE108TH AVE SESE 176TH ST150TH AVE SEBLAINE AVE NE132ND AVE SESW 12TH ST 161ST AVE SENE SUN S E T B L V D L A K E S I D E B L V D E SE 192ND ST S 212TH ST SE 66TH ST SEWARD PARK AVE S172ND AVE SES HOLLY ST S 31ST ST 125TH AVE SES MORGAN ST 63RD AVE SSE 225TH STWELLS AVE SSW 39TH ST77TH AVE SESE 221ST PLWILLIAMS AVE SSE 218TH PLBURNETT AVE SSE FAIRWOOD BLVD PARKSIDE WAY SEN 32ND ST SE 228TH ST N 30TH ST SE 82ND ST SOUTHCENTER PKWYS LANGSTON RD SW 7TH ST N 31ST ST SW 10TH ST 171ST PL SE SE 73RD PL S LAK E R I D G E D R S 204TH ST SE 5TH ST61ST AVE S116TH AVE SE93RD AVE SESE 106TH ST SE 168TH ST SE 226TH ST 149TH AVE SES 192ND ST 77TH AVE SFIELD AVE NESE 80TH ST 62ND AVE SSE 220TH PL S 231ST S T SE 180TH STPOWELL AVE SWW A B A S H A V E S 171ST AVE SESE 214TH ST S 113TH ST S NORFOLK ST SE 121ST PL S 114TH ST SW SUNSET BLVD SE 184TH ST SE 59TH ST89TH AVE SESE 61ST ST S BANGOR ST 146TH AVE SE91ST AVE SEN 38TH ST S 224TH ST PASCO PL NEDUVALL AVE NE94TH PL SS TAFT ST 136TH AVE SE SE 188TH ST117TH AVE SE S AVON ST S 194TH ST NE 4TH ST S S U N N Y C R E S T R D81ST PL SE116TH PL SESW 5TH PL 80TH AVE S102ND AVE SECRESTWOOD DR SSE 65TH ST SE 223RD DR UNION AVE SESE 110 T H S T S PUGET DRRAIN IER AVE N181ST AVE SE176TH AVE SE170TH PL SE N LANDING WAY SE 58TH ST 147TH AVE SENE 3RD ST SE 3RD PL AIRPORT WAY S TOBIN ST SE 228TH PL SE 112TH ST SE 4TH PL SE 49TH ST SE 133RD ST MINKLER BLVD S 152ND ST 64TH AVE SGRANT AVE SSTEVENS AVE NWSE 149TH ST S 32ND ST SE 204T H WAY56TH AVE SS 36TH PLOAKESDALE AVE SWLIND AVE SW180TH AVE SE163RD PL SELOGAN AVE NSW 19TH ST 140TH AVE SE113TH AVE SEDIX O N D R S PUGET DR SEISLAND DR SSE L I C O R I C E W A Y CASCADE KY SE 70TH ST NE 27TH ST I -405 FWY SW 16TH ST IND E X A V E S E119TH AVE SESE 1 7 0 T H P L 140T H W A Y S E N 8TH ST 98TH PL SNE 17TH ST 92ND AVE S80TH PL SEJONES AVE NE174TH AVE SEN 28TH PL N 33RD PLN 34TH STN 35TH ST NE 5TH ST N 36TH ST PATRIOT WAY SESE 232ND ST SW 34TH ST S 228TH ST 184TH AVE SE72ND AVE SSW 41ST ST 106TH AVE SES GRADY W A YS 126TH STANDOVER PARK E59TH PL SSE 53RD PL S 180TH ST S 187TH ST S 188TH ST SW 27TH ST 85TH AVE SHAZELWOOD LN138TH AVE SE136TH PL SES 222ND STWEST VALLEY HWY152ND AVE SE183RD AVE SELAKEHURST LN89TH AVE S87TH AVE SSE 184TH PL 1 6 6 T H W A Y S E SE 8TH PL EAST VALLEY HWY SSE COU G A R M O U N T A I N D R SE MAY C R E E K P A R K D R132ND PL SESE 50TH S T SE 95TH WAY 105TH AVE SE148TH AVE SES 199TH PL 6TH AVE N4TH AVE NSTRANDER BLVD S 226TH STS 184TH PLSE 159TH PLRIPLEY LN SESE 1 7 1 S T W A Y 183RD WAY SE SW 43RD ST SE 160TH PL 56 T H P L S SE ROYAL HILLS DR SE 196TH DR154TH PL SENE 31ST ST EAST VALLEY RDS 133RD ST S 135TH ST SE R E N T O N - I S S A Q U A H R D N R IVERS IDE DR SE N E W P O R T W A Y M A R T I N L U T H E R K I N G J R W A Y S MONSTER RD SW80TH PL S169 T H A V E S E SE RENTON-MAP L E V A L L E Y R D B E A C O N - C O A L M I N E R D S S E M A Y V A L L E Y R D 14 4 T H P L S E SE JONES RD Last Revised: May 20, 2016E:\KRCD DRIVE\Renton\LRRWRP\Figure 4.1.mxd O 0 1 20.5 Miles Legend City of Renton Wastewater Service Area Neighboring Wastewater Service Areas Renton City Boundary Urban Growth Boudary Roads Waterbodies Utility Systems CHAPTER 4 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Figure 4.2 Sewer Service Area and Adjacent Boundary CHAPTER 4 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 4-7 4.4 Land Use Land Use designations and regulations provide important information in evaluating sewer system capacity. Existing and future land use information is an integral component in projecting wastewater generation for the City and jurisdictions within the service area boundary, including KC, City of Tukwila, and City of Kent. The City designates parcels into twelve land use categories, as shown in Figure 4.3, these categories include: • Residential Single Family. • Residential Low Density. • Residential Medium Density. • Residen tial Multi-Family. • Center Village. • Urban Center Downtown. • Urban Center North . • Employment Area – Industrial. • Employment Area – Valley. • Commercial Neighborhood. • Commercial/Office/Residential. • Commercial Corridor. 4.4.1 City of Renton Land Use The existing land use pattern of the City reflects 100 years of settlement and expansion. The original City was settled in the broad floodplain at the confluence of the Cedar and Black Rivers along the shore of Lake Washington. Downtown Renton, the Renton Municipal Airport, and the Boeing/PACCAR industrial area now occupy these lands. Since the 1950s, the hills and highlands above the valley have been developed primarily for residential housing and accompanying retail businesses. 4.4.1.1 Downtown Renton The Landing Development sits on approximately 60 acres of former Boeing Industrial Land and currently consists of various retail uses and a significant multi-family component. This development will continue to expand within its existing 60-acres over time as current surface parking is replaced by structured parking, thus permitting future infill of additional retail, residential, and commercial office applications. Future phases of The Landing include an additional approximate 30 acres of land for similar uses as the existing. The init ial development of The Landing was a partnership between the City and the developer Harvest Partners. Areas immediately north and south of downtown are characterized by older, single-family development interspersed with small -scale multi-family development s. Outside of the central business district, commercial areas are concentrated along the major arterials and freeway exchanges, including Rainier Avenue, Grady Way, Sunset Boulevard, NE 4th Street, the NE 44th Street exit from Interstate 405, and SW 43rd Street. These areas are generally characterized by low intensity, auto-oriented strip commercial, but also include the City's automall along Grady Way and several large-scale retailers. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 4 4-8 | JULY 2022 | FINAL 4.4.1.2 The Green River Valley South of downtown to the city limits, the Green River Valley has developed with manufacturing, office and warehouse uses. The south and eastern portions of the valley include some commercial uses. New commercial and industrial development activity, as well as changes in business type is expected t o increase sewer flows in the Valley within the future. 4.4.1.3 Residential Growth Significant residential development has occurred on the uplands above the Green River Valley, downtown , and East Kennydale areas. These areas are primarily comprised of single-family neighborhoods, although some concentrations of multi-family and commercial uses exist. West of downtown, residential development extends seamlessly from the City up onto the West Hill of unincorporated KC. On the east side of the service area, residential development extends from downtown to the UGB, with the denser development closer to downtown and becoming less dense as you travel east. The City's PAA and sanitary sewer service area on the East Renton Plateau is generally characterized by large-lot single-family, moderate density single-family developments, and vacant, un-platted parcels. This area, known as the East Renton highlands, has seen significant single-family growth occur over the past decade and anticipates continued expansion of the sewer system. 4.4.1.4 Passive Land Use The geography and hydrology of the City vicinity, as well as a proactive parks acquisition program by the City, combine to provide significant open spaces that constitute a passive land use. Some larger examples include lands adjacent to the Cedar River and May Creek, Gene Coulon Park on Lake Washington, the Black River Riparian Wildlife Habitat area, and habitat areas of the Green River Valley. 4.4.1.5 2015 Comprehensive Plan The City has had a Comprehensive Plan since 1965. The current plan, adopted in 2015 and annually amended, was developed and approved under the regulatory requirements of the Washington Growth Management Act (GMA) and the policy framework of the KC Countywide Planning Policies. While the plan includes Transportation, Housing, Capital Facilities, Utilities, Downtown, Economic Development, and Environmental Elements, it is the policy decisions expressed i n the Land Use Element that gives the plan its primary direction and cohesiveness. This LRWWMP proceeds from and supports the policies and Land Use Map of the Comprehensive Plan. Utility Element policies have been addressed in Chapter 3 – Operational Policies and Criteria. To the extent that the City has jurisdiction or can require compliance, development within the service area must be consistent with the City's Comprehensive Plan. Consistency with certain elements of the Comprehensive Plan is required as a condition of sanitary sewer service outside the city limits. The Comprehensive Plan is intended to provide the basis for all development regulations, functional plans and other City plans and programs that may in some way support, implement or derive from the City's land use plans. The Comprehensive Plan is a broad statement of community goals and policies that direct the orderly and coordinated physical development of the City. The Comprehensive Plan anticipates change and provides specific guidance for future legislative and administrative actions. The Comprehensive Plan also serves CHAPTER 4 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 4-9 as a guide for designating land uses and infrastructure development as well as developing community services. 4.4.1.6 Service Outside the City Sewer service outside the City is outlined in the current code. 4.4.2 City of Renton Land Use Designations For the purposes of the LRWWMP, t he Land Use Map adopted on September 22, 2014 within the Land Use Element of the Comprehensive Plan was assumed to represent the intended future pattern of land uses in the planning area as shown in Figure 4.3 with areas tabulated in Table 4.1. The City’s Land Use schema identifies six types of land uses: Residential Low Density, Residential Medium Density, Residential High Density, Commercial & Mixed Use, Employment Area, and Commercial Office Residential. The service area addressed in the LRWWMP includes most of the area within the existing city limits, the UGB, and one area outside the UGB. The area outside of the City (dashed black line in Figure 4.1), and wit hin the study area (solid green line in Figure 4.1) includes 117 acres (0.18 square miles [mi2 ]) within the city limits of Tukwila, approximately 15 acres (0.02 mi2 ) within the city limits of Kent , and 12 acres of unincorporated areas in the City’s PAA (0.02 mi2). Table 4.1 Land Use of Renton’s Sewer Service Area Land Use Designation Within Existing City Boundaries (Acres) PAA (Acres) Residential Single Family 5,000 1,504 Employment Area 1,779 0 Residential Medium Density 925 73 Commercial Neighborhood 32 2 Commercial Corridor 1,046 144 Commercial/ Office / Residential 137 6 Residential Multi-Family 688 286 Employment Area - Industrial 528 47 Residential Low Density 3,782 5,538 Urban Center North 348 3 Urban Center Downtown 233 0 Center Village 216 0 Total 14,714 (23.0 mi2) 7,603 (11.9 mi2) The district designations on the land use map correspond to policies in the Land Use Element of the Comprehensive Plan and are implemented by the City's adopted Zoning Map and Zoning Code. The land use designations are described below based on Renton Municipal Code (RMC) 4-2-020. 4.4.2.1 Residential Designations Residential Low Density Land Use Designation The designation is intended to guide development on land appropriate for a range of low intensity residential and employment where land is either constrained by sensitive areas or CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 4 4-10 | JULY 2022 | FINAL where the City has the opportunity to add larger-lot housing stock, at urban densities of up to four dwelling units per net acre (du/net acre), to its inventory. Residential Medium Density Land Use Designation The Residential Medium Density designation is for "neighborhoods based on a mix of single-family and small to mid-sized multi-family developments built around amenities such as shopping centers, recreation areas, and other community gathering places." Residential medium density land use designations include between three and eight dwellings per acre (R -6 and R-8 Zoning). Residential High Density Land Use Designation The Residential High Density Land Use desig nation provides a mix of residential styles including small lot detached dwellings or attached dwellings. Residential High Density is "intended to increase opportunities for detached dwellings as a percent of the housing stock, as well as allow some small-scale attached housing choices and to create high -quality infill development that increases densi ty while maintaining the single-family character of the existing neighborhood." Higher density neighborhoods may "provide a mix of detached and attached dwelling structures organized and designed to combine characteristics of both typical single-family and small-scale multi-family developments." High density land use designations include between five and fourteen dwellings per acre (R -10 and R -14 Zoning). Residential Multi-Family Designation The multi-family residential land use designation is intended to encourage a range of multi-family living environments that provide shelter for a wide variety of people in differing living situations, from all income levels, and in all stages of life. Densities range from 10 to 20 dwellings per acre (Residential Multi-Family [RMF] Zoning). S 130TH PL144TH AVE SESE 211TH ST S 116TH ST SE 196TH ST NE 24TH ST SE 148TH STLAKE WASHINGTON BLVD NNE 21ST ST UNION AVE NE121ST PL SESE 144TH STINTERURBAN AVE S S 132ND ST BURNETT AVE NS 212TH WAY NE 19TH ST84TH AVE SELAKE WASHINGTON BLVD SEHARDIE AVE SWSOUTHCE N T E R B L V D S 125T H ST S 208TH ST 120TH PL SES 115TH PL MAIN AVE SSE 141ST ST TALBOT RD S84TH AVE S135TH AVE SECEDAR AVE SSUNSET BLVD NE134TH AVE SES 202ND ST BENSON RD SLINCOLN AVE NEHOQUIAM AVE NESE 227TH PL 100TH AVE SES 15TH ST S 134TH ST 160TH AVE SE126TH AVE SESE 218TH PL 148TH AVE SEN 30TH ST S BANGOR ST W MERCER WAY112TH AVE SESE 179TH ST S 190TH ST 120TH AVE SENE 1 S T S T S 7TH ST 130TH AVE SESE 44TH PL 59TH AVE S78TH AVE SES 115TH ST 76TH AVE SNE 7TH PL S 130TH STCORNELL AVE SSOMERSET BLVD SE C A S C A D E K Y 127TH AVE SEEDMONDS AVE NESE 79 T H D R N 38TH ST S K A G I T K Y NE 12TH ST96TH AVE SE NE 8TH ST SE 56TH ST R A I N I E R A V E S NE 7TH ST S L A K E R I D G E D R SE 192ND DR S 23RD ST58TH AVE SWILLIAMS AVE SS 200TH ST 156TH AVE SES 116 T H P L HARRINGTON AVE NE94TH AVE SSE 60TH ST143RD AVE SEB E A C O N A V E S MORRIS A VE S NE 6TH PL 131ST AVE SEDUVALL AVE NEWA T E R S A V E S CENTRAL AVE NSE 64TH ST 85TH PL SESE 145 T H P L S 2ND STLIND AVE NWSE 75T H P L P E T E R G R U B B R D S E155TH AVE SESE 61ST ST 104TH PL SE63RD AVE SSE 40 T H P L 133RD AVE SEWELLS AVE S137TH AVE SE164TH WAY SES 38TH CT ANACORTES AVE NE129TH PL SE SE 1 5 1 S T S T SE 38TH ST 86TH AVE SE121ST AVE SESE 45TH ST E MERCER WAYSE 200TH ST118TH AVE SEREDMOND AVE NENE 6TH ST87TH AVE SS 124TH ST SE 8 3 R D S T SE 158T H S T 93RD AVE SSE PET R O V I T S K Y R D S 1 8 T H S T SE 46TH WAY SE 48TH DR 85TH AVE SSE 134TH ST 162ND AVE SE151ST AVE SES 19TH ST SE 46TH ST OLYMPIA AVE NESE 160TH ST S 14TH S T W E S T L A K E S A M M A M I S H P K W Y S E NE 20TH ST CRESTWOOD DR SMONROE AVE NE123RD AVE SES 117TH ST 128TH AVE SESE 1 8 3 R D D RJERICHO AVE NESE 221ST S T 175TH AVE SESE 216TH ST NE 9TH STWOODLEY AVE SS 220TH ST HOUSER WAY NKIRKLAND AVE NESE 102ND S T N 5TH ST N 6TH ST SE 71ST ST 66TH AVE SSE 223RD ST SE 128TH ST SE 156TH S T 124TH AVE SESHATTUCK AVE SSE 4TH ST N 3RD ST SE 73RD PL S 127TH S T BREMERTON AVE NE168TH PL SESE 164TH ST INDUSTRY DRFOR E S T D R S E BRONSON WAY NES RYAN ST TUKWILA PKWY SE 55TH ST SE 142ND ST82ND AVE SESE CARR R D S 216TH ST S 128TH ST SE 172ND ST 167TH PL SENE 16TH ST SE R E N T O N - I S S A Q U A H R D SE 202ND PL108TH AVE SE146TH AVE SE57TH AVE SSE 136TH STROSARIO PL NESE 116TH ST NE 22ND ST AVALO N D R SE 68TH ST SE 40TH ST SE 42ND ST SE 72ND ST SE 41ST ST S S U N N Y C R E S T R D DI X O N D R SFOREST AVE SE SE 212TH ST93RD AVE SESTRANDER BLVD SE 204TH PL S 196TH ST SE 138TH PL SR 167SE 208TH ST S 218TH ST NILE AVE NE104TH AVE SEN 10TH ST VIL L A G E P A R K D R S ESOMERSET DR SEWE S T L A K E D E S I R E D R S E177TH AVE SESE 224TH ST S 112TH ST SE 52N D S T ILWACO AVE NEBENSON DR SLIND AVE SWNE 10TH STHIGHLAND DRMILL AVE S NE 2ND ST S 212TH ST SE 183RD ST S 224TH ST NE 23RD PL ANDOVER PARK WS 113TH ST NEWCASTLE GO L F C L U B R D SE 4 7 T H S T S 120TH ST SE 219TH PL NE W C A S T L E W A Y 125TH AVE SE135TH PL SE SE 76TH ST PELLY AVE NSW 7TH ST 188TH AVE SES 121ST ST N 33RD ST N 29TH ST SE 51S T S T 129TH AVE SESE 233RD ST SE 91ST ST SE 176TH ST150TH AVE SESE 213TH STBLAINE AVE NE127TH PL SESW 12TH S T SE 223RD DR 161ST AVE SEHIGH AVE SSE 42ND PL NE 4TH ST SE 66TH ST 172ND AVE SEMONTEREY AVE NESE 225TH ST SE ALLEN RD 60TH AVE SBURNETT AVE SSW 39TH ST77TH AVE SESE 221ST PL65TH AVE SSE F A I R W O O D B L V D PARKSIDE WAY SEN 32ND ST SE 82ND ST S LANGSTON RD SOUTHCENTER PKWYSW 16TH ST MINKLER BLVD 85TH AVE SEN 31ST ST SW 10TH S T S 192ND ST 171ST PL SE S 204TH ST SE 5TH ST SE LAK E Y O U N G S R D SE 226TH ST61ST AVE SMERCE R W O O D D R SW 3R D P L SW S U N S E T B L V D SE 106TH ST SE 192ND ST 149TH AVE SESE 220TH PL77TH AVE SSE 80TH ST 78TH AVE S62ND AVE SSE 2ND PL S 231S T S T SE 180TH STPOWELL AVE SWSE 214TH ST171ST AVE SES 114TH ST SE 121ST PL PARK AVE NSE 59TH ST89TH AVE SE88TH AVE SEGARDEN AVE N91ST AVE SE81ST AVE SE92ND AVE SES E 1 7 0 T H S T S TAFT ST PASCO PL NENE SU N S E T B L V D 94TH PL S136TH AVE SESE 8 0 T H W A Y SE 188TH ST M A R T I N L U T H E R K I N G J R W A Y S 117TH AVE SES 50TH ST 190TH AVE SE80TH AVE SESE 168TH ST S 194TH ST N 4TH ST 132ND AVE SE81ST PL SE116TH PL SE80TH AVE S164TH AVE SE102ND AVE SE126TH PL SESE 65TH ST UNION AVE SESE 1 1 0 T H S T SE 204TH ST S PUGET DRRAINIER AVE N181ST AVE SE176TH AVE SE170TH PL SE SE 58TH ST 147TH AVE SE64TH AVE SNE 3RD S T SE 3RD P L AIRPORT WAY S TOBIN ST SE 228TH PL SE 4TH P L SE 112TH ST SE 49TH ST SE 184TH ST116TH AVE SEABERDEEN AVE NESW GR A D Y W A Y GRANT AVE SSE 149TH STISLAND CREST WAYS 32ND ST SE 204 T H W A Y REN T O N A V E S SUNSET BLVD NS 36TH PLOAKESDALE AVE SW180TH AVE SENE PARK DR 163RD PL SELOGAN AVE NSW 19TH ST 113TH AVE SESE 63RD ST I-405 FWYPUGET DR SEISLAND DR SS E L I C O R I C E W A Y NE 27TH ST SE 44TH ST COAL CREEK PKWY SE119TH AVE SES E 1 7 0 T H P L 140 T H W A Y S E N 8TH ST 98TH PL S92ND AVE S80TH PL SESE 43RD ST JONES AVE NE174TH AVE SEN 28TH PL NE 5TH ST N 33RD PLN 34TH ST N 35TH ST N 36TH ST SE 232ND ST SW 34TH ST 68TH AVE S75TH AVE S184TH AVE SE72ND AVE SLUMMI KY 106TH AVE SESW 41ST ST S GRAD Y W A Y FACTORIA BLVD SES 126T H S T ANDOVER PARK ES 228TH ST59TH PL SSE 53R D P L LAKEMONT BLVD SE S 180TH ST S 187TH ST S 188TH ST SW 27TH ST 138TH AVE SE136TH PL SES 222ND ST 66 T H L N S 152ND AVE SEWEST VALLEY HWY183RD AVE SELAKEHURST LNSE 184TH PL 89TH AVE S1 6 6 T H W A Y S E SE 8TH PL WOODSIDE DR SEEAST VALLEY HWY SSE CO U G A R M O U N T A I N D R SE MAY C R E E K P A R K D R SE 95TH WAY SE 50T H S T 6TH AVE N88TH AVE S4TH AVE N S 199TH PL SE 228TH ST S 226TH ST SE 159TH PL I-90 F W Y RIPLEY LN SES E 1 7 1 S T W A Y 183RD WAY SESE 160TH PL SW 43RD ST SE ROYAL HILLS DR SE 196TH D R140TH AVE SESE 6 4 T H W A Y 154TH PL SERENTON-ISSAQUAH RD SENE 31ST ST EAST VALLEY RDMA P L E V A L L E Y H W Y S 133RD ST S 135TH ST SE 65T H P L N RIVERSIDE DRNW VILLAGE PARK DRMONSTER RD SWSE NE W P O R T W A Y 80TH PL S 16 9 T H A V E S E B E A CO N - C O A L M I N E R D S S E M A Y V A L L E Y R D SE RENTON- M A P L E V A L L E Y R D 1 4 4 TH P L SE SE JONE S R D Last Revised: October 28, 2021 C:\Users\kchristensen\OneDrive - Carollo Engineers\Desktop\Project_Data\Renton\Comp Plan Figure.mxd Figure 4.3 Comprehensive Plan Land Use Long-range Wastewater Management Plan | City of Renton O 0 1 20.5 Miles Legend Renton City Boundary Roads Renton Wastewater Service Boundary Waterbodies Comprehensive Land Use Designations Residential Residential Low Density Residential Single Family Residential Medium Density Residential Multi-Family Center Designations Center Village Urban Center Downtown Urban Center North Employment Area Designations Employment Area - Industrial Employment Area - Valley Commercial Designations Commercial Neighborhood Commercial/Office/Residential Commercial Corridor CHAPTER 4 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 4-13 4.4.2.2 Commercial and Mixed Use Designations Commercial Neighborhood Land Use Designation The purpose of Commercial Neighborhood designation is for "small-scale convenience retail/commercial areas offering incidental retail and service needs for the surrounding area. Uses serving a larger area may be appropriate if they also serve the residents of the immediate area and are compatible with the scale and character of the neighborhood." Commercial/Office/Residential Land Use Designation The Commercial Office (CO) designation is "established to provide areas appropriate for professional, administrative, and business offices and related uses, offering high-quality and amenity work environments. In addition, a mix of limited retail and service uses may be allowed to primarily support other uses within the zone, subject to special conditions." Center Village Land Use Designation Center Village (CV) designations are characterized by an existing commerc ial and multi-family core served by transit and set in the midst of suburban patterns of residential development or in the City’s downtown. CV zoned lands are suitable for redevelopment into compact urban development with a pedestrian -oriented, mixed-use c enter, and community focal point. The zone is intended to revitalize an area, creating a vibrant, urban center where surface parking is discouraged. CV zoning implements the Commercial and Mixed Use designation. 4.4.2.3 Center Downtown Land Use Designation Center Downtown (CD) designation within downtown Renton is appropriate for the widest mix of uses, is served by transit, and is suitable for intensive urban use within a pedestrian environment. The CD zone is intended to revitalize the area by creating a vibrant , urban center in the City’s historic downtown core. Surface parking is discouraged in this zone, except as a land bank. CD zoning implements the Commercial and Mixed Use Land Use Designation. 4.4.2.4 Urban Center Land Use Designation The Urban Center (UC) North land use designation include lands that are located within the City’s Designated Regional Growth Center, if there is a potential for the creation of dense employment, destination retail, recreation, or public gathering space with the UC zone. The UC zoned areas have large parcels of land with the potential for large scale redevelopment opportunities that will create a mixed-use retail, employment, and residential center. UC zoning implements the Commercial Mixed Use land use designation . 4.4.3 School Designations The City serves public elementary, middle, and high schools from the Issaquah and Renton School districts, in addition to Renton Technical College. These schools are spread throughout the City and can be found within each service basin, except for the May Valley Basin, as shown in Table 4.2. There are two schools in the City’s service area, Maywood Middle School and Briarwood Elementary School, which are not currently connected to the public sewers. Both of these schools are in the East Cedar R iver Basin. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 4 4-14 | JULY 2022 | FINAL Table 4.2 Schools Served by Renton Name Mini-basin Employment (PE’s)(1) Staff (PE’s)(1) Highlands Elementary 48 545 63 Honey Dew Elementary 26 525 62 Kennydale Elementary 33 559 66 Maplewood Elementary 44 612 56 Sierra Heights Elementary 21 618 63 Talbot Hill Elementary 7 526 50 Tiffany Park Elementary 4 466 52 McKnight Middle School 37 1159 105 Nelson Middle School 2 1041 70 Hazen High School 22 1380 124 Renton High School 15 1218 90 Renton Secondary Learning Center 14 298 34 Apollo Elementary School 22 576 69 Briarwood Elementary School U6 440 70 Liberty High School U6 1224 107 Maywood Middle School U9 905 80 Renton Technical College 27/29 3400 230 Note: (1) PE(s) – Person Equivalent. 4.4.4 Land Use Outside Renton’s PAA A remaining 137 acres of jurisdiction is part of the service area beyond the city limits and PAA. Table 4.3 displays the land use designations for those areas within the City's service area. Table 4.3 Land Use Designations for Areas Outside Renton Jurisdiction (Designation) Land Use (Density) Area (Acres) Kent US(1) US(1) (1 unit / acre maximum) 15 Tukwila (Commercial/ Light Industrial) Commercial/Office/Light Industrial 82 Tukwila (Tukwila Urban Center) Commercial/Office/Light Industrial/ Multi-Family (22 du/net acre maximum) 40 Note: (1) US – Urban Separator. 4.4.4.1 King County Land Use For the purposes of the LRWWMP, t he 2018 King County Comprehensive Plan was used to direct Land use within the unincorporated portions of the study area. All of the service area in unincorporated KC is designated "urban", with the exception of the service to Apollo Elementary School just east of the Urban Growth Area (UGA). Land within the UGA is intended to develop at urban densities and with urban service levels. The UGB is the division line between the CHAPTER 4 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 4-15 designated urban and rural areas that defines the eastern boundary of the City’s PAA. According to the KC Countywide Planning Policies that provide a policy framework for all comprehensive plans in KC, cities may not annex areas outside the UGB nor may they provide sewer service, except "where needed to address specific health and safety problems or the needs of public facilities such as schools (Policy F-264)”. Unincorporated areas of KC are divided into community planning areas, each with a community plan. For the purposes of the LRWWMP, community plans were based on those adopted as part of the 2012 King County Comprehensive Plan. Where conflicts or inconsistencies between the policies of the community plans and KC’s Comprehensive Plan occur, the Comprehensive Plan takes precedence. Th e community plans, West King County, SE King County, Greater Maple Valley/Cedar River, West Hill, and Four Creeks/Tiger Mountain , cover most of the unincorporated areas within the study area of this LRWWMP. 4.4.4.2 City of Kent Land Use City of Kent Planning Division assures quality in the land development process by effective administration of land use codes and compliance with the GMA. The Comprehensive Plan Land Use Map provides the general vision for the City's growth over the next twenty years, and provides a framework for amendments to the City's official Zoning Districts Map. Approximately 15 acres of the City’s sewer service area are within the City of Kent. This area is designated as single-family residential. 4.4.4.3 City of Tukwila Land Use Approximately 122 acres of the City’s sewer service area are within the City of Tukwila. Based on the 2015 Comprehensive Plan , 40 acres are within the Tukwila Urban Center that contains an intense diverse mix of use that will continue to evolve over time. The center is a regional commercial/industrial area with limited mixed-use residential. The remaining area is designated as Commercial/Light Industrial. 4.4.5 Adjacent Utility Systems/Joint Use, Service Agreements, and Related Plans The City has entered into several joint use and service agreements with neighboring districts and private customers when it has been economically beneficial. A list and a summary of these joint use and service agreements are presented below. The full text for each of these agreements is presented in Appendix F, Service Agreements: • Coal Creek Utility District (formerly Water District No. 107): - CAG -035-075, 1975 - Construction of an interceptor line from the City sewer service area through Water District No. 107 to a collection trunk operated by the Municipality of Metropolitan Seattle. - Sewer Utility Franchise, 1987 - The City granted Water District No. 107 the right to install sewer lines within the service area of Water District No. 107. - CAG -01-031, 2001 - Sewer service boundary clarification. • City of Kent : - CAG -012 -83, 1983 - Provides for the installation of a sanitary sewer main that is owned and operated by the City and allowing the City to provide sewer service to the adjacent properties that are in the Kent service area. • King County: CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 4 4-16 | JULY 2022 | FINAL - Franchise No. 14056, 2001 - Grants the City the right to construct sewer lines along KC roads. • Soos Creek Water and Sewer District, formerly called Cascade Sewer District : - Resolution 1234 AG-764-64, 1964 - Interceptor sewer line from the Cascade sewer system through portions of the City to the sewer system of the municipality of Metropolitan Seattle. Addendum 1 and 2 were made in 2011 and 2014, respectively. - Agreement CAG -039-074, 1974 - Extension of the City’s sewer service to certain areas within the Cascade sewer service area. - CAG -91-083, 1991 - Soos Creek Water and Sewer District to provide sewer service to certain properties within City limits. - CAG 91 -083 Adden#2 -08, 2008 – Soos Creek and Sewer District revise service boundary and transfer of service to City. - CAG - 097-164, 1997 - Revision of the water and sewer service boundary. - CAG -083-91 Addendum 1-04, 2004 - The Soos Creek Water and Sewer District may connect certain properties (described in the 1991 agreem ent) to the City’s Sewer System . • Skyway Water and Sewer District : - CAG -03-197, 2003 - Sewer and water service boundary clarification . - CAG -06-170, 2006 - Skyway Water and Sewer District may connect a portion of their service area into the City’s sewer facilities. • Cedar River Water and Sewer District : - CAG -99-014, 1999 - Water and sewer service boundary clarification . The City is surrounded by seven neighboring sewer utility entities, as previously shown in Figure 4.2 . These neighboring utility entities are listed below. 4.4.5.1 Coal Creek Water and Sewer District Coal Creek Water and Sewer District (formerly King County Water District No. 107) provides sewer service in part of the May Valley Basin. The City and Coal Creek have made boundary adjustments to remove previous service overlaps. This interlocal agreement provides for joint use of a sewer main in Lincoln Avenue for the provision of service to that area and to allow for another portion of the City’s service area to flow into Coal Creek’s system. 4.4.5.2 Cedar River Water and Sewer District Cedar River Water and Sewer District (CRWSD) provides service to parts of the Lower Cedar River Basin. However, only a small fraction of the wastewater from CRWSD ultimately flows through the City's system by flowing through the Soos Creek Water and Sewer District. The majority of sewage from CRWSD flows directly into KC’s Cedar River Interceptor located along the Maple Valley Highway. CRWSD’s last Comprehensive Sewer Plan was adopted in 20 16. The City and CRWSD have entered into a 1999 interlocal agreement identifying the common service boundary between the two service providers. 4.4.5.3 Soos Creek Water and Sewer District Soos Creek Water and Sewer District adopted the Soos Creek Water and Sewer District Sewer Comprehensive Plan in July of 2014. In 1997, the District and City entered into an interlocal agreement revising the boundary between Soos Creek and the City that had been set by a 1991 agreement. Based upon these agreements, the City is the service provider to some areas currently outside the City and Soos Creek provides service to some areas inside the city limits. CHAPTER 4 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 4-17 A 1964 agreement provides for joint use of a sewer interceptor in the Tiffany Park Subbasin, and the 1991 agreement provides for joint u se of the Spring brook Interceptor, located on South 192nd Street. The Springbrook Interceptor will provide service to the sout hernmost portions of the City. 4.4.5.4 City of Kent SW 43rd Street is the principal dividing line between the Cities of Renton and Kent. The City has an agreement with Kent to serve a small area south of SW 43rd Street east of 72nd Avenue Street and west of the Puget Sound Electric Railway right-of-way. The City of Kent Comprehensive Sewer Plan was adopted in 2002 (dated 2000). The Renton and Kent City limits adjoin each other. There is a small portion of the City of Kent, south of South 55th Street and east of the Valley Freeway that is in the City’s service area. There are no service area overlaps or gaps between the two entities, except for that one small area. 4.4.5.5 City of Tukwila The City serves a portion of the City of Tukwila east of the Burlington Northern Railroad and south of Longacres. Tukwila also discharges from a lift station into the KC Sewer System within the City along Monster Road SW. Tukwila prepared a Comprehensive Sewer Plan in 2014. Approximately 122 acres of the City’s sewer service area is within the City of Tukwila. 4.4.5.6 Skyway Water and Sewer District Skyway Water and Sewer Distric t adopted a Comprehensive Plan in 2004 The Skyway sewer service area is shown in Figure 4.2. The boundary between Skyway and the City has been set by an interlocal agreement adopted in 1994. An area in the southern portion of the District, as well as in th e service area to the south of the District, could be served by gravity to the City’s sanitary sewer system. An agreement to allow the district to route portions of this southern service area through the City’s facilities was entered into in 2006. Skyway Water and Sewer District provides sanitary sewer service to a small area of the City along Rainier Avenue near South 117th Place and the northwest portion of the airport. Skyway sewage discharges into the KC System within the City at the north end of the Renton Airport. (Coordinate with Skyway about how much flows they will have so we can plan for the future). 4.4.5.7 King County Regional Wastewater Services Plan For more than 40 years, KC has protected water quality in the Puget Sound region by providing wastewater treatment services to King, Pierce, and Snohomish counties, including the City. To ensure the continuation of high quality wastewater treatment services in the future, KC carried out an intensive planning effort, involving numerous elected officials, representatives from local sewer agencies, organizations, and individuals from around the region. The Regional Wastewater Services Plan (RWSP) resulted from these efforts, which was adopted by the KC Council in November 1999, via Ordinance 13680. The RWSP outlines a number of important projects, programs, and policies for KC to implement through 2030, and work is well underway. A summary of the major components of the RWSP includes Brightwater Treatment System, Conveyance System Improvements, Regional Infiltration and Inflow Control, Combined Sewer Overflow Control, Odor Control Program, Biosolids Recycling, and Reclaimed Water. In 2013, KC completed a comprehensive review of RWSP. The Compressive Review found that full expansion of the South Treatment Plan t , located in the City, will likely occur in the 2030s based on updated treatment capacity needs, not 2029 as previous planned. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 4 4-18 | JULY 2022 | FINAL In December 1999 , as part of the RWSP, the KC Council approved the development of a Regional Infiltration and Inflow (I/I) Control Program. The purpose of the program is to reduce the risk of sanitary sewer overflows and the cost of adding capacity to facilities that convey wastewater to KC treatment plants. In 2000, KC’s Wastewater Treatment Division, in cooperation with the local component agencies that it serves, of which the City is one of, launched an I/I Program. The recommendations of the I/I Program represent the consensus reached by the KC and local agencies throughout the 6 -year program development process. Knowledge gained from flow monitoring, modeling, pilot projects, and a benefit -cost analysis conducted during the I/I control study served as the basis for consensus. Recommendations are presented for both I/I reduction and long -term I/I control and for program administration and policy. In addition to cost -effectively removing enough I/I from the collection system to delay, reduce, or eliminate some otherwise needed conveyance system improvement (CSI) projects, measures must be in place to maintain I/I reductions long-term and to prevent future increases in I/I throughout the regional system. Long-term I/I control includes policy, administrative, financial, and technical measures that promote an ongoing program of review, maintenance, and repair of the collection and conveyance system. 4.4.5.8 King County Conveyance System Improvement Program Since 1999, the CSI Program focuses on guiding major upgrades and improvements to KC-owned facilities. A 2017 CSI program update was completed with conceptual projects approved in 2017. As part of this effort, a Regional Needs Assessment report was completed in 2015, where the City discharges are included in the South Lake Washington Planning Area. As discussed in Chapter 5 – System Analysis and Results, surcharging in these interceptors impacts capacity in the City's system. 4.4.5.9 King County Reclaimed Water Comprehensive Plan The City is participating in the regional forum, consisting of King County, Cascade Water Alliance, Seattle Public Utilities, and individual surrounding purveyors, in combined effort to develop a master agreement for reclaimed water as well as reclaimed water planning and policies. The forum represents a regional approach to strategic planning and system expansions needed to accommodate the distribution, sale, supply, and reuse of reclaimed water that could include the City's current and future service area. In 2011, the King County Wastewater Treatment Division began another engineering, environmental, and economic analysis of conceptual reclaimed water strategies. The City is now working with King County to provide them appropriate information for this analysis. A completed King County Water Reclamation Evaluation Checklist for this use is included in Appendix M. The City will support the regional supplier's study of reclaimed water use opportunities and will work with King County Department of Natural Resources to identify potential reclaimed water users and demand. Any reclaimed water to be used as a source of supply should only be provided through retail water suppliers. The City has identified several potential users of reclaimed water for landscape irrig ation uses, including the Boeing Longacres Facilities. The full list of potential reclaimed water users from the City’s largest consumers is in the checklist. CHAPTER 4 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 4-19 4.5 Demographic Analysis Future sewer system requirements are based, in part, upon future demographic growth projections within the sewer service area. Demographic growth projections were created for areas within the City, unincorporated KC, and several small service areas that the City has agreed to serve in adjacent jurisdictions. Most of the projected sewer area growth will occur in the areas east of the current City limits, including a large non-sewered area within unincorporated KC in the East Plateau service area, also known as the East Renton Highlands. This section summarizes the demographic projections made as part of latest hydraulic model update documented in the 2012 Hydraulic Model Update (Stantec , 2015). Demographic projections were sought for existing condition and build-out. The existing condition was set as the year 2012 to correspond with the most recent flow monitoring effort. Puget Sound Regional Council (PSRC) Land Use Baseline projections, which were developed using the UrbanSims, provide demographic data through 2040. The City will likely reach build-out by 2040 with future growth from redevelopment. Therefore, the City defined the Ultimate projection as the PSRC 2040 project ion plus a 25 percent factor as a margin of safety to account for future redevelopment and c hanges to building practices. Population, household, and employment data was derived from the PSRC Traffic Analysis Zone (TAZ) projections for the years 2012 and 2040. The data obtained was provided in geographic subdivisions based on the sewer mini-basin boundaries provided to PSRC by Stantec. Consistent with other LRWWMP, demographic data and results in this chapter are summarized based on sewer mini-basins, rather than TAZ. 4.5.1 Residential Population Projections In total, existing populations were determined to be 43,869 single-family and 24,417 multi-family using both PSRC residential and Baseline Land Use. The total future population was projected to be 76,731 and 37,386 which is an increase of 32,862 and 12,452 single- and multi-family households, respect ively, over a period of 28 years. This is an approximately 1,174 single-family and 445 multi-family increase in population annually. Mini basins which see the greatest growth include basins 30B, 30C, and U9 at rates of 2,000 percent, 4,650 percent, and 2,582 percent, respectively, over the 28 year period. 4.5.1.1 Existing - 2012 The PSRC data provided 2012 residential projections for single-family and multi-family populations. Stantec performed a review of the data to resolve any obvious inaccuracies identified through the review of City geographic information system (GIS) data within each mini-basin, including land-use, parcel count, and aerial photos. Addit ionally, larger multi-family developments were reviewed using KC Assessor’s information. Based on this review, populations for the following basins were modified as documented in the 2012 Hydraulic Modeling Update: • Basin 5 – The Land Use Baseline projecti ons list 126 parcels and a single-family residential population of 169. City GIS data shows 170 parcels within the basin, with an estimated 100 single-family lots. A multiplier of 2.5 persons per single-family lot was used to estimate a single-family residential population of 250 for this basin. The CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 4 4-20 | JULY 2022 | FINAL multi-family population supplied by PSRC is negligible, and is consistent with the City GIS data. • Basin 20 – The estimate from PSRC for this mini-basin encompassed the Ultimate mini-basin boundary. To estimate t he population for the current boundary, the total of 3,007 people was scaled on an area ratio of the current/ultimate basins for an adjusted population of 2,390. The multi-family development and zoning is all within the current mini-basin boundary, so this population was not modified. • Basin 25/Basin 43 – Both of these mini -basins include large mobile home parks, which are not accounted for in the PSRC projections for either single-family or multi-family populations. Basin 25 includes approximately 240 mobile homes, and Basin 43 includes approximately 200 mobile homes. To account for these populations, a multiplier of 1.8 (multi-family) was applied to each mobile home, and the populations were added to the projections supplied by PSRC. For Basin 25, the total residential population was adjusted from 983 to 1,415. For Basin 43, the population was adjusted from 49 to 410. • Basin U1 - The Land Use Baseline projections list 58 parcels and a single-family residential population of 255. City GIS data shows approximately 205 parcels within the basin, with an estimated 197 single-family lots. A multiplier of 2.5 persons per single-family lot was used to estimate a single-family residential population of 490 for this basin. The multi-family population supplied by PSRC is negligible, and is consistent with the GIS data. • Basin U6 – The estimate from PSRC for this mini-basin encompassed the ultimate mini-basin boundary. To estimate the population for the current boundary, the total of 2,050 people was scaled on an area ratio of the current/ultimate basins for an adjusted population of 1,345. The multi-family population supplied by PSRC is negligible, and is consistent with the GIS data. It was not modified. • Basin U9 – The estimate from PSRC for this mini-basin encompassed the ultimate mini-basin boundary. To estimate the population for the current boundary, the total of 1,268 people was scaled on an area ratio of the current/ultimate basins for an adjusted population of 68. No multi-family population was projected. This is consistent with the GIS data. All modifications were reviewed and accepted by City Planning Department staff. 4.5.1.2 Future The PSRC 2040 residential projections estimated single-family and multi-family populations that are aligned with the Vision 2040 Regional Growth Strategy. Ultimate projections were calculated as the PSRC 2040 projection plus 25 percent to be conservative. Unlike the 2012 projections, no changes were made to the PSRC output with one exception . Recent detailed projections for mini-basin 45, which were made as part of the Thunder Hills Sanitary Sewer Interceptor Design Project, were incorporated into the 2040 demographic projection. Mini-basin 45 multi-family populations were increased using a higher growth rate similar to the adjacent mini-basin 3 PSRC estimates. 4.5.2 Employment The total existing employment is 44,506 using 2012 basin population estimates. The total future employment was projected to be 104,414 which is an increase of 59,908 employees over a period of 28 years. This is approximately a 2,140 increase in employment annually. Major regions of CHAPTER 4 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 4-21 growth for future employment are mini-basins 27, 32, 43, 48, 50, and U9 with growth rates of 10,891 percent, 5,017 percent, 2,400 percent, 4,700 percent, 3,447 percent, and 31,300 percent, respectively. Where employment projectio ns were not released for several TAZ due to confidentiality requirements by the Employment Securities Department, alternate methods were used in these areas, which are discussed further in this section. In addition, the school enrollment s were estimated to account for sewer use by students, as they are not captured in the PSRC employment projections. Note, the TAZ projections meet or exceed the City’s adopted GMPC population and employment targets for the City and PAA. Demographic projections are summarized in Table 4.4 and discussed further in the following sections. 4.5.2.1 Existing - 2012 PSRC employment projections, also based on the Baseline Land Use model, were throughout the Sewer Service Area. As previously mentioned, projections were not available for six mini basins due to confidentiality requirements by the Employment Securities Department: Basins 30C, 32, 50, 52, U3, and U8. Therefore, demographic projections for those mini-basins were developed using 2011 Longitudinal Employer-Household Dynamics (LEHD) data, developed by the U.S. Census Bureau. Through a review of available GIS data, no obvious discrepancies were found in either the PSRC or LEHD data. 4.5.2.2 Future PSRC 2040 employment are based on local growth targets t hat are aligned with the Vision 2040 Regio nal Growth Strategy. Mini-basin employment allocations were made using the PSRC, except where no data was available. For these six basins, Stantec produced custom allocations, which were reviewed and accepted by City Planning Department staff. Ultimate pro jections were calculated as the PSRC 2040 projection plus 25 percent. 4.5.3 Schools The City serves public elementary, middle, and high schools from the Issaquah and Renton School Districts in addition to private schools, Renton Technical College, and the University of Phoenix campus. These schools are spread throughout Renton and can be found within each service basin except for the May Valley Basin. There are two schools in Renton’s service area, Maywood Middle School and the Briarwood Elementary School, that are not currently connected to the public sewers. These are located in the East Cedar River Basin. 4.5.3.1 Existing - 2012 School enrollment projections were determined for schools within the existing sewer service area using published data from the local school districts, including the Renton School District and Issaquah Schools. Student populations were generally developed using enrollment statistics for the 2011-2012 school year. School staffing were not included in enrollment, as staff are considered in the PSRC employment projection. 4.5.3.2 Future School enrollment projections for 2040 are not available from the PSRC or school districts. Therefore, school population estimates were projected to grow at the same rate as the residential population. As with other categories, the resulting projection was increased by 25 percent to create the Ultimate projection. CHAPTER 4 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 4-23 Table 4.4 Demographic Projections (From Stantec 2015 Hydraulic Model Update Report) Sewer Mini basin 2012 Basin Population Estimates Ultimate Population Estimates (2040 Population+25%) Area (acres) Single- Family Multi- Family Employment Schools Single- Family Multi- Family Employment Schools 2012 Ult % Diff 1 180 82 22 0 554 420 29 0 71.79 71.79 0.00% 2 81 1,303 342 1,041 209 1,608 713 1,367 127.50 134.72 5.67% 3 1,012 1,307 95 0 1,660 1,836 248 0 194.52 194.52 0.00% 4 1,094 49 22 466 2,109 121 160 909 205.17 205.17 0.00% 5 250 1,823 4,126 0 701 2,238 5,633 0 213.91 233.53 9.18% 6 1,513 10 25 0 2,173 14 165 0 224.34 224.34 0.00% 7 1,232 27 67 526 1,936 31 88 822 162.60 162.60 0.00% 8 0 0 2,248 0 0 0 5,310 0 82.14 82.14 0.00% 9 0 0 272 0 0 0 645 0 111.02 111.02 0.00% 10 173 121 537 0 201 65 1,011 0 54.44 54.44 0.00% 11 803 461 1,140 0 1,148 559 2,201 0 163.83 163.83 0.00% 12 23 1,492 458 0 34 1,803 883 0 73.57 73.57 0.00% 13 402 438 698 0 398 498 1,301 0 81.08 81.08 0.00% 14 1,041 401 504 298 1,795 483 1,088 471 205.98 205.98 0.00% 15 110 456 736 1,218 139 576 1,504 1,539 92.33 92.33 0.00% 16 1,077 380 241 0 1,534 481 583 0 177.15 177.15 0.00% 17 545 149 202 0 765 355 379 0 122.66 122.66 0.00% 18 350 209 148 0 408 280 279 0 38.85 38.85 0.00% 19 0 0 1,480 0 0 0 3,496 0 144.37 144.37 0.00% 20 2,390 490 261 0 5,943 549 973 0 309.45 620.56 100.53% 21 1,425 17 59 618 1,998 35 335 871 143.52 176.54 23.00% 22 1,065 1,433 599 1,956 1,690 1,905 2,049 2,815 208.76 208.76 0.00% 23 858 393 52 0 1,228 500 98 0 111.83 111.83 0.00% 24 1,258 136 63 0 1,839 179 109 0 130.46 130.46 0.00% 25 1,583 35 111 0 1,321 90 200 0 179.79 179.79 0.00% 26 2,189 1,440 818 525 3,270 2,228 1,800 795 382.54 382.54 0.00% 27 1,097 62 11 1,135 1,434 86 1,209 1,489 102.98 102.98 0.00% 28 0 0 5,365 0 0 0 12,673 0 180.04 180.04 0.00% 29 574 120 16 2,265 770 188 44 3,127 85.78 85.78 0.00% 30A 787 835 60 0 941 1,688 139 0 133.61 133.61 0.00% 30B 38 3 0 0 55 63 0 0 4.68 4.68 0.00% 30C 2 324 12 0 95 499 106 0 21.21 21.21 0.00% 32 321 281 105 0 368 328 5,373 0 141.77 141.77 0.00% 33 3,184 11 218 559 4,903 18 398 861 320.61 375.94 17.26% 34 721 227 43 0 1,223 279 75 0 127.92 127.92 0.00% 35 328 224 113 0 438 314 313 0 60.08 60.08 0.00% 36 40 1,376 397 0 41 1,634 854 0 117.20 117.20 0.00% 37 256 352 257 1,159 341 494 451 1,592 69.08 69.08 0.00% 38A 642 253 469 0 808 370 1,091 0 91.24 91.24 0.00% 38B 47 17 2 0 55 63 0 0 16.72 16.72 0.00% 39 508 515 127 0 640 690 329 0 86.04 86.04 0.00% 40 593 87 33 0 776 113 63 0 74.87 74.87 0.00% 41 1,063 94 61 0 1,319 133 116 0 117.31 117.31 0.00% 42 0 0 147 0 0 0 329 0 20.06 20.06 0.00% 43 549 624 7 0 611 1,085 175 0 116.45 116.45 0.00% 44 282 578 487 0 361 835 909 0 127.88 127.88 0.00% 45 20 1,157 2,733 0 133 2,390 5,165 0 158.81 158.81 0.00% 46 1,994 615 679 0 2,431 741 1,469 0 389.97 389.97 0.00% 46 (North) 67 665 21 0 106 1,055 36 0 23.84 23.84 0.00% 47 777 1,496 606 0 1,089 2,628 1,269 0 196.30 196.30 0.00% 48 462 168 6 545 609 243 288 737 60.26 60.26 0.00% 49 12 0 544 0 15 0 1,284 0 71.85 71.85 0.00% CHAPTER 4 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 4-25 Sewer Mini basin 2012 Basin Population Estimates Ultimate Population Estimates (2040 Population+25%) Area (acres) Single- Family Multi- Family Employment Schools Single- Family Multi- Family Employment Schools 2012 Ult % Diff 50 4 174 30 0 5 210 1,064 0 162.61 162.61 0.00% 52 597 6 187 0 1,054 5 1,028 0 148.12 148.12 0.00% 54 139 1,066 883 0 446 1,680 1,668 0 252.50 252.50 0.00% A 4 0 4,975 0 5 571 11,753 0 857.19 857.19 0.00% B 0 0 2,580 0 85 0 6,046 0 323.32 323.32 0.00% CEDAR02A 302 146 318 0 370 211 599 0 48.59 48.59 0.00% ESI1003 237 620 7,126 0 255 1,108 14,185 0 403.86 403.86 0.00% RENT65 561 526 189 0 1,115 811 569 0 178.09 178.09 0.00% U1 255 8 7 0 1,004 8 16 0 75.48 75.48 0.00% U2 1,054 56 23 0 2,014 61 51 0 139.04 139.04 0.00% U3 1,064 63 59 0 1,743 88 303 0 141.67 141.67 0.00% U4 2,927 10 251 612 4,649 30 614 975 471.97 471.97 0.00% U5 NA NA NA NA 976 75 36 0 NA 112.94 U6 1,345 6 32 1,664 4,055 33 544 3,309 219.90 615.17 179.75% U7 NA NA NA NA 1,685 9 96 0 NA 173.66 U8 294 0 3 0 496 0 26 0 43.01 43.01 0.00% U9 68 0 1 905 1,824 0 314 1,305 12.21 212.66 1641.94% U10 NA NA NA NA 2,335 178 64 0 NA 354.03 Total 43,869 25,417 44,506 15,492 76,731 37,869 104,414 22,984 10,407.68 12,070.34 Note: Abbreviation: NA – not applicable. CHAPTER 4 | LONG RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 4-27 4.6 Sewer Collection System Flow Components The City has separate sewer and stormwater collection systems, where only wastewater is conveyed in the sanitary sewer system. However, some groundwater and stormwater inevitably enter the sanitary sewer through defects in pipes and manholes (MHs) and illicit storm drain connections. Therefore, sewer flows may vary substantially between dry and wet weather. The different flow components are described in the section below. 4.6.1 Dry Weather Flow Components There are two components of dry weather flow: • Base wastewater flow (BWF). • Dry weather groundwater infiltration (GWI). 4.6.1.1 Base Wastewater Flow The BWF is the sanitary flow generated by routine water usage of the City’s residential, commercial, and mixed-use customers. Conveying this flow is the primary function of the collection system. The flow has a diurnal pattern that varies by customer. Typically, a residential diurnal pattern has two peaks with the more pronounced peak following the wake-up hours of the day, and a less pronounced peak occurring in the evening. Commercial and mixed -use patterns, though they vary depending on the type of use, typically have more consistent higher flow patterns during business hours, and lower flows at night. Furthermore, the diurnal flow pattern of a weekend may vary from the diurnal flow experienced during a weekday. 4.6.1.2 Groundwater Infiltration Dry weather GWI enters the sewer system through defects such as cracks, misaligned joints, MH defects, and broken pipelines. Dry weather GWI only occurs when the relative depth of the ground water table is higher than the depth of the pipeline and where there is a defect; therefore it varies throughout the system. Dry weather GWI (or base infiltrat ion) cannot easily be separated from BWF by flow measurement techniques. Therefore, dry weather GWI is typically grouped with BWF. 4.6.1.3 Average Dry Weather Flow ADWF is the average flow that occurs on a daily basis during the dry weather season and is represent ative of routine wastewater discharges into the collection system from customers as well as baseline groundwater infiltration. 4.6.2 Wet Weather Flow Components Wet Weather Flow (WWF) includes two components: • Infiltration and Inflow (I/I). • Wet weather GWI. 4.6.2.1 Inflo w and Infiltration The stormwater I/I response in the sewer system to rainfall is seen immediately (inflow) or within hours after the storm (infiltration). Inflow is stormwater that enters the sewer system via a direct connection to the system, such as roof drain and downspout connections, leaky MH covers, and illicit storm drain CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 4 4-28 | JULY 2022 | FINAL cross-connections. Infiltration is stormwater that enters the sewer system by percolating through the soil and then through defects in pipelines, MHs, and joints. The adverse effects of I/I entering the sewer system is that it increases both the flow volume and peak flows such that the sewer system could be operating at or above its c apacity. If too much I/I enters the sewer system, sanitary sewer overflows (SSOs) could occur. 4.6.2.2 Wet Weather Groundwater Infiltration 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. Wet weather GWI is associated with extraneous water entering the sewer system through defects in pipes and MHs while the ground is saturated during the wet weather season. Wet weather GWI may occur throughout the year, although rates are typically higher in the late winter and early spring in the Pacific Northwest. 4.6.2.3 Peak Wet Weather Flow PWWF is the highest observed hourly flow that occurs following the selected design storm event. PWWF in a sewer system can be more than ten times the base flow, causing utilities to construct high-capacity infrastructure to convey and treat these flows. 4.7 Flow Monitoring As part of the Scope of Services for this LRWWMP, Carollo Engineers, Inc. (Carollo) contracted with ADS Environmental Services, LLC (ADS) to conduct a Temporary F low Monitoring Program within the City's sanitary sewer collection system. The purposes of the flow monitoring program were to correlate actual collection system flows to the hydraulic model predicted flows, evaluate the system's capacity, and estimate basin I/I. The temporary flow monitoring data was collected for a period of approximately four months from December 22, 2017 to April 22, 2018. The "ADS Flow Monitoring Report" prepared by ADS summarizes the flow monitoring program and was submitted to the City as a stand-alone report. The report can be found as an attachment to Appendix G , TM 1. 4.8 Average Dry Weather Flow Developing an accurate estimate of the future quantity of wastewater generated at build -out of the collection system is an important step in maintaining and sizing sewer system facilities, for both existing conditions and future scenarios. Base flow can be estimated for a wastewater system by comparing dry weather flow and wet weather flow at the various flow monitoring locations. To estimate ADWF for more specific areas, such as individual wastewater basins, dry weather flows are typically estimated based on the area contributing to flows and flow coefficients developed for each land use type. This method is developed based on the assumption that areas with similar land uses, such as low density residential parcels, produce equivalent quantities of wastewater flow. System -wide flows can be compared to known flows at flow monitors, or at the treatment plant to verify accuracy. This method of estimating base flows is an industry standard for planning and provides sufficiently accurate data for planning purposes. CHAPTER 4 | LONG RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 4-29 4.8.1 Average Dry Weather Flow Development Existing ADWFs for each basin were estimated using data from the Flow Monitoring Program for each of the flow monitoring basins. ADWF was developed using the driest days from the flow monitoring period based on the following set of minimum criteria: • Less than 0.1 in of rain in the previous day. • Less than 0.4 in of rain in the previous 3 days. • Less than 1.0 in of rain in the previous 5 days. • Selected days must exhibit average-day flows within 85 percent to 115 percent of the average-day flows of remaining dry days. • In addition, those dry days that exhibited unusual flow patterns were not used to generate net d ry day flow values for a basin. Characteristic dry weather 24 -hour diurnal flow patterns for each site were developed based on the hourly data. The hourly flow data were also used to calibrate the hydraulic model for the observed dry weather flows during t he flow monitoring period. Hourly patterns for weekday and weekend flows vary and were separated to better understand dry weather flow. An example of the dry weather flow diurnal patterns is shown in Flow Monitoring Basin MH0537, in Figure 4.4. Carollo est imated the average weekday and weekend dry weather levels and velocities at each site from the data provided by ADS for use in the model calibration process. Figure 4.4 Typical Weekday vs Weekend Dry Weather Flow Variation (MH0537) 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHour Weekday Diurnal Pattern 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHour Weekend Diurnal Pattern CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 4 4-30 | JULY 2022 | FINAL 4.9 Wet Weather Flows PWWF in a wastewater collection system are caused by rainfall dependent I/I. Peak hour flows can result in flows more than ten times the base flow, causing utilities to construct high-capacity infrastructure to convey and treat these extraneous flows. Existing and projected PWWFs are predicted using the hydraulic model and design storm used for this LRWWMP. This analysis uses four separate multi-day, 20 -30 year recurrence design storms, illustrated in Chapter 5 – System Analysis and Results. These storms were identified in the 2012 KC I/I Study and correspond to the recurrence interval within historical KC rainfall. To represent typical Pacific Northwest winter rainfall conditions, antecedent rainfall was added from historical data. Further detail on the development of the design storm can be found in Chapter 5 – System Analysis and Results. 4.9.1 Rainfall Data An important part of the flow monitoring program is the collection and analysis of rainfall data. Three significant rainfall events occurred during the course of the flow monitoring period, as well as a few other relatively minor events. The storms recorded during the Temporary Flow Monitoring Program did present data in terms of the collection system’s I/I response to wet weather flow events, and is appropriate for I/I analysis and model calibration purposes. 4.9.2 Wet Weather Flow Data The flow monitoring data was evaluated to determine how the collection system responds to wet weather events. A summary of the peak wet weather flow mini basin during current and buildout conditions is shown in Table 4.5. 4.10 Projected Flows A summary of the modeled PWWF flows for each planning period is shown in Table 4.5. As previously described, these flows were calculated usi ng land use data for the study area and an average wastewater conveyance required per capita. These flows were calculated by simulating the February 1996 design storm, described in Chapter 5 – System Analysis and Results. Flows consider both I/I change and system expansion. Table 4.5 Design Event Projected Wet Weather Flow Sewer Mini basin Current PWWF (mgd)(1) Buildout PWWF (mgd )(1) 1 0.57 0.77 2 2.25 2.97 3 0.67 0.87 4 10.15 12.14 5 3.51 4.53 6 1.20 1.44 7 4.16 5.57 8 0.69 1.53 9 2.96 3.51 10 0.38 0.47 11 2.49 3.53 CHAPTER 4 | LONG RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 4-31 Sewer Mini basin Current PWWF (mgd)(1) Buildout PWWF (mgd )(1) 12 0.70 0.88 13 2.26 2.79 14 2.87 3.03 15 5.80 6.68 16 1.20 1.67 17 0.20 0.37 18 0.52 2.70 19 0.32 0.52 20 0.97 2.20 21 1.35 1.51 22 3.00 4.66 23 1.29 2.04 24 1.95 2.45 25 1.25 1.61 26 2.32 2.90 27 0.36 0.52 28 2.00 2.89 29 0.80 0.86 30A 4.35 6.40 30B 3.14 4.90 30C 1.76 2.33 32 2.45 3.33 33 0.96 1.60 34 0.21 0.29 35 3.14 4.88 36 0.65 0.80 37 0.77 0.97 38A 0.21 0.27 38B 3.14 4.90 39 1.54 1.97 40 0.54 0.69 41 1.34 1.48 42 0.09 0.14 43 0.22 0.36 44 2.37 3.15 45 6.26 8.23 46 17.04 27.21 46 (North) 0.33 0.46 CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 4 4-32 | JULY 2022 | FINAL Sewer Mini basin Current PWWF (mgd)(1) Buildout PWWF (mgd )(1) 47 8.89 11.89 48 2.41 3.23 49 0.42 0.60 50 3.14 4.06 52 0.41 0.55 54 5.92 7.71 A 15.27 20.07 B 6.75 8.51 CEDAR02A 25.41 36.72 ESI1003 59.19 83.48 RENT65 11.13 13.70 U1 0.01 0.02 U2 0.13 0.25 U3 0.30 0.61 U4 0.28 0.91 U5 0.00 0.00 U6 0.28 0.91 U7 0.00 0.00 U8 1.01 2.65 U9 0.00 0.00 U10 0.00 0.00 Notes: Abbreviation: mgd – million gallons per day. (1) PWWF Modeling Results are from the respective design storm. CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL |JULY 2022 | 5-1 Chapter 5 SYSTEM ANALYSIS AND RESULTS 5.1 Introduction This chapter summarizes the conveyance analysis of all aspects of the existing system and their recommended improvements. It includes a summary of system -wide conc erns and the hydraulic analysis performed using the updated Danish Hydraulic Institute (DHI) MikeUrban hydraulic model. The results are summarized at the end of the chapter for each sewer mini-basin and within the entire system (system -wide) in Table 5.10. This chapter builds on Chapter 4 – Planning Considerations and summarizes the detailed technical information provided in Technical Memorandum (TM) No. 2 - Model Development and Calibration that can be found in Appendix I. 5.2 System-Wide Concerns The sewer system has system -wide concerns that are common throughout its mini-basins. These concerns, summarized below, impact both the City of Renton’s (City’s) operations and capital planning. 5.2.1 King County-Interceptor Surcharging During peak flows, King County (KC) will use its interceptors for storage of wastewater and for controlling flows in the South Treatment Plant. This may result in surcharging of the KC interceptors. KC reserves the right to surcharge its interceptors to an elevation of 25 feet (ft). KC has n ever reached this extreme, to the City’s knowledge; however, the City has experienced sewer surcharge problems in the low-lying areas. As a result of KC's surcharging, it is possible that additional wastewater could overflow in low-lying areas through manh ole covers and side sewer connections. KC, as part of their regional conveyance system needs report (Report), dated December 2017, identified long-term capacity concerns within this Long-Range Wastewater Management Plan’s (LRWWMP’s) planning period within portions of the east-side interceptor in the City. The Report identifies capacity projects to alleviate the capacity concerns; however, these projects are not in KC’s 6 year capital improvement plan. The City has not designed facilities to accommodate a sewer surcharge to an elevation of 25 ft. The City's current position is that KC is responsible for providing adequate capacity within its interceptors and wastewater treatment facilities. In addition, the City considers KC to be responsible for proper effluent disposal. During the preparation of the LRWWMP, no specific analysis was made of the effect of KC’s surcharging on the City's sewer system. KC should continue to study and identify areas of potential risk and alternatives to mitigate this problem. In the past, KC has increased the influent and effluent capacity at South Plant and has installed parallel interceptor facilities. This has significantly reduced the chance of surcharging but does not eliminate the problem. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 5 5-2 | JULY 2022 | FINAL 5.2.2 Adjacent Utility Systems For purposes of this LRWWMP, all of the comprehensive plans for the adjacent utility systems described in Chapter 4 – Planning Considerations were examined. The hydraulic analysis utilized the projected Ultimate Peak 20 -year design flows, as computed by KC. These flows were obtained from KC and assigned as constant inflow conditions. This conservative assumption contributed to surcharging and capacity issues in portions of the system. The City has several agreements with adjacent utilities that allow joint use of facilities within the City, as summarized in Chapter 4 – Planning Considerations. If capacity limitations become evident, through visual inspection or flow measurements, then the City and the adjacent utility should work together to correct the limitation as specified in the joint use agreement. 5.2.3 Hazard Mitigation Plan The City partnered with KC Emergency Management to update the Regional Hazard Mitigation Plan. The City developed a city-specific plan – Hazard Mitigation Plan (Renton Annex) – as part of the regional effort. The Regional and city-specific Hazard Mitigation Plan seek to mitigate long-term risk to people and property from the effect of both natural and man -made hazards. The City is subject to a number of natural and man-made hazards that could affect the city, such as earthquakes, flooding, landslides, winter/wind storms, coal mine hazards, hazardous materials release, and terrorism/civil disturbance. The sanitary sewer system may be vulnerable to a variety of the identified hazards. 5.2.4 Septic Systems There are still a small percentage of developed properties within City Limits that are served by private septic systems. In addition, the developed properties within the sewer service area but outside of the city limits are primarily served by private septic systems. The Seattle-King County Department of Public Health has an approved Septic Management Plan (King County On -Site Septic System Management Plan – July 2007) and has started revising the document, however, the latest draft has not yet been approved (King County On-Site Sewage System Management Plan – September 2016). The latest Septic Management Plan identifies East Hill in unincorporated KC and Renton, potentially served by Cedar River Water and Sewer District and to a much lesser extent the City. This area was identified as challenging for the proper func tioning of OSS due to high density development with smaller lots, poor soils, older septic systems, and high or perched water tables. The latest OSS Plan states “work is needed to document the environmental and current status of systems to develop competit ive grant applications to seek funding for sewer extension projects.” 5.2.5 Wastewater Quality The quality of wastewater transported in the City sanitary sewer system varies considerably depending on the wastewater source, detention time within the sanitary sewer system and the volume of infiltration and inflow (I/I). The quality of domestic wastewater varies and is a direct result of the type of water used within the home. Some domestic sewage can be considered stronger than others can. One household appliance, the garbage disposal, can greatly impact the quality of wastewater. Most new home construction incorporates garbage disposal in its design. Use of these garbage disposals increases both suspended solids and the biochemical oxygen demand (BOD), two common results tested for when measuring contaminant concentrations. CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL |JULY 2022 | 5-3 The total volume of industrial waste produced within the City is small compared with the volume of domestic wastewater. However, an industrial or commercial development can have a considerable impact on the sanitary sewer collection system immediately downstream of the facility. Industrial waste can contain high concentrations of chemicals that can make the waste highly corrosive or toxic. If discharge of an industrial waste to the sanitary sewer system creates problems, then pretreatment of the industrial waste should be considered. Several federal, state, and local regulations govern the pretreatment of industrial waste. The KC Industrial Waste Program is a state delegated authority to implement the Federal Pretreatment Program and handles the industrial waste for the City. The most recent list of industrial discharges is provided in Table 5.1. This program administers the waste discharge permits, inspections, enforcements, compliance and collection of surcharge monitoring fees. The program also works with businesses to help them implement pollution prevention practices. The industrial dischargers submit monthly self-monitoring reports to the KC Industrial Waste Program to confirm compliance with their NPDES permits. The City regularly coordinates with King County on program compliance including collaboration on conducting twice yearly monitoring of the discharges. CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL |JULY 2022 | 5-5 Table 5.1 Renton Summary of Industrial Discharges Industrial Discharger Industry Type Authorization Type Approval Number Effective Date Expiration Date Max Volume (gpd) Aero Plastics Inc. General Type No Control Document Required 400391-01 15-Nov-17 Alliance Packaging LLC Corrugated Container Major Discharge Authorization 689-08 9-Dec -20 8-Dec -25 4,500 Allpak Container Corporation Corrugated Container Major Discharge Authorization 585-06 21-Jun-18 20-Jun-23 4,000 Amazon Services LLC – SWA2 -4 General Type No Control Document Required 400502-01 28-Jul-21 Barbee Mill Company, Inc. Groundwater Remediation - Metals Major Discharge Authorization 4133-03 29-Oct -17 28-Oct -22 25,000 Boeing Commercial Airplane - Renton Metal Finishing - CFR 433 Permit 7630-06 2-Jan -18 1-Jan -23 75,000 Boeing Electronics Center Metal Finishing - CFR 433 Permit 7508-05 9-Mar-17 8-Mar-22 15,000 Buchan Bros. Vehicle Washing No Control Document Required 400319-01 30-Jun-16 Buchan Bros. Vehicle Washing Letter of Authorization 10356 -01 28-Feb -03 Cintas Corporation Laundry-Industrial Permit 7857-03 16-Aug-20 15-Aug-25 120,000 Distribution International General Type No Control Document Required 400451-01 22-Apr-19 E&E Foods Food Processing-Fish Permit 7961-01 10 -Feb -21 9-Feb -26 85,000 Hartung Glass Industries - Flat Glass Products Glass Manufacturing Minor Discharge Authorization 400465-01 20-Nov-19 Hilite Seafood Food Processing – Seafood No Control Document Required 1034 -01 21-Dec -16 20-Dec -21 21,000 Kenworth Truck Co. Manufacturing-Misc Major Discharge Authorization 400221-01 4-Jun-15 King County RSD (1) - Renton Decant Facility Decant Station Major Discharge Authorization 4451-01 9-May-18 8-May-23 73,000 King County SWD(2) - Renton Transfer Station Solid Waste - Transfer Fac Major Discharge Authorization 4367-03 5-Jun-21 4-Jun-26 52,000 Northwest Gourmet Food Products Inc. - Renton Facility Food Processing-Other Permit 4419-01 15-Jun-17 14 -Jun-22 2,037 Ocean Beauty Seafoods LLC - Renton Food Processing-Seafood Major Discharge Authorization 7949-01 1-Feb -20 31-Jan -25 3,000 Phillips 66 Company - Renton Terminal Groundwater Remediation - Organics Major Discharge Authorization 4444-02 1-Dec -18 21-Dec -22 43,305 Phillips 66 Company - Renton Terminal Groundwater Remediation - Organics Permit 261-06 14 -Jan -21 13-Jan -26 5,000 Renton Coil Spring Co. Inc. Manufacturing-Misc No Control Document Required 7910 -02 5-Mar-20 4-Mar-25 50,400 Republic Services - Monster Road SW General Type Major Discharge Authorization 400396-01 15-Nov-17 Rosemount Specialty Products LLC Manufacturing-Misc No Control Document Required 4484-01 11-Feb -19 10 -Feb -24 48,000 Schwartz Brothers Bakery - Renton Food Processing-Bakery Minor Discharge Authorization 400192-02 16-Dec -19 Service Linen Supply Laundry - Linen Major Discharge Authorization 830-03 1-Jul-21 30-Jun-26 6,000 Sheets Unlimited LLC Corrugated Container Minor Discharge Authorization 388-06 1-Mar-19 3-Sep -22 120,000 SKIS Painting General Type No Control Document Required 816-05 7-May-21 30-Sep -25 2,500 Stoneway Concrete - Black River Cement/Readymix Major Discharge Authorization 400458-01 10-Jul-19 Stoneway Concrete - Houser Way Cement/Readymix Major Discharge Authorization 4080-04 28-Sep -20 27-Sep -25 25,000 Trojan Lithograph Printing Letter of Authorization 10193-03 15-Jul-18 14 -Jul-23 1000 United Rentals – Tukwila No Control Document Required 400202-01 22-Apr-15 Valley Medical Center Hospital Minor Discharge Authorization 709-04 2-Aug-17 1-Aug-22 Note: (1) RSD - Road Services Division. (2) SWD - Solid Waste Division. CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL| JULY 2022 | 5-7 5.2.6 Wastewater Quality Analysis and Recommendations A major problem associated with wastewater quality is the generation of hydrogen sulfide that occurs during wastewater transport from its source to the point of treatment. The hydrogen sulfide found in wastewater results from the anaerobic bacterial reduction of the sulfate ions that are present. Hydrogen sulfide poses three serious problems: it is highly corrosive, has an obnoxious odor, and, as a gas, is toxic to humans and has been known to cause deat h to sewer maintenance workers. The production of hydrogen sulfide is directly related to the BOD of the wastewater. Wastewater exhibiting a high BOD will tend to generate more hydrogen sulfide than wastewater exhibiting a lower BOD. Hydrogen sulfide is very corrosive to both sewers and pumping facilities. Hydrogen sulfide released from the wastewater will tend to dissolve on condensation within the crown of a sanitary sewer. The hydrogen sulfide retained in the condensation is converted to sulfuric acid through oxidation by aerobic bacteria. This sulfuric acid will react with the cement bonding material within concrete pipes, or iron within steel pipes, and can corrode a pipe to the point of structural failure. Sanitary sewer pipes are most susceptible to t his type of corrosion in their crowns because that is where most condensation occurs. Aeration, periodic cleaning, and use of non-corrosive pipe materials can control effects of hydrogen sulfide. If excessive hydrogen sulfide production is evident at a lift station, aeration of the wet well should be considered to reduce the hydrogen sulfide in the wastewater and reduce the effects of anaerobic bacteria that produce the hydrogen sulfide. Periodic cleaning of the sanitary sewers will also remove the biological slime that forms on the pipe walls and produces the hydrogen sulfide. The most effective method of mitigating corrosion by hydrogen sulfide is through the use of non-corrosive pipe materials, such as polyvinyl chloride (PVC), or high-density polyethylen e (HDPE). Existing pipes experiencing severe corrosion can be rehabilitated through the use of various slip form liners or fiberglass resin liners. In order to control the generation of hydrogen sulfide, the City conducts preventative maintenance with rout ine cleaning sewer pipes with inadequate slopes. In addition, all pipes are cleaned before video inspection is performed. Both of these tasks reduce biological growth on the walls of the sewer pipes and reduce the hydrogen sulfide generation potential. Exc essive I/I will tend to reduce the production of hydrogen sulfide and the concentration of contaminants in the wastewater. As the City works to reduce structural defects causing I/I, there may be more impact by contaminants and hydrogen sulfide. The City m ay have to increase efforts to reduce hydrogen sulfide and be more aware of potential contaminants. The planning area for this LRWWMP corresponds, for the most part, with the current City limits and urban growth boundary (UGB), as shown in Figure 4.1. Service is provided consistent with regional planning and agreements with adjacent utilities. System -wide concerns present in the wastewater infrastructure include some segments approaching the end of the Remaining Useful Life and infiltration and inflow. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 5 5-8 | JULY 2022 | FINAL 5.2.7 Agin g Sanitary Sewers Sanitary sewer system installation began in earnest during the 1940’s and 1950’s as a federal program to provide housing for workers at the Renton Boeing Plant and has continued through today. Prior to this boom, the City also had significant sewer installations in the 1920s and 1930s for the Central Business District. Some of t hese sewers have reached the end of their useful life. This LRWWMP recommends a program to address condition issues of these aging sanitary sewers through rehabilit ation and replacement . 5.2.8 Infiltration and Inflow I/I occur in all sanitary sewer systems. Infiltration is defined as water entering the sanitary sewer system through pipes, joint connections, manhole (MH) 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/I may be a major portion of the total wastewater flow which must be carried by the sanitary sewer system. I/I problems in an existing sanitary sewer system can be studied to determine their effect. Finding and correcting I/I sources can be challenging, as determining the source can be evasive. Elimination of storm inflow from the system is difficult due to conflicting concerns. Sealing MH lids and maintaining the water tightness of the lids decreases inflow, but gas, particularly hydrogen sulfide and methane, can collect in the sealed MHs. The City attempts to minimize vent holes for the system, but inflow cannot be prevented completely. During the design and construction of new main extensions, the City utilizes MH liners and coatings as well as sealed MH covers in wet areas. The City also performs video inspections during the wet season on all new gravity sewers to check for leaks. 5.2.8.1 Historical Infiltration and Inflow In December 1999 , as part of the Regional Wastewater Services Plan (RWSP), the KC Council approved the development of a Regional I/I Control Program. The purpose of the program is to reduce the risk of sanitary sewer overflows (SSOs) and the cost of adding capacity to facilities that convey wastewater to KC treatment plants. KC installed over 800 flow meters to measure flows throughout KC. The flow meters monitor depth of flow and velocity. Early flow monitoring data between late 2000 and early 2001 were considered unrepresentative because of drought conditions that lowered the groundwater table and therefore reduced I/I to the system. Consequently, KC performed additional flow monitoring from late 2001 to early 2002. This effort proved more productive as data from several storms was captured. Rainfall in the region was also monitored by KC. The Calcul de lames d’eau a l’aide du radar system (CALAMAR ) used a combination of 73 rain gauges throughout the region, as well as the National Weather Service radar, to generate rainfall quantities to an accuracy of plus or minus 10 percent. In 2000, KC’s Wastewater Treatment Division, in cooperation with the local component agencies that it serves, launched an I/I Program. Ten pilot projects were selected to evaluate the effectiveness of various sewer rehabilitation technologies in reducing I/I in local agency collection systems. The completion of the ten pilot projects in January 2004 marked a major milestone in the KC study. The projects demonstrated that I/I could be effectively reduced, depending on the location and method of rehabilitation. The results of the pilot projects, along with other information, were used to prepare a long -term regional plan for reducing I/I in local agency systems. CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL| JULY 2022 | 5-9 5.2.8.2 Current Infiltration and Inflow Old and aging sewers contribute to excessive I/I into the sanitary sewer system. In conjunction with KC’s program for reducing I/I, the City identified, through model analysis, areas of concern for investigation, additional metering, and replacement or rehabilitation of the sewers. There are certain portions of the sanitary sewer system that are known as having I/I in excess of the 1,500 gallons per acre per day (GPAD) identified as the acceptable amount as determined through the joint planning effort between KC and the component agencies. The City works to reduce the I/I in these portions of the system through its mainline and lateral replacement program. If these systems are replaced, I/I will be reduced and KC’s requirements will be met. If a system is not scheduled for replacement or a replacement is delayed, the City may have to perform interim rehabilitation to reduce I/I if required for capacity needs. The City is participating with KC on its program to gain knowledge and experience to determine methods for I/I abatement . The additional data produced through the current effort occurring will be used by the City in determining feasibility of using I/I improvements in lieu of upsizing sewer systems where capacity restraints have been identified. The modeled values of I/I are shown for every mini -basin in Figure 5.5. The sewer model has also identified portions of the sewer system that have I/I or capacity problems during large storms that may not be evident with physical signs during smaller storms. To better understand these areas, the City will initiate I/I Metering, Investigation, and Rehabilitation and Replacement , as needed . 5.2.9 Other Concerns The Downtown Utility Improvement Project (DUIP) is a pipeline replacement project intended to support the anticipated future redevelopment of the City’s Downtown area. This program will be incorporated into the City’s hydraulic model and evaluated during the capacity evaluation. Additionally, combined sewers are designed to carry both stormwater and wastewater within a single system. Current codes in the City do not allow combined sewers because it causes stormwater, which is relatively clean, to be treated along with wastewater. Combined sewer systems within the City have been replaced with separate sanitary and storm sewer systems. 5.3 Hydraulic Model Wastewater 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 storm sizes on the collection system, and determine where future system deficiencies are likely to occur. In addition, a well-calibrated model provides a method for testing alternative improvement scenarios. The flow monitoring wastewater basins used in the model for calibration is shown in Figure 5.1. 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú3Ú g` g` g` g` g` g` g` g` g` g`g` g` g`g` g`g` g` g`East Valley RdRain ier Ave N S 133rd St Oakesdale Ave SWBenson D r S SW 7th St 140th Ave SENE Sunset B lvd §¨¦405 Maple V a l l e y H w y 164th Ave SECedar River Trail SE Jones Rd Lake Youngs Service RdSE May Valley Rd Union Ave NESE Petrovitsky Rd §¨¦5 Shy CreekLiftstation Devils ElbowLift Station East ValleyLift Station Talbot CrestLift Station Long LiftStation KensingtonCrest Lift Station WedgewoodLift Station WestviewLift Station Lind AveLift Station Lake Washington#2 Lift Station CottonwoodLift Station Lake Wash.Flush Lift Station Stone GateLift Station Falcon RidgeLift Station Liberty LiftStation Lake WashingtonBeach LiftStation Pipers BluffLift Station Baxter LiftStation Misty CoveLift Station Airport LiftStation MH6704 MH0166 MH0286 MH0537 MH6041 MH1360 MH1763 MH2116 MH2171 MH2252 MH5302 MH2999 MH5519 MH3216 MH3625 MH5505 MH4628 MH4646 Last Revised: July 15, 2020\\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Flow_Monitoring_Basins.mxd O 0 10.5 Miles Legend g`Flow Monitoring Locations Flow Monitoring Basins Lift Station 3Ú City of Renton 3Ú King County Gravity Pipeline Force Main MAINTBY City of Renton Force Main King County Force Main King County Gravity Main Study Area Renton City Boundary Roads Waterbodies Figure 5.1Flow Monitoring Locations CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Disclaimer: Features shown in this figure are for planning purposes andrepresent approximate locations. Engineering and/or survey accuracyis not implied. Data Sources: City of Renton CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL|JULY 2022 | 5-13 5.3.1 Model Development and Calibration A sewer collection system model is a simplified representation of the real sewer system. Sewer system models can assess the conveyance capacity for a collection system. In addition, sewer system models can perform “what if” scenarios to assess the impacts of future developments and land use changes. The model was developed using the MikeUrban hydraulic modeling software package, developed by DHI. The hydraulic model is a full pipe model and includes 100 percent of the total system pipelines. For this project, flow monitoring was conducted at 18 meter sites for a period of approximately five months from December 2017 to April 2018. Flow monitoring data was used to calibrate the updated hydraulic model for both dry and wet weather conditions. Dry weather flow (DWF) calibration ensures an accurate depiction of base wastewater flow generated within the study area. The WWF calibration process consists of calibrating the hydraulic model to specific storm events to accurately simulate the peak and volume of I/I int o the sewer system. The hydraulic model was calibrated following the Chartered Institution of Water and Environmental Management (CIWEM) code of practice. The updated hydraulic model is shown in Figure 5.2 . 5.3.2 Model Evaluation Results The hydraulic model is well calibrated; simulating WWF storms accurately. A summary of dry and wet weather flow model calibration is provided in Table 5.2. The percent difference in volume is shown for each of the three storms that were used for calibration. The CIWEM standards require the model to meet the calibration standards for two out of the three WWF storms. The model is within calibration criteria for every site for DWF and for 16 of the 18 sites for WWF. Calibration standards were not met for Site MH3216 and MH6041. Site MH3216 showed greater response in the model than in the meter; therefore the model is conservative. Site MH6041 flow monitoring showed very little flow response to Storms 2 and 3, which made it difficult to match across the season and be within typical parameters for the sewer system. For this reason, the calibration focused on matching Storm 1. These sites are discussed in further detail in TM 2: Model Update and Calibration , located in Appendix I of this LRWWMP. Appendix I also discusses the level calibration and shows example calibration figures. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 5 5-14 | JULY 2022 | FINAL Table 5.2 Model Calibration Flow Meter ID DWF Percent Difference (%) WWF Storm 1 Volume Flow Percent Difference (%) WWF Storm 1 Peak Flow Percent Difference (%) WWF Storm 2 Volume Flow Percent Difference (%) WWF Storm 2 Peak Flow Percent Difference (%) WWF Storm 3 Volume Flow Percent Difference (%) WWF Storm 3 Peak Flow Percent Difference (%) MH0166 -0.2% 31.1% -1.5% -3.0% 11.9% 15.4% -0.9% MH0286 1.0% 7.2% -1.8% 0.1% -11.9% -7.8% -25.8% MH0537 -0.7% 10.1% 2.0% 5.2% -6.6% 17.2% 13.3% MH1360 5.0% 18.1% 9.7% -12.8% 7.2% 15.1% 2.5% MH1763 -1.1% 13.0% 13.7% -38.9% -15.0% -0.3% -5.0% MH2116 -8.1% - - -9.5% -12.6% 3.7% 7.3% MH2171 -0.4% 6.8% 10.9% -6.7% 7.7% 17.3% 19.5% MH2252 -0.8% -2.5% -5.8% -9.4% 12.2% 8.1% 58.3% MH2999 -7.2% 11.0% -10.9% 11.3% 1.8% 16.8% 7.0% MH3216 -0.4% 18.8% -4.4% -11.3% 25.2% 13.5% 47.8% MH3625 -2.5% 4.7% 5.0% -14.7% -6.1% -1.7% -8.5% MH4628 0.0% 10.4% 3.5% -21.2% 15.0% 10.9% -1.6% MH4646 0.0% -1.9% -6.6% -18.3% -19.7% -2.2% 1.9% MH5302 -8.6% -4.3% -8.7% -7.9% 6.7% -1.6% 0.8% MH5505 0.4% 6.6% -1.9% -9.5% 6.3% -2.2% -14.7% MH5519 3.7% 12.2% 33.1% 10.9% 24.0% 9.8% 1.3% MH6041 -0.1% -14.5% -8.9% 16.5% 19.7% 39.3% 140.3% MH6704 -0.2% -8.4% -19.1% 16.7% 21.8% 15.2% 3.0% CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL |JULY 2022 | 5-15 Figure 5.2 Updated Hydraulic Model 5.4 Capacity Evaluation Capacity problems are the result of inadequate pipe sizes or slopes, or backwater conditions. These problems may concern lack of capacity in the sewer system or available capacity for future development. A hydraulic analysis has been performed on the City‘s sewer system. This analysis did not show capacity problems in the current system. Capacity problems do occur throughout the system in various degrees at build-out. As the City implements more water conservation programs, there may be a negative impact on the operation of a sewer system. Reduction of the liquid component of wastewater could cause problems in moving solids through the lines. Problems moving solids could impact the operation of the system, increase the potential of SSOs and will increase the need for flushing. This section describes the capacity evaluation performed as part of this LRWWMP. Deficiencies were identified per the analysis criteria and presented in the following sections. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 5 5-16 | JULY 2022 | FINAL 5.4.1 Analysis Criteria Capacity evaluation of the wastewater collection system was performed in accordance with the following criteria, using the hydraulic model developed for this LRWWMP: • 20-year and 30 -year, multi-day design storms are used for evaluating the City’s sewer infrastructu re. Essentially, these design storm have a three to five percent chance (1/30 - 1/20) that a peak of 3.7 inches of rain will fall in any 24-hour period in a given year. • It was assumed that system degradation is considered for this analysis. I /I degradation is estimated at seven percent per decade, and 28 percent for buildout . This assumption is based on KC’s Updated Planning Assumptions for Wastewater Flow Forecasting (2014). • During Peak Wet Weather Flow (PWWF), water levels were allowed to rise no more than three feet from the MH rim. Sewers were allowed to surcharge under these maximum flow conditions during the design storms presented above. Additionally, p ipes that surcharged to a ratio of depth/diameter > 2 were flagged as well in the hydraulic model results. • No surcharging was allowed for shallow MHs (shallow MHs consist of locations where the difference between the MH rim and top of pipe was less than 3.5 ft ). • Areas that were identified as a deficiency based on the analysis criteria but were caused by KC backwatering conditions are not included in the results presented in this section. The City is unable to fix issues pertaining to KC’s interceptor backwater condition. Additional information and figures showing the heightened hydraulic grade line (HGL) due to KC Interceptors are shown in Appendix I, in this LRWWMP. • Modeled Lift Station influent is larger than firm capacity of lift station for the design storm. 5.4.2 Design Storm This analysis uses four separate multi-day, 20 -30 year recurrence design storms for the capacity evaluation. These storms were identified in the 2012 KC I/I Study and correspond to t he recurrence interval within historical KC rainfall. There are five of these historical rain gauges which are used in different areas of the system. Figure 5.3 shows each of the four design storms. Table 5.3 outlines which design storm was used for the capacity analysis in each mini-basin. CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL |JULY 2022 | 5-17 Figure 5.3 Design Storm Hydrographs Table 5.3 Modeled Design Storms by Mini -Basins Sewer Mini Basin Design Storm 1 Nov-98 2 Nov-98 3 Nov-98 4 Jan-90 5 Nov-90 6 Nov-90 7 Nov-98 8 Feb -96 9 Feb -96 10 Feb -96 11 Feb -96 12 Feb -96 13 Feb -96 14 Feb -96 15 Feb -96 16 Feb -96 17 Nov-90 18 Feb -96 19 Feb -96 Sewer Mini Basin Design Storm 20 Nov-90 21 Nov-90 22 Nov-90 23 Jan -90 24 Feb -96 25 Nov-90 26 Nov-90 27 Feb -96 28 Feb-96 29 Feb -96 30A Feb -96 30B Feb -96 30C Feb -96 32 Feb -96 33 Feb -96 34 Jan -90 35 Jan -90 36 Feb-96 37 Feb -96 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 0 20 40 60 80 100 120Rainfall (in/hr)Hours Design Storms Nov-98 Jan-90 Nov-90 Feb-96 CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 5 5-18 | JULY 2022 | FINAL Sewer Mini Basin Design Storm 38A Feb -96 38B Feb -96 39 Feb -96 40 Feb -96 41 Feb -96 42 Feb -96 43 Jan -90 44 Nov-90 45 Nov-90 46 Nov-98 46 (North) Nov-90 47 Nov-90 48 Nov-90 49 Feb -96 50 Feb -96 52 Feb -96 Sewer Mini Basin Design Storm 54 Feb-96 A Feb -96 B Feb -96 CEDAR02A Nov-90 ESI1003 Feb -96 RENT65 Jan -90 U1 Feb -96 U2 Feb-96 U3 Feb -96 U4 Feb-96 U5 Feb -96 U6 Feb-96 U7 Feb -96 U8 Feb -96 U9 Feb -96 U10 Feb -96 5.4.3 Capacity Evaluation Results A capacity analysis of the modeled collection system was performed with the City's calibrated hydraulic model using the system performance criteria outlined above. The I/I degradation assumption created a conservative scenario for projecting future system conditions. Capacity analysis was performed for existing conditions (2012 ) and build-out conditions (2040) for Lift Stations and the collection system. 5.4.4 Lift Station Capacity The hydraulic model includes representations of all of the City’s major lift stations. The model simulates the existing lift station pumps and, when required, allowing and tracking flow beyond the existing capacity. The peak hourly flow during the design storm upstream of modeled lift station was used to determine whether stations met the firm capacity of the station. Firm capacity is defined as the capacity of the pump station with one pump offline. It is recommended the City investigate lift station capacity as a separate project in the future. The lift stations were evaluated for sufficient capacity under peak wet weather flow under current and buildout conditions. Table 5.4 shows the lift station capacity, modeled flows, and deficiencies. The City has two lift stations that are deficient: • Airport. • Lind Avenue. At buildout, it is anticipated that the firm capacity of three additional stations will be deficient: • Kingston. • Stonegate. • Baxter. CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL |JULY 2022 | 5-19 These additional buildout deficiencies are due large, anticipated increase in flow from new development. The deficiencies at Lift Stations with current deficiencies are also anticipated to grow worse with additional development. However, every lift station has sufficient total capacity to convey both current and buildout total pump capacities, except buildout flows to the Airport Lift Station. The City is currently working on upgrading the Airport lift station, which will address the capacity issue. Falcon Ridge accepts flows from Soos Creek Water and Sewer District, which may be a source of model inaccuracy. It is recommended the City work with Soos Creek Water and Sewer District to better understand both Utilities contributions to the Falcon Ridge Lift Station. The City should further investigate flows at the Lind Avenue Lift Station to confirm station performance in wet weather flows. The City has not historically observed capacity issues at this station; therefore, it is anticipated the deficiency may only be in very large storms similar to the 25- to 30 -year design storm. The City should continue to evaluate potential developments contributing to Kingston, Stonegate, and Baxter lift stations. The City should make necessary lift station improvements prior to granting a utility permit that exceeds its capacity. 5.4.5 Collection System Capacity The capacity analysis identified areas in the sewer system where flow restrictions may occur or where the pipe does not have sufficient capacity to convey design flows. Sewers that lack sufficient capacity to convey design flows could produce backwater effects in the collection system that increase the risk of SSOs. Potential system deficiencies were identified for PWWF under both existing and build-out conditions and are highlighted in Figures 5.4 and 5.5, respectively. The Downtown Utility Improvement Project (DUIP) adjusted the DWF in the area from 0.22 cfs to 8.96 cfs. Wet weather flow assumptions were taken from Flow Monitoring Basin 6041, which was deemed similar in age and I/I rate to the new construction of the DUIP. All pipelines within the DUIP were adequately sized. However, some of the connection point s between the existing system and DUIP project caused elevated HGL’s. Further analysis is needed to finalize any improvements. Under buildout condition, twenty-two areas were considered potentially deficient based on design storms and evaluation criteria. These locations and associated information are presented in Table 5.5. Add itional information on the deficiencies and proposed improvements can be found in Chapter 8 – Capital Improvement Program. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 5 5-20 | JULY 2022 | FINAL Table 5.4 Lift Station Evaluation Pump Station Number Pump Station Name Storm Used Pump Firm Capacity (gpm)(1) Total Pump Capacity (gpm) Current Modeled PWWF (gpm) Buildout Modeled PWWF (gpm) Current Modeled Deficiency (gpm) Buildout Modeled Deficiency (gpm) L01 Shy Creek Feb 96 825 1375 18 180 807 7645 L02 Devil’s Elbow Jan -90 500 1000 119 237 381 263 L03 Airport Feb -96 100 200 174 216 -74 -116 L04 East Valley Feb -96 724 1086 492 548 232 176 L05 Talbot Crest Nov-90 110 220 35 35 75 75 L07 Long Nov-90 100 200 69 69 31 31 L08 Kensington Jan -90 160 320 56 182 104 -22 L09 Wedgewood Feb 96 905 1416 150 237 755 668 L25 Lind Avenue Feb -96 500 1000 542 630 -42 -130 L29 Stone Gate Nov-90 425 850 244 593 181 -168 L30 Falcon Ridge Jan -90 100 200 142 154 -42 -54 L32 Misty Cove Feb -96 190 397 125 160 65 30 L34 Liberty Feb 96 617 1234 1 184 616 433 L39 Baxter Feb -96 700 1150 548 817 152 -117 Note: (1) gpm – gallons per minute. CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 5-21 Table 5.5 Buildout Deficiency Locations Deficiency ID(1) Upstream MH Downstream MH Mini Basin Storm Event Pipe Sections Length and Diameter Highest Surcharged MH Description of Surcharge Reason Deficient 05A MH3043 RE*SRENT.R18 -19 5 Nov-90 22 5,005' - 8" MH2998 Flooding Capacity 45A MH2252 MH4031 & MH 2672 45 Nov-98 30 2,242' - 8" & 246' - 10" & 526 - 12" & 636' - 15" & 4,670' - 18" MH2257 Flooding Capacity 7A MH2276 SSMH009 7 Nov-98 8 2,082 - 8" MH2272 10.7 ft from rim Capacity 2A MH2681 & MH2678 MH2676 2 Nov-98 4 987' - 8" MH2677 1.6 ft from rim Capacity 3A MH2369 MH2336 3 Nov-98 16 3,930 - 8" MH2337 8.5 ft from rim Capacity 46A MH4640 & MH1854 RE*CEDAR1.R10- 05A 46 Nov-90 20 584' - 8" & 358' - 10" & 1,191' - 12" & 549' - 15" & 660' - 21" & 760' - 24" MH4692 Flooding Capacity, diameters change 37A MH6042 & MH0840 MH0825 37 Feb -96 15 2,989' & 8" MH0839 5.1 ft from rim Negative slopes 48A MH0887 MH0845 48 Feb -96 8 1,262 - 8" & 441 - 12" MH0847 17.2 ft from rim Capacity, grade change 24A MH0927 MH0761 24 Feb -96 3 409' - 8" & 233' - 10" MH0924 0.8 ft from rim Negative slopes 20B MH6612 MH6613 20 Nov-90 1 282' - 8" MH6612 12.1 ft from rim Capacity, shallow slope 20A MH5238 MH3726 20 Nov-90 11 1,253' - 8" MH5240 5.4 ft from rim Capacity, shallow slope 22A MH3064 MH5504 22 Nov-90 26 2,732' - 8" & 463' - 10" & 1276' -12" & 1,067' - 15" MH3615 0.5 ft from rim Capacity, diameters change CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 5 5-22 | JULY 2022 | FINAL Deficiency ID(1) Upstream MH Downstream MH Mini Basin Storm Event Pipe Sections Length and Diameter Highest Surcharged MH Description of Surcharge Reason Deficient 21A MH4301 MH3625 21 Nov-90 47 9,778' - 8" MH3581 Flooding Capacity, shallow slope 41A MH0925 MH0761 41 Feb -96 15 2,230 - 8"& 358' - 10" MH3329 Flooding Capacity, shallow slope 23A MH3499 MH3497 23 Jan -90 2 700' - 8" MH3498 13.2 ft from rim Capacity 15A MH2469 2790 15 Feb -96 55 153' - 6" & 4,461' - 8" & 764' - 10" & 3,204' - 12" & 2,284' - 15" & 272' - 18" & 144' - 24" MH2183 Flooding Capacity 14A MH5443 MH6332 14 Feb -96 6 1050' - 8" MH6337 8.7 ft from rim Capacity BA MH2981 MH5188 B Feb -96 6 1,353' - 8" & 387' - 10" L04-East Valley 9.5 ft from rim Capacity 05B MH3306 RE*SRENTON.R1 8-17 5 Nov-90 25 366' - 8" & 901' - 10" MH5531 4.8 ft from rim Capacity 05C MH3304 MH5523 5 Nov-90 21 3,462' - 8" MH3205 10.2 ft from rim Capacity 11A MH6825 MH5049 11 Feb -96 2 607' - 10" MH5050 10.1 ft from rim Negative slopes 25A MH1708 MH1660 25 Nov-90 25 3,326 - 8" MH1694 6.9 ft from rim Capacity, shallow slope Note: (1) Deficiency ID based on associated mini basin number. O 0 10.5 Miles Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: Fill in the name of the data sources used in this map including aerial imagery. CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Legend 3 feet from rim Flooding King County Force Mains d/D Ratio 0 - 1 1 - 2 2 + U Basin Nov 1998 Storm Nov 1990 Storm Jan 1990 Storm Feb 1996 Storm Roads Figure 5.4 Current Deficiencies O 0 10.5 Miles Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: Fill in the name of the data sources used in this map including aerial imagery. CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Legend 3 feet from rim Flooding King County Force Mains d/D Ratio 0 - 1 1 - 2 2 + U Basin Nov 1998 Storm Nov 1990 Storm Jan 1990 Storm Feb 1996 Storm Roads Figure 5.5 Buildout Deficiencies CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 5-27 5.5 Recommendations This section describes recommendations for each of the deficiency areas identified in Table 5.5. Deficiencies can be caused by a combination of local physical flow constraints and excessive upstream flow from I/I. The design storms identified for system planning have return intervals of 20-30 years, therefore, the City may not observe surcharging during normal WWF. Appendix J shows the hydraulic grade lines at each deficiency. These are used to help identify possible physical flow constraints in the vicinity of the deficiency, which includes negative slopes, undersized pipes, and downstream backwater conditions. Therefore, a systematic approach was taken to confirm and address capacity issues, as shown in in the flow chart shown in Figure 5.6 and outlined below: • Piping reconfiguration: Identified the deficient pipe segment has a negative (reverse) slope. It is recommended to replace these sections of pipe to create a positive slope, if possible, to address both capacity and potential maintenance concerns. • I/I Evaluation : Considered if excess upstream flow from I/I was a major factor in the deficiency. A criteria of 7,500 GPAD of I/I was used to delineate excess I/I areas. 7,500 GPAD represents the cutoff for the highest 10 percent of basins, ensuring the worst I/I basins are prioritized. For these areas, an I/I evaluation, followed by rehabilitation and replacement of structural deficiencies, is recommended to address the deficiency. • Programmatic upsizing: If there is a clear undersized pipe segment without excess I/I in the upstream mini-basin, then it is recommended the City upsize the pipe segments causing the deficiency. These segments were relatively short. • Long-term flow monitoring: Long -term flow monitoring is recommended for the remaining deficiencies to better understand the issues in order to identify the most cost -effective improvements. All identified deficiencies and recommendations are detailed below in Table 5.6. Figure 5.8 shows the system wide improvement recommendations by deficiency. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 5 5-28 | JULY 2022 | FINAL Figure 5.6 Recommendation Decision Flow Chart CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 5-29 Table 5.6 Deficiency Recommendations Deficiency ID Pipe Configuration Constraint I/I (GPAD) Downstream Undersized Flow Constraint Recommendation 05A None 1,320 Unclear Long-term Flow Monitoring 45A None 11,000 None I/I Evaluation 7A None 11,000 None I/I Evaluation 2A None 11,000 None I/I Evaluation 3A None 11,000 None I/I Evaluation 46A None 2,750 Unclear Long-term Flow Monitoring 37A Negative slopes 1,910 None Piping Reconfiguration 48A None 1,0 30 Unclear Long-term Flow Monitoring 24A Negative slopes 1,035 None Piping Reconfiguration 20B Negative slopes 1,230 Clear Constraint Programmatic Upsizing 20A Negative slopes 1,230 Clear Constraint Programmatic Upsizing 22A None 1,230 Unclear Long-term Flow Monitoring 21A None 2,2 90 Unclear Long-term Flow Monitoring 41A None 4,708 None Long-term Flow Monitoring 23A None 480 Clear Constraint Programmatic Upsizing 15A None 5,625 Unclear Long-term Flow Monitoring 14A None 5,625 Unclear Long-term Flow Monitoring BA None 175 Clear Constraint Programmatic Upsizing 05B None 9,570 None I/I Evaluation 05C None 2,450 None I/I Evaluation 11A Negative slopes 4,545 None Piping Reconfiguration 25A None 1,310 None I/I Evaluation CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 5 5-30 | JULY 2022 | FINAL 5.5.1 Piping Reconfiguration Pipeline reconfiguration was recommended for areas in the system that presented negative slopes causing a capacity deficiency in the collection system. The negative slope also increases the risk of solids accumulation in the pipe and other maintenance issues. The first action would be to confirm the geographic information system (GIS) information and confirm that the modeled negative slopes and inverts are accurate. In the event where these are accurate, and where physically possible, potential pipe replacement may be recommended to create a positively sloped pipe. Of the 22 deficiencies, five are at negative pipe slope segments. The location and inverts to reconfigure are outlined in Table 5.7. Preliminary design evaluation of each location is recommended to identify site specific constraints that may limit changes to slope. This may require replacing pipe lengths upstream and/or downstream of the deficiency to achieve a positive slope. Table 5.7 Piping Reconfiguration Locations Deficiency ID Location Invert ID Invert Elevation 37A Edmonds Avenue and NE 9th St reet MH0738 273.66 24A Monroe Avenue and NE 7th St reet MH0761 360.25 11A Grant Avenue and SE 9th St reet MH5049, MH5050, MH5052, MH5053 Unknown 20A SE 99th C ourt MH3726 321.86 20B Jericho Pl ace and NE 16th St reet MH6616 453.85 5.5.2 I/I Evaluation An I/I evaluation, followed by rehabilitation and replacement of structural deficiencies, is recommended for deficiency in mini-basins with excessive I/I (defined as 7,500 GPAD). The evaluation should incorporate micro-monitoring to focus rehabilitation and replacement activities on areas with the greatest I/I. Micro-monitoring consists of installing multiple flow monitors for a relatively short period of time in mini-basins to identify areas with relatively high I/I. Flow meters are often moved to identify smaller and smaller areas with higher I/I. This allows rehabilitation and repair activities to be focused on specific areas, rather than an entire mini-basin. Mini-basin I/I rates in GPAD is shown in Figure 5.7. Of the 22 deficiencies, seven occur in mini-basins with high I/I (greater than 7500 GPAD). A total of seven upstream mini-basins contribute to the deficiencies, as shown in Table 5.8, where mini -basins 2, 3, and 7 contribute to multiple current system deficiencies. Deficiencies 05C and 25A became deficient during buildout conditions. The upstream demographics of these areas were unchanged in buildout conditions, so the deficiency is attributed to I/I despite I/I rates lower than 7500 GPAD. CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 5-31 Table 5.8 Micro -Monitoring Recommendations for I/I Deficiency ID Manhole Location Upstream Mini -Basins with High I/I 45A MH2258 45, 7, 3, 2, 1 7A MH2480 7 2A MH2489 2 3A SSMH004 3 05B MH5516 5 05C MH5516 5 25A MH1696 25 & U3 5.5.3 Programmatic Upsizing For sites where modeling indicated that capacity issues were caused by short and undersized stretches, upsizing was recommended. Programmatic upsizing was typically recommended for areas without significant surcharging and where modeling allowed identification of a defined segment responsible for the deficiency. These locations are described in additional detail in Table 5.9, which shows the location, pipe, and pipe diameter. Deficiencies 23A, BA, and 46A also all correspond to areas with high condition risk; therefore, upsizing could be completed in conjunction with pipe rehabilitation and replacement program activities. Table 5.9 Programmatic Upsizing Location and Additional Information Deficiency ID Location Pipe ID’s Current Pipe Diameter Proposed Pipe Diameter Upsizing Length (ft) Comments 23A N 28th Pl ace and Park Avenue North GM03987, GM03986, GM03985 8” 12” 12” 16” Reconfiguration at MH3498 if possible. BA SE 24th Street and E Valley Road GM05178, GM05179 8” 12” Backwater from Pump Station influences hydraulics. 46A Sunset Boulevard North and NE 3rd St reet GM04391 8” 12” 12” 16” Significant stretch of pipe that is deficient, but change in diameter appears to be hydraulic restriction. 5.5.4 Additional Long-Term Flow Monitoring Additional long-term flow monitoring was recommended for the remaining deficiencies. Of the twenty-two deficient locations, five are recommended to undergo additional long-term flow monitoring. The City reviewed these deficiencies and confirmed that they have not observed capacity issues at these location in the field. Therefore, long -term flow monitoring is CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 5 5-32 | JULY 2022 | FINAL recommended to determine the extent and possible causes of the deficiency. The recommended quantity, type, duration, location, and priority of the monitoring is provided in Table 5.10. The recommended duration is chosen based on the recurrence of the deficiency given the surcharging seen in the model calibration events (6 months to 1 year storms) and design storms (20 to 30 year storms). Based on the HGL under different storms, 2-5 years of monitoring is recommended for Deficiency 05A; 1-2 years for deficiency 22A; 3-7 years for deficiency 14A, 15A, and 21A, 48A, and 41A. Table 5.10 Long-Term Flow Monitoring Recommendations Deficiency ID Location Quantity Duration Manhole ID 05A Talbot R oad S outh and 36th Street to 27th Pl ace 1 2 - 5 years MH2998 22A Whitman C ourt NE and NE 12th St reet 2 1-2 years MH3616, MH3622 21A Anacortes Avenue NE and NE 17th St reet to NE 26th St reet 2 3-7 years MH3542, MH3581 15A Renton High School 1 3-7 years MH2118 14A West Sunset Blvd and SW 4th Place 1 3-7 years MH6332 41A Lake Washington Boulevard and Burnett Avenue North 1 3-7 years MH3381 48A NE 7th St reet and Harington Avenue NE 1 3-7 years MH0847 O 0 10.5 Miles Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: Fill in the name of the data sources used in this map including aerial imagery. CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Legend 3 feet from rim Flooding King County Force Mains d/D Ratio 0 - 1 1 - 2 2 + I/I (GPAD) 0 - 500 500-2,000 2,000-3,750 3,750 - 7,500 Greater than 7,500 Roads Figure 5.7 Modeled I/I Overlaid with Deficiencies g` g` g` g` g` g` g`g` g`East Valley RdRainier Ave NS 133rd St Oakesdale Ave SWBe n s o n D r S SW 7th St 140th Ave SEN E S u n set Blvd §¨¦405 Maple V a l l e y H w y 164th Ave SECedar River Trail SE Jones Rd Lake Youngs Service RdSE May Valley Rd Union Ave NESE Petrovitsky Rd 5A & 5B: Mini-Basin 5 41A 14A 25A: Mini-Basin U3 2A: Mini-Basin 2 15A 48A 05A 21A 21A 22A22A 45A: Mini-Basin 1 25A: Mini-Basin 25 7A: Mini-Basin7 45A: Mini-Basin 45 3A: Mini-Basin3 46A 23A BA 24A 20B37A20A 1 1 ALast Revised: September 18, 2019 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig5.6.mxd CHAPTER 5 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Figure 5.8 Deficiency Improvement Recommendations O 0 10.5 Miles Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracyis not implied. Data Sources: City of Renton Legend g`Flow and Monitoring Program Sewer Upsizing Projects Pipe Reconfiguration Projects I/I Evaluation Program City Limits Street Centerlines CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 6-1 Chapter 6 REPLACEMENT AND REHABILITATION PROGRAM 6.1 Introduction This chapter documents the City of Renton's (City's) prioritized collection system replacement and rehabilitation (R&R) program. R&R prioritization is based on a risk, which is based on the criticality and vulnerability of an asset. Criticality represents the consequence of failure, and the vulnerability represents the likelihood of failure. A consistent approach is used to identify and prioritize force mains (FMs), lift stations, and gravity mains as documented in the following sections. 6.2 Replacement and Rehabilitation Plan Goals The City is implementing a risk-based R&R program that takes into account the criticality and vulnerability of their system. Using this approach, the City can proactively replace or rehabilitate infrastructure to reduce the System’s risk. 6.2.1 Prioritizing Using Risk The risk associated with an asset (pipe, manhole [MH], pump, etc.) is a measure o f the impact of asset failure on the overall system. Risk is calculated as the product of criticality and vulnerability, or: Risk = Criticality x Vulnerability Risk criteria were developed from the Halcrow Risk and Remaining Life Planning Tools (Weber Dav is Aqueduct, March 2011) and refined to meet the City’s objectives and available data sources. Data sources and levels were chosen that represented the selected criteria, were readily available, and that could be applied consistently across the entire system. Table 6.1 shows the matrix of the normalized risk rankings that were used for this study. Table 6.1 Normalized Risk Ratings Normalized Risk Ranking Vulnerability Level 4 (severe) Moderately Low Moderately High High High 3 (moderate) Moderately Low Moderately High Moderately High High 2 (low) Low Moderately Low Moderately High Moderately High 1 (negligible) Low Low Moderately Low Moderately Low 1 (negligible) 2 (low) 3 (moderate) 4 (severe) Criticality Level CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 6 6-2 | JULY 2022 | FINAL 6.3 Lift Station and Force Main Current R&R Program The Wastewater Utility operates 2 0 sewage lift stations in which each has its own FM that delivers the flow to the gravity system (Fig.6.1). Since the 2010 Long -Range Wastewater Management Plan (LRWWMP), six lift stations have been decommissioned and two lift stations added. Over the past 25-years, the City has replaced, rehabilitated , or eliminated all previous 25 lift stations. However, their FMs often times were not. In 2016 the City conducted a risk assessment of the Lift Stations and FMs. Based on this study, the City had developed and is near completion on the lift station and FM R&R project that has systematically addressed or mitigated potential risks to its existing infrastructure. Over the 20 year planning period, it is anticipated that continued R&R will be needed and prioritized by the highest risk. 6.4 Force Main R&R The City completed a preliminary condition assessment of its FMs in the 2016 Existing Force Main Condition Assessment and Lift Station Evaluation Report (Carollo Engineers, Inc. [Carollo], 2016). The 2016 project included developing an updated inventory of the lift stat ions and FMs, performing a preliminary risk assessment of the FMs to identify those having the highest risk of failure, field verifying the preliminary risk rankings, and preparing routine evaluation and maintenance guidelines. This section summarizes the preliminary condition and risk assessment. FM R&R recommendation s are presented based on the 2016 project and improvements being made as part of the Rehabilitation Program. 6.4.1 Force Main Criteria A preliminary “desktop” risk assessment was performed for the City’s sewer FMs. Criticality and vulnerability criteria used to establish risk are summarized below in Sections 6.4.1.1 and 6.4.1.2. The criticality, vulnerability, and risk ratings for each FM were quantified on a relative risk scale, with one representing the lowest risk and four representing the highest risk. 6.4.1.1 Force Main Criticality Criticality describes the consequence of failure of a particular asset. Criticality factors used in the desktop risk assessment for the FMs are: • Cost to repair, which includes FM material, diameter, length, and excavation and backfill costs. • Potential for life-threatening injuries or fatalities from FM break. Injuries or fatalities can be of a pedestrian, a household, or a vehicle. • Ability to maintain flow using bypass pumps or a Vactor Truck. • Loss of critical infrastructure and transportation links. For example, a FM located underneath a major highway is given a higher impact rating compared to one located in a low-use road . • Emergency construction access constraints, such as FMs l ocated in backyards, in a wetland, or on a steep slope. • Damage to nearby property, based on the number of properties damaged from FM leakage. • Environmental impact to waterways, wetlands, or other sensitive areas. A FM located near an environmentally sensitive area is given a higher rating than one located further away. CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 6-3 6.4.1.2 Force Main Vulnerability The vulnerability metric reflects the likelihood of asset failure. Physical or performance failure and technological obsolescence qualify as asset failure; however, t he desktop risk assessment considered physical failure only asset mortality. Factors used to assess the physical vulnerability of the FMs are: • Material type. Cast iron (CI) and ductile iron (DI) pipes generally have a shorter useful life compared to polyvinyl chloride (PVC) and high-density polyethylene (HDPE) FMs, and thus have a higher vulnerability rating. • Age. As the FM ages, its remaining useful life (RUL) decreases and becomes more likely to fail . • History of failure. FMs having a history of frequent failures are more likely to fail again. • Maintenance history. If routine maintenance is required to prevent FM failure, the FM is considered to be in poor condition and is more likely to fail. • Pipe conditions based on closed-circuit television (CCTV) records. • Soil corrosivity based on soil classification from the United States Soil Conservation Map. Electronic conductive soils such as peat, clay, and silt are more corrosive than non-conductive soils such as sand and gravel for CI and DI FMs. • Cathodic protection for CI and DI FMs. • Potential of third-party damage from nearby construction or utility failures. No CCTV or cathodic protection data was available for the analysis. Accordingly, these factors were excluded from the analysis, but should be included in th e future if available. 6.4.2 Force Main Risk Assessment A criticality and vulnerability level were assigned for each FM based on the available data and input from City staff. Once levels were assigned for all criteria, a weighted average was used to determine th e overall rating. Normalized ratings were determined by allocating the weighted average of criticality and vulnerability into quartiles. The results of the desktop risk assessment are shown in Table 6.2 . 6.4.3 Force Main Recommendations The recommendations of th e system inventory and risk assessment of the City’s sewer FMs were incorporated into the Lift Station and FM Rehabilitation Program, summarized in Table 6.2, including: • It is recommended that the City conduct CCTV inspection of FMs after FM cleanouts are installed as part of the Lift Station and FM Rehabilitation. • It is recommended that the City monitor the condition of the stream banks adjacent to the Devil’s Elbow lift station and evaluate alternatives to armor the banks to protect the lift station and FM. • It is recommended the City continue regular maintenance and its active rehabilitation program for FMs. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 6 6-4 | JULY 2022 | FINAL Table 6.2 Force Main Risk Assessment Summary Lift Station Name Force Main Diameter (inches) Force Main Length Normalized Risk Ranking Baxter 8" 155 lf(1) High Devil's Elbow 6" 506 lf High Lake WA No. 2 6" 192 lf High Falcon Ridge 4" 3,217 lf Moderately-High Kensington Crest 4" 1,350 lf Moderately-High Lake WA(2) Beach 4" 337 lf Moderately-High Lake WA Flush 4" 18 lf Moderately-High Long 4" 783 lf Moderately-High Misty Cove 4" 175 lf Moderately-High Wedgewood 8" 1,019 lf Moderately-High Airport 4" 530 lf Moderately-Low Cottonwood 4" 52 lf Moderately-Low East Valley 8" 120 lf Moderately-Low Stonegate 8" 4,944 lf Moderately-Low Talbot Crest 4" 520 lf Moderately-Low Westview 3" 340 lf Moderately-Low Liberty 8" 900 lf Low Lind Avenue 8" 180 lf Low Pipers Bluff 4" 1,017 lf Low Shy Creek 1'' 226 lf Low Note: (1) lf – linear feet. (2) WA - Washington. 6.5 Lift Station R&R Lift stations criticality and vulnerability are commonly assessed by individual component s, such as pump, wet well, electrical system, etc. Each component may be rehabilitated as it reaches its usable life, rather than replacing the entire pump station. Regular maintenance conducted by the City helps extend the useful life; however, the infrastructure will eventually reach the end of its useful life and require reh abilitation or replacement. 6.5.1 Lift Station Criteria Similar to the FM criteria, a risk assessment was performed for the City's 2 0 lift stations. Vulnerability was established based on the RUL of the lift stations. Initial RUL was determined based on the age of the facility. The initial RUL was then adjusted based on the past condition assessments and the ongoing FM and Lift Station Rehabilitation Program. Lift station criticality was based on the FM criticality. CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 6-5 6.5.1.1 Lift Station Criticality The same criticality factors that influence FM impacts the lift station associated with it. Therefore, the FM criticality factors were applied to the lift stations, as presented in Table 6.2 . 6.5.1.2 Lift Station Vulnerability The City's lift stations were assessed a vulnerability, or likelihood of failure, score based on RUL. Since several lift stations have been rehabilitated in the past, RUL was calculated for both structural integrity of the lift station and the components within the lift station, which include mechanical and elect rical coatings, roofing, etc. The structural usable life for a lift station was selected as 75 years. The usable life for the components of a lift station was selected as 25 years, which is consistent with the City’s capital improvement program (CIP) planning. 6.5.2 Lift Station Criticality Assessment Lift Station criticality scores mirrored their FMs, as presented previously and detailed in Table 6.3. 6.5.3 Lift Station Vulnerability Assessment Vulnerability scores were calculated based on RUL. RUL was calculated using the construction or renovation date of each lift station for structural and components within the lift station, which are presented in Table 6.3. RUL was adjusted based on prior condition assessments and the FM and Lift Station Rehabilitation Program: • Lake WA No. 2 and Lake WA Flush Stations were assigned a Components RUL of 0 to 5 years based on the findings of the Lake Line Project condition assessment . • Devil’s Elbow and Talbot Components RUL was adjusted upwards to 6 to 10 years based on the FM and Lift Station Rehabilitation Program. • Cottonwood Lift Station was considered to be fully renovated as part of the Rehabilitation Program. The RUL of each lift station was based on component RUL, as it was less than the structural RUL in all cases. The vulnerability levels for Lift Stations were determined from the RUL as follows: • Level 1 (Negligible): RUL greater than 15 years. • Level 2 (Low): RUL between 11 and 15 years. • Level 3 (Moderate): RUL between 6 and 10 years. • Level 4 (Severe): RUL of 5 years and less. The results of the vulnerability scores for each lift station are found in Table 6.3. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 6 Ͳ‐Ͳ | JULY ͮͬͮͮ | FINAL Table Ͳ.ͯ Lift Station Risk Assessment Summary Lift Station Name Criticality Score Construction Date Renovation Date Structural RUL (yrs)(Ͱ) Components RUL (yrs) Vulnerability Score Vulnerability Designation Risk Score Baxter ͯp ͮͬͬʹ ͲͲ ͭͲ ͭ negligible (ͭ,ͯ) Devil's Elbow ͯ ͮͬͬͬ ͱʹ Ͳ to ͭͬ(ͭ) ͯ moderate (ͯ,ͯ) Lake WA No. ͮ Ͱ ͭ͵ͳͮ ͭ͵͵Ͱ ͯͬ ͬ to ͱ(ͮ) Ͱ severe (Ͱ,Ͱ) Falcon Ridge ͭ ͭ͵ʹͭ ͮͬͭ͵ ͯͳ ͮͰ ͭ negligible (ͭ,ͭ) Kensington Crest ͯ ͮͬͬͮ Ͳͬ ͭͬ ͯ moderate (ͯ,ͯ) Lake WA Beach ͮ ͮͬͭͭ Ͳ͵ ͭ͵ ͭ negligible (ͭ,ͮ) Lake WA Flush Ͱ ͭ͵ͳͮ ͮͬͬͱ ͯͬ ͬ to ͱ(ͮ) Ͱ low (Ͱ,Ͱ) Long ͯ ͮͬͬͲ ͲͰ ͭͰ ͮ low (ͮ,ͯ) Misty Cove Ͱ ͮͬͭͰ ͳͮ ͮͮ ͭ negligible (ͭ,Ͱ) Wedgewood ͯ ͮͬͬͲ ͲͰ ͭͰ ͮ low (ͮ,ͯ) Airport Ͱ ͮͬͭͰ ͳͮ ͮͮ ͭ negligible (ͭ,Ͱ) Cottonwood ͮ ͭ͵͵Ͱ ͮͬͭʹ(ͯ) ͱͯ ͮͲ ͭ negligible (ͭ,ͮ) East Valley ͭ ͮͬͬͰ Ͳͮ ͭͮ ͮ low (ͮ,ͭ) Stonegate ͯ ͮͬͭͮ ͳͬ ͮͬ ͭ negligible (ͭ,ͯ) Talbot Crest ͮ ͮͬͬͬ ͱʹ Ͳ to ͭͬ(ͭ) ͯ moderate (ͯ,ͮ) Westview ͭ ͭ͵͵Ͳ ͮͬͭͬ ͱͰ ͭʹ ͭ negligible (ͭ,ͭ) Liberty ͮ ͮͬͭͮ ͳͬ ͮͬ ͭ negligible (ͭ,ͮ) Lind Avenue ͭ ͭ͵ͳʹ ͮͬͭͰ ͯͲ ͮͮ ͭ negligible (ͭ,ͭ) Pipers Bluff ͮ ? ͯ moderate (ͯ,ͮ) Shy Creek ͭ ͮͬͬͳ Ͳͱ ͭͱ ͮ low (ͮ,ͭ) Notes: (ͭ) Devil’s Elbow and Talbot RUL as adjusted upwards to Ͳ to ͭͬ years based on the FM and Lift Station Rehabilitation Program. (ͮ) Lake WA No. ͮ and Lake WA Flush Stations were assigned a RUL of ͬ to ͱ years based on the findings of the Lake Line Project condition assessment. (ͯ) Cottonwood Lift Station was considered to be fully renovated as part of the Rehabilitation Program. (Ͱ) yrs – years. CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 6-7 6.5.4 Lift Station Risk Assessment The risk score was calculated applying the same method as the FM risk assessment. A matrix of the normalized risk rankings for the lift stations is shown in Table 6.4 . Two lift stations which are part of the Lake Line were categorized at the highest risk level. Five lift stations were categorized in the moderately-high risk level including Devil’s Elbow, Kensington Crest, Talbot Crest, Long, and Wedgewood. The remaining thirteen lift stations are categorized as low to moderately-low risk level. Table 6.4 Risk Matrix for Lift Stations Normalized Risk Ranking Vulnerability Level 4 (severe) Lake WA No. 2 Lake WA Flush 3 (moderate) Talbot Crest Devil’s Elbow Kensington Crest 2 (low) East Valley Shy Creek Long Wedgewood 1 (negligible) Falcon Lind Avenue Westview Liberty Lake WA Beach Cottonwood Pipers Bluff Baxter Stonegate Airport Misty Cove 1 (negligible) 2 (low) 3 (moderate) 4 (severe) Criticality Level 6.5.5 Risk Based Lift Station Recommendations The City's lift stations are well maintained and it is recommended the City continue regular maintenance and rehabilitation to address aging equipment . The operation of lift stations with moderate and severe critical ity should be monitored closely, as the potential impacts from failures at these stations are relatively higher than other stations. In addition to regular maintenance, the City plans for a full rehabilitation of lift stations every 15 to 20 years to limit vulnerability. 6.5.6 Rehabilitation Improvements The Lift Station and FM Rehabilitation Project paired the 2016 risk findings with a detailed condition assessment to generate comprehensive rehabilitation improvements to address condition issues and enhance operations and maintenance (O&M ). The improvements, shown in Table 6.5, provide enhancements to aid in future O&M of the lift stations and FMs: • FM cleanouts to allow access for inspection and rehabilitation. • Backup power (engine generator [E/G] install), where needed . • Telemetry Improvements, where needed . • Added Flow Meters, where needed. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 6 6-8 | JULY 2022 | FINAL Common rehabilitation items include wet well repair or recoating and structural improvements. The Cottonwood and Baxter lift stations also will receive new pumps. The rehabilitation is anticipated to provide approximately 15 years of useful life in all lift stations. Falcon Ridge was not included in the Rehabilitation Project, so improvements are not included in Table 6.5. The Lake WA No. 2 Lift Station and the Lake WA Flush Station, which serve the Kennydale Lake Line Sewer System (Lake Line), are not included in the Rehabilitation Program . The Lake Line evaluation provided a comprehensive analysis that addressed the City’s short - and long-term issues concerning the system. Kennydale Lake L ine Sewer System Evaluation Technical Memo randum (TM) 1: Phase 1 Existing Conditions (Carollo, 2017) documents the condition assessment of the stations and identified rehabilitation improvements for the lift and flush stations. The City is waiting to implement these improvements until the long-term approach for O&M of the Lake Line is determined in 2020-2021 through the completion of the Kennydale Lake Line Sewer System Improvements Project , which may change the sizing and extent of improvements needed. [Ú [Ú [Ú [Ú [Ú [Ú [Ú [Ú [Ú [Ú [Ú [Ú [Ú [Ú [Ú [Ú [Ú [Ú [Ú [Ú Piper's BluffLift Station Shy CreekLift Station Devil's ElbowLift Station Airport LiftStation East ValleyLift Station Talbot CrestLift Station Long LiftStation Kensington CrestLift Station WedgewoodLift Station WestviewLift Station Lind AveLift Station Lake Washington#2 Lift Station CottonwoodLift Station Lake Wash. FlushLift Station Stone GateLift Station Falcon RidgeLift Station MistyCove LiftStation LibertyLiftStation Lake WashingtonBeach LiftStation Baxter Lift Station %&e Aè Aæ AÅ Aç Aè %&e Aí Last Revised: July 15, 2020F:\KRCD DRIVE\Renton\LRRWRP_Figures\Fig_06_01LiftStations.mxd Long-range Wastewater Management Plan | City of Renton O 0 10.5 Miles Legend [Ú Lift Station Renton City Boundary Street Centerlines Highway Freeway Street Centerline CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Figure 6.1 City of Renton Lift Stations CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY ͮͬͮͮ | Ͳ‐ͭͭ Table Ͳ.ͱ Lift Station and Force Main Rehabilitation Program Group ͭ Pump Replacement Motor Control Replacement Telemetry Improvements Add Flow Meter E/G Install Noise Abatement Slope Stabilization Wet Well Structural Assess Coatings Wet Well Recoat Temp Wet Well System/Pump FM Cleanouts FM Maintenance Equip. Evaluation FM Reconfiguration FM Replacement MH or Vault Improvements Structural E/G Pad or Vault Control Room Structural Misc. Structural (Telem.) Environmental/Agency Elements No. Lift Station Name ͭ Cottonwood X X X X X X X X ͮ Devil’s Elbow X X X X X X ͯ East Valley X X X X X X Ͱ Misty Cove X X ͱ Piper’s Bluff X X X X Ͳ Shy Creek X X X X X X X ͳ Baxter X X X X ʹ Stonegate X X X ͵ Airport and Lind X Group ͮ ͭͬ Liberty X X X X ͭͭ Wedgewood X X ͭͮ Lake WA Beach X X X X X X ͭͯ Talbot Crest X X X X X X X X X ͭͰ Long X X X X X X ͭͲ Westview X X X X X ͭͳ Kensington Crest X X X X X X CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 6 6-12 | JULY 2022 | FINAL 6.6 Gravity Sewer System R&R A risk-based prioritization of gravity sewer mains was developed in 2016 and documented in CCTV Program Phase 2 project's TM No. 4: Risk Findings, which is provided in Appendix I. This section summarizes the findings that include criticality and vulnerability analysis, the RUL analysis, a risk-based evaluation, and a recommended R&R program for the system's gravity mains. 6.6.1 Gravity Sewer Main Criteria Similar to the City's FM analysis, a risk assessment was performed for the City's gravity mains. Criticality and vulnerability criteria were used to establish the assets risk of failure and are summarized below. 6.6.1.1 Criticality Once the criteria and data sources were found, each pipe segm ent was assigned a score-based criteria rating found in Tables 6.6 and 6.7. The levels varied from negligible criticality or vulnerability (Level 1) to severe (Level 4). The levels are represented numerically as 1 to 4. Weighted factors, as discussed above, were applied to reflect the City’s priorities. As discussed above, criticality represents the consequence of failu re of a particular asset. Table 6.6 shows the criteria, weighting, and description of each level for criticality of gravity sewer mains. These criteria and data sources reflect an iterative refinement process that reflected the City’s typical key decision factors and the perceived accuracy of the data. Criteria were scored on four levels based on analysis of available geographic information system (GIS) information that best represented each criterion. Where the decision factors or available data did not support four levels of scoring, two levels of scoring were typically used. For example, the criticality criterion for environmental impacts receives a level of 3 when within 50 feet (ft) from a critical area and a level of 1 at greater distances. Given the high level of the critical area data, the City was not comfortable in differentiating the criteria further without a site-specific investigation (wetland delineation, geotechnical analysis, etc.). These site-specific analyses are generally conducted as part of the design of the R&R program and could not be reasonably completed City wide. The weighting factor for each criterion in Table 6.6 was discussed with City staff and used to identify certain criteria that would impact the system more than other criteria. For criticality, it was agreed that the loss of critical infrastructure and transportation links should have a weighting factor of 2, while the other criteria were kept at a factor of 1. The scoring of these criteria was adjusted with respect to the weighting factor. A total score was calculated for each criteria for all gravity collection pipes in the system. For example, if a pipe segment was located in an arterial street, its Loss of Critical Infrastructure and Transportation Links criteria was scored as Level 3, or moderate, rating. Multiplying the level of three by a weight of two on Table 6.6 , the final weighed level for that criteria would be 3 x 2 = 6. The same calculation would be made for the remaining criteria and summed for an overall criticality score. The same process was repeated for the vulnerability criteria. 6.6.1.2 Vulnerability The likelihood of failure is known as the asset's vu lnerability. Table 6.7 shows the criteria that were used to determine the vulnerability of each asset. Similar to the criticality criteria in Table 6.6, the criteria, weighting, and description of each level were used as a decision factor to find the vulnerability of the asset. CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY ͮͬͮͮ | Ͳ‐ͭͯ Table Ͳ.Ͳ Criticality Criteria Criteria Weighting Level ͭ Level ͮ Level ͯ Level Ͱ Cost to Repair Failure ͭ Small Repair Effort by City Crew Pipe Diameter: ≤ ͭͮ" AND Pipe Depth: < ͭͮ ft Large Repair Effort by City Crew Pipe Diameter: > ͭͮ" AND Pipe Depth: < ͭͮ ft Small Repair Effort by Contractor Pipe Diameter: ≤ ͭͮ" AND Pipe Depth: ≥ ͭͮ ft Large Repair Effort by Contractor Pipe Diameter: > ͭͮ" AND Pipe Depth: ≥ ͭͮ ft Loss of Critical Infrastructure and Transportation Links ͮ Negligible No Site of Interest OR Non‐arterials Low No Site of Interest OR Collector Street Moderate Site of Interest OR Arterial Street Severe Critical Infrastructure OR Freeways Damage to Property ͭ Negligible Distance to Building Footprint: > ͭͬ ft Moderate Distance to Building Footprint: ≤ ͭͬ ft Environmental Impacts to waterway, wetland, or other Sensitive Area ͭ Negligible Distance from Critical Area: > ͱͬ ft Moderate Distance to Critical Area: < ͱͬ ft Loss of Service to Customers ͭ Negligible Collection Line Moderate Trunk Line Reputational Damage ͭ Negligible Outside Wellfield Capture Zone OR Distance to Critical Water Body > ͮͬͬ ft Low Within ͱ year Wellfield Capture Zone OR ͮ. Distance to Critical Water Body > ͭͬͬ ft and ≤ ͮͬͬ ft Moderate Within ͭ year Wellfield Capture Zone OR ͮ. Distance to Critical Water Body > ͱͬ ft and ≤ ͭͬͬ ft Severe Distance to Critical Water Body < ͱͬ ft OR ͮ. Distance from well ≤ ͱͬͬ ft Damage to Local Business and Economy ͭ Negligible Pipeline outside of Overlay District Moderate Pipeline within Overlay District CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 6 6-14 | JULY 2022 | FINAL Table 6.7 Vulnerability Criteria Criteria Weighting Level 1(1) Level 2 Level 3 Level 4 Structural Condition, CCTV Inspection Results 1 Negligible Pipe not yet inspected: material is PVC or DIP(1) Structural NASSCO(2) Score: ≤ 2 Low Pipe not yet inspected: all other materials Structural NASSCO Score: > 2 and ≤ 3 Moderate Structural NASSCO Score: > 3 and ≤ 4 Severe Structural NASSCO Score: > 4 O&M Condition, CCTV Inspection Results 1 Negligible Pipe not yet inspected: material is PVC or DIP O&M NAS SCO Score: ≤ 2 Low Pipe not yet inspected: all other materials O&M NASSCO Score: > 2 and ≤ 3 Moderate O&M NASSCO Score > 3 and ≤ 4 Severe O&M NAS SCO Score: > 4 RUL Estimate 1 Negligible RUL > 20 years Low RUL between 10 and 20 years Moderate RUL between 5 and 10 years Severe Less than 5 years RUL Frequency of Preventative Maintenance 1 Negligible No Cleaning Low Annual OR Biannual Cleaning Moderate Monthly or Quarterly Cleaning Severe Biweekly or Weekly Cleaning Slope of Pipe Segment 1 Negligible Slope > 0.5% Low Slope ≤ 0.5% Moderate Severe Note: (1) DIP – ductile iron pipe. (2) NASSCO – National Association of Sewer Service Companies. CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 6-15 6.6.2 Gravity Sewer Criticality Assessment Once the criteria and data sources were found, each pipe segment was assigned a score-based criteria rating found in Tables 6.8 and 6.9. The amount of pipe found in each criticality level was calculated and is shown in Table 6.8. Figure 6.2 shows the map of the City's total criticality score results using the guidelines from Table 6.1. To aid in review, a consistent color scheme is applied to the levels and scores in all mapping, with light green showing the Level 1, or negligible pipes, dark green showing the Level 2, or low criticality piping, orange representing the Level 3, or moderately critical piping, and red showing the Level 4, or severe criticality piping. Severe criticality mains make up 12.9 percent of the gravity collection system and are largely located along major roadways or in the Valley. The majority (61.5 percent) of piping in the Valley is either moderate or low criticality. Negligible criticality piping is distributed throughout the system and account s for the remaining 25.7 percent . Table 6.8 Criticality Score Range Criticality Level Length (ft ) Percent of Total 1 (negligible) 333,777 25.7% 2 (low) 352,977 27.1% 3 (moderate) 447,195 34.4% 4 (severe) 167,286 12.9% 6.6.3 Gravity Sewer Vulnerability Assessment Using the criteria in Section 6.4.1.2, the length of pipe allocated to each vulnerability level was calculated and is shown in Table 6.9. Figure 6.3 shows a map of the four vulnerability criteria results. About three quarters of the City’s gravity mains have negligible or low vulnerability, indicating they have substantial RUL and are without O&M issues. RUL is discussed in detail in the following section. Moderate vulnerability pipes are largely in older portions of the system. There are very few, approximately 2 percent, severe vulnerability pipes, which are spread throughout the system. Table 6.9 Vulnerability Score Range Vulnerability Level Lengt h (ft ) Percent of Total 1 (negligible) 638,499 49.1% 2 (low) 384,523 29.6% 3 (moderate) 256,350 19.7% 4 (severe) 21,863 1.7% MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracyis not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Legend City of Renton Criticality Criteria Rank Street Centerlines Level 1 (Negligible) Level 2 (Low) Level 3 (Moderate) Level 4(Severe) CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Last Revised: August 03, 2017E:\KRC D DRIVE\Renton\Fig_06_04SumCriticality.mxd Criticality Criteria Figure Results 6.2 CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 6-19 6.6.3.1 Remaining Useful Life Analysis Because the City has a limited amount of CCTV for their gravity mains, the main criteria used for the vulnerability was a RUL estimate, or how many years a pipe with a certain material has before it will most likely fail. Due to the importance of this criteria, detailed information is presented below. Pipe age and material type were used to determine the RUL of the collection system pipelines. GIS data and field research were used to determine the type of material and year or decade that pipe segments were installed. Pipe manufacturers establish a theoretical useful life based on pipe material; however, the actual useful life is commonly lower due to soil conditions, aggressive wastewater materials, roots, installation errors, etc. The original useful life varies from 60 years for concrete pipe (CP) to 100 years for vitrified clay pipe (VCP). Since the age and material data for some of the pipelines were unavailable, it is assumed that the original useful life for all unknown pipelines is 50 years. Table 6.10 presents the estimated useful life of pipes of various materials. Table 6.10 Useful Life of Pipes Pipe Material Original Useful Life (Years) Corrugated Aluminized Steel (CAS) 60 Concrete Pipe (CP) 75 Ductile Iron Pipe (DIP) 75 Polyethylene 90 Pre-stressed Concrete Pipe (PSC) 85 Polyvinyl Chloride Pipe (PVC) 100 Vitrified Clay Pipe (VCP) 100 Lined Pipe (LN) 75 Unknown Material (XXX) 50 Table 6.11 summarizes the City's gravity sewer system by material type into short, medium, and long-term replacement. The cells are color-coded to show the three categories of RUL; red indicates pipe that is expected to reach the end of their useful life in the next 10 years or has reached its useful life, light orange represents pipe with a RUL of between 10 and 20 years, and green represents pipe that has a RUL of over 20 years. In total, approximately nine percent of the existing collection pipes with known installation year are expected to reach the end of their useful lives by the year 2026. MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracyis not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Level 1 (Negligible) Level 2 (Low) Level 3 (Moderate) Level 4(Severe) Legend City of Renton Street Centerlines Last Revised: September 20, 2017E:\KRC D DRIVE\Renton\Fig_06_05SumVulnerability.mxd CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Figure 6.3 Vulnerability Criteria Results CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 6-23 Table 6.11 Remaining Useful Life Feet of Pipeline (1) Material >20 Years <=20 Years and >10 Years <=10 Years Grand Total CAS 604 830 1,395 2,829 CP 265,992 49,683 55,824 371,499 DIP 58,591 0 186 58,777 Polyethylene 6,573 0 0 6,573 PSC 147 0 0 147 PVC 707,458 0 3,958 711,415 VCP 32,731 0 5,865 38,596 LN 16,653 265 0 16,918 XXX 7,716 36,485 50,236 94,438 Grand Total 1,096,464 87,263 117,465 1,301,192 Note: (1) Feet of pipeline is specific to year installed per the City and not by decade. Pipelines were assigned to one of four levels shown in Table 6.8 and Table 6.9 . After discussing the breakdown of the three replacement ranges with the City, it was agreed that the assets with a RUL of less than, or equal to, 10 years could be split into two categories: between 5 and 10 years would be considered a "moderate" level, and assets that have less than 5 years of RUL would be labeled as "severe." The resulting RUL levels were: • Level 1 (Negligible) greater than 20 years. • Level 2 (Low) RUL between 11 years and 20 years. • Level 3 (Moderate) RUL between 6 years and 10 years. • Level 4 (Severe) RUL less than 5 years. Table 6.12 shows the linear footage breakdown of these levels. Further detail on the RUL source data can be found in CCTV Phase 2 Project’s TM 3 - Pipe Risk Approach and Procedures and RUL scores can be found in TM 4 - Risk Findings (Carollo 2017). Figure 6.4 shows the map results of the RUL analysis, with the four levels color-coded similar to the previous figures. Please note that the Sunset Lane project was completed in 2019 and replaced and revised the layout of the pipe system around the new park, which is not reflected in the figure. Table 6.12 Remaining Useful Life by Length RUL Level Length (ft ) Percent 1 (negligible) 1,102,619 84.7% 2 (low) 86,030 6.6% 3 (moderate) 3,707 0.3% 4 (severe) 108,877 8.4% MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracyis not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Legend City of Renton Street Centerlines Level 1 (Negligible) Level 2 (Low) Level 3 (Moderate) Level 4(Severe) Last Revised: August 03, 2017E:\KRC D DRIVE\Renton\Fig_06_03RUL.mxd CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Figure 6. 4 Remaining Useful Life of System CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 6-27 6.6.4 Gravity Sewer Mains Risk Assessment A risk-based prioritization was developed for their R&R projects. As discussed above, risk is calculated as the product of criticality and vulnerability. A risk ranking was developed for all gravity collection pipelines in the system during the study. This assessment is at a conceptual planning level and does not include survey, site inspections, or other detailed investigations. Pipeline risk was determined by combining the vulnerability and criticality scores for each pipe segment. Those two scores were then combined into 16 different "criticality, vulnerability" combinations (for example: 1, 2; 2,3; or 4,4). Each combination was categorized with a risk ranking of low, moderately-low, m oderately-high, and high, as shown in Table 6.1. Table 6.13 shows how the linear feet of pipe was categorized into the 16 combinations using the normalized risk rankings. Figure 6.5 shows the final result of the normalized risk ranking for the City's piping system. Table 6.13 Risk Matrix for Length of Gravity Mains (feet) Normalized Risk Ranking Vulnerability Level 4 (severe) 1,805 7,061 10,061 2,935 3 (moderate) 44,840 63,075 103,884 44,551 2 (low) 76,510 100,541 148,925 58,546 1 (negligible) 210,622 180,371 186,199 61,306 1 (negligible) 2 (low) 3 (moderate) 4 (severe) Criticality Level Table 6.14 uses the results from Table 6.13 and shows the total lengths for the four colored risk ratings. Table 6.14 Pipe Length Totals Based on Risk Rating Color Total Length (ft) % of Total Length Low 467,504 36% Moderately-Low 394,691 30% Moderately-High 381,491 29% High 57,548 4% The following gravity main R&R is recommended based on the risk assessment : • To confirm the condition of individual pipe’s RUL, the City should continue to conduct ongoing monitoring through CCTV inspections and tracking of point repairs and other maintenance issues. For the most critical or vulnerable pipelines, more advanced condition assessment may be warranted. • Approximately 57,500 lf of gravity mains are considered high risk and should be rehabilitated in the short- and medium-term planning horizon (10 year period). Individual capital projects will likely be warranted for long segments and large diameter CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 6 6-28 | JULY 2022 | FINAL mains, while rehabilitation of smaller mains may be accomplished through annual R&R program funding. • Approximately 381,500 LF of gravity sewers are considered moderately-high risk and should be monitored in the short-term and medium-term planning horizon (10 year period). Pipe segments in poor condition should be repaired, rehabilitated, or replaced through an annual R&R program . • Remaining pipelines should be monitored in the medium-term planning horizon. Pipe segments in poor condition should be repaired, rehabilitated, or replaced through an annual R&R program . 6.7 Recommended R&R Program The recom mended improvements for the replacement and rehabilitation program are summarized below: 6.7.1 Force Mains • It is recommended that the City conduct a CCTV inspection of FMs after FM cleanouts are installed as part of the Lift Station and FM Rehabilitation. • It is recommended that the City monitor the condition of the stream banks adjacent to the Devil’s Elbow lift station and evaluate alternatives to armor the banks to protect the lift station and FM. • It is recommended the City continue regular maintenance and its active rehabilitation program for FMs. 6.7.2 Lift Stations • The operation of lift stations with moderate and serve criticality should be monitored closely and maintenance activities conducted promptly. • The Lake WA No. 2 Lift Station and Lake WA Flush Station, which both serve the Lake Line Sewer System, have a severe risk and should be addressed in the short -term . • It is recommended that comprehensive R&R of Lift Stations and FMs be performed during the long-term planning horizon. 6.7.3 Gravity Sewer System • To confirm the condition of individual pipe’s RUL, the City should continue to conduct ongoing monitoring through CCTV inspections and tracking of point repairs and other maintenance issues. For the most critical or vulnerable pipelines, more advanced condition assessment may be warranted. • Approximately 57,500 lf of gravity mains are considered high risk and should be rehabilitated in the short- and medium-term planning horizon (10 year period). • Approximately 381,500 lf of gravity mains are considered moderately-high risk and should be monitored in the short-term and medium-term planning horizon (10 year period). Pipe segments in poor condition should be repaired, rehabilitated, or replaced through an annual R&R program . • Remaining pipelines should be monitored in the medium-term planning horizon. Pipe segments in poor condition should be repaired , rehabilitated, replaced through an annual R&R program . MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracyis not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Legend City of Renton Critcality x Vulnerability Risk 1,1 1,2 1,3 1,4 2,1 2,2 2,3 2,4 3,1 3,2 3,3 3,4 4,1 4,2 4,3 4,4 Street Centerlines CHAPTER 6 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Last Revised: August 03, 2017E:\KRC D DRIVE\Renton\Fig_06_06CriticalityXVulnerability.mxd Map of Criticality x Vulnerability Figure 6.5 CHAPTER 7 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 7-1 Chapter 7 OPERATIONS AND MAINTENANCE 7.1 Introduction This operation and maintenance (O&M) chapter summarizes the City of Renton’s (City) Wastewater Operations Master Plan (OMP), which was developed in 2012 as a living document. The OMP provides specific guidance on how to manage, maintain, and operate the system assets with greater stewardship and effectiveness. This O&M chapter has been supplemented and reorganized from the 2010 Long -Range Wastewater Management Plan (LRWWMP) for consistency with the OMP. 7.2 Operations and Maintenance Programs The O&M programs presen ted in this chapter are consistent with the "Wastewater Collection Systems Management, Sixth Edition" by Water Environment Federation (WEF) Manual of Practice No. 7 and “Core Attributes of Effectively Managed Wastewater Collection Systems,” June 2010 (Appendix A), developed by the American Publi c Works Association (APWA), American Society of Civil Engineers (ASCE), National Association of Clean Water Agencies (NACWA), and WEF. These sources provided a foundation of good engineering practices for O&M of sanitary sewer collection systems; providing guidance and direction. Through development and implementation of a management program encompassing these practices, the City can provide efficient and effective collection system O&M while protecting public health and the environment. Where current City programs and practices are lacking, enhancements have been recommended. In most cases, these program deficiencies were identified in the OMP and are actively being developed by the City. Based on the City's system and needs, O&M activities are divided into the following programs and practices: 1. System Inven tory and Information Management. 2. Collection System Maintenance. 3. Lift Station Operations and maintenance. 4. Predictive Repair and Replacement (R&R) Program . 5. Overflo w Emergency Response. 6. Fats, oil, and grease (FOG) Source Control. 7. System Infrastructure Capacity. 8. Design and Construction. 9. Legal Authority. 10. Safety, Training, and Certification. 11. Interagency Coordination. 12. Administration and Facility Maintenance. 13. Financial Program . CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 7 7-2 | JULY 2022| FINAL The categories were formulated to be integrated within the organizational structure of the City Public Works, which is presented in this chapter. Using this framework, a workforce estimate has been developed to evaluate the staffing levels needed to perform the City's O&M functions at a high level. 7.3 Organization The City's O&M tasks are supported by the City's organization. The sewer utility operates under the direction of the Public Works Administrator, as shown in Figure 7.1. Wastewater services are provided under two divisions: Utility Systems and Maintenance Services. The Utility Systems Director and the Maintenance Services Director both report to the Public Works Administrator. The Surface/Waste Water Special Operations Services Manag er reports to the Wastewater Manager who in turn reports to the Maintenance Services Director. The Wastewater Utility Engineering Manager reports to the Utility Systems Director. The Surface/Waste Water Special Operations Services Manager and Wastewater Manager evenly divide their duties, overseeing the O&M of the sanitary sewer and storm water systems. 7.3.1 Wastewater Maintenance Services The Wastewater Maintenance staff focuses on preventative maintenance and troubleshooting of the collection system. Maintenance staff works to prioritize and monitor issues to keep the system operating in optimal conditions. Maintenance work may involve electronic, mechanical, and other types of improvements to existing systems. Currently, t here are two Lift St ation technicians and eight Maintenance Services workers responsible for the continued operation of the sanitary sewer system. 7.3.2 Wastewater Utility Services The Wastewater Utility staff is responsible for the design and management of capital improvement program (CIP) projects, coordination of developer extensions of the sewer system, and long-range planning for the Utility. The Wastewater Utility Engineering Manager oversees the Wastewater Utility staff. Currently, t he Wastewater Utility staff consists of t hree engineering project managers, one grease/industrial waste specialist , and a geographic information system (GIS) specialist. 7.3.3 Communication Efficient and economical functioning of a team requires adequate provision for regular, effective communication am ong its members. The normal channels of communication available to maintain effective coordination are: 1. Vehicular two-way radios. 2. Cellular Telephones. 3. Daily work assignment meetings.. 4. Electronic records and GIS system inventory 5. Documentation in the Computerized Maintenance Management System (CMMS), supplemented through more detailed work logs and inspection reports. 6. Emergency phone numbers for "on -call" employees. 7. Direct, City-owned telephone connection to City Hall. 8. Weekly staff meetings. CHAPTER 7 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 7-3 As the complexity of the system increases and the service area expands, the need for trained, efficient staff to keep pace with public demand and advances in technology will become imperative. New employees need orientation and basic training; while more experien ced employees can improve by continued training. 7.3.4 Divisional Coordination The Wastewater Utility utilizes the services of other City departments, according to inter-departmental agreements, to augment the Wastewater Utility’s expertise. The Finance and Information Services Department is responsible for customer billing, payment collection, project cost reporting, fund activity reporting, and basic computer needs. The Human Resource and Risk Management Departments are responsible for employee records, union labor negotiations, salary schedules, and risk management evaluation. Within the Public Works Department, the Wastewater Utility utilizes the services of the Technical Services Section. Technical Services provides support to Wastewater through Mapping and Property Services. This includes computer-aided design (CAD ) mapping, development of the City’s GIS, surveys, and property management. Within the Department of Community and Economic Development, the Wastewater Utility utilizes the services of the Developm ent Services Division. Development Services provides plan review, permit issuance, and inspection for developer extensions. They also provide inspection service for the Utility’s Capital Improvement Projects. 7.4 Wastewater Operations Master Plan The OMP is su mmarized in this LRWWMP. There are two primary purposes of the OMP; 1) to document current procedures and programs into an O&M manual, review existing programs for effectiveness and compliance with potential future regulatory requirements; and 2) analyze and recommend program improvements in accordance with the City’s long -term goals and objectives, and assist with the development of an improvement implementation strategy. The master copy of this document is maintained by the Wastewater Utility Engineering Manager to be a living document . The Wastewater Utility Manager solicits updates, comments, and recommendations from wastewater operations team members, which after review by the wastewater operations management team are subsequently incorporated into the master document. 7.5 Systems Inventory and Information Management In recent years the City has made substantial investment in improving its system inventory and information management. 7.5.1 Information Management System Providing time for keeping and maintaining accurate records should be an integral consideration in determining the time to be allotted to any departmental task. Adequate records are an essential tool in utility management and operation, providing the supporting data for operations assessment and long-term planning, while saving time and reducing difficulty when trouble arises. The sewer utility has need for several types of records: facility operation, personnel, customer contact, inventory, and facility maintenance and repair. These and other appropriate CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 7 7-4 | JULY 2022| FINAL documents should be legible, concise, permanent, accurate and accessible. Their importance to the efficient functioning of the utility is critical. There are many different information systems that are currently used in the management, and O&M of the City’s wastewater system. These information systems and recommended improvements, as stated in the OMP, are shown in Table 7.1. Most of these information systems are managed outside of the City’s Utility Systems Department and contain data for ot her non-wastewater related functions and groups. Information management is a key component of operating an effective and efficient wastewater system. The City continues to work toward the vision of a seamless, integrated, information management system. The benefits of developing this seamless, integrated, information management vision are as follows: • Improved budgeting, planning, and decision making for capital planning. • More efficient use of O&M staff. • Extended useful service life of assets. • Reduced risk o f asset failures including overflows, breaks, and permit violations. • Better projections of asset lives and rehabilitation or replacement costs. • Enhanced customer service through reduced emergencies and improved response times. Since the 2010 LRWWMP, the City has integrated many information systems that have increased the efficiency of wastewater business processes. These changes to information systems are introduced gradually to allow City staff to learn and implement the benefits of the upgrades. Further u pgrades, especially in terms of automated scheduling, are anticipated in the future as need arises. GIS serves as a key user interface across multiple information systems and is used on a daily basis. Since the 2010 LRWWMP, the wastewater utility has hired a full time GIS specialist to assist with use of the information systems. Table 7.1 Existing and Recommended Information System Improvements Information System Existing Software Vendor Description Recommended Improvement CMMS Cityworks GIS based Computerized maintenance management system of sewer pipeline assets, sewer manhole assets, sewer lift station assets. Allows tracking of service requests, work orders, preventive maintenance, and work order costs. Operators use Cityworks to track their time. GIS ESRI ArcGIS Contains spatial data on sewer pipeline assets, sewer manhole assets, sewer lift station assets, lateral stubs, parcels, addresses, FOG locations, zoning, and ROW(7) easements. CHAPTER 7 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 7-5 Information System Existing Software Vendor Description Recommended Improvement CCTV(1) CUES Granite Net Contains tabular and graphical data on sewer assets, inspections, condition, defects, and inspection photos and videos. The City is currently planning to upgrade to the latest version of CUES Granite Net with additional modules for GIS integration and NASSCO(5) PACP(6) standards. Hydraulic Model DHI(2) MikeUrban Contains tabular and spatial data on sewer pipeline assets, sewer manhole assets, sewer lift stations, modeled flows, pipeline capacities, contributing areas, and Infiltration and Inflow parameters. SCADA(9) Wonderware Contains real-time and historical tabular data on influent/effluent flows, pump run times, pump start times, and rain gauges. Integrate with Water Utility. FOG XC2 Contains tabular data on cross connection and FOG locations, permits, and inspections. Integrate with GIS. Utility Billing / Customer Information System SpringBrook Contains tabular data on customers, wastewater billing history, and consumption records. Permits Management EnerGov Contains tabular data on permits, planning, business licenses, code compliance, side sewer connections, and permit inspections. Financial Information System Tyler Technologies Eden The City’s financial and accounting system of record that contains all financial data including budgets, revenues, capital and operating expenses, and fixed assets. SDC(10)/SAD (8) Database Contains tabular data on system development charges and special assessment district charges. KC(4) Assessors Database Microsoft SQL Database Database that contains tabular data on parcels, tax history, and property legal descriptions. Outside Data Sources Data Various outside data sources that including the KC flow monitoring and rainfall data, KC IMAP system, SeaTac Airport rainfall data, and Renton Airport rain gauge data. LaserFiche None This system is currently being implemented by the City and will contai n scanned, electronic documents including record drawings, as-built drawings, and other relevant documents. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 7 7-6 | JULY 2022| FINAL Information System Existing Software Vendor Description Recommended Improvement ECM None This system is proposed to provide a centralized web site for capturing and linking to various data on projects, policies and procedures, drawings, and other electronic content. The existing hardcopy O&M policies and procedures could be scanned and populated into the ECM (3) for improved accessibility, ease of use, and linking to other information systems. Implement with Microsoft SharePoint. Renton Results None This system is the City’s reporting tool for outcome management and financial performance measures. This system could be expanded to include many of the same functions as ECM above. Implement with Microsoft SharePoint. Note: (1) CCTV - closed-circuit television. (2) DHI - Danish Hydraulic Institute. (3) ECM - Enterprise Change Management. (4) KC – King County . (5) NASSCO - National Association of Sewer Service Companies. (6) PACP - Pipe Assessment Certification Program. (7) ROW - right-of-way. (8) SAD - Special Assessment District. (9) SCADA – supervisory control and data acquisition. (10) SDC - Standard Development Charge. 7.5.2 Business Process In addition to recommended information systems, the OMP documents business processes and recommended improvements. Business processes reflect the ability to conduct O&M tasks by streamlining and enhancing how the tasks are currently completed. A review of business processes is recommended as part of the upcoming OMP update to incorporate the changes to information systems discussed in the previous section. 7.6 Collection System Maintenance The City maintains more than 191 miles of gravity sewer throughout the system. The Wastewater Maintenance Services Crew’s primary goal is to maintain sewer pipelines to minimize damage to property due to wastewater overflows. The collection system maintenance program includes both preventive and corrective maintenance. The preventative maintenance program includes: lift station inspection and maintenance, manhole inspection and maintenance, CCTV inspection, root cutting, grease removal, and hydraulic line cleaning. Corrective maintenance is that which improves the performance of existing equipment, facilities and infrastructure. The corrective maintenance program is mainly composed of repairing sewers and clearing plugs. Additionally, easement maintenance and minor road work is periodically required to access the collection system. The following section briefly describes each O&M program. CCTV has undergone substantial changes since the last LRWWMP; therefore, it is presented in more detail below in Section 7.6.3. Additionally, side sewer maintenance is a major problem CHAPTER 7 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 7-7 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. Therefore, no discussion of side sewers is provided below. 7.6.1 Maintenance Priorities Wastewater Maintenance Services has developed a program to maintain the existing system. First level of priority is the inspection and maintenance of the portions of the system that are known to have problems if not handled on a weekly, monthly, quarterly, or annual basis. This includes the inspection and maintenance of lift stations, areas of known root problems, and areas of known grease problems. The second level of priority is the routine inspection and maintenance that is required to identify any additional high priority maintenance issues and to identify potentially unexpected conditions that may cause problems for the customers. The second level of priority includes CCTV inspection of the system and hydraulic line cleaning. It is typically recommended by insurers involved with utility system management that, in order to minimize claims against the utility, the entire system should be inspected approximately every five years. Since line cleaning is performed prior to CCTV inspec tion, this means the system is cleaned on the same cycle as CCTV inspection. 7.6.2 Manhole Inspection and Maintenance The City has identified problem areas in the collection system. The City’s personnel inspect the sanitary sewer manholes in those areas on a weekly, monthly, or quarterly basis - determined by historical maintenance needs in the area - for the following situations: 1. A visual guarantee of proper sewage conveyance. 2. Assessment of the state of solids buildup in manhole wet wells. 3. Verification of the condition of the manhole lid/cover and support rings for wear and stability. 4. Visual affirmation of condition of sewer channels and ladder rings. Corrective actions are taken to address any issues that are found during the inspections. The City inspects the remaining manholes/pipes in conjunction with the video inspection program. O&M staff perform the same inspections and any required maint enance on those manholes at that time. The City uses a line service truck for inspection and repair of manholes and lines. It carries parts used in sewer line repair and repairs to manholes are made as needed. 7.6.3 CCTV Inspection Routine video inspection of the sanitary sewer system is an essential part of the maintenance responsibilities. The City uses the NASSCO PACP methodology to assess pipes during CCTV Inspection. Structural correction and obstructions are the primary cause of line failure in sanitary sewer pipes. Operational deficiencies, such as FOG build up, are also noted. Routine inspections of the lines are crucial to be aware of potential trouble spots. Sewage spill claims have proven to be a very costly type of litigation for municipalities to deal with and routing video inspection of the sewer system is the first line of defense. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 7 7-8 | JULY 2022| FINAL The City has recently implemented a new CCTV inspection program that includes purchase and installation of the latest version of CUES Granite Net CCTV software, purchase of new CCTV trucks and cameras, and the development of a risk-based condition assessment program. 7.6.3.1 CCTV Inspection Equipment Since the 2012 OMP, t he City has invested in a CCTV truck, camera equipment, updates to the CUES Granite Net, and information technology (IT) to support the new equipment and software. The City purchased a customized CCTV inspection truck that includes the following major equipment: hybrid freightliner step van with inverter, safe entry/exit bumper, transporter/camera lockable storag e compartment, TV step van exterior lighting & viewing room, roof top air conditioner with heat strip, file cabinet under viewing room desktop, wall mounted storage cabinet mounted above desktop, and bench seat in viewing room. The inspection truck included a new solid state color sewer TV camera with pan, rotate, and zoom head. Additionally, the truck is equipped with a self-propelled lateral inspection / evaluation system. 7.6.3.2 CCTV Software The CUES Granite Net program contains tabular and graphical data on sewer assets, inspections, conditions, defects and inspection photos and videos. The City’s IT and software allow the sewer condition data, with associated photos and videos, to be collected via the Granite Net CCTV process and automatically transferred and/or linked to ArcGIS for spatial analysis and reporting. New and updated sewer pipeline and manhole asset data from ArcGIS is also automatically transferred to Granite Net, along with the latest GIS spatial data, in order to provide the latest information to the CCTV operations staff. The updated software also interfaces with modules for a variety of different users and specialized functions. 7.6.3.3 NASSCO Rating and Scoring The City uses the NASSCO system of rating the collection system to maintain consistent and reliable data on condition. This includes standards of the PACP standard compatible mainline information (Main Assets, Main Inspections and Main Observations). CCTV operators are trained and well versed in NASSCO system coding. The City uses its own inspection methodology for manholes and laterals that is focused on identifying assets for rehabilitation. 7.6.3.4 CCTV Driven Improvements City operators make point repairs to critical pipe defects identified through the CCTV Inspection. Repairs are made following the CCTV Inspection; depending on availability of necessary operators, equipment, and customer notifications. The City pursues preventative maintenance through its annual Pipe Replacement and Rehabilitation program. The Program bids out a large replace or rehabilitate aging pipes project each year to address aging infrastructure, typically in the same general area (rather than spread out over the entire system). To assist with identifying areas, the City has developed a decision support tool to help determine areas of pipes and structures to rehabilitate or replace based on historical CCTV Inspection scoring. CHAPTER 7 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 7-9 7.6.4 Root Cutting Routine sewer facility inspection commonly identifies root intrusion within both private and public sewer mains. If the problem is within the City ROW, the City will correct the problem and remove the root. A hydraulic root cutter is used to routinely remove roots that accumulate within sewer lines creating 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 require root removal more frequently to ensure there is no interruption of flow. 7.6.5 Grease Removal Grease problems are typically associated with major food processing operations, the majority of which involves restaurants where grease is released into the conveyance system. Many of the older restaurants within the City do not have grease removal systems while newer restaurants have been and will continue to be required to install grease removal systems. Despite the implementation of grease removal systems, many are not properly maintained. Grease buildup problems occur most often in the side sewers; however, som e grease buildup problems also occur in the sanitary sewer collection system. When problems do occur, the City maintenance crews are usually called out to investigate. A proper monitoring program reduces maintenance time involved in removing grease buildup. The City has achieved moderate success in noting problems and identifying the sources. The Wastewater Utility has also worked with new construction and implemented tenant improvements to ensure that these users are installing proper grease removal system s and/or bio-agent facilities. The City has a grease removal program for standard food-services establishments and multi-family housing to improve grease collection at these locations. 7.6.6 Hydraulic Line Cleaning Jetting a sanitary sewer pipe is the principal means of cleaning the line portion of the sewer of sludge, debris, or obstruction. Hydraulic Line Cleaning is a common means of addressing acute and preventative maintenance concerns, as well as performed prior to CCTV Inspection. The sewer lines are clean ed with a vacuum -high velocity cleaning/jetting truck which performs two primary functions: vacuuming and jetting. A hose with a special end fitting is inserted into a 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 throug h a manhole into the pipe and the line is jetted to the next manhole. The hose is then retracted via a motor driven reel system back to the entry manhole. All of the sludge/debris is scoured toward the entry manhole because the spraying water forces it in 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 use the Vac-Con to flush water through these particu lar lines periodically to prevent those conditions from occurring until the inverted slope can be reconfigured. The Vac -Con is the primary equipment used for emergency blockages in the lines and is used to assist TV inspection. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 7 7-10 | JULY 2022| FINAL 7.6.7 Repair Sewers and Clear Plu gs When problems with the sewers 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 only one percent of the maintenance manhour allotment. 7.6.8 Easements and Access Road Maintenance In addition to public roads, the City operates, maintains, repairs and constructs sewer mains, and lines in, over, along, and under roads and easements located within the sewer service area. As the utility performs work within the easements, minor roadwork and improvements are necessary. All work done within the easements is done in accordance to any permits and City and KC standards. Note, the Street and Surface Water Maintenance crews conduct maintenance for the Wastewater Utility along road right of ways and other areas where work efforts overlap. 7.7 Lift Station Operations and Maintenance The City maintains 20 lift stations throughout the system. The pump crew’s primary goal is to maintain stations to minimize damage to property due to wastewater overflows. The Wastewater has two operators dedicated to lift station maintenance that includes daily inspections and regular preventative maintenance. The City maintains an O&M Manual for each lift station. It is recommended the City review and update, as necessary, these manuals and associated Standard Operating Procedures (SOPs) during the next OMP update. 7.7.1 Lift Station Inspection and Maintenance Lift station inspection and maintenance involves weekly, monthly, and annual t asks which align with preventative and corrective maintenance procedures. The following describes the inspection and maintenance program for the sewage lift stations and wet well facilities: 7.7.1.1 Sewage Lift Stations The City has on-call staff 24 -hours per day. They also perform a daily inspection of the telemetry at each station. Every week the City performs an inspection of each lift station. This weekly inspection includes a security check, recording pump motor hours, checking motor noise, temperature, and vibration. The City changes all filters, cleans electrodes, exercises all valves, and runs each emergency generator on a monthly basis. On an annual basis, the City checks the pump bearings and seals, tests the entire electrical system at each station, and performs an infrared test of the system. 7.7.1.2 Wet Well Facilities On a weekly basis, the City checks the security, float settings, and operation of each wet well. The City washes down, checks the interior condition, ladders, hatches, etc. in each wet well . The City performs a pump down of each wet well once a year. They take this time to clean the wet well. The lift station crew uses a vehicle equipped with a crane to lift pumps, equipment, utility compartments for parts, tools, etc. for the lift station maintenance program. CHAPTER 7 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 7-11 7.7.2 Telemetry (SCADA) Successful operation of any municipal sewer system requires that t he municipality maintains a comprehensive maintenance program and that they obtain accurate sewage flow rate information. A telemetry and control system is the means by which flow rates are measured and maintenance needs are updated. The SCADA system collects data from the City’s lift stations which is then continually stored on servers at the shops. The SCADA information is only used when someone makes a query which is usually related to lift station evaluation. Data compiled by SCADA includes inflow, outflow, pump run times, and pump starts. The civil engineers have access to the SCADA and control subconsultant (RH2 Engineering), which helps the City maintain the system. The current system occasionally experiences communication failures and ot her issues that cause data errors. The City has planned SCADA systems, in collaboration with the Water Utility, which is anticipated resolve communication failures and provide additional monitoring and analysis features. The master telemetry unit, located at the City Shop, includes an intelligent telephone dialer alarm system, so that critical alarms can be relayed to on -duty maintenance personnel even during a telemetry system failure. 7.8 Predictive Repair and Replacement Program The City is currently expanding its Asset Management Program, which is described in more detail in Chapter 6 – Replacement & Rehabilitation Program. The City's asset management program prioritized asset renewal schedule and costs and is closely tied to O&M activities. 7.9 Emergency Response The City’s Overflow Emergency Response Plan (OERP) provides measures to protect public health and the environment in the event of a sanitary sewer overflow (SSO). Historically, overflows have not been related to lack of capacity of the system. There has been one overflow in the past 10 years. This occurred on August 9 , 2021 at 505 Rainier Ave N between MH0619 and MH0615 and was related to FOG. FOG O&M is described in Section 7.10 below. The City may also develop project specific emergency response plans, as required. In addition to OERP, the Wastewater Utility participates in the City’s Comprehensive Emergency Response Plan and the broader Regional Hazard Mitigation Plan. In the case of these wider emergencies, the Wastewater Utility follows the direction of the Emergency Operation Center or other responsible official. 7.10 FOG Source Control Maintenance issues such as blockages and overflows can be caused or increased by FOG that is discharged into the system. Controlling discharge into the collection system can assist in enhancing and improving the collection system performance. FOG buildup problems occur most often in the side sewers. However, some FOG buildup problems also occur in the sanitary sewer collection system. When problems do occur, the City maintenance crews are usually called out to investigate. A proper monitoring program reduces maintenance time involved in removing grease buildup. Additionally, the City has worked with new construction and tenant improvements to ensure that these users are installing proper grease removal systems and/or bio -agent facilities. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 7 7-12 | JULY 2022| FINAL Property owners may need to inspect or maintain their grease traps on a weekly basis depending on how much FOG enters the drains. The City recommends property owners inspect to clean grease interceptors at least twice a year. Establishments suspected of causing problems to the collection system may be inspected by the City. Depending on how full the grease trap is the City will rate the condition to be good, fair, or poor. Traps in fair condition are advised to monitor the buildup and maintenance schedule and increase frequency as necessary. If the trap is in poor condition, the establishment is issued a compliance order and will need to clean the trap immediately. After cleaning, the est ablishment is required to contact the City within 30 days to verify the grease has been properly cleaned. The OMP identified multiple items for future effort with regard to the FOG program, including identifying regulatory requirements, summarizing the FOG Control Plan and training, identifying performance measures, and conducting a program evaluation. 7.11 System Infrastructure Capacity The City has developed several tools and activities for determining system capacity such as hydraulic models, flow monitoring, and field investigation. The key elements of the program are to identify existing areas of the system with capacity deficiencies and to confirm the available hydraulic capacity for development. The City's hydraulic computer model is the main tool used for this identification. The purpose of this model is 1) to evaluate the existing sanitary sewer system and determine areas of capacity constraint, and 2) to provide a tool for planning future improvements. The analysis of the hydraulic capacity of the system is presented in Chapter 5 – System Analysis and Results. The analysis includes evaluation of the City’s facilities for system capacity to address both system deficiencies and potential development within the City’s sewer service area. The CIP for capac ity projects is developed from the LRWWMP and is maintain ed and updated annually by Wastewater Utility Director. 7.12 Design and Construction Utility Systems lead the City’s program to ensure proper design, construction, and inspection as necessary to enable the collection system projects. Design involves converting the projects identified in the planning process to paper to provide a set of doc uments (plans and specifications) that will be used to construct the facilities. Construction involves building the actual facilities that are planned and designed. Inspection helps resolve issues that arise during construction and confirms that the facilities are constructed as planned and designed. 7.12.1 Design Most designs are completed in house by the Utility Systems Project Managers. Projects may be contracted out if the Utility Systems department is too overloaded, the project involves a lift station, or it involves significant environmental issues. Design projects are selected based on th is Plan and follow the Washington State Department of Ecology (Ecology) Standards, the Orange Book, Washington State Department of Transportation (WSDOT) Standards, and the City’s adopted supplements and amendments. The pump station design standards are not documented, but institutional design standards exist. The City has recently updated its standard details and specifications, which are provided in Appendix J, Standard Details and Specifications. This update, in part, coordinated the standard details between the City’s Development Services and its Utilities. CHAPTER 7 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 7-13 All designs involve appropriate City staff, including Construction Inspectors, lift station technicians, Maintenance Services, and Development Services. 7.12.2 Construction The construction contractor is typically determined by competitive bidding; however, other forms of selection such as emergency direct award or sole source are sometimes applied. The project must be constructed as designed using the materials and procedures specified. The City must approve any significant changes, and these changes should be documented. 7.12.3 Inspection Utility Systems does not select the inspectors for construction observation. All inspections are coordinated by the Development Services Department. Utility Systems allows the inspector assigned to the project to dictate the level of involvement that the Utility Systems has during construction. The inspector’s main goal is to ensure that the project is constructed as designed and specified. The inspection for a collection system project verifies that the pipe and appurtenances have been installed correctly for line and grade and with the proper materials. The inspector witnesses tests of installed pipe. Construction administration, including Requests for Information (RFIs) and submittals, is typically lead by Wastewater Utility Engineers. The City requires CCTV of new sewer lines to be completed after construction. Currently this CCTV information is not used to establish a baseline for subsequent inspections. 7.13 Legal Authority The City’s collection system is municipally owned, operated and maintained. It is managed by the City’s Public Works Department. The customer is responsible for the maintenance and condition of the laterals from the point of connection back to the property. The City has the authority to operate, maintain, and administer a wastewater system through ordinances, service agreements, or other legally binding procedures. Additional information on the City's legal authority, policies, and standards can be found in Chapter 3 – Operational Policies and Criteria. 7.14 Safety, Training, and Certification Training opportunities are of such high priority to effective operation of the system th at the City has linked them to its overall personnel evaluation program. Employees are evaluated and promoted through a set of job categories with pay commensurate to the category. It is essential that the promotional program continue to be closely linked with the training program, not only because it promotes efficient operation, but also because mandatory certification of wastewater utility workers is required by the state. The State Department of Health stipulates qualifications and training requirements for obtaining and maintaining certification. 7.15 Interagency Coordination Communication and outreach with customers, constituents, and other stakeholders is critical to effectively manage a wastewater collection system. To be effective, communications must be ongoing, open, timely, and two-way with reciprocal information sharing. Key stakeholders for collection system operators include policymakers, customers, local residents and businesses, regulatory agencies, local health officials, environmental organizations, community and business groups, neighboring agencies and systems, and employees. Effective communications with each CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 7 7-14 | JULY 2022| FINAL of these groups will require different techniques that are tailored to specific interests, perspectives, and each situation. Additional information on interagency communication can be found in Chapter 1 – Introduction and Chapter 3 – Operational Policies and Criteria. 7.16 Financial Program The City’s primary objective is to maintain an adequate revenue stream and implement effective accounting practices to support the effective management of the system. This is accomplished through financial programs such as the biennial budget process with mid-bi correction as needed , the development of the CIP and Rehabilitation and Replacement Program. Additional information on the financial program can be found in Chapter 8 – Capital Improvement Program . The financial program is conducted in cooperation with the Administrative Services Division based on input from Wastewater Utility staff. 7.17 Administrative Duties and Facility/Equipment Maintenance Administrative duties as well as facility and equipment maintenance are crucial components to the success of t he Wastewater Utility. Administrative tasks are broad-sweeping and require multiple skillsets of staff to complete. Additionally, the OMP maintains all new equipment and facilities maintenances procedures. 7.17.1 Administrative Duties The key administrative duty of the City’s O&M 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. 7.17.2 Tools and Equipment Sewer O&M staff is equipped primarily with City-owned equipment. The equipment available for daily use includes rolling stock, shop tools and incidental equipment, as well as other portable equipment for field use. City Operators are responsible for cleaning, maintenance, and repair on all non-rolling stock tools equipment. The rolling stock - specialized vehicles, such as Vacuum Trucks and the CCTV Inspection Truck, and trucks/vehicles - repaired and maintained by the Fleet Maintenance Section. For Fleet Maintenance, t he Wastewater Utility works with Fleet Services for procurement of parts and to maintain a standard of service for each vehicle. IT has become an important tool for O&M , including GIS based CMMS and asset inventory. As previously described, the IT department maintains all information technology with assistance from Wastewater Utility Staff (as necessary), including specialized software, database servers, etc. 7.18 Work Force Estimates The wastewater utility is staffed by both Maintenance Services and Utility Systems teams. The primary roles of each team, summary of programs, and estimated staffing levels have been summarized in preceding sections. CHAPTER 7 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 7-15 7.18.1 Future Resource Recommendations The LRWWMP evaluations have identified recommended projects and programs that will require additional future resources. Resources that are responsible for the City’s wastewater operations are currently divided across multiple department and divisions. These resources include the following positions and area of responsibilities: • Information and IT Support - Wastewater operations-related support functions that are currently provided include approximately 0.1 full-time equivalent (FTE). • Electronic Document Management System (EDMS)/ECM Support - It is recommended the City provide 0.25 FTE of resources to support increased use of LaserFiche EDMS and future ECM efforts (SharePoint). • Hydraulic Model Support - It is recommended the City provide 0.25 FTE of resources to support improved integration of the MikeUrban hydraulic model with GIS and SCADA. • Outside Support- Outside consultants and contractors currently provide support for the MikeUrban hydraulic model and Wonderware SCADA system. These resources are required on an interim basis when there are major upgrades to infrastructure, such as lift stations, that require changes to SCADA, and when master plan updates are completed that include changes to the hydraulic model. 7.18.2 Emergency Operations Emergency operations are the unplanned and unscheduled tasks needed to keep the system in operation. 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. This would include responding to sewer blockages, pipes broken by construction, and damage to the system by acts of nature. All of the O&M staff are also available to aid any of the other sections with additional manpower or equipment. The Wastewater O&M staff has the responsibility to keep the system operating when there are power or mechanical failures at lift stations. The City’s telemetry system allows for 24-hour remote monitoring and access to the system by the crew. With this access, they can be alerted to a problem and correct it rem otely, determine that it can wait until the next shift, or mobilize the necessary manpower and equipment. The City follows all Ecology guidelines for emergency notification procedures. The City’s emergency response plan is focused on SSO notifications and is summarized in Section 7.9 above. 7.18.3 Maintenance Services Staffing Currently, t here are eight FTE, including supervisory personnel and maintenance workers, who operate and maintain the wastewater system. The tasks that are performed by wastewater utility staff include inspection, testing, installation and repair of system facilities and preventive maintenance, corrective maintenance, record keeping, administrative tasks, training, and response to emergencies. The estimated FTE hours of work required to adeq uately maintain the sanitary sewer system are shown in Table 7.2. For maintenance activities, the annual FTE hours total seven. The FTE hours of work required for operational tasks for the sanitary sewer system are shown in Table 7.3. For operational tasks, the annual FTE hours total two. For adequate maintenance of the sanitary sewer system, the City would need a total of approximately 17,081 hours (the sum of O&M tasks) CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 7 7-16 | JULY 2022| FINAL worked per year. The City spends approximately 14,350 hours per year on O&M. This is approximately 2,731 hours short of the hours estimated for O&M of the sanitary sewer system. The size of the maintenance crew should be increased to carry the full workload of the Utility without neglecting preventive maintenance, emergency preparedness, record keeping, or safety precautions. Further staff increases should be tied to the actual growth of the sewer system. An expansion of the system requiring new service connections and/or additional facilities, without enlargement of the staff, will result in diminished levels of service for all maintenance programs. In view of predicted population growth in the service area over the next several years and the growing demand for sanitary sewer service, an increase in the size of the sewer system could be pro jected to continue at a similar rate of growth. With that increase in demand, there may be a need for additional staff. As shown in Table 7.2, the City would like to add an additional two operators to increase their maintenance activity FTE from 7 to 9. These operators would assist in doubling the amount of CCTV inspection, which then increases the need for root cutting, grease removal, and hydraulic line cleaning. Manhole inspections, sewer repairs, and unscheduled maintenance would not increase and would only be performed as needed. The City plans to use the CIP to repair non-point source sewer in a cost effective matter. The City also plans to increase staff time from 2 FTE to 2.5 FTE as shown in Table 7.3. By doubling administrative duties, the City may have a separate full-time wastewater manager and surface water manager. Maintenance and technical staff additions may be accompanied by additions to the clerical, secretarial, and other support staff needed to ensure that record keeping, billing, public relations, communications, and other general functions of support staff are performed with the accuracy and timeliness required. Table 7.2 Staffing Time for Maintenance Activities Preventative Maintenan ce Frequency of Maintenance Desired Time per Year (FTE) Existing Time per Year (FTE) Collection System Maintenance Manhole inspection, repair and maintenance As needed 0.5 0.5 CCTV inspection Continuous 2 1 Root cutting/grease removal Continuous 1.5 1 Hydraulic line cleaning Continuous 1.5 1 Repair sewers As needed 0.5 0.5 Unscheduled maintenance As needed 1 1 Lift Station O&M Lift station inspection Twice per weekly 1 1 Lift station cleaning and maintenance Monthly (cleaning), Annually (maintenance) 1 1 Total for Maintenance Activities 9 7 CHAPTER 7 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY ͮͬͮͮ | ͳ‐ͭͳ Table ͳ.ͯ Staffing Time for Operations Tasks Operations Tasks Task Frequency Desired Time per Year (FTE) Existing Time per Year (FTE) Administrative duties Daily ͭ ͬ.ͱ Asset Management Annually ͬ.ͱ ͬ.ͱ Tool and equipment cleaning Once per week ͬ.ͮͱ ͬ.ͮͱ Staff meetings and Cleanup Daily ͬ.ͮͱ ͬ.ͮͱ Training and conferences Annually ͬ.ͮͱ ͬ.ͮͱ Total for Operations ͮ.ͱ ͮ 7.18.4 Wastewater Utility Engineering Staff The City is not looking to increase their staff as number of capital projects are not anticipated to increase in the next six years. They don’t work on their own, but in coordination with “development” which is found on the organization chart. The current engineering staff organization is described in Section ͳ.ͯ of this Chapter. The engineering staff is responsible for two major tasks, administrative and capital improvement projects. The various tasks and the hours of work are described in relevant sections within the Chapter, as summarized in Table ͳ.Ͱ. The number of hours required for each task is not easily defined. Additional administrative tasks that are recommended in this LRWWMP are ͭ) prepare new ordinances and revise existing ordinances, ͮ) setup and administer grease trap management and certification ordinance, ͯ) inventory and update hydraulic computer model, and Ͱ) perform computer analyses using the sewer system hydraulic model. These tasks will require additional City staff or other resource staffing alternatives. Table ͳ.Ͱ Wastewater Utility Engineering Staff Activities Tasks/Projects Administrative Tasks Latecomer’s Agreement Administration LRWWMP Review Support Comprehensive Sewer Plan Update Customer Service Support Support to Other Divisions/Departments/Agencies FOG / Industrial Waste Program Engineering Tasks Asset Management System Infrastructure Capacity Design and Construction Major Capital Improvement Projects CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 7 7-18 | JULY 2022| FINAL 7.19 Recommendations The O&M staff requested purchasing equipment and tools for the department's crews, which are currently shared with other City agencies. Additionally, acquisition of equipment for collection system maintenance including a 10-yard dump truck, excavator/backhoe and trailer, shoring, trench box, and a service truck was requested. CHAPTER 8 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 8-1 Chapter 8 CAPITAL IMPROVEMENT PROGRAM 8.1 Introduction This chapter summarizes the Capital Improvement Program (CIP) for the City of Renton’s (City) Long-Range Wastewater Management Plan (LRWWMP). The purpose of this chapter is to describe the CIP projects and programs including pipeline, lift station, and general facility types. The CIP consists of the cost estimates and schedules for the recommended improvements. This CIP was developed in 2019. Therefore, there are projects planned for 2020 outlined in this CIP that will have passed before the adoption of this Plan in 2022. The following sections present cost estimating assumptions, the recommended projects, estimated costs of each individual project, and a summary of the CIP. 8.2 Cost Estimating Assumptions The cost estimates presented in this CIP are opinions developed from bid tabulations, cost curves, information obtained from previous studies, and Carollo Engineers, Inc.’s experience on other projects. The cost estimates have been prepared for the general master planning purposes. Capital costs, or “total project costs,” are presented in the CIP. All costs are in 2019 dollars and were developed using a Class 5 budget estimate, as established by the American Associate of Cost Estimators (AACE). The Engineering News Report (ENR) Construction Cost Index for a 20-city average for July 2019 is 11293. This level of estimate is used for master planning and assumes a 0 percent to 2 percent level or project definition. The expected accuracy range is minus 30 percent to plus 50 percent. 8.2.1 Baseline Cost Assumptions This is the total estimated construction cost, in dollars, of the proposed improvement for pipelines and lift stations. All cost estimates provided in this CIP represent total project cost including materials, construction, engineering, legal, and administrative costs. Costs were represented as unit costs, as described in subsequent sections. 8.2.1.1 Gravity Sewer Unit Costs For pipes, Baseline Construction Costs are calculated by multiplying the estimated new pipe length by a proposed unit cost. These improvements involve a series of assumptions to develop a cost per linear foot (lf). All of the known pipelines involved in this CIP are between 6 inches and 24 inches. The gravity sewer unit costs provided are for typical open-cut installation with stable soil at an average depth of 15 feet. Costs include manhole installation at every 300 foot interval, excavation, hauling, soldier piles, wood lagging shoring, pipe materials and installation, backfill material and installation, and pavement replacement for a two lane width roadway. Costs do not include erosion and sediment control, individual side sewers, traffic control, or other general conditions. Open-cut costs listed by pipeline diameter are available in Table 8.1. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 8 8-2 | JULY 2022 | FINAL Table 8.1 Open-Cut Costs by Pipeline Diameter Pipeline Diameter Construction Cost per LF 6” $330 8” $341 10” $352 12” $363 14” $374 16” $385 18” $396 24” $407 Gravity sewer rehabilitation for typical right-of-way pipelines can be completed through cost-effective cured-in-place pipe (CIPP) which varies in construction cost per linear foot. CIPP estimates are shown in Table 8.2. CIPP costs include pre-inspection, installation, lateral reinstatement, post-inspection closed-circuit television (CCTV), traffic control, and bypass pumping. Traffic control is assumed for a collector street. Table 8.2 CIPP Costs by Pipeline Diameter Pipeline Diameter Construction Cost per LF 6” $52.80 8” $70.40 10” $88.00 12” $105.60 14” $123.20 16” $140.80 18” $158.40 21” $184.80 24” $211.20 8.2.1.2 Force Main Rehabilitation/Replacement Costs Recent force main (FM) rehabilitation and replacement costs were obtained from the City’s current Wastewater Utility Capital Improvement Program. An average cost per FM rehabilitation was used for future cost estimating by using the total amount spent to-date by the City of $2.28 million (M) for all 19 FMs. This determined the rehabilitation/replacement cost of $120,000 per FM. FM assessment includes the same criteria as lift station assessment which may include one or more of the following: addition of flow meters, engine generator installation, noise abatement, slope stabilization, FM cleanouts, FM maintenance evaluation, FM replacement, manhole or vault improvements, and environmental/agency elements. 8.2.1.3 Lift Station Unit Costs Recent lift station rehabilitation projects completed by the City were compiled to create the lift station rehabilitation cost. This cost was used to estimate lift station repair and upgrade projects in the City’s CIP. As detailed in the 2019 Wastewater Utility Capital Investment Program, all CHAPTER 8 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 8-3 previous 20 lift stations were replaced, rehabilitated, or eliminated within the 25-year span. The total amount spent on rehabilitation of all lift stations to-date by the City is $2.8 M. This determined the rehabilitation cost of $140,000 per low to moderately-low lift station. A similar cost will be derived by the City for high to moderately-high lift station rehabilitation. The assessment for rehabilitation of lift stations may include one or more of the following: pump replacement, motor control replacement, telemetry improvements, addition of flow meters, engine generator installation, noise abatement, slope stabilization, structural adjustments to the wet well, assessment of coatings, wet well recoating, temp wet well system, FM cleanouts, FM maintenance evaluation, FM replacement, manhole or vault improvements, structural engine generator pad changes, structural control room changes, miscellaneous structural improvements such as telemetry, and environmental/agency elements. 8.2.2 Total Capital Improvement Cost The costs presented in this LRWWMP are high-level planning costs to help the City in making financial decisions. A planning contingency cost will be added to the Total Allied Project Cost to account for unforeseen events and unexpected conditions through the design process of these projects. As shown in the following sample calculation of the capital improvement cost, the total cost of all project contingencies (construction and planning) and allied costs (engineering services, construction management, and project administration) is 82 percent of the baseline construction cost. Example: Baseline Construction Cost $1,000,000 City Administrative (10%) $100,000 Design (20%) $200,000 Construction (10%) $100,000 Admin, Design, & Construction $1,400,000 Scope Contingency (30%) $420,000 Total Capital Improvement Cost $1,820,000 8.3 Capital Improvement Program As discussed in Chapter 5 – System Analysis and Results and Chapter 6 – Replacement and Rehabilitation Program, the CIPs are prioritized based on their urgency and risk to mitigate deficient systems. The timing for implementing these improvement projects is based on the affordability and urgency of the project. It is recommended that the City monitor growth and adjust project implementation accordingly. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 8 8-4 | JULY 2022 | FINAL 8.3.1 Planning Periods The following terms are used to define timing and prioritization into three planning periods: • Short-term (2020 - 2025). Proposed facilities determined to be a high priority. • Medium-term (2026 - 2029). Proposed facilities determined to be a medium priority or proposed facilities to service major growth areas to be developed in the medium-term. • Long-term (2030 - 2039). Proposed facilities determined to be a low priority or proposed facilities to service major growth areas to be developed in the long-term. 8.3.2 Project and Program Naming The CIP projects were named based on the facility type. 8.3.3 Project Types In the current Wastewater Utility Capital Investment Program, projects are categorized by type. These types include the following: • “M”= Maintenance. • “P” = Planning. • “C” = Cross Category. • “D” = Development. • “R” = Regulatory. • “A” = Acquisition. Maintenance projects are focused on renewing infrastructure in poor condition, as recommended and prioritized in Chapter 6 – Replacement and Rehabilitation Program. Planning projects focus on allocating miscellaneous/emergency funds or including funds for long-term or operational planning. Development projects are designated based upon projected growth and flow volume; no development projects were identified in this CIP. Similarly, no CIP projects are listed under the acquisition or regulatory categories. 8.3.4 Capital Improvement Program by Year An individual Project Sheet was generated for each CIP project and includes project identifiers, description, costs, project type, and comments to aid in future implementation. A location map is included for projects that are located in a specific area. To aid in finding individual projects, Project Sheets have been separated in sections by facility type: • “LS” = Lift Station. • “P” = Pipeline. • “G” = General. Lift Station projects addresses the City’s 20 traditional lift station / FM and the unique Kennydale Lake Line System. Pipeline Projects address capacity and rehabilitation and replacement of the gravity sewer system. General Sewer project support the capital projects through long-term and operational planning, as well as various smaller miscellaneous projects. A summary of all CIP projects by facility type and project type is shown in Table 8.4. A summary of costs by project category and type is presented at the end of the chapter. CHAPTER 8 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 8-5 Table 8.3 Capital Improvement Program Summary CHAPTER 8 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 8-7 8.4 Lift Station Projects The City is completing the current series of lift station rehabilitation in 2020. It is anticipated the City’s lift stations will require additional rehabilitation by the end of the planning period, given the useful life of non-structural components and continued preventative maintenance of structural elements Other major projects include the Kennydale Lake Line Upgrade and Renewal projects will allow long-term operation of the system and renewal in the long-term. Prioritization of long-term rehabilitation of the lift station and FM projects are based on risk. 8.4.1 LS-01: Lift Station Rehabilitation The Wastewater Utility operates 20 lift stations throughout the City. At this point, the City is going into the maintenance/rehabilitation phase for each of the stations. In 2016, the City completed the process of evaluating the needs for each station. The second phase of full rehabilitation of lift stations began in 2017 and will be completed in 2020. The cost for this has been reported by the City at $900,000 in 2020. 8.4.2 LS-02: Force Main Rehabilitation/Replacement The Wastewater Utility operates lift stations that each have their own FM that delivers the flow to the gravity system. While many of the lift stations have been either rehabilitated or replaced, their FMs often times were not. In 2016, a FM evaluation was completed that prioritized FMs. The replacement and rehabilitation of FMs identified began in 2016 and will be complete in 2020. The estimated cost is $400,000 in 2020. 8.4.3 LS-03: Telemetry Upgrade The telemetry and control system records and stores flow rates and alarms for each lift station, which is then monitored in a supervisory control and data acquisition (SCADA) system. SCADA can then be accessed by the operations and maintenance (O&M) team, as well as engineers, to help the City monitor infrastructure. This system occasionally experiences communication and other issues that result in data errors which can be critical at times. Automatically generated reports are a benefit of the updated SCADA. It is currently anticipated that the system will be updated every five years. The cost for this has been reported by the City to be $300,000 and is planned for 2023. 8.4.4 LS-04: Devil’s Elbow Stream Bank Study It is recommended that the City monitor the condition of stream banks adjacent to the Devil’s Elbow lift station and evaluate alternatives to armor the bank to protect the lift station and FM. The timing for this project is recommended to be completed in the short-term. The FM length is 506 LF with 6 inch diameter. The Level 5 AACE estimated cost for this project is $180,000 in the short-term. 8.4.5 LS-05: Kennydale Lake Line Sewer Upgrade The Kennydale Lake Line Sewer System Improvement Project will allow long-term operation of the system. This program includes design and construction of a preferred alternative: 1) Lake Line System rehabilitation and repair or 2) Replacement with Individual Lift Stations. The City has budgeted a total of $1.7 M for 2019 and $1.7 M for 2020 for a total of $3.4 M for this effort. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 8 8-8 | JULY 2022 | FINAL 8.4.6 LS-06: Kennydale Lake Line Renewal The Kennydale Lake Line Sewer System Evaluation identified multiple options for the replacing the system at the end of its usable life. For budgetary purposes, the least expensive option, Individual Lift Stations, for $8 M will be budgeted in the long-term. For additional details, see the 2019 Kennydale Lake Line Sewer System Evaluation Phase 2B and 3 Summary Report. 8.4.7 LS-07 Low and Moderately-Low Risk Lift Station and Force Main Rehabilitation This project addresses long-term renewal needs for existing facilities. Lift stations and FMs in the moderately-low to low risk categories are recommended to be evaluated for rehabilitation in the long-term, which are listed in Table 8.4. The recommended rehabilitation is consistent with the City’s historical Lift Station rehabilitation schedule. Table 8.4 Moderately-Low and Low Risk Lift Stations Moderately-Low Risk Low Risk Baxter East Valley Stonegate Shy Creek Airport Lind Avenue Misty Cove Westview Liberty Lake WA Beach Cottonwood Pipers Bluff Note: Abbreviation: WA – Washington. • The cost for rehabilitation of thirteen low and moderately-low risk lift stations is $3.27 M in the long-term. • The cost for FM rehabilitation and replacement is $2.84 M in the long-term. Altogether, FM rehabilitation and replacement and lift station rehabilitation are estimated to cost $6.11 M in the long-term planning horizon. 8.4.8 LS-08: Moderately-High and High Risk Lift Station and Force Main Rehabilitation Lift stations and FMs that are moderately-high to high risk are recommended for rehabilitation in the medium-term, which are listed in Table 8.5. The recommended rehabilitation is consistent with the City’s historical Lift Station rehabilitation schedule. Table 8.5 Moderately-High Risk Lift Stations Moderately-High Risk Talbot Crest Long Wedgewood Devil’s Elbow Kensington Crest Altogether, the planned cost is $2.57 M current value for the medium-term. This does not include the rehabilitation of Lake WA No. 2 and Lake WA Flush stations. CHAPTER 8 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 8-9 8.5 Pipeline Projects Pipeline projects address aging gravity sewer and the City’s relatively few pipe capacity deficiencies. The rehabilitation and replacement is the largest City expense during the planning period. These pipeline projects may involve full replacement with open-cut installation or rehabilitation through CIPP. To identify and plan for replacement and rehabilitation activities, the CIP includes condition assessments to identify deficiency and timing, infiltration and inflow (I/I) micro-monitoring, and verification of capacity deficiencies through long-term monitoring. All pipeline projects are shown in Figure 8.1. 8.5.1 Sanitary Sewer Main Replacement/Rehabilitation The City’s annual Sanitary Sewer Main Replacement/Rehabilitation Program identifies and repairs, rehabilitates, or replaces sewer pipe. Activities are mainly prioritized based on risk. Pipe risk will be updated throughout the planning period through routine CCTV inspections and required maintenance and any changes in criticality. More advanced condition assessment may be conducted for high risk pipes. The program currently prioritizes high and moderately-high risk pipes, as defined in this LRWWMP and shown in Figure 8.2. However, lower risk pipes may be addressed when cost-effective. Program costs for the planning period are based on: • Full open-cut replacement of all high-risk sewer pipes (54,000 LF) with a cost of $35.16 M. • Rehabilitation (CIPP) of approximately half of the moderately-high sanitary sewers (177,000 LF) with an annual cost of $27.32 M. • Gravity Sewer condition assessment budgetary placeholder of $50,000. The total cost of this program is $62.54 M in the short-, medium-, and long-term. The actual method of sanitary sewer main replacement or rehabilitation will be determined through site-specific design. The program is administered through separate annual budget line items. 8.5.2 P-01: 2020 Sanitary Sewer Main Replacement/Rehabilitation This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. The annual cost of this project is $1.5 M in 2020. 8.5.3 P-02: 2021 Sanitary Sewer Main Replacement/Rehabilitation This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. The annual cost of this project is $2.0 M in 2021. 8.5.4 P-03: 2022 Sanitary Sewer Main Replacement/Rehabilitation This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. The annual cost of this project is $2.0 M in 2022. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 8 8-10 | JULY 2022 | FINAL 8.5.5 P-04: 2023 Sanitary Sewer Main Replacement/Rehabilitation This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. The annual cost of this project is $2.0 M in 2023. 8.5.6 P-05: 2024 Sanitary Sewer Main Replacement/Rehabilitation This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. The annual cost of this project is $2.0 M in 2024. 8.5.7 P-06: 2025 Sanitary Sewer Main Replacement/Rehabilitation This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. The annual cost of this project is $3.54 M in 2025. 8.5.8 P-07: 2026-2029 Sanitary Sewer Main Replacement/Rehabilitation This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. The annual cost of this project is $3.54 M in the medium term. The total cost is $14.14 M. 8.5.9 P-08: 2030-2039 Sanitary Sewer Main Replacement/Rehabilitation This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. The annual cost of this project is $3.54 M in the long-term. The total cost is $35.36 M. g` g` g` g` g` g` g`g` g`East Valley RdRainier Ave NS 133rd St Oakesdale Ave SWBe n s o n D r S SW 7th St 140th Ave SEN E S u n set Blvd §¨¦405 Maple V a l l e y H w y 164th Ave SECedar River Trail SE Jones Rd Lake Youngs Service RdSE May Valley Rd SE Petro v i t s k y R d 5A & 5B: Mini-Basin 5 41A 25A: Mini-Basin 25 14A 25A: Mini-Basin U315A 48A 05A 21A 21A 22A22A 45A: Mini-Basin 1 2A: Mini-Basin 2 7A: Mini-Basin7 45A: Mini-Basin 45 3A: Mini-Basin3 24A 20B37A20A 1 1 A46A 23A BA Last Revised: September 18, 2019 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\9-2_Overview_of_CIP_Projects.mxd CHAPTER 8 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Figure 8.1 Overview of CIP Projects O 0 10.5 Miles Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracyis not implied. Data Sources: City of Renton Legend LS-05 & LS-06: Kennydale Lakeline Upgrade and Renewal PS-09: Sewer Capacity Improvements g`P-10: Flow and Monitoring Program P-11: I/I Evaluation Program City Limits Street Centerlines CHAPTER 8 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 8-13 8.5.10 P-09: Sewer Capacity Improvements 2021-2024 Pipe capacity improvements have been categorized together due to the need for infrastructure replacement, rather than rehabilitation, due to lack of pipe hydraulic capacity. Pipe capacity improvements were based on the City’s calibrated sewer hydraulic model to address either pipe size or adverse slope segments. Details on the deficiencies, locations, and other parameters are shown in Table 8.6 and Figure 8.2: • The total length of pipe upsizing is 5,497 LF and will cost $3.64 M. • The cost for reconfiguration of 3,440 LF of adverse slope pipe is $2.17 M. The total $5.81 M in expenses are estimated for the short-, medium-, and long-term. Table 8.6 Upsizing and Reconfiguration Locations and Cost Deficiency ID Location 23 A North 28th Place and Park Avenue North BA SE 24th Street and East Valley Road 46A Sunset Blvd North and NE 3rd Street 37A Edmonds Avenue and NE 9th Street 24A Monroe Avenue and NE 7th Street 11A Grant Avenue and SE 9th Street 20A SE 99th Court 20B Jericho Place and NE 16th Street Note: Abbreviation: ID – identification. 8.5.11 P-10: Flow Monitoring Program The flow monitoring project is to verify deficiencies identified in the hydraulic model for the specified pipe. These locations have typically not been observed deficient, so additional monitoring over a specified period of time is recommended. All deficiency locations are shown with details in Table 8.7. Altogether, the flow monitoring program is estimated to cost $1.47 M and timing will be short-, and medium-term. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 8 8-14 | JULY 2022 | FINAL Table 8.7 Flow Monitoring Locations and Duration Deficiency ID Location Meter Quantity Duration Manhole ID 05A Talbot Road South and 36th Street to 27th Place 1 2- 5 years MH2998 22A Whitman Court NE and NE 12th Street 2 1-2 years MH3616, MH3622 21A Anacortes Avenue NE and NE 17th Street to NE 26th Street 2 3-7 years MH3542, MH3581 15A Renton High School 2 3-7 years MH2182, MH2118 14A West Sunset Blvd and SW 4th Place 1 3-7 years MH6332 41A Lake Washington Boulevard and Burnett Avenue North 1 3-7 years MH3324 48A NE 7th Street and Harrington Avenue NE 1 3-7 years MH0847 Note: Abbreviation: MH – manhole. 8.5.12 P-11: I/I Evaluation Program Micro-monitoring is recommended for areas in wastewater basins that prior flow monitoring indicated significant I/I in the collection system. This involves installing multiple flow monitors where high I/I is observed and breaking larger areas into smaller basins to refine the location of I/I. By micro-monitoring deficiencies identified in the hydraulic model, an isolated location within the area will be identified for replacement. The downstream start location for micro-monitoring is shown in Table 8.8. Repair or Replacement of identified I/I issues will be allocated to Sanitary Sewer Main Replacement/Rehabilitation. Table 8.8 I/I Evaluation, Quantity, and Duration Deficiency ID Study Quantity Locations Basins to Monitor 45A 5 SSMH004, MH2489, MH2480, MH2258 45, 7, 3, 2, 1 7A 2A 3A 05B 1 MH5516 5 East Valley RdRainier Ave NS 133rd St Oakesdale Ave SWBe n s o n D r S SW 7th St 140th Ave SEN E S u n set Blvd §¨¦405 Maple V a l l e y H w y 164th Ave SECedar River Trail SE Jones Rd Lake Youngs Service RdSE May Valley Rd SE Petro v i t s k y R d Last Revised: August 23, 2019 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig9-3_High_and_ModeratelyHigh_Gravity_Sewer_w_Upsizing_Reconfig.mxd CHAPTER 8 | LONG RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Figure 8.2 High and Moderately-High Gravity Sewer Risk with Upsizing and Reconfiguration O 0 10.5 Miles Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracyis not implied. Data Sources: City of Renton Legend High Risk Pipes Moderately High Risk Pipes Pipe Upsize Projects Pipe Reconfiguration Projects City Limits Street Centerlines CHAPTER 8 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 8-17 8.6 General Projects General programmatic projects involve necessary funding which cannot be allocated to a specific facility type. These projects involve implementation and compliance with regulatory requirements such as the Wastewater Operations Master Plan (OMP). Additionally, future miscellaneous and emergency projects for all infrastructure types have been allocated as general projects. 8.6.1 G-01: Wastewater Operations Master Plan This project will be an update to the Wastewater OMP created by the City. The purpose of the OMP is to document current procedures and programs into an O&M manual and review existing programs for effectiveness and compliance of potential future regulatory requirements. Additionally, the OMP analyzes and recommends program improvements in accordance with the City’s long-term goals and objectives. Based on the City’s existing resources and implementation budget, it is recommended to implement this OMP over 5 years. The cost for this OMP is estimated by the City as $600,000 in 2020. 8.6.2 G-02: Long-Range Wastewater Master Plan The LRWWMP considers a 20-year planning period for the analysis of existing and projected conditions. The sewage collection system’s operational and capital requirements are detailed to achieve the City’s operational goals and fulfill regulatory requirements. The cost is estimated at $300,000 in 2024. 8.6.3 G-03: Sanitary Sewer Hydraulic Model As discussed in Chapter 7 – Operations and Maintenance in the System Infrastructure Capacity, the City has a hydraulic model that allows them to evaluate the existing sanitary sewer system and determine areas of capacity constraint, and provide a tool for planning future improvements. The model needs to be updated as the system expands, and flow monitoring and physical system data is collected by survey or field inspection. The cost is estimated by the City as $600,000 over two years in the short-term for the model to be updated in 2021 and 2022. 8.6.4 G-04: Miscellaneous / Emergency Projects This project is to perform small repairs, replacements, or installations of sewers that are not scheduled in the CIP, but become a priority due to unexpected problems, failures, or coordination with other projects. This could also include service to planned annexation areas and any future new pipeline extensions. Based on historical spending, the cost is estimated by the City as $200,000 annually, or $4.0 M, in the short-, medium-, and long-term planning horizon. 8.7 Summary of CIP Altogether, recommend improvements include eight lift station projects, eleven pipelines, and four general projects. The majority of projects are allocated as maintenance projects at $80.94 M of the total $96.87 M. Cross category projects follow at $10.25 M, as well as planning projects at $5.68 M. Seventy-seven percent of short-term project funding is allocated to pipelines with general at nine percent. In the short-term, lift stations require the remaining fourteen percent of funding. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 8 8-18 |JULY 2022 | FINAL The CIP recommends investing $26.97 M into the wastewater system during short-term. The annual short-term cost for all recommended programs is approximately $4.5 M per year from 2020 to 2025. For medium-term, the CIP recommends an additional $17.8 M be invested to continue these programs. The annual medium-term cost is approximately $4.45 M per year from 2026 to 2039. For long-term, the CIP recommends $52.1 M be invested to continue to maintain the sewer system. The annual long-term cost is approximately $5.21 M. Detailed sheets for each CIP project presented in this chapter can be found in Appendix K. Table 8.9 summarizes the total cost and annual cost for each planning period. Table 8.9 CIP Planning Period Summary Planning Period Total Cost Annual Cost Short-term (2020-2025) $26.97 M $4.5 M Medium-term (2026-2029) $17.8 M $4.45 M Long-term (2030-2039) $52.10 M $5.21 M Pipelines account for a majority of the capital cost of planned projects (74 percent) at $71.51 M of the $96.87 M. Lift stations account for $20.16 M (21 percent) of the total CIP. The remaining $5.2 M (6 percent) is associated with general projects. Table 8.10 summarizes the total estimated capital costs by facility type. Figure 8.3 shows the various facility types of CIP allocation. Figure 8.3 Cost by Facility Type CHAPTER 8 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 8-19 Table 8.10 CIP Summary by Facility Type Project ID Title Total Capital Cost ($) Planning Period Short-term (2020-2025) Medium-term (2026-2029) Long-term (2030-2039) Lift Station LS-01 Lift Station Rehabilitation $900,000 $900,000 LS-02 FM Rehabilitation/Replacement $400,000 $400,000 LS-03 Telemetry Upgrade $300,000 $300,000 LS-04 Devil's Elbow Stream Bank Study $180,000 $180,000 LS-05 Kennydale Lake Line Sewer Upgrade $1,700,000 $1,700,000 LS-06 Kennydale Lake Line Renewal $8,000,000 $8,000,000 LS-07 Low and Moderately-Low Risk Lift Station and FM Rehabilitation $6,110,000 $6,110,000 LS-08 Moderately-High and High Risk Lift Station and FM Rehabilitation $2,570,000 $2,570,000 Pipeline P-01 2020 Sanitary Sewer Main Repl/Rehab $1,500,000 $1,500,000 $0 $0 P-02 2021 Sanitary Sewer Main Repl/Rehab $2,000,000 $2,000,000 $0 $0 P-03 2022 Sanitary Sewer Main Repl/Rehab $2,000,000 $2,000,000 $0 $0 P-04 2023 Sanitary Sewer Main Repl/Rehab $2,000,000 $2,000,000 $0 $0 P-05 2024 Sanitary Sewer Main Repl/Rehab $2,000,000 $2,000,000 $0 $0 P-06 2025 Sanitary Sewer Main Repl/Rehab $3,540,000 $3,540,000 $0 $0 P-07 2026-2029 Sanitary Sewer Main Repl/Rehab $14,160,000 $0 $14,160,000 $0 P-08 2030-2039 Sanitary Sewer Main Repl/Rehab $35,360,000 $0 $0 $35,360,000 P-09 Sewer Capacity Improvements $5,800,000 $5,800,000 $0 $0 P-10 Flow Monitoring Program $1,470,000 $1,200,000 $270,000 $0 P-11 I/I Evaluation Program $1,680,000 $1,050,000 $0 $630,000 General G-01 Wastewater OMP $300,000 $300,000 G-02 Long-Range Wastewater Management Plan $300,000 $300,000 G-03 Sanitary Sewer Hydraulic Model $600,000 $600,000 G-04 Miscellaneous/Emergency Projects $4,000,000 $1,200,000 $800,000 $2,000,000 CHAPTER 9 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 9-1 Chapter 9 FINANCIAL ANALYSIS 9.1 Introduction This chapter analyzes the financial status of the City of Renton’s (City’s) water utility for the Long-Range Wastewater Management Plan (LRWWMP). The purpose of this chapt er is to provide a cursory evaluation to show the City’s ability to finance necessary Capital Improvement Program (CIP) projects in Chapter 8 – Capital Improvement Program . The following sections present the City’s financial status, funding required to finance the scheduled improvements, potential funding sources, and the impact of water system improvements on water rates. 9.2 Historical Financial Performance The City and King County have updated their fees and rates. In November 2021, the City released their fee schedule for 202 1-2022, which can be found on the City’s website at rentonwa.gov. Key rates and fees related to this Plan are summarized below. 9.2.1 Current Wastewater Rates, Fees, and Charges The City and King County (KC) wastewater rates are summarized in Table 9.1. Table 9.1 2022 Wastewater Utility Monthly Rates(1) Category City KC Single-Family $31.74 $49.27 Other Users Minimum Charge(3) $31.74 $49.27 Per 10 0 cf(2) $3.58 $6.57 Notes: (1) Outside City Limits: Rates are 1.5 times the above for the Renton rates. (2) cf – cubic feet. (3) Includes 750 cf. Construction permit fees are summarized in Table 9.2. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 9 9-2 | JULY 2022 | FINAL Table 9.2 Construction Permit Fees(1) Type of Service 2021 2022 Residential $375 $375 Commercial $375 $375 Industrial $375 $375 Repair of any of the above $375 $375 Cut and Cap/Demolition Permit $375 $375 Ground Water Discharge (temporary connection to wastewater system for one-time discharge of contaminated ground water to 50,000 gallons) $375 + KC sewer rate discharged amount $375 + KC sewer rate discharged amount Note: (1) Per Res. 4422, fees for an Accessory Dwelling Unit (ADU) will be waived as of the adoption date of Res. 4422, through December 31, 2022. The City pays for expansion of the sewer system through system development charges (SDCs). The SDC allocation is based on a property’s associated water met er size as shown in Table 9.3. KC also has a charge for first time connection to sanitary sewers in KC, including the City’s Sewer Service Area, called the sewage treatment capacity charge. This charge pays for building sewage treatment capacity to serve newly connected customers. Single-family customers pay $66.35 per month for 15 years. It may also be paid as a lump sum of $9,927.44 to KC. This charge is established annually and changes to the capacity charge apply only to new connections. Table 9.3 2021-2022 System Development Charge(1) Wastewater Fee Meter Size, inch 2 021 2022 5/8 x 3/4 $3,450 $3,500 1 1/2 $17,250 $17,500 2 $27,600 $28,000 3 $55,2 00 $56,000 4 $86,250 $87,500 6 $172,500 $175,000 8 $276,000 $280,000 Note: (1) Outside City Limits: Rates are 1.5 times the above for the Renton rates. (2) Per Res. 4422, utility system development charges (hookup fees) for an ADU will be reduced by 50% as of the adoption date of Res. 4422, through December 31, 2022. 9.2.2 Historical Financial Operations The City’s operating revenues and expenses for the years 2015 to 2019 are su mmarized in Table 9.4 and Table 9.5, respectively. The tables present City and KC wholesale water services (King County Metro Fund) revenue and expense. The Plan was developed using 2019 historical operating revenue and expenses and was not updated for the future years during Plan development . WATER SYSTEM PLAN | CHAPTER 9 | CITY OF TUMWATER FINAL | JULY 2022 | 9-3 Table 9.4 Historical Operating Revenue(1) Operating Revenue 2015 2016 2017 2018 2019 Budget City Revenue $ 10,880,141 $ 13,286,986 $ 15,143,808 $ 12,124,358 $ 11,582,615 King County Metro Fund $ 16,638,722 $ 16,142,469 $ 16,922,259 $ 16,886,297 $ 16,922,613 Total $ 27,518,863 $ 29,429,455 $ 32,066,067 $ 29,010,655 $ 28,505,228 Note: (1) Source: City’s Financial Statements. Table 9.5 Historical Operating Expenses(1) Operating Expenses 2015 2016 2017 2018 2019 Budget City Expense $ 6,832,715 $ 13,785,490 $ 11,593,468 $ 10,655,159 $ 13,858,678 King County Metro Fund $16,638,722 $ 15,140,189 $ 16,827,147 $ 16,463,648 $ 16,922,613 Total $ 23,471,437 $ 28,925,679 $ 28,420,615 $ 27,118,807 $ 30,781,291 Note: (1) Source: City’s financial statements. CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 9 9-4 | JULY 2022 | FINAL 9.2.3 Wastewater Utility Fund The City maintains substantial fund balances to ensure continued operation of the Utility. These include operation, bond, and undesignated as shown in Table 9.6. Table 9.6 Historical Utility Fund Utility Fund 2015 2016 2017 2018 2019 Budget Operation $ 838,706 $ 838,706 $ 838,706 $ 661,227 $ 661,227 Bond $ 307,857 $ 806,900 $ 373,343 $ 949,646 $ 954,259 Undesignated $ 6,442,525 $ 9,990,909 $ 12,647,613 $ 15,799,129 $ 17,263,715 Total $ 7,589,088 $ 11,636,515 $ 13,859,662 $ 17,410,002 $ 18,879,201 9.2.4 Outstanding Debt The City has outstanding debt through the Waterworks Revenue Bond debt and Public Works Trust Fund Loans. As of 2019, the Waterworks Revenue Bond has $22.3 million (M) in outstanding principal debt and the Public Works Trust Fund Loans have $1.9 M in outstanding principal debt. 9.3 Financial Analysis The City’s ability to fund its CIP was evaluated by comparing the historical and future funding requirements. The financial analysis was developed in 2020 using 2019 data and was not updated to reflect future years during Plan development. 9.3.1 Projected Capital Improvement Program Levels Projected CIP is described in Chapter 8 – Capital Improvement Program and summarized in Table 9.7 and Figure 9.1 below. The following terms are used to define timing and prioritization into three planning periods: • Short-term (2020 - 2025). Proposed facilities determined to be a high priority. • Medium-term (2026 - 2029). Proposed facilities determined to be a medium priority or proposed facilities to service major growth areas to be developed in the medium -term . • Long-term (2030 - 2039). Proposed facilities determined to be a low priority or proposed facilities to service major growth areas to be developed in the long -term . Table 9.7 shows the expected cost per planning period. Comparison of annual CIP cost. Table 9.7 CIP Planning Period Summary Planning Period Total Cost Annual Cost Short -term (2020 -2025) $ 26.27 M $ 4.38 M Medium -term (2026 -2029) $ 17.79 M $ 4.45 M Long-term (2030 -2039) $ 51.47 M $ 5.15 M 9.3.2 Financial Analysis A Wastewater Revenue Requirement Model (WRRM) was conducted in 2018 to analyze the future finances of the City. The LRWWMP’s CIP differs from the WRRM CIP; therefore, this Section seeks to show the financial capacity of the LRWWMP CIP by comparing of the two CIP CHAPTER 9 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 9-5 costs. For the purpose of this analysis, all assumptions in the WRRM were considered applicable, including expected rate increase of 2 percent from 2020 to 2024. The differences between the proposed LRWWMP and WRRM CIP, as shown in Figure 9.1 and Table 9.8 . The proposed LRWWMP and WRRM CIP are both in current dollars. The annual WRRM CIP spending is $4 M from 2021 through 2024 and then $4.5 M from 2025 through 2029, as shown in Table 9.8 . With the WRRM the fund balance does not get drawn down. The LRWWMP CIP shows annual spending from 2021 through 2024 will be higher than the WRRM, and from 2025 to 2029 the proposed CIP is lower than the WRRM. This results in a net drawdown of approximately $1.5 M dollars of the 2018 $15.8 M undesignated wastewater funds. This spending is additional planned to address existing repair and replacement (R&R) and capacity needs in the system . This analysis to show the City’s financial capacity in respect to the LRWWMP CIP. The City is not committed to CIP spending summarized in the LRWWMP. Per the City budgeting policy, the Utility’s spending is based on a biannual budget approved by the City Cou ncil. Figure 9.1 CIP Proposed and Rate Analysis Model 2020 2021 2022 2023 2024 2025 2026 2027 2028 2029 $- $1,000,000 $2,000,000 $3,000,000 $4,000,000 $5,000,000 $6,000,000 Revenue Analysis Model CIP Proposed CIP CITY OF RENTON | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CHAPTER 9 9-6 | JULY 2022 | FINAL Table 9.8 Projected Future Operating Expenses CIP Analysis 2020 2021 2022 2023 2024 2025 2026 2027 2028 2029 WRRM CIP $ 4,500,000 $ 4,000,000 $ 4 ,000,000 $ 4 ,000,000 $ 4,000,000 $ 4,500,000 $ 4,500,000 $ 4,500,000 $ 4,500,000 $ 4,500,000 Proposed CIP $ 5,010,200 $ 4,130,000 $ 5 ,280,000 $ 4 ,230,000 $ 4,1 6 0,000 $ 3,950,000 $ 4,6 00,000 $ 4,380,000 $ 4,380,000 $ 4,380,000 Fund Balance Change ($510,200) ($ 130,000) ($ 1,280,000) ($ 230,000) ($ 160,000) $ 550,000 ($ 100,000) $120,000 $120,000 $120,000 CHAPTER 9 | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 | 9-7 9.4 Available Funding Assistance and Financing The ten -year planning period shows the City will have adequate funding for the anticipated short -term projects shown in the CIP, so more bonds and funding isn’t necessary. However, there are bond assistance and grant options available if needed. 9.4.1 Grants an d Low Cost Loans The Infrastructure Assistance Coordinating Council (IACC) is a non-profit organization that helps improve the delivery of infrastructure assistance, both financial and technical, to local governments and tribes in Washington State. The IAC C has put together a list of funding opportunities that are currently available for drinking water and wastewater projects. The Public Works Trust Fund (PWTF) is a potential loan for eligible projects including repair, replacement, and construction of infrastructure for domestic water projects that improve public health and safety, respond to environmental issues, promote economic development, or upgrade system performance. 9.4.2 Bond Financing Bond financing is obtained by issuing general obligation or revenue bonds. Revenue bonds do not require voter approval and may be repaid with revenues from rates, miscellaneo us fees or connection charges. 9.5 Summary Due to unusual circumstances from COVID-19, short term revenue cannot be predicted, b ut in the long term, it is not expected to heavily impact the budget and long-term analysis. Over the next five years, the City is anticipating spending approximately $22,810,000 in capital projects. CIP spending as proposed for the short term can still be completed although it will draw down the reserve fund. However, by 2025 it is expected that even with CIP spending, the reserve fund will begin to build up again. Based on the City’s 2020 rate study, rates are expected to increase at 2 percent from 2020 till 2024. APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FIN AL | JULY 2022 Appendix A SEPA CHECKLIST SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 1 of 22 SEPA ENVIRONMENTAL CHECKLIST Purpose of checklist: Governmental agencies use this checklist to help determine whether the environmental impacts of your proposal are significant. This information is also helpful to determine if available avoidance, minimization or compensatory mitigation measures will address the probable significant impacts or if an environmental impact statement will be prepared to further analyze the proposal. Instructions for applicants: This environmental checklist asks you to describe some basic information about your proposal. Please answer each question accurately and carefully, to the best of your knowledge. You may need to consult with an agency specialist or private consultant for some questions. You may use “not applicable” or "does not apply" only when you can explain why it does not apply and not when the answer is unknown. You may also attach or incorporate by reference additional studies reports. Complete and accurate answers to these questions often avoid delays with the SEPA process as well as later in the decision-making process. The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there may be significant adverse impact. Instructions for Lead Agencies: Please adjust the format of this template as needed. Additional information may be necessary to evaluate the existing environment, all interrelated aspects of the proposal and an analysis of adverse impacts. The checklist is considered the first but not necessarily the only source of information needed to make an adequate threshold determination. Once a threshold determination is made, the lead agency is responsible for the completeness and accuracy of the checklist and other supporting documents. Use of checklist for nonproject proposals: For nonproject proposals (such as ordinances, regulations, plans and programs), complete the applicable parts of sections A and B plus the SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS (part D). Please completely answer all questions that apply and note that the words "project," "applicant," and "property or site" should be read as "proposal," "proponent," and "affected geographic area," respectively. The lead agency may exclude (for non-projects) questions in Part B - Environmental Elements –that do not contribute meaningfully to the analysis of the proposal. A. Background [HELP] 1. Name of proposed project, if applicable: City of Renton 2021 Long Range Wastewater Management Plan 2. Name of applicant: City of Renton – Utility Systems Division SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 2 of 22 3. Address and phone number of applicant and contact person: Ann Fowler, CIP Project Manager, Wastewater Utility 1055 S Grady Way, Renton, WA 98057 425-430-7211 afowler@rentonwa.gov 4. Date checklist prepared: April 29, 2021 5. Agency requesting checklist: City of Renton 6. Proposed timing or schedule (including phasing, if applicable): The City of Renton 2021 Long Range Wastewater Management Plan is scheduled for adoption in 2021. 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. No. This Plan lists capital improvement projects planned by the City within the next 10 years and long-term projects over the next 20 years. Proposed locations are shown in the Plan. 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. Depending upon the scope of the projects proposed in the Plan, an individual environmental checklist and threshold determination would be completed as specified projects are proposed for construction. 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. At this time, there are no known pending applications for general applicability related to the area covered by the sewer system. There may be applications pending related to improvements to the sewer system such as various on-going plats and developer extensions occurring within the sewer service area. The City plans to adopt the capital improvement plan outlined in this document as part of the City’s 10-year capital improvements plan. 10. List any government approvals or permits that will be needed for your proposal, if known. The 2021 Long-Range Wastewater Management Plan will need to be approved by the Renton City Council and the Washington State Department of Ecology. The King County Utilities Technical Review Committee (UTRC) will review the plan and make recommendations to the Executive and County Council as to the consistency of such SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 3 of 22 items with adopted county policies and codes. King County will review and approve franchises to allow the construction of sewer facilities in county rights-of-way. 11. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. (Lead agencies may modify this form to include additional specific information on project description.) The 2021 Long-Range Wastewater Management Plan (LRWWMP) addresses policies, criteria, assumptions and recommendations for the City's planning area. The major purpose of the Plan is to provide a long range plan for facility improvements necessary to serve the estimated population at saturation. The Plan addresses facility reliability, public health, groundwater and environmental protection, operation and maintenance, and financing issues. The plan also addresses the need to expand Renton’s sewer service area into its Urban Growth Area as the appropriate provider of the urban service per the King County Countywide Planning Policies. This checklist does not address the specific projects addressed in the five year capital improvement program. This is a programmatic checklist and does not address any site specific conditions. These conditions as well as the associated impacts will be discussed in the SEPA reviews of each project. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. The area covered by this comprehensive sewer system plan is the sewer service area as shown in Figure 2.1 of the LRWWMP. Renton has entered into boundary agreements with most of the sewer service providers adjacent to the City. These service boundaries are established and are not generally altered by annexations. B. Environmental Elements [HELP] 1. Earth [help] a. General description of the site: (circle one): Flat, rolling, hilly, steep slopes, mountainous, other _____________ The sewer service area includes steep slopes, several hills, a plateau, and river valley areas. SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 4 of 22 b. What is the steepest slope on the site (approximate percent slope)? The slopes vary from flat (zero percent) to very steep (over 40 percent). Steep slopes exist along the Maple Valley Highway to the north and south of the Cedar River Valley (southern edge of Renton Highlands; northern edge of Scenic Hill and Rolling Hills), along the eastern side of I-405 (eastern edge of the Renton Highlands), along the southern (SR 900) and eastern (Rainier Ave N) edges of Renton West Hill, along the western (SR 167) and northern (I-405) edges of Talbot Hill and the western edge (I-405) of Scenic Hill. c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any agricultural land of long-term commercial significance and whether the proposal results in removing any of these soils. According to the USDA’s Web Soil Survey, the main soil types within the water service area include: Alderwood gravelly sandy loam, Alderwood and Kitsap soils, Arents- Alderwood material, and Indianola loamy sand. Alderwood gravelly sandy loam makes up over 30% of the water service area and is considered prime farmland. Using engineering classifications: there is a wide variety of highly variable glacial deposits in the water service area that include clay, silt, sand, gravel, cobbles, and boulders. In the river valley areas, there is a variety of modern alluvium and undifferentiated deltaic deposits. Adoption of the LRWWMP will not itself result in the removal of agricultural soil. Specific projects that are subject to environmental review will be evaluated for their impact to agricultural soils prior to implementation. d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. Within the City, there are areas of unstable soils including steep slopes and historic coal mines. Some alluvial deposits in the Cedar River Valley and old Black River Valley may be subject to liquefaction during seismic events. Sensitive areas are mapped by the City and are subject to regulation under Renton Municipal Code Title IV, Development Regulations. Specific projects that are subject to environmental review will be evaluated for their soil conditions prior to implementation. e. Describe the purpose, type, total area, and approximate quantities and total affected area of any filling, excavation, and grading proposed. Indicate source of fill. N/A, non-project action. However, the sewer system construction projects identified in the LRWWMP will require excavation and grading of an undetermined quantity of material. Specific projects will be subject to individual environmental review before implementation. f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. N/A, non-project action. Adoption of the LRWWMP will not itself result in the clearing, construction, or use of soils, however, the Plan’s programs and projects may result in erosion from construction. Specific projects that are subject to environmental review will be evaluated for erosion potential prior to implementation. SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 5 of 22 g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? N/A, non-project action. Specific projects will be subject to individual environmental review before implementation. h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: N/A, non-project action. Where applicable, best management practices, along with erosion and sedimentation control measures, will be used in all areas of potential erosion. Specific projects will be subject to individual environmental review before implementation. 2. Air [help] a. What types of emissions to the air would result from the proposal during construction, operation, and maintenance when the project is completed? If any, generally describe and give approximate quantities if known. N/A, non-project action. Adoption of the LRWWMP will not itself result in air emissions, however, the Plan’s programs and projects may be a source of emissions from construction activity and increased usage of generators during maintenance, testing, and power outages events. Specific projects that are subject to environmental review will be evaluated for air emissions potential prior to implementation. b. Are there any off-site sources of emissions or odor that may affect your proposal? If so, generally describe. N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for off-site sources of emissions prior to implementation. c. Proposed measures to reduce or control emissions or other impacts to air, if any: N/A, non-project action. However, standard emissions controls for construction equipment will be utilized during construction of projects recommended by this Plan. Specific projects that are subject to environmental review will be evaluated for their potential impact and corresponding mitigation measures prior to implementation. 3. Water [help] a. Surface Water: [help] 1) Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. There are multiple surface water bodies within the sewer system area. The northwest boundary of the sewer service area is the shoreline of Lake Washington. The rivers and streams that run through the sewer service area SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 6 of 22 include the Cedar River, Green River, May Creek, and Springbrook Creek. The Cedar River is tributary to Lake Washington and the Green River is a tributary to Puget Sound. May Creek flows into Lake Washington and Springbrook Creek flows into the Green River. All water bodies and wetland boundaries are cataloged in the City’s GIS (COR Maps). 2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. N/A, non-project action. However, the Plan’s programs and projects may require work within 200 feet of surface water bodies. These projects will be subject to individual review and compliance with the City’s Shoreline Master Program. 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. N/A, non-project action. Adoption of the LRWWMP will not itself result in the direct alteration of the environment, however, the Plan’s programs and projects may result in the addition or removal of fill and dredge material. The potential impacts of these actions are currently unknown. Projects that are subject to environmental review will be evaluated for potential impacts and corresponding mitigation measures prior to implementation. 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. N/A, non-project action. Adoption of the LRWWMP will not itself result in the withdrawal or diversion of surface water. Projects that are subject to environmental review will be evaluated for potential impacts and corresponding mitigation measures prior to implementation. 5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. N/A, non-project action. However, some portions of the City are within or adjacent to 100-year floodplains. Projects that are subject to environmental review will identify floodplain boundaries prior to implementation. 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. N/A, non-project action. However, no waste material will be discharged into surface waters during construction of projects recommended by this Plan. Projects that are subject to environmental review will identify discharge plans prior to implementation. SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 7 of 22 b. Ground Water: [help] 1) Will groundwater be withdrawn from a well for drinking water or other purposes? If so, give a general description of the well, proposed uses and approximate quantities withdrawn from the well. Will water be discharged to groundwater? Give general description, purpose, and approximate quantities if known. N/A, non-project action. Adoption of the LRWWMP will not itself result in the withdrawal of groundwater. 2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals. . . ; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. N/A, non-project action. However, no waste material will be discharged into the ground during projects recommended by this Plan. Projects that are subject to environmental review will identify discharge plans prior to implementation. c. Water runoff (including stormwater): 1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. N/A, non-project action. Adoption of the LRWWMP will not itself result in runoff. Projects that are subject to environmental review will be evaluated for potential impacts and corresponding mitigation measures prior to implementation. 2) Could waste materials enter ground or surface waters? If so, generally describe. N/A, non-project action. Adoption of the LRWWMP will not itself result in waste materials entering ground or surface waters. Projects that are subject to environmental review will be evaluated for potential impacts and corresponding mitigation measures prior to implementation. 3) Does the proposal alter or otherwise affect drainage patterns in the vicinity of the site? If so, describe. N/A, non-project action. Adoption of the LRWWMP will not itself result in any such impacts. d. Proposed measures to reduce or control surface, ground, and runoff water, and drainage pattern impacts, if any: N/A, non-project action. Adoption of the LRWWMP will not itself result in any such impacts. Projects that are subject to environmental review will be evaluated for SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 8 of 22 potential impacts and their corresponding reduction and control measures prior to implementation. 4. Plants [help] a. Check the types of vegetation found on the site: __x__deciduous tree: alder, maple, aspen, other __x__evergreen tree: fir, cedar, pine, other __x__shrubs __x__grass __x__pasture ____crop or grain ____ Orchards, vineyards or other permanent crops. __x__ wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other __x_water plants: water lily, eelgrass, milfoil, other _ x__other types of vegetation b. What kind and amount of vegetation will be removed or altered? N/A, non-project action. Adoption of the LRWWMP will not itself result in the direct removal or alteration of vegetation, however, the Plan’s programs and projects may result in these impacts. The potential impacts of these actions are currently unknown. Projects that are subject to environmental review will be evaluated for potential vegetation impacts and corresponding mitigation measures prior to implementation. c. List threatened and endangered species known to be on or near the site. N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for their potential impact to threatened or endangered plant species on or near the site. d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for vegetation plans before implementation. e. List all noxious weeds and invasive species known to be on or near the site. N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for noxious and invasive plant species on or near the site before plan implementation. 5. Animals [help] a. List any birds and other animals which have been observed on or near the site or are known to be on or near the site. SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 9 of 22 N/A, non-project action. Many of the following birds and animals could be present within the water service area. Specific projects will be subject to individual environmental review prior to implementation. Examples include: Birds: hawk, heron, eagle, songbirds, other: gulls Mammals: deer, bear, elk, beaver, other: possum, raccoon, rabbits, squirrels Fish: bass, salmon, trout, herring, shellfish, other: b. List any threatened and endangered species known to be on or near the site. According to the U.S. Fish and Wildlife Service, the following animals are listed as threatened within the water service area: bull trout (Salvelinus confluentus), marbled murrelet (Brachyramphus marmoratus), streaked horned lark (Eremophila alpestris strigata), and yellow-billed cuckoo (Coccyzus americanus). According NOAA, the City is within the critical habitat for Puget Sound ESU Chinook (Oncorhynchus tshawytscha) and Puget Sound DPS Steelhead (Oncorhynchus mykiss). Specific projects that are subject to environmental review will be evaluated for their potential impact to threatened or endangered wildlife species on or near the site. c. Is the site part of a migration route? If so, explain. N/A, non-project action. However, the entire state of Washington is within the Pacific flyway and two rivers within the sewer service area (Cedar and Green Rivers) are spawning routes for salmon and steelhead trout. Specific projects will be subject to individual environmental review prior to implementation. d. Proposed measures to preserve or enhance wildlife, if any: N/A, non-project action. Projects that are subject to environmental review will be evaluated for potential impacts to wildlife and their corresponding preservation or enhancement measures prior to implementation. e. List any invasive animal species known to be on or near the site. N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for invasive animal species on or near the site prior to implementation. 6. Energy and Natural Resources [help] a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 10 of 22 N/A, non-project action. Adoption of the LRWWMP will not itself use energy. Specific projects that are subject to environmental review will be evaluated for energy and other natural resource uses prior to implementation. b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. N/A, non-project action. Adoption of the LRWWMP will not itself affect the use of solar energy. Specific projects that are subject to environmental review will be evaluated for effects on solar energy by adjacent properties prior to implementation. c. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: N/A, non-project action. Adoption of the LRWWMP will not itself result in the direct reduction or control of energy impacts, however, the Plan’s programs and projects may result in energy conservation features. Specific projects that are subject to environmental review will be evaluated for energy conservation features prior to implementation. 7. Environmental Health [help] a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. N/A, non-project action. Adoption of the LRWWMP will not itself result in direct environmental hazards, however, the potential impacts from the Plan’s programs and projects are currently unknown. Specific projects that are subject to environmental review will be evaluated for potential environmental health hazards and corresponding mitigation measures prior to implementation. 1) Describe any known or possible contamination at the site from present or past uses. N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for known or possible contamination at the site prior to implementation. 2) Describe existing hazardous chemicals/conditions that might affect project development and design. This includes underground hazardous liquid and gas transmission pipelines located within the project area and in the vicinity. N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for existing hazardous chemicals or conditions at the site prior to implementation. SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 11 of 22 3) Describe any toxic or hazardous chemicals that might be stored, used, or produced during the project's development or construction, or at any time during the operating life of the project. N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for toxic or hazardous chemicals during the development, construction, or lifetime of the project prior to implementation. 4) Describe special emergency services that might be required. N/A, non-project action. Adoption of the LRWWMP will not itself require emergency services, however, the potential impacts from the Plan’s programs and projects are currently unknown. Specific projects that are subject to environmental review will be evaluated for special emergency services prior to implementation. 5) Proposed measures to reduce or control environmental health hazards, if any: N/A, non-project action. Adoption of the LRWWMP will not itself require the reduction or control of environmental health hazards, however, the potential impacts from the Plan’s programs and projects are currently unknown. Specific projects that are subject to environmental review will be evaluated for environmental health hazards and corresponding reduction or control measures prior to implementation. b. Noise 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for surrounding noise prior to implementation. 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indi- cate what hours noise would come from the site. N/A, non-project action. Adoption of the LRWWMP will not itself create any long- term or short-term noise, however, the potential impacts from the Plan’s programs and projects are currently unknown. Specific projects that are subject to environmental review will be evaluated for potential project noise prior to implementation. 3) Proposed measures to reduce or control noise impacts, if any: SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 12 of 22 N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for potential project noise and corresponding measures to reduce or control noise impacts prior to implementation. 8. Land and Shoreline Use [help] a. What is the current use of the site and adjacent properties? Will the proposal affect current land uses on nearby or adjacent properties? If so, describe. The following land uses are present within the water service area: industrial, commercial, residential, public, park, and other land uses. Adoption of the LRWWMP will not itself affect any land use on nearby or adjacent properties, however, the potential impacts from the Plan’s programs and projects are currently unknown. Specific projects that are subject to environmental review will be evaluated for individual land uses prior to implementation. b. Has the project site been used as working farmlands or working forest lands? If so, describe. How much agricultural or forest land of long-term commercial significance will be converted to other uses as a result of the proposal, if any? If resource lands have not been designated, how many acres in farmland or forest land tax status will be converted to nonfarm or nonforest use? In the past, the City contained working farmlands as a small part of the economic base. Adoption of the LRWWMP will not itself convert any agricultural or forest land. Specific projects that are subject to environmental review will be evaluated for effects to working farm or forest land prior to implementation. 1) Will the proposal affect or be affected by surrounding working farm or forest land normal business operations, such as oversize equipment access, the application of pesticides, tilling, and harvesting? If so, how: N/A, non-project action. Adoption of the LRWWMP will not itself affect or be affected by surrounding working farm or forest land, however, the potential impacts from the Plan’s programs and projects are currently unknown. Specific projects that are subject to environmental review will be evaluated for affects by or affects to working farm or forest land prior to implementation. c. Describe any structures on the site. There are many types of structures in the sewer service area including: industrial, commercial, residential, schools, hotels, and other common structures. d. Will any structures be demolished? If so, what? N/A, non-project action. Adoption of the LRWWMP will not itself demolish any structures, however, the potential impacts from the Plan’s programs and projects are currently unknown. Specific projects that are subject to environmental review will be evaluated for planned demolition prior to implementation. SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 13 of 22 e. What is the current zoning classification of the site? The sewer service area encompasses a wide variety of zoning classifications including: resource conservation, residential, commercial, urban, and industrial areas. f. What is the current comprehensive plan designation of the site? The sewer service area encompasses multiple comprehensive plan land use designations including: residential low density, residential medium density, residential high density, commercial & mixed use, commercial office residential, and employment area. g. If applicable, what is the current shoreline master program designation of the site? The sewer service area encompasses multiple areas classified with shoreline designations including: natural, urban conservancy, single family residential, shoreline high-intensity, shoreline isolated high-intensity, and aquatic environments. Specific projects recommended by the Plan will be required to comply with the City’s Shoreline Master Program. h. Has any part of the site been classified as a critical area by the city or county? If so, specify. The sewer service area encompasses multiple areas classified as critical areas. These include: flood hazard areas, seismic hazard areas, steep slopes, habitat conservation areas, streams, lakes, wellhead protection areas, and wetlands. i. Approximately how many people would reside or work in the completed project? The City’s sewer system provided service to a full time residential and commercial population of approximately 113,792 in 2012, and is estimated to increase to 219,014 by 2040. j. Approximately how many people would the completed project displace? N/A, non-project action. Adoption of the LRWWMP will not itself displace any people. The potential impacts from the Plan’s programs and projects are currently unknown, however, it is unlikely any project would lead to displacement. Specific projects that are subject to environmental review will be evaluated for displacement prior to implementation. k. Proposed measures to avoid or reduce displacement impacts, if any: SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 14 of 22 N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for displacement prior to implementation. L. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: The City of Renton Long Range Wastewater Management Plan is written in accordance with all existing local, county, and state regulations including the City’s Comprehensive Plan. m. Proposed measures to reduce or control impacts to agricultural and forest lands of long-term commercial significance, if any: N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for potential impacts to agricultural and forest lands, and their corresponding preservation or enhancement measures, prior to implementation. 9. Housing [help] a. Approximately how many units would be provided, if any? Indicate whether high, mid- dle, or low-income housing. N/A, non-project action. The adoption of the LRWWMP and its corresponding programs and projects are not intended to provide housing units. b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low-income housing. N/A, non-project action. The adoption of the LRWWMP and its corresponding programs and projects are not intended to provide housing units. c. Proposed measures to reduce or control housing impacts, if any: N/A, non-project action. The adoption of the LRWWMP and its corresponding programs and projects are not intended to provide housing units. 10. Aesthetics [help] a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? N/A, non-project action. Adoption of the LRWWMP will not itself result in a structure. Specific projects that are subject to environmental review will be evaluated for structure height and material prior to implementation. b. What views in the immediate vicinity would be altered or obstructed? SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 15 of 22 N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for view alteration or obstruction prior to implementation. c. Proposed measures to reduce or control aesthetic impacts, if any: N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for their potential aesthetic impacts and corresponding mitigation measures prior to implementation. 11. Light and Glare [help] a. What type of light or glare will the proposal produce? What time of day would it mainly occur? N/A, non-project action. Adoption of the LRWWMP will not itself result in light or glare. Specific projects that are subject to environmental review will be evaluated for potential light or glare prior to implementation. b. Could light or glare from the finished project be a safety hazard or interfere with views? N/A, non-project action. Adoption of the LRWWMP will not itself result in light or glare. Specific projects that are subject to environmental review will be evaluated for potential light or glare prior to implementation. c. What existing off-site sources of light or glare may affect your proposal? N/A, non-project action. Adoption of the LRWWMP itself will not be affected by existing off-site sources of light or glare. Specific projects that are subject to environmental review will be evaluated for existing off-site light or glare prior to implementation. d. Proposed measures to reduce or control light and glare impacts, if any: N/A, non-project action. Adoption of the LRWWMP itself will not be affected by existing off-site sources of light or glare. Specific projects that are subject to environmental review will be evaluated for their potential light impacts and corresponding mitigation measures prior to implementation. 12. Recreation [help] a. What designated and informal recreational opportunities are in the immediate vicinity? Within and near the sewer service area are numerous parks and recreational opportunities, including Maplewood Golf Course. There are also streams and rivers within the water service area that provide recreational opportunities. SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 16 of 22 b. Would the proposed project displace any existing recreational uses? If so, describe. N/A, non-project action. Adoption of the LRWWMP will not itself displace any recreational uses. c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for their impacts on recreation and corresponding mitigation measures prior to implementation. 13. Historic and cultural preservation [help] a. Are there any buildings, structures, or sites, located on or near the site that are over 45 years old listed in or eligible for listing in national, state, or local preservation registers ? If so, specifically describe. N/A, non-project action. Adoption of the LRWWMP will not itself involve any historical buildings or sites. Specific projects that are subject to environmental review will be evaluated for their proximity to historical buildings or sites prior to implementation. b. Are there any landmarks, features, or other evidence of Indian or historic use or occupation? This may include human burials or old cemeteries. Are there any material evidence, artifacts, or areas of cultural importance on or near the site? Please list any professional studies conducted at the site to identify such resources. N/A, non-project action. Adoption of the LRWWMP will not itself involve any cultural resources. Specific projects that are subject to environmental review will be evaluated for their proximity to cultural resources prior to implementation. c. Describe the methods used to assess the potential impacts to cultural and historic resources on or near the project site. Examples include consultation with tribes and the department of archeology and historic preservation, archaeological surveys, historic maps, GIS data, etc. N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for their impacts on historic sites and cultural resources on or near the project site. d. Proposed measures to avoid, minimize, or compensate for loss, changes to, and disturbance to resources. Please include plans for the above and any permits that may be required. N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for their impacts on historic and cultural resources and corresponding mitigation measures prior to implementation. SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 17 of 22 14. Transportation [help] a. Identify public streets and highways serving the site or affected geographic area and describe proposed access to the existing street system. Show on site plans, if any. Many streets and highways serve the Sewer System Plan area. Major highways passing through the city include: Interstate 405 and State Routes 167, 169, 515 and 900. Major arterials providing access to and from the city include Rainier Avenue, Benson Road, Carr Road, and Duvall Avenue. b. Is the site or affected geographic area currently served by public transit? If so, generally describe. If not, what is the approximate distance to the nearest transit stop? Public transportation within the City includes bus and train services provided by Sound Transit and King County Metro. Specific projects that are subject to environmental review will be evaluated for their proximity to public transit prior to implementation. c. How many additional parking spaces would the completed project or non-project proposal have? How many would the project or proposal eliminate? N/A, non-project action. Adoption of the LRWWMP will not itself impact any parking features. Specific projects that are subject to environmental review will be evaluated for their impacts to parking spaces and corresponding mitigation measures prior to implementation. d. Will the proposal require any new or improvements to existing roads, streets, pedestrian, bicycle or state transportation facilities, not including driveways? If so, generally describe (indicate whether public or private). N/A, non-project action. Adoption of the LRWWMP will not itself require any new or improved transportation features. Specific projects that are subject to environmental review will be evaluated for their impacts to transportation prior to implementation. e. Will the project or proposal use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. N/A, non-project action. The Plan’s programs and projects may occur in the immediate vicinity of water, rail, or air transportation. Specific projects that are subject to environmental review will be evaluated for transportation prior to implementation. f. How many vehicular trips per day would be generated by the completed project or proposal? If known, indicate when peak volumes would occur and what percentage of the volume would be trucks (such as commercial and nonpassenger vehicles). What data or transportation models were used to make these estimates? SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 18 of 22 N/A, non-project action. Adoption of the LRWWMP will not itself affect the amount of vehicular trips per day in the area, however, the potential impacts from the Plan’s programs and projects are currently unknown. Specific projects that are subject to environmental review will be evaluated for effects to transportation prior to implementation. g. Will the proposal interfere with, affect or be affected by the movement of agricultural and forest products on roads or streets in the area? If so, generally describe. N/A, non-project action. The potential impacts from the Plan’s programs and projects are currently unknown, however, it is unlikely any project would affect or be affected by the movement of agricultural or forest products. Specific projects that are subject to environmental review will be evaluated for the movement of products prior to implementation. h. Proposed measures to reduce or control transportation impacts, if any: N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for their impacts on transportation and corresponding mitigation measures prior to implementation. 15. Public Services [help] a. Would the project result in an increased need for public services (for example: fire protection, police protection, public transit, health care, schools, other)? If so, generally describe. N/A, non-project action. The potential impacts from the Plan’s programs and projects are currently unknown, however, it is unlikely any project would increase the need for public services. Specific projects that are subject to environmental review will be evaluated for public service needs prior to implementation. b. Proposed measures to reduce or control direct impacts on public services, if any. N/A, non-project action. Specific projects that are subject to environmental review will be evaluated for their impacts on public services and corresponding mitigation measures prior to implementation. 16. Utilities [help] a. Circle utilities currently available at the site: electricity, natural gas, water, refuse service, telephone, sanitary sewer, septic system, other ___________ SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 19 of 22 b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. The recommended repairs, replacements, improvements, or extensions to infrastructure in the LRWWMP are required to meet the level of service criteria set forth by local, county, and state governments. The infrastructure includes lift stations, sewer mains, and related appurtenances. Each specific recommended project, subject to environmental review, will be evaluated for its impacts prior to implementation. C. Signature [HELP] The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its decision. Signature: ___________________________________________________ Name of signee ___Ann Fowler____________________________ _________ Position and Agency/Organization CIP Project Manager/ City of Renton ______ Date Submitted: April 29, 2021 D. Supplemental sheet for nonproject actions [HELP] (IT IS NOT NECESSARY to use this sheet for project actions) Because these questions are very general, it may be helpful to read them in conjunction with the list of the elements of the environment. When answering these questions, be aware of the extent the proposal, or the types of activities likely to result from the proposal, would affect the item at a greater intensity or at a faster rate than if the proposal were not implemented. Respond briefly and in general terms. 1. How would the proposal be likely to increase discharge to water; emissions to air; pro- duction, storage, or release of toxic or hazardous substances; or production of noise? The Long Range Wastewater Management Plan will not itself increase discharge to water, emissions to air, hazardous substances, or production of noise, however, the Plan’s programs and projects have the potential for these effects. For example, projects recommended by the Plan that require construction may result in exhaust emissions, dust, and noise from construction equipment as well as temporary storage of hazardous materials. All hazardous materials storage within the Aquifer Protection Area will be required to comply with the Aquifer Protection Code in order to prevent contamination of the City’s main drinking water source. Specific projects that are subject to environmental review will be evaluated for potential impacts and corresponding mitigation measures prior to implementation. SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 20 of 22 Proposed measures to avoid or reduce such increases are: For the LRWWMP adoption, there are no specific measures planned to reduce these impacts. Best management practices will be used to minimize impacts, in accordance with local, state, and federal laws, during the planning and construction of any applicable projects. Proposed projects will be reviewed and addressed on an individual basis by appropriate agencies prior to implementation. 2. How would the proposal be likely to affect plants, animals, fish, or marine life? Adoption of the LRWWMP will not itself result in direct effects to plants, animals, fish, or marine life. It is not anticipated that any of the proposed projects within the Plan will have an impact upon vegetation or wildlife, however, there is potential for impacts to occur during construction efforts. Specific projects that are subject to environmental review will be evaluated for potential impacts to vegetation and wildlife and corresponding mitigation measures prior to implementation. Proposed measures to protect or conserve plants, animals, fish, or marine life are: Specific projects that are subject to environmental review will be evaluated for their potential impact to plants, animals, fish, and marine life. Potential impacts will be reported with corresponding mitigation measures to protect or conserve vegetation and wildlife. Proposed projects and mitigation measures will be reviewed and addressed on an individual basis by appropriate agencies prior to implementation. 3. How would the proposal be likely to deplete energy or natural resources? Adoption of the LRWWMP will not itself result in the direct depletion of energy or natural resources. It is not anticipated that any of the proposed projects within the Plan will have a strong impact on energy or natural resources, however, some projects may require the use of energy resources. For example, the running or testing of water system facilities uses electricity and construction projects require fuel for equipment operation and delivery of materials. Specific projects that are subject to environmental review will be evaluated for potential impacts to energy resources and corresponding mitigation measures prior to implementation. Proposed measures to protect or conserve energy and natural resources are: For the LRWWMP adoption, best management practices will be used to minimize energy usage. For example, the sewer utility maximizes the potential for gravity flow in the sewer system whenever possible. Programs and projects proposed in the LRWWMP may also result in energy conservation features such as improvements to lift stations and strategies to increase system efficiency. Best management practices will be used in the design, construction and operations of the infrastructure proposed by the Plan, in accordance with local, state, and federal laws, during the planning and construction of any applicable projects. Proposed projects will be reviewed and addressed on an individual basis for energy and natural resources impacts by appropriate agencies prior to implementation. SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 21 of 22 4. How would the proposal be likely to use or affect environmentally sensitive areas or areas designated (or eligible or under study) for governmental protection; such as parks, wilderness, wild and scenic rivers, threatened or endangered species habitat, historic or cultural sites, wetlands, floodplains, or prime farmlands? Adoption of the LRWWMP will not itself result in direct effects to environmentally sensitive areas or areas designated for governmental protection, however, there is potential for the Plan’s programs and projects to occur in the immediate vicinity of sensitive areas. The potential impacts from these actions are currently unknown. Specific projects that are subject to environmental review will be evaluated for potential impacts and corresponding mitigation measures prior to implementation. Proposed measures to protect such resources or to avoid or reduce impacts are: Specific projects that are subject to environmental review will be evaluated by the appropriate agencies for their potential impact and corresponding mitigation measures prior to implementation. All such projects will be required to comply with applicable local, state, and federal guidelines and regulations regarding environmental protection. 5. How would the proposal be likely to affect land and shoreline use, including whether it would allow or encourage land or shoreline uses incompatible with existing plans? Adoption of the LRWWMP will not itself result in direct effects to land and shoreline use and will not allow or encourage land or shoreline uses incompatible with existing plans. Specific projects that are subject to environmental review will be evaluated for land and shoreline use prior to implementation. Proposed measures to avoid or reduce shoreline and land use impacts are: The LRWWMP is designed to support City land use plans, including adhering to the guidelines set by the state Growth Management Act. All such projects will be required to comply with applicable local, state, and federal guidelines and regulations regarding shoreline and land use. Proposed projects will be reviewed and addressed on an individual basis by appropriate agencies prior to implementation. 6. How would the proposal be likely to increase demands on transportation or public services and utilities? Adoption of the LRWWMP will not increase the demand for transportation, public services, or utilities. The Plan itself is partly in response to population growth and increased demands on the sewer utility. Sewer demand projections are included in Chapter 4 of the 2021 City of Renton Long Range Wastewater Management Plan. SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 22 of 22 Proposed measures to reduce or respond to such demand(s) are: The proposed LRWWMP was developed, in part, as a response to increased demands on the City’s sewer utility system. 7. Identify, if possible, whether the proposal may conflict with local, state, or federal laws or requirements for the protection of the environment. The 2021 City of Renton Long Range Wastewater Management Plan does not conflict with any known local, state, or federal environmental laws or requirements. Specific projects that are subject to environmental review will be evaluated for adherence to environmental laws or requirements prior to implementation. DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT Planning Division 1055 South Grady Way, 6th Floor | Renton, WA 98057 | 425-430-7200, ext. 2 www.rentonwa.gov OF ENVIRONMENTAL DETERMINATION ISSUANCE OF A DETERMINATION OF NON-SIGNIFICANCE (DNS) POSTED TO NOTIFY INTERESTED PERSONS OF AN ENVIRONMENTAL ACTION DNS: THE CITY OF RENTON ENVIRONMENTAL REVIEW COMMITTEE (ERC) HAS DETERMINED THAT THE PROPOSED ACTION DOES NOT HAVE A SIGNIFICANT ADVERSE IMPACT ON THE ENVIRONMENT. DATE OF NOTICE OF ENVIRONMENTAL DETERMINATION: June 17, 2021 PROJECT NAME/NUMBER: PR21-000001 Long Range Wastewater Management Plan Environmental Review / LUA21-000116, ECF PROJECT LOCATION: Citywide APPLICANT/PROJECT CONTACT PERSON: Ann Fowler, City of Renton / 1055 S Grady Way, Renton, WA 98057 / afowler@rentonwa.gov LOCATION WHERE APPLICATION MAY BE REVIEWED: Applicant documents are available online through the City of Renton Document Center website. See also https://cutt.ly/knhndiq PROJECT DESCRIPTION: The applicant, the City of Renton Public Works Department, is requesting SEPA Environmental Review for the City of Renton 2021 Long Range Wastewater Management Plan. The subject plan will reviewed as a non-project action, as defined by Section 197-11-774 in the Washington Administrative Code. The plan primarily serves as an update to the City of Renton’s 2010 Long Range Wastewater Management Plan and was developed collaboratively by City staff and Carollo Engineers, Inc. (Carollo), including ADS Environmental Services LLC as part of the Carollo team. The plan addresses policies, criteria, assumptions, and recommendations regarding the Wastewater Management of the City’s planning area with consideration to population growth and increased demands on the sewer utility. The plan will be used as a guide in maintaining and improving the water system in the short-term over the next 10 years. It also provides a planning framework for the 20-year, long-term planning horizon. The primary purpose of this plan is to identify capacity deficiencies in the wastewater collection system, develop feasible alternatives to correct these deficiencies, and plan the infrastructure that will serve future development by addressing facility reliability, public health, groundwater and environmental protection, operation and maintenance, and financing issues. Maintaining a current Plan is required to meet the regulations of the Washington State Department of Health (DOH) and the requirements of the Washington State Growth Management A ct. The plan also contains estimated timeframes, which are the intended framework for future funding decisions. The applicant submitted an Environmental (SEPA) Checklist with the application. Per WAC197-11-340(2)(c) any person, affected tribe, or agency may submit comments to the City within fourteen days of the date of issuance of the DNS. Appeals of the environmental determination must be filed in writing on or before 5:00 p.m. on July 1, 2021. Appeals to the Examiner are governed by RMC 4-8-110 and more information regarding the appeal process may be obtained from the Renton City Clerk’s Office, (425) 430-6510. Due to Governor Jay Inslee’s Proclamation 20-25 (“Stay Home, Stay Healthy”), the City Clerk’s Office is working remotely. For that reason, appeals must be submitted electronically to the City Clerk at cityclerk@rentonwa.gov. The appeal fee, normally due at the time an appeal is submitted, will be collected at a future date. Appeals to the Hearing Examiner are governed by RMC 4-8-110 and additional information regarding the appeal process may be obtained from the City Clerk’s Office, cityclerk@rentonwa.gov. If the situation changes such that the City Clerk’s Office is open when you file your appeal, you have the option of filing the appeal in person. CONTACT PERSON: Brittany Gillia, Assistant Planner; Tel: (425) 430-7246; Email: bgillia@rentonwa.gov NOTICE DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT SIGNATURES: Martin Pastucha, Administrator Public Works, Chair Date Anjela Barton, Fire Marshal Renton Regional Fire Authority Date Kelly Beymer, Administrator Community Services Department Date Chip Vincent, Administrator Date Community and Economic Development ENVIRONMENTAL (SEPA) DETERMINATION OF NON-SIGNIFICANCE (DNS) PROJECT NUMBER: PR21-000001/LUA21-000116, ECF APPLICANT: Ann Fowler, City of Renton / 1055 S Grady Way, Renton, WA 98057 / afowler@rentonwa.gov PROJECT NAME: Long Range Wastewater Management Plan Environmental Review PROJECT DESCRIPTION: The applicant, the City of Renton Public Works Department, is requesting SEPA Environmental Review for the City of Renton 2021 Long Range Wastewater Management Plan. The subject plan will reviewed as a non-project action, as defined by Section 197-11-774 in the Washington Administrative Code. The plan primarily serves as an update to the City of Renton’s 2010 Long Range Wastewater Management Plan and was developed collaboratively by City staff and Carollo Engineers, Inc. (Carollo), including ADS Environmental Services LLC as part of the Carollo team. The plan addresses policies, criteria, assumptions, and recommendations regarding the Wastewater Management of the City’s planning area with consideration to population growth and increased demands on the sewer utility. The plan will be used as a guide in maintaining and improving the water system in the short -term over the next 10 years. It also provides a planning framework for the 20-year, long-term planning horizon. The primary purpose of this plan is to identify capacity deficiencies in the wastewater collection system, develop feasible alternatives to correct these deficiencies, and plan the infrastructure that will serve future development by addressing facility reliability, public health, groundwater and environmental protection, operation and maintenance, and financing issues. Maintaining a current Plan is required to meet the regulations of the Washington State Department of Health (DOH) and the requirements of the Washington State Growth Management Act. The plan also contains estimated timeframes, which are the intended framework for future funding decisions. The applicant submitted an Environmental (SEPA) Checklist with the application. PROJECT LOCATION: Citywide LEAD AGENCY: City of Renton Environmental Review Committee Department of Community & Economic Development The City of Renton Environmental Review Committee has determined that it 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 Determination of Non-Significance is issued under WAC 197-11-340. Because other agencies of jurisdiction may be involved, the lead agency will not act on this proposal for fourteen (14) days. Appeals of the environmental determination must be filed in writing on or before 5:00 p.m. on July 1, 2021. Due to Governor Jay Inslee’s Proclamation 20-25 (“Stay Home, Stay Healthy”), the City Clerk’s Office is working remotely. For that reason, appeals must be submitted electronically to the City Clerk at cityclerk@rentonwa.gov. The appeal fee, normally due at the time an appeal is submitted, will be collected at a future date. Appeals to the Hearing Examiner are governed by RMC 4-8-110 and additional information regarding the appeal process may be obtained from the City Clerk’s DocuSign Envelope ID: F3AF94AC-B4FB-4986-A7DB-8D55B0D43273 6/17/2021 | 2:16 PM PDT 6/17/2021 | 10:54 AM PDT6/17/2021 | 10:45 AM PDT DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT Office, cityclerk@rentonwa.gov. If the situation changes such that the City Clerk’s Office is open when you file your appeal, you have the option of filing the appeal in person. DATE OF DECISION: June 17, 2021 DocuSign Envelope ID: F3AF94AC-B4FB-4986-A7DB-8D55B0D43273 APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 Appendix B AGENCY COMMENT LETTERS AND RESPONSES Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:9/7/2021 Comment No. Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change 1 UTRC With such a large document, it would be helpful to have the table of contents be live linked, or for there to be navigation options in the PDF. Many of the boundaries are identified using dashed lines with large gaps, making it very hard to see outlines in areas of complex topology. Recommend using solid lines or smaller dashes to demarcate boundaries. Breakout maps or inset maps may be helpful in areas of dense feature/data concentration. Thank you for the comment, we think the links were dropped in the file transfer. No change to Plan.Complete General Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:9/7/2021 Comment No. Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change 1 Figure ES.1 Ecology The map of the existing system shows several (about 2 dozen) pump stations labeled as "King County". This is not consistent with information Ecology has about King County's wastewater infrastructure in the area, which identifies no wastewater pump stations owned or operated by King County Wastewater Treatment Division. Please clarify the ownership of these pump stations. This was a mis-label in GIS. Renton's PS are now included on the map. Include updated Figure in Final Plan to show Renton only PSs.Complete Executive Summary Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:10/13/2021 Comment No. Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change 1 1.4/Page 1-2 and 1-5 Ecology The regulatory requirements listed under Ecology's authority in this section are incomplete. The following are missing: Consideration of Reclaimed Water (RCW 90.48.112) and consideration of water conservation measures (RCW 90.48.495). Both requirements generally relate to necessary coordination between the general sewer plan and the city's water system plan. In addition, 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. Sections will be added to comply with Ecology. Text on page 1-2 and 1-5 will be updated.Complete 2 Table 1.1/Page 1-5 Ecology The table indicated that "discussion of the provision for treatment, discharge, and reuse" was "not included" because the service is performed by King County. This is not an appropriate claim. The general sewer plan must address the requirement of WAC 173-240-050(3)(h), which requires "A statement regarding provisions for treatment and discussion of the adequacy of the treatment." Although Ecology recognizes that the City does not own and operate a sewage treatment facility, it must still demonstrate in the general sewer plan the adequacy of treatment for all wastewater generated during the planning period. The plan must include sufficient discussion necessary to demonstrate that the city's agreements with King County will provide adequate treatment throughout the planning period. Please identify the capacity available to the city at the King County facilities for treatment and identify whether any agreements contain capacity constraints that may limit or otherwise constrain the city's ability to provide sewer service. Agreement with King County will be added to the Appendicies. Text will be revised as needed. Ann to find KC Service Agreement for Renton. Para/Text that KC Will provide all service to Renton. Complete Chapter 1 - Introduction Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:2/28/2021 Comment No. Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change 1 Page 2-2/Table 2.1 Ecology (Same comment as ES 1) The map of the existing system shows several (about 2 dozen) pump stations labeled as "King County". This is not consistent with information Ecology has about King County's wastewater infrastructure in the area, which identifies no wastewater pump stations owned or operated by King County Wastewater Treatment Division. Please clarify the ownership of these pump stations. This was a mis-label in GIS. Renton's PS are now included on the map. Include updated Figure in Final Plan to show Renton only PSs.Complete 2 Pages 2-13 - 2-17/ 2.5 and Table 2.2 Ecology The text on these pages identify lift stations that appear to be equipped with overflows, but does not provide much detail about the overflows. Section 2.5.17 states that the Shy Creek lift station overflows to secondary wet well with third pump. In addition, sections on the Stonegate lift station (2.5.17) and Wedgewood lift station (2.5.19) also discuss overflow vaults. Finally, Table 2.2 shows a third "flow transfer" pump at the following pump stations, but there is no discussion in 2.5 about possible overflow vaults: Baxter, Cottonwood, East Valley. Please expand discussions in these sections to better describe the use of these "overflows", including the frequency of use and routing of flow to and from any storage related to these overflows. The text seems to suggest that these systems are designed to contain flow and not allow for overflows to the environment. However, further details are necessary to verify this assumption and to better understand how the city uses this strategy. Text and table to be updated with additional information. Specifics on the infrastructure to prevent overflows in both text and Table have been updated. Complete Page 2-19 to 2-21 / 2.6 and Figure 2.4 Ecology While the overall discussion of the water system is generally appropriate, the section should include additional information related to the following topics: discussion of water conservation measures and how they impact the city's sewer systems (see RCW 90.48.495) and coordination between water system planning and general sewer planning related to reclaimed water (see RCW 90.48.112 and RCW 90.46.120). Ecology also recommends including a map that shows the relationship between existing unsewerd areas and wellhead protection areas. Plan updated to include additional information regarding water system coordination.Text updated and map of well head protection area included.Complete Chapter 2 - Overview of Existing Sewer System Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:2/28/2022 Comment No. Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change 1 3.3.2 / Page 3-2 Ecology The third bullet in this section references "private sewerage disposal systems". Please add clarity about the types of facilities the city considers "private sewerage disposal systems". How does the city's definition and allowance for private sewers align with the requirement of public ownership of domestic sewage facilities in WAC 173-240-104? The definition of a private sewerage disposal system is the side sewer from building to main.No change to Plan.Complete 2 3.7.2 / Page 3-9 Ecology Related to comment above, the third to last bullet on page 3-9 talks about "private multi family and single family pump stations" and references city standards/code. While the city code (RMC 4-6- 040.F.6) talks about private lift stations for commercial and multi-family buildings, it does not provide much clarity beyond requiring " alarm and standby emergency operation systems, and meet or exceed Department of Ecology specifications as detailed in “Criteria for Sewage Works Design”". In addition, although the code (RMC 4-6-040.G.5) states that sewage from building drains "shall be lifted by approved artificial means and discharged to the building sewer" when gravity discharge is not possible, the code contains no standards for this type of connection. Please verify whether the city has specific design standard for these lift stations. Also, as discussed above, clarify how the city's code ensures compliance with the public ownership requirement in WAC 173-240-104. The City provides development guidelines for the pump stations and review during buidling permit approval. The City is working to develop design standards. Development handout referenced in Section 3.7.2 and included in the appendix. Complete Chapter 3 - Operational Policies and Criteria Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:2/28/2022 Comment No. Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change Chapter 3 - Operational Policies and Criteria 3 3.5 and 3.5.2 UTRC Section 3.5 (Service Area and Extension Objectives) states: Ensure the availability of an adequate level of sanitary sewer service to areas annexing to the City or areas within the City’s Potential Annexation Area (PAA). But then immediately thereafter in 3.5.2 (Implementation) states: Sanitary sewer service to properties outside the City’s corporate limits will not be permitted except under the following conditions: One of the conditions of 3.5.2 should be that the subject area is a PAA within the UGA. To add confusion, UTRC staff recently received a Certificate of Sewer Availability for a proposed subdivision at 14310 SE 140th St, in the PAA. The certificate states that “The City has no plans to extend sanitary sewer within this portion of our sewer service are[a] within the next 20 years.” In fact, the plan doesn’t show appear to show any extension of service into the PAAs, despite Policy 3.5 above. Please clarify. The City intends to serve all areas in the City Limits and Potential Annexation Areas. The extension of the City's system may be required by the developer. The City Code is being reviewed to align with this intention. No change to Plan.Complete 4 Page 3-6 UTRC In the UGA all new development shall be served by public sewers, unless application of this policy to a proposal for a single-family residence on an individual lot would deny all reasonable use of the property; or sewer service is not available for a proposed short subdivision of urban property in a timely or reasonable manner as determined by the Utility Technical Review Committee. These onsite system shall be managed by one of the following entities, in order or preference, the sewer utility whose service area encompasses the proposed short subdivision, the provider most likely to serve the area, or an Onsite Sewage System Maintainer certified by the Public Health – Seattle & KC (2018 King County Comprehensive Plan, Policy F-255) “These onsite system…” should read “These onsite systems…” “Utility Technical Review Committee” should read “King County Utility Technical Review Committee” Does the City manage on-site systems? KC Permitting has an application in for a short plat right now that may need on-site instead of sewer. Text edits will be incorporated, as follows: In the UGA all new development shall be served by public sewers, unless application of this policy to a proposal for a single-family residence on an individual lot would deny all reasonable use of the property; or sewer service is not available for a proposed short subdivision of urban property in a timely or reasonable manner as determined by the King County Utility Technical Review Committee. These onsite systems shall be managed by the property owner that can consider an Onsite Sewage System Maintainer certified by the Public Health – Seattle & KC. Text updated on page 3-6.Complete Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:7/7/2022 Comment No. Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change 1 4.4.5 / Page 4-16 Ecology The final sentence in this section states that the city has seven adjoining sewer utilities, but the subsections that follow (as well as Figure 4.2) list only six. While the section discusses KC regional wastewater, Ecology does not view the county as an "adjoining sewer utility" since it is a wholesale sewer service provider that receives wastewater from the city's planning area. Text in Section 4.4.5 updated. Text in Section 4.4.5 updated to change "adjoining" to "neighboring utilities"Complete 2 4.4.5.9 / Page 4-18 Ecology RCW 90.48.112 requires general sewer plans to "include consideration of opportunities for the use of reclaimed water". The Reclaimed Water Use Law (RCW 90.46) also requires coordination between wastewater system and water system plans in the evaluation of opportunities to use reclaimed water. While this general sewer plan discusses the city's work with King County and other stakeholders in reclaimed water comprehensive planning, it does not provide much detail on the status of these efforts. It also does not discuss steps the city has taken to ensure coordination between this general sewer plan and its water system plan on the topic of reclaimed water use. Please expand the discussion to address these topics. Reclaimed Water Opportunities will be consistent with City's Water System Plan. Text will be updated. Text updated consistent with City's Water System Plan. Complete Chapter 4 - Planning Considerations Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:7/7/2022 Comment No. Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change Chapter 4 - Planning Considerations 3 Figure 4.2 Soos Creek It appears there may be a discrepancy in the service area between the City and District. See attached markup of Figure 7-2 from the District Sewer Comprehensive Plan. This area, while outside the District's Sewer Corporate Boundary, it is within the District's Sewer Planning Boundary and is currently served by the District. Additionally, in order to confirm that both the City and District's sewer service areas align, we request the City share its GIS sharefile so it can be overlaid with the District's boundary to avoid any future conflict. Boundary investigated and is correct in the Plan. Information has been sent to Soos Creek for review. No change to Plan.Complete 4 4.4.5 / Page 4-16 Soos Creek It appears there is an agreement missing from the list, CAG-91-083, Arden #2-08, that amended the 1991 Agreement. Please see attached copy that was executed in 2008. Additionally, the transfer of service boundaries needs to be reviewed and revised as necessary per the Exhibits A and B of the attached Agreement. Agreement to be added to Appendix and update text. Agreement to be added to Appendix and update text. Complete 5 Figure 4.1 UTRC That which is called the urban growth boundary is incorrect. The growth boundary is a much larger area surrounding the developed areas of King County. You’re showing Renton Corporate Limits plus the Potential Annexation Areas, which is not the same this as the King County designated UGA. In the figure below, the red line represents the extent of the Urban Growth Area, and the shaded green areas are Potential Annexation Areas in unincorporated King County adjacent to Renton. Section 4.3.2 explains this correctly. Thank you for the comment. Figure updated. UGA has been changed to PAA in Figure 4.1 and text updated. Complete 6 Figure 4-3 UTRC Figure 4-3 Wastewater Service Boundary line typology is very hard to see in certain areas. Recommend smaller dash size and different color. Thanks for the comment.Figure has been updated. Complete Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:7/7/2022 Comment No. Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change Chapter 4 - Planning Considerations 7 4.4.4.1 UTRC All of the service area in unincorporated KC is designated “urban”, with the exception of the service to Apollo Elementary School just east of the urban growth areas (UGAs). UGAs are intended to develop at urban densities and with urban service levels. This should read: ….just east of the Urban Growth Area (UGA). Land within the UGA is intended to develop at urban densities and with urban service levels. Section 4.4.4.1 updated. Section 4.4.4.1 updated. Complete 8 4.4.4.1 UTRC Immediately below, this plan makes reference to community plans which are out of date and no longer active: Unincorporated areas of KC are divided into community planning areas, each with a community plan. For the purposes of the LRWWMP, community plans were based on those adopted as part of the 2012 King County Comprehensive Plan. Where conflicts or inconsistencies between the policies of the community plans and KC’s Comprehensive Plan occur, the Comprehensive Plan takes precedence. Three community plans, Soos Creek, West Hill, and Newcastle, cover most of the unincorporated areas within the study area of this LRWWMP.Section 4.4.4.1 updated. Section 4.4.4.1 updated. Complete Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:10/13/2021 Comment No. Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change 1 5.2.5 / Page 5-3 Ecology The second paragraph of this section states that "several industries within the city have obtained [NPDES] permits". This statement is not accurate for the context of this section of the general sewer plan. The section appears to address the requirement of WAC 173-240-050(3)(i), which requires a "List of all establishments producing industrial wastewater, the quantity of wastewater and periods of production, and the character of the industrial wastewater insofar as it may affect the sewer system or treatment plant." While the facilities shown in Table 5.1 may have received coverage under a general NPDES permit for industrial stormwater, this permit is not administered by King County's Industrial Waste Program. Pretreatment permits issued by King County are State Waste Discharge permits issued under state authority (WAC 173-216). Although the permits are related to federal pretreatment standards, they are not NPDES permits. In addition, King County may issue "discharge authorizations" to industrial facilities that do not require a permit under the federal pretreatment program. These authorizations are generally based on county codes. Section 5.2.5 updated and new table of Industrial Wate Permits included. Section 5.2.5 updated and new table of Industrial Wate Permits included. Complete 2 5.2.5 / Page 5-3 Ecology Please expand this section to include more detail on policies and practices related to coordinating with King County's Industrial Waste Program to ensure industrial facilities receive appropriate pretreatment permitting. Section 5.2.5 updated. Section 5.2.5 updated. Complete 3 Table 5.1 / Page 5-3 Ecology Related to comment above, this table does not provide sufficient information to ensure consistency with WAC 173-240-050(3)(i). Please update the table to address the following: the quantity of wastewater and periods of production, and the character of the industrial wastewater insofar as it may affect the sewer system or treatment plant. Data provided by King County incorporated into Table 5.1.New Table 5.1 Complete Chapter 5 - System Analysis and Results Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:9/7/2021 Comment No.Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change Chapter 6 - Replacement and Rehabilitation Program Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:7/7/2022 Comment No. Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change 1 7.9 / Page 7-11 Ecology Please expand the discussion of the city's Overflow Emergency Response Plan. Please include information on the history of SSOs experienced in the system along - particularly with respect to the frequency of SSOs, typical causes, and how the city has used information about SSOs to form its operations and emergency response plans. Please also include information related to procedures for notifying appropriate state and local agencies when SSOs occur. This discussion should include information on how the city responds to overflows that may impact any of the following: surface waters of the state, groundwater in wellhead protection areas, stormwater systems (either under the city's jurisdiction or another local jurisdiction), and areas accessible to the general public. Information related to historical SSO included and Emergency Response Plan referenced. Updated Section 7.9.Complete 2 7.10 / Page 7-11 Ecology Please expand the FOG Source Control section to add in a discussion of the city's policies related to enforcement of it's FOG ordinance. In particular, clarify if there are any requirements for property owners to periodically inspect grease traps or other control devises and whether the city requires submission of these inspection reports. Section will be expanded. Page 7-11 updated.Complete 3 7.18.2 / Page 7-15 Ecology The final sentence of paragraph 2 under "Emergency operations" states that "The City follows all Ecology guidelines for emergency notification procedures". Please add details about how the city uses these guidelines, especially with respect to SSO notifications discussed in comment 13. Emergency Response Plan referrenced. Section 7.18.2 updated. Complete Chapter 7 - Operations and Maintenance Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:9/7/2021 Comment No. Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change 1 8.4.6 / Page 8-8 Ecology The description of the Kennydale Lake Line Renewal project talks about the potential use of individual lift stations. Please provide more information on how the city envisions the use of individual lift stations in this project. In particular, please describe the design standards the city would use and clarify the ownership/O&M responsibilities for these systems. This project is currently under preliminary design. The design standards are being developed and it is anticipated that the City will both own and maintain the individual lift stations. No change to plan.Complete Chapter 8 - CIP Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:7/7/2022 Comment No. Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change 1 Table 9.1 / Page 9-1 Ecology Please verify accuracy of the table. It is titled as "water utility monthly rates" rather than wastewater. In addition, the rates are not consistent with the city or county's published rates - both appear to be half of what they should be. Does the accuracy of this table impact any planning calculations presented in this chapter? Table and data source reviewed and changes incorporated in Plan. Table 9.1 is updated.Complete 2 9.3.1 / Page 9-4 Ecology Please verify the table references in this section. Should they cite Table 9.7 instead of 9.6? Table and data source reviewed and changes incorporated in Plan. Text updated. Complete 3 Page 9-1 UTRC The text states that “The SDC allocation based on meter size is shown in Table 9.3.” We assume that you’re basing charges on the property’s associated water meter size, and not installing sewer meters, but please clarify. Yes, assumption is correct. Text will be updated.Page 9-1 udpated.Complete 4 Table 9.8 UTRC In Table 9.8 and the preceding text, it sounds as if this LRWWMP CIP would be underfunded by nearly $1.76 million over the next six years compared to the WRRM revenue-based model. We’re interested in knowing more about the relationship of these two documents and the likelihood of the City being able to financially complete the CIP. The City has fund balance available for next six years of improvements. Per the City budgeting policy, the Utility’s spending is based on a biannual budget approved by the City Council and projects will be adjusted accordingly. No change to plan.Complete Chapter 9 - Financial Project Name:Long Range Wastewater Management Plan Client:City of Renton Date Last Updated:10/13/2021 Comment No. Section/Page Comment By Comment Response Change to Plan Reference Docs Person Responsible Status of Change 1 Appendix J - Standard Plans and Specifications Ecology Although this appendix includes adequate detail for most collection system projects, it does not include specific details of standards for lift stations, including individual grinder pump facilities. According to WAC 173-240-030, Ecology may waive submission of engineering reports and design documents for sewer system projects when the general sewer plan includes standard design criteria. Based on the material presented in this appendix and throughout the general sewer plan, Ecology cannot provide this waiver for lift station projects. City is evaluating standards for lift stations and future individual grinder pumps. This will be incorporated into future Standard Plans and Specifications and sent to Ecology at that time. No change to Plan. Complete Appendix Utilities Technical Review Committee Department of Local Services 35030 SE Douglas St #210 Snoqualmie, WA 98065 www.kingcounty.gov City of Renton Draft Long-Range Wastewater Management Plan – Initial Review The City of Renton submitted their draft Long Range Wastewater Management Plan for review by the King County Utilities Technical Review Committee (UTRC). On August 25, 2021, the UTRC held an open public meeting and deliberated the plan content, then directed Staff to issue this comment letter. The UTRC would like to see the following clar ifications and revisions as detailed below. General Notes: With such a large document, it would be helpful to have the table of contents be live linked, or for there to be navigation options in the PDF. Many of the boundaries are identified using dashed lines with large gaps, making it very hard to see outlines in areas of complex topology. Recommend using solid lines or smaller dashes to demarcate boundaries. Breakout maps or inset maps may be helpful in areas of dense feature/data concentration. Section 3.5 (Service Area and Extension Objectives ) states: Ensure the availability of an adequate level of sanitary sewer service to areas annexing to the City or areas within the City’s Potential Annexation Area (PAA). But then immediately thereafter in 3.5.2 (Implementation) states: Sanitary sewer service to properties outside the City’s corporate limits will not be permitted except under the following conditions: One of the conditions of 3.5.2 should be that the subject area is a PAA within the UGA. To add confusion, UTRC staff recently received a Certificate of Sewer Availability for a proposed subdivision at 14310 SE 140th St , in the PAA. The certificate states that “The City has no plans to extend sanitary sewer within this portion of our sewer service are[a] within the next 20 years.” In fact, the plan doesn’t show appear to show any extension of service into the PAAs , despite Policy 3.5 above. Please clarify. Figure 4-1. That which is called the urban growth boundary is incorrect. The growth boundary is a much larger area surrounding the developed areas of King County. You’re showing Renton Corporate Limits Page 2 of 4 plus the Potential Annexation Areas, which is not the same this as the King County designated UGA. In the figure below, the red line represents the extent of the Urban Growth Area, and the shaded green areas are Potential Annexation Areas in unincorporated King County adjacent to Renton. Section 4.3.2 explains this correctly. Figure 4-3 Wastewater Service Boundary line typology is very hard to see in certain areas. Recommend smaller dash size and different color. I n Section 4.4.4.1 King County Land Use: All of the service area in unincorporated KC is designated “urban”, with the exception of the service to Apollo Elementary School just east of the urban growth areas (UGAs). UGAs are intended to develop at urban densities and with urban service levels. This should read: ….just east of the Urban Growth Area (UGA). Land within the UGA is intended to develop at urban densities and with urban service levels. Immediately below, this plan makes reference to community plans which are out of date and no longer active: Unincorporated areas of KC are divided into community planning areas, each with a community plan. For the purposes of the LRWWMP, community plans were based on those adopted as part of the 2012 King County Comprehensive Plan. Where conflicts or inconsistencies between the Page 3 of 4 policies of the community plans and KC’s Comprehensive Plan occur, the Comprehensive Plan takes precedence. Three community plans, Soos Creek, West Hill, and Newcastle, cover most of the unincorporated areas within the study area of this LRWWMP. King County Comprehensive Plan: Subarea plans - King County Current Community Service Area Former Community Planning Areas Bear Creek / Sammamish Bear Creek, Northshore, East Sammamish Four Creeks / Tiger Mountain Tahoma Raven Heights, Snoqualmie Greater Maple Valley / Cedar River Tahoma Raven Heights, Soos Creek, East King County, Snoqualmie SE King County Enumclaw, Tahoma Raven Heights, East King County, Soos Creek Snoqualmie Valley / NE King County Snoqualmie, East King County, East Sammamish Vashon / Maury Island Vashon West King County (unincorporated) Portions of 10 different Community Planning Areas King County Franchise No. 14056, 2001 - Grants the City the right to construct sewer lines along KC roads . Just as a reminder, expires in 4.5 years. Page 3-6 In the UGA all new development shall be served by public sewers, unless application of this policy to a proposal for a single -family residence on an individual lot would deny all reasonable use of the property; or sewer service is not available for a proposed short subdivision of urban property in a timely or reasonable manner as determined by the Utility Technical Review Committee. These onsite system shall be managed by one of the following entities, in order or preference, the sewer utility whose service area encompasses the proposed short subdivision, the provider most likely to serve the area, or an Onsite Sewage System Maintainer certified by the Public Health – Seattle & KC (2018 King County Comprehe nsive Plan, Policy F-255) “These onsite system…” should read “These onsite systems…” “Utility Technical Review Committee” should read “King County Utility Technical Review Committee” Does the City manage on-site systems? KC Permitting has an application in for a short plat right now that may need on-site instead of sewer. On Page 9-1, the text states that “The SDC allocation based on meter size is shown in Table 9.3.” We assume that you’re basing charges on the property’s associated water meter size, and not installing sewer meters, but please clarify. Page 4 of 4 In Table 9.8 and the preceding text, it sounds as if this LRWWMP CIP would be underfunded by nearly $1.76 million over the next six years compared to the WRRM revenue-based model. We’re interested in knowing more about the relationship of these two documents and the likelihood of the City being able to financially complete the CIP. DraftReviewed By:Shawn McKone, PEComment Date: 9/1/2021Dwg. Sheet No.SectorSpec. & Page No.Paragraph No.Date Initials1Pages 1-2 and 1-5Sec. 1.4The regulatory requirements listed under Ecology's authority in this section are incomplete. The following are missing: Consideration of Reclaimed Water (RCW 90.48.112) and consideration of water conservation measures (RCW 90.48.495). Both requirements generally relate to necessary coordination between the general sewer plan and the City's water system plan. In addition, 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.McKone2Page 1-5Table 1.1 (WAC Plan Requirements)The table indicated that "discussion of the provision for treatment, discharge, and reuse" was "not included" because the service is performed by King County. This is not an appropriate claim. The general sewer plan must address the requirement of WAC 173-240-050(3)(h), which requires "A statement regarding provisions for treatment and discussion of the adequacy of the treatment." Although Ecology recognizes that the City does not own and operate a sewage treatment facility, it must still demonstrate in the general sewer plan the adequacy of treatment for all wastewater generated during the planning period. The plan must include sufficient discussion necessary to demonstrate that the City's agreements with King County will provide adequate treatment throughout the planning period. Please identify the capacity available to the city at the King County facilities for treatment and identify whether any agreements contain capacity constraints that may limit or otherwise constrain the City's ability to provide sewer service.McKone3Page 2-2 Figure 2.1/ES.1The map of the existing system shows several (about 2 dozen) pump stations labeled as "King County." This is not consistent with information Ecology has about King County's wastewater infrastructure in the area, which identifies no wastewater pump stations owned or operated by King County Wastewater Treatment Division. Please clarify the ownership of these pump stations.McKone4Pages 2-13 through 2-17Sec. 2.5 and Table 2.2The text on these pages identify lift stations that appear to be equipped with overflows, but does not provide much detail about the overflows. Section 2.5.17 states that the Shy Creek lift station overflows to secondary wet well with third pump. In addition, sections on the Stonegate lift station (2.5.17) and Wedgewood lift station (2.5.19) also discuss overflow vaults. Finally, Table 2.2 shows a third "flow transfer" pump at the following pump stations, but there is no discussion in 2.5 about possible overflow vaults: Baxter, Cottonwood, East Valley. Please expand discussions in these sections to better describe the use of these "overflows", including the frequency of use and routing of flow to and from any storage related to these overflows. The text seems to suggest that these systems are designed to contain flow and not allow for overflows to the environment. However, further details are necessary to verify this assumption and to better understand how the city uses this strategy.McKoneReviewer last nameCity of Renton General Sewer Plan - Review Comment/Response FormReview Phase:Contact:Ann Fowler, City of RentonResponseImplementationNo.CommentResponderReviewer Check OffPage 1 of 37/9/2022 Dwg. Sheet No.SectorSpec. & Page No.Paragraph No.Date InitialsReviewer last name ResponseImplementationNo.CommentResponderReviewer Check Off5Pages 2-19 through 2-21Sec. 2.6 and Fig. 2.4While the overall discussion of the water system is generally appropriate, the section should include additional information related to the following topics: discussion of water conservation measures and how they impact the city's sewer systems (see RCW 90.48.495) and coordination between water system planning and general sewer planning related to reclaimed water (see RCW 90.48.112 and RCW 90.46.120). Ecology also recommends including a map that shows the relationship between existing unsewerd areas and wellhead protection areas.McKone6Page 3-2 Section 3.3.2The third bullet in this section references "private sewerage disposal systems". Please add clarity about the types of facilities the city considers "private sewerage disposal systems". How does the city's definition and allowance for private sewers align with the requirement of public ownership of domestic sewage facilities in WAC 173-240-104?McKone7Page 3-9 Section 3.7.2Related to comment 6 above, the third to last bullet on page 3-9 talks about "private multi family and single family pump stations" and references city standards/code. While the city code (RMC 4-6-040.F.6) talks about private lift stations for commercial and multi-family buildings, it does not provide much clarity beyond requiring " alarm and standby emergency operation systems, and meet or exceed Department of Ecology specifications as detailed in “Criteria for Sewage Works Design”". In addition, although the code (RMC 4-6-040.G.5) states that sewage from building drains "shall be lifted by approved artificial means and discharged to the building sewer" when gravity discharge is not possible, the code contains no standards for this type of connection. Please verify whether the city has specific design standard for these lift stations. Also, as discussed above, clarify how the city's code ensures compliance with the public ownership requirement in WAC 173-240-104.McKone8Page 4-16 Sec. 4.4.5The final sentence in this section states that the city has seven adjoining sewer utilities, but the subsections that follow (as well as Figure 4.2) list only six. While the section discusses KC regional wastewater, Ecology does not view the county as an "adjoining sewer utility" since it is a wholesale sewer service provider that receives wastewater from the City's planning area.McKone9Page 4-18 Sec. 4.4.5.9RCW 90.48.112 requires general sewer plans to "include consideration of opportunities for the use of reclaimed water." The Reclaimed Water Use Law (RCW 90.46) also requires coordination between wastewater system and water system plans in the evaluation of opportunities to use reclaimed water. While this general sewer plan discusses the City's work with King County and other stakeholders in reclaimed water comprehensive planning, it does not provide much detail on the status of these efforts. It also does not discuss steps the City has taken to ensure coordination between this general sewer plan and its water system plan on the topic of reclaimed water use. Please expand the discussion to address these topics.McKone10Page 5-3 Sec. 5.2.5The second paragraph of this section states that "several industries within the City have obtained [NPDES] permits." This statement is not accurate for the context of this section of the general sewer plan. The section appears to address the requirement of WAC 173-240-050(3)(i), which requires a "List of all establishments producing industrial wastewater, the quantity of wastewater and periods of production, and the character of the industrial wastewater insofar as it may affect the sewer system or treatment plant." While the facilities shown in Table 5.1 may have received coverage under a general NPDES permit for industrial stormwater, this permit is not administered by King County's Industrial Waste Program. Pretreatment permits issued by King County are State Waste Discharge permits issued under state authority (WAC 173-216). Although the permits are related to federal pretreatment standards, they are not NPDES permits. In addition, King County may issue "discharge authorizations" to industrial facilities that do not require a permit under the federal pretreatment program. These authorizations are generally based on county codes. McKonePage 2 of 37/9/2022 Dwg. Sheet No.SectorSpec. & Page No.Paragraph No.Date InitialsReviewer last name ResponseImplementationNo.CommentResponderReviewer Check Off11Page 5-3 Sec. 5.2.5Please expand this section to include more detail on policies and practices related to coordinating with King County's Industrial Waste Program to ensure industrial facilities receive appropriate pretreatment permitting.McKone12Page 5-3 Table 5.1Related to comment 10 above, this table does not provide sufficient information to ensure consistency with WAC 173-240-050(3)(i). Please update the table to address the following: the quantity of wastewater and periods of production, and the character of the industrial wastewater insofar as it may affect the sewer system or treatment plant. McKone13Page 7-11 Sec. 7.9Please expand the discussion of the city's Overflow Emergency Response Plan. Please include information on the history of SSOs experienced in the system along - particularly with respect to the frequency of SSOs, typical causes, and how the city has used information about SSOs to form its operations and emergency response plans. Please also include information related to procedures for notifying appropriate state and local agencies when SSOs occur. This discussion should include information on how the city responds to overflows that may impact any of the following: surface waters of the state, groundwater in wellhead protection areas, stormwater systems (either under the city's jurisdiction or another local jurisdiction), and areas accessible to the general public. McKone14Page 7-11 Sec. 7.10Please expand the FOG Source Control section to add in a discussion of the city's policies related to enforcement of it's FOG ordinance. In particular, clarify if there are any requirements for property owners to periodically inspect grease traps or other control devises and whether the city requires submission of these inspection reports.McKone15Page 7-15 Sec. 7.18.2The final sentence of paragraph 2 under "Emergency operations" states that "The City follows all Ecology guidelines for emergency notification procedures". Please add details about how the city uses these guidelines, especially with respect to SSO notifications discussed in comment 13.McKone16Page 8-8 Sec. 8.4.6The description of the Kennydale Lake Line Renewal project talks about the potential use of individual lift stations. Please provide more information on how the city envisions the use of individual lift stations in this project. In particular, please describe the design standards the city would use and clarify the ownership/O&M responsibilities for these systemsMcKone17Page 9-1 Table 9.1Please verify accuracy of the table. It is titled as "water utility monthly rates" rather than wastewater. In addition, the rates are not consistent with the city or county's published rates - both appear to be half of what they should be. Does the accuracy of this table impact any planning calculations presented in this chapter?McKone18Page 9-4 Sec. 9.3.1Please verify the table references in this section. Should they cite Table 9.7 instead of 9.6?McKone19Appendix J - Standard Plans and SpecificationsAlthough this appendix includes adequate detail for most collection system projects, it does not include specific details of standards for lift stations, including individual grinder pump facilities. According to WAC 173-240-030, Ecology may waive submission of engineering reports and design documents for sewer system projects when the general sewer plan includes standard design criteria. Based on the material presented in this appendix and throughout the general sewer plan, Ecology cannot provide this waiver for lift station projects. McKonePage 3 of 37/9/2022 APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON F INAL | JULY 2022 Appendix C APPROVALS CITY OF RENTON, WASHINGTON RESOLUTION NO. 4478 A RESOLUTION OF THE CITY OF RENTON, WASHINGTON, ADOPTING THE CITY OF RENTON LONG-RANGE WASTEWATER MANAGEMENT PLAN FINAL JULY 2022. WHEREAS, the City of Renton Long Range Wastewater Management Plan Final July 2022 ("Plan") documents the current status of the City's wastewater system and evaluates future needs of the wastewater ut1hty and will be used as a guide in maIntaInIng and improving the wastewater system for the next 20 years, and WHEREAS, the Plan was prepared in accordance with requirements of Washington Administrative Code (WAC) 173-240-050, which is administered by the Washington State Department of Ecology, and meets the requirements of the Growth Management Act; and WHEREAS, the Plan was reviewed by the City of Renton Environmental Review Committee, which issued a Determination of Non-Significance on June 17, 2021; and WHEREAS, a Notice of Environmental Determination was made publ i c, and no comments or appeals were received during the public comment and appeal periods, which ended July 1, 2021;and WHEREAS, the Plan was presented to the Renton City Council, discussed at a meeting of the Util1t1es Committee, and recommended for adoption by the full City Council; and WHEREAS, the Plan Is compatible with the intent of the City's adopted Comprehensive Plan; NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF RENTON , WASHINGTON , DO RESOLVE AS FOLLOWS: 1 RESOLUTION NO. 4478 SECTION I. The City Council hereby adopts the Plan , a copy of which Is attached hereto as Exhibit "A" and incorporated by this reference. PASSED BY THE CITY COUNCIL this 19th day of September, 2022. APPROVED BY THE MAYOR thi s 19th day of September, 2022. Approved as to form: Shane Moloney, City Attorney RE S 1918 : 8/25/20 22 2 n e, Mayor STATE OF WASHINGTON DEPARTMENT OF ECOLOGY Northwest Region Office PO Box 330316, Shoreline, WA 98133-9716 • 206-594-0000 November 17, 2022 Martin Pastucha Public Works Administrator City of Renton 1055 South Grady Way Renton, WA 98057 RE: City of Renton Long Range Wastewater Management Plan -July 2022 Dear Martin Pastucha: The Department of Ecology (Ecology) has reviewed the City of Renton's Long Range Wastewater Management Plan, dated July 2022. Pursuant to RCW 90.48.110 and WAC 173- 240-030, Ecology hereby approves this document as a General Sewer Plan. A copy of the plan's cover page with Ecology's approval stamp is enclosed for your records. Sewage facilities within the planning area boundary must be constructed according to the approved General Sewer Plan or amendments thereto. Engineering reports and plans and specifications for sewer lines extensions, including pump stations, need not be submitted for approval. In the following situations Ecology approval is necessary for sewer line extensions prior to construction: •The proposed sewers or pump stations involve installation of overflows or bypasses. •The proposed sewers or pump stations discharge to an overloaded treatment, collection, or disposal facility. If you have any questions concerning this approval, please contact Shawn McKone at (206) 594- 0158, or shawn.mckone@ecy.wa.gov . �tL vvl0eL-- Rachel McCrea Water Quality Section Manager Northwest Region Office Martin Pastucha City of Renton Long Range Wastewater Management Plan Page 2 ecc: Joseph Stowell, City of Renton Lara Kammereck, Carollo Engineers Jae Hill, King County Utility Technical Review Committee Enclosure: Copy of Approved Cover CITY OF RENTON LONG-RANGE WASTEWATER MANAGEMENT PLAN FINAL I July 2022 MAYOR Armondo Pavone CH IE F ADMIN ISTRATIVE OFFICER Ed VanValey PUBLIC WORKS DEPARTMENT ADM INISTRATOR ·Martin Pastucha UTILITY SYSTEMS DIRECTOR Ron Straka WASTEWATER UTILITY SYSTEMS DIVISION STAFF Joseph Stowell Michael Benoit John Hobson Don Ellis Rick Moreno ?•'�:o.,.� '._-'() 05' >\R ·��\.:r.,1 (I;.:, , OCY 11 /17j'l,_Q_2l__ MAINTENANCE SERVICES DIVISION STAFF Nathan Nelson Rocky Sittner CITY COUNCIL James Alberson, Jr. Ryan Mcirvin Valerie O'Halloran Ruth Perez Edward Prince Carmen Rivera Kim-Khanh Van PREPARED BY City of Renton with the assistance of Carollo Engineers, Inc. C c;:,,,..•• APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 Appendix D HYDRAULIC MODEL AND DEFICIENCY RESULTS Appendix D HYDRAULIC MODEL AND DEFICIENCY RESULTS This Appendix goes through all the deficiencies presented in chapter 5 and shows the location and the hydraulic profile where the surcharging and flooding occurs. The hydraulic grade line profiles can be used to identify the cause of the deficiency. Physical flow constraints are primarily identified as negative sloped pipes, undersized pipes, and downstream backwater conditions. Current and buildout system results are shown for the February 96 storm event. For deficiencies that emerged only for buildout scenarios just the buildout system HGL is shown. A legend for all the HGL profiles is shown below: O 0 10.5 Miles Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: Fill in the name of the data sources used in this map including aerial imagery. APPENDIX D | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Legend 3 feet from rim Flooding King County Force Mains d/D Ratio 0 - 1 1 - 2 2 + U Basin Nov 1998 Storm Nov 1990 Storm Jan 1990 Storm Feb 1996 Storm Roads Figure D.1 Current Deficiencies Deficiency 05A: Deficiency 45A: Deficiency 7A, 2A, and 3A are upstream of this. Deficiency 46A: Deficiency 37A (drains through MH0825): Deficiency 48A: Deficiency 24A: Deficiency 20A: Deficiency 20B: Deficiency 22A: Deficiency 21A: Deficiency 41A: Deficiency 23A: Deficiency 15A & 14A (just upstream): Deficiency BA: Deficiency 11A: O 0 10.5 Miles Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: Fill in the name of the data sources used in this map including aerial imagery. APPENDIX D | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON Legend 3 feet from rim Flooding King County Force Mains d/D Ratio 0 - 1 1 - 2 2 + U Basin Nov 1998 Storm Nov 1990 Storm Jan 1990 Storm Feb 1996 Storm Roads Figure D.2 Buildout Deficiencies Deficiency 05B & 05C: Deficiency 25A: APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 Appendix E SERVICE AGREEMENTS APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 Appendix F STANTEC MODEL UPDATE AND CAPACITY ANALYSIS REPORT TABLE OF CONTENTS Page No. Chapter 1 INTRODUCTION ............................................................................................................. 1.1 PROJECT UNDERSTANDING ............................................................................................................... 1.1 MODELING SOFTWARE ....................................................................................................................... 1.2 Chapter 2 PHYSICAL MODEL UPDATE ........................................................................................... 2.1 2012 PHYSICAL MODEL DEVELOPMENT ........................................................................................... 2.1 Data Source .................................................................................................................................. 2.1 Manholes and Nodes .................................................................................................................. 2.1 Pipes ............................................................................................................................................... 2.1 Lift Stations and Force Mains ...................................................................................................... 2.1 Extent of 2012 Hydraulic Model ................................................................................................. 2.3 Model Pipe and Manhole ID Updates ...................................................................................... 2.3 ULTIMATE PHYSICAL MODEL DEVELOPMENT ................................................................................... 2.4 Pipe, Manhole and Node Additions ......................................................................................... 2.4 Chapter 3 PLANNING DATA .......................................................................................................... 3.1 MODEL SANITARY FLOW DETERMINATION ...................................................................................... 3.1 Dry Weather Flow Determination by Mini-Basin ...................................................................... 3.1 Diurnal Curve Development ...................................................................................................... 3.1 MODEL PLANNING DATA ................................................................................................................... 3.1 Planning Area/Basin Boundaries ............................................................................................... 3.2 2012 Model ......................................................................................................................... 3.2 Ultimate Model ................................................................................................................... 3.2 Land Use and Zoning ................................................................................................................... 3.5 Data Projections ........................................................................................................................... 3.5 Residential .......................................................................................................................... 3.5 Employment ....................................................................................................................... 3.7 Schools ................................................................................................................................ 3.7 Future Population Projections .................................................................................................... 3.7 Residential .......................................................................................................................... 3.7 Employment ....................................................................................................................... 3.8 Schools ................................................................................................................................ 3.9 POPULATION AND SANITARY SEWAGE FLOW ASSIGNMENT TO MODEL .................................. 3.10 Population Assignment .............................................................................................................. 3.10 Determination of Sanitary Sewer Flow Rates ......................................................................... 3.11 Page i City of Renton 2015 Hydraulic Model Update Summary Report Table of Contents Input to Model ............................................................................................................................ 3.15 Area Assignments ............................................................................................................ 3.15 RAINFALL AND EVAPORATION ASSIGNMENTS.............................................................................. 3.16 Rainfall Assignments ................................................................................................................... 3.16 Evaporation ................................................................................................................................. 3.16 External Boundary Flows ............................................................................................................ 3.16 Chapter 4 MODEL CALIBRATION .................................................................................................. 4.1 2012 MODEL DRY WEATHER CALIBRATION ..................................................................................... 4.2 Sanitary Flow Calibration ............................................................................................................ 4.2 2012 MODEL WET WEATHER CALIBRATION ..................................................................................... 4.6 Infiltration and Inflow Calibration .............................................................................................. 4.6 Non-Calibrated Model Basins .................................................................................................... 4.8 Ultimate Model Inflow and Infiltration Parameters ................................................................. 4.9 Chapter 5 ANALYSIS AND RESULTS ............................................................................................... 5.1 2012 MODEL PEAK FLOW AND CAPACITY ANALYSIS .................................................................... 5.1 External Boundary Flows .............................................................................................................. 5.1 Peak Storm ..................................................................................................................................... 5.1 Analysis Results .............................................................................................................................. 5.3 ULTIMATE MODEL PEAK FLOW AND CAPACITY ANALYSIS .......................................................... 5.17 Peak Storm ................................................................................................................................... 5.17 Analysis Results ............................................................................................................................ 5.17 LIFT STATION AND FORCE MAIN ANALYSIS .................................................................................... 5.33 INFILTRATION AND INFLOW ANALYSIS ............................................................................................ 5.34 PEAK BOUNDARY FLOW ANALYSIS ................................................................................................. 5.37 Chapter 6 RECOMMENDATIONS AND SUMMARY ....................................................................... 6.1 FLOW MONITORING RECOMMENDATIONS .................................................................................... 6.1 KING COUNTY COMPATIBILITY .......................................................................................................... 6.3 LIMITATIONS OF THE MODEL .............................................................................................................. 6.6 TABLES Table 2-1 Pipe Material Summary .................................................................................................... 2.4 Table 3-1 Population Projections by Sewer Mini-Basins: Values Assigned to 2012 and Ultimate Models ................................................................................................................................ 3.12 Table 4-1 Dry Weather Calibration Summary ................................................................................ 4.4 Table 4-2 Per Capita Flow Rate (ft2/PE/day) ................................................................................. 4.5 Table 4-3 Wet Weather Calibration Summary ............................................................................... 4.8 Page ii City of Renton 2015 Hydraulic Model Update Summary Report Table of Contents Table 4-4 City Mini-Basins Not Calibrated for Dry and Wet Weather ........................................ 4.9 Table 5-1 Selected Storm Events Per Model Basin ........................................................................ 5.3 Table 5-2 Capacity Analysis for 2012 Sewer Model - Problem Areas ........................................ 5.5 Table 5-3 City of Renton Sewer Model 2012 and Ultimate Peak Flow at Mini-Basin Outlet, Including Storm Event ...................................................................................................................... 5.18 Table 5-4 Capacity Analysis for Ultimate Sewer Model - Problem Areas ............................... 5.21 Table 5-5 Lift Station and Force Main Analysis Summary ........................................................... 5.33 Table 5-6 Peak Infiltration and Inflow per Mini-Basin .................................................................. 5.35 Table 5-7 Peak Boundary Flows ...................................................................................................... 5.37 Table 6-1 City of Renton Sewer Model Proposed Flow Monitor Locations ............................... 6.2 FIGURES Figure 3.1 2012 Sewer Mini-Basin Boundaries ................................................................................. 3.3 Figure 3.2 Ultimate Sewer Mini-Basin Boundaries .......................................................................... 3.4 Figure 5.1 Selected Storm Events Per Model-Basin ....................................................................... 5.2 Figure 5.2 2012 Sewer Model Analysis Results .............................................................................. 5.38 Figure 5.3 Ultimate Sewer Model Analysis Results ....................................................................... 5.39 Figure 6.1 Proposed Flow Monitor Locations ................................................................................. 6.8 APPENDIX APPENDIX A – Dry Weather Flow Calibration Time Series .............................................................. A APPENDIX B – Wet Weather Flow Calibration Time Series .............................................................. B APPENDIX C – Figure 5-2A Through Figure 5-2S: 2012 Sewer Model Analysis Results ............... C APPENDIX D – Figure 5-3A Through Figure 5-3W: Ultimate Sewer Model Analysis Results ....... D Page iii City of Renton 2015 Hydraulic Model Update Summary Report CHAPTER 1 INTRODUCTION PROJECT UNDERSTANDING The City of Renton retained the services of Stantec to update the existing hydraulic model to evaluate the capacity of the existing sewer system and to analyze the system for future development scenarios. Steps in the development of the sewer model included: 1.Updates of the physical model that involved obtaining, formatting, and inputting into the physical system data such as manholes, pipes and lift stations. 2.O btaining and analyzing the population and employment data to input as flow assignments to each sewer basin with the precipitation and evaporation data. 3.Calibration of the model to 2012 conditions. 4.Analyzing the 2012 and Ultimate Model Peak Flow Scenarios. The methodology and numerous assumptions associated with developing the model are detailed herein, with supporting documents associated with the project. The r eport includes the following sections: •Chapter 1 – Introduction •Chapter 2 – Physical Model Updates •Chapter 3 – Planning Data •Chapter 4 – Model Calibration •Chapter 5 – Analysis and Results •Chapter 6 – Recommendations and Summary Two primary models were used during this project. T he 2012 Model was updated from previous versions of the model, and was calibrated to King County’s 2008-2011 flow-monitoring data. Discussion of the original model development can be found in the City of Renton Sanitary Sewer Model Development and Analysis Summary Report, September 2006. T he Ultimate Model was then developed, which incorporates all of the projected flow assignments for the analysis. City of Renton 2015 Hydraulic Model Update Summary Report Page 1.1 INTRODUCTION CHAPTER 1 MODELING SOFTWARE The model was analyzed using the MIKE URBAN software program by the Danish Hydraulic Institute (DHI), and was originally developed using MOUSE, also by DHI. DHI assisted King County with the 2001 regional Infiltration and Inflow (I&I) study, and King County also used MOUSE for the 2012 I/I study, and has assisted the City and Stantec with the development of the original MOUSE model, conversion of the MOUSE model to MIKE URBAN, and development of the City’s sewer system geodatabase. City of Renton 2015 Hydraulic Model Update Summary Report Page 1.2 CHAPTER 2 PHYSICAL MODEL UPDATE The development of the two primary models (2012 and Ultimate) is summarized below. 2012 PHYSICAL MODEL DEVELOPMENT Data Source The basis for the M IKE U RBAN model update was primarily the City’s GIS database, and includes system data from 2008 through March 2012 . Additional data was provided from topographic survey data and sewer record drawings. To be consistent with the previous model development and updates, the following rules were applied when adding new facilities to the model: Manholes and Nodes • Cleanouts and connected piping were generally excluded from the model. • The correct manhole diameters were assigned to the model where available. Manholes were generally assumed to be 4-foot diameter if no other information was available. • Outlet loss for manholes in the model was assumed to be “round-edged.” To remain conservative yet more realistic, the outlet loss was assigned as “round-edged” to the manholes, and the default loss value “Km” was reduced from 0.25 to 0.1. • At a few locations, the new sewer information was joined the older portions of the model. I nterpolations and/or datum shifts of elevations were necessary during the original model development. In many of these cases, it was necessary to re-interpolate or re-work the existing manhole elevations to match the new data. Pipes • Specific pipe lengths were generally not input into the model; instead the pipe lengths were scaled based on the coordinates from the City’s GIS. Lift Stations and Force Mains • Best available pumping rate data was used to input flow rates for single pumps in duplex stations. Pumps were assumed to operate at a constant rate (the design flow rate) throughout the ranges of operation. The pump City of Renton 2015 Hydraulic Model Update Summary Report Page 2.1 PHYSICAL MODEL DEVELOPMENT CHAPTER 2 data originated from pumping tests and flow monitoring data supplied by the City. Pump curves were not used for the lift stations in the model. Generally, the magnitude of flow rates from the lift stations relative to the larger system flows were considered to be small enough to neglect the effects of wet well fluctuations for modeling purposes. • The pump controls (on/off) are based on actual level settings obtained from the City. The second pump in each station is activated based on the wet well level, and a very rough estimate was made for the flow rates with both pumps running. For the backup pumps within lift stations, where no other information was available, the second pump was assumed to produce approximately 1/4 to 1/3 of the flow rate of the first pump when the pumps operate simultaneously. It is recognized that per DOH requirements for duplex stations, a single pump must be sized to handle the entire peak flow of the design storm event. The flow rate from the second pump is defined as the difference between the first pump operating alone, and the combined pumping rate (e.g., Pump 1 pumps 1.0 cfs throughout operation range, Pump 2 pumps 0.25 cfs throughout its operating range). • The alignment, size, and material of f orce mains is physically defined in the model. However, intermittent grade changes along the alignment are not represented. • Appropriate lift stations were added and abandoned in the model for the different scenarios and timeframes analyzed, as described below, and in the sections discussing the Ultimate Models. The following lift stations were added or modified in the 2012 Model: • Denny’s Lift Station (L07) Improvements • Airport Lift Station (L25) Replacement • Stoneg ate Lift Station (L27) Replacement • Shy Creek Lift St ation (L01) • Liberty Lift Station (L3 4) The following lift stations, which have been removed from service, were removed in the 2012 Model: • Summer Wind Lift Station • Earlington Lift Station • East Renton Lift Station • High Gate Lift Station City of Renton 2015 Hydraulic Model Update Summary Report Page 2.2 PHYSICAL MODEL DEVELOPMENT CHAPTER 2 • Highland Estates Lift Station • Evendell Lift Station A few of the improvements described above, including the Liberty Lift Station and Airport Lift Station Improvements, were not active until after 2012. These improvements were added after the calibration was complete. Extent of 2012 Hydraulic Model The majority of the City’s sewer system as it existed in 2012 was incorporated into the hydraulic model. Clean-outs, dead-end portions of the system with missing/errant information, and some portions of private system were not included. Although present in the physical model, a portion of the City’s system south of Mini- Basin 5 did not include flow assignments, per direction from City staff (this portion of the system is “dry” piping in the model), since it is tributary to another purveyor’s Mini-Basin (SOO039). This area is located in the South portion of the City, primarily serving customers on South 55th Street (between 99th Place South and SR-167) and on Talbot Road South (between South 50th Street and South 194th Street). Isolated areas where small portions of the City’s piping are tributary to sewer purveyors other than King County were generally not modeled. Model Pipe and Manhole ID Updates The City updated its geodatabase in 2014. Included in this update was a revision to the naming conventions for the sewer infrastructure, including manholes, cleanouts, gravity pipes, force mains, and lift stations. In order to more easily identify and discuss the analysis of the sewer system, the City requested that we update the City sewer identifiers (MUIDs) within the model to be consistent with the geodatabase. This included updates to the pipe material identifications , which were adjusted to conform to NASSCO standards for pipe inspection. With the assistance of DHI, Stantec imported and updated the MUIDs and pipe materials . Small isolated areas of the City sewer system were not updated. These locations were typically updates to the geodatabase that occurred after 2012, or were locations where the model included horizontal and vertical bends in the pipe not adequately represented in the GIS. The King County interceptor sewer pipes were not updated during this procedure. Table 2-1 lists the pipe materials and associated Manning’s roughness values. City of Renton 2015 Hydraulic Model Update Summary Report Page 2.3 PHYSICAL MODEL DEVELOPMENT CHAPTER 2 Table 2-1 Pipe Material Summary Pipe Material Manning's Roughness Legacy MOUSE model material descriptions Concrete (Smooth) 0.013 Plastic 0.011 NASSCO Material Descriptions CAS - Cast Iron 0.0143 CP - Concrete Pipe (non- reinforced) 0.0133 DIP - Ductile Iron Pipe 0.012 PE - Polyethylene 0.011 PSC - Plastic/Steel Composite 0.011 PVC - Polyvinyl Chloride 0.011 VCP - Vitrified Clay Pipe 0.014 XXX - Not Known 0.0143 A small number of pipes and manholes from sewer improvements after 2012 were added to the model in order successfully complete the ID updates. ULTIMATE PHYSICAL MODEL DEVELOPMENT Pipe, Manhole and Node Additions The 2012 Model was used as the base to create the Ultimate physical model. Development of the Ultimate Model included working with City Staff to determine and include future system improvements, such as: • T he proposed diversion sewer for Heather Downs/Maplewood Heights was added. The proposed sewer will begin south of the Union Avenue SE/SE 4th Street Intersection and will drain sewage flows down a steep slope, and connect to the existing sewer located in the Maplewood Golf Course. • The proposed Talbot Hills Sewer relocation was added. This involves r elocation of the sewer from South 14th Street and redirection of the sewer to flow by gravity to Smithers Avenue S. This also includes installation of a new sewer crossing under I-405 at the extension of Smithers Avenue S to S Renton Village Place. City of Renton 2015 Hydraulic Model Update Summary Report Page 2.4 PHYSICAL MODEL DEVELOPMENT CHAPTER 2 • The proposed Thunder Hills diversion sewer, located on S 18th Street between Grant Avenue S and Eagle Ridge Drive S, was added. The downstream sewers between Eagle Ridge Drive and Smithers Avenue S were upsized to accommodate increased flow rates. In addition to the improvements listed above, “dummy” nodes were added to represent portions of the “U” Basins or other existing sub-basins not currently served by sewer. To represent future service, nodes were added for each mini-basin or sub-b asin, generally a single node each for residential, employment, and any school populations. City of Renton 2015 Hydraulic Model Update Summary Report Page 2.5 CHAPTER 3 PLANNING DATA The planning data section includes the populations and areas assigned to each mini-basin, the assumptions used to model sanitary sewer flow, peak flow generating storm events assigned to each model basin, and I&I assignments. MODEL SANITARY FLOW DETERMINATION Unlike the flow monitoring performed for the original 2001 Infiltration and Inflow study performed by King County, the decennial flow monitoring used for the 2012 study did not include each of the City’s mini-basins. Instead, flow monitors were placed at fewer locations. T ypically, the locations were at the outlet of each Model Basin, although a small number of mini-basins were also assigned a flow monitor. There were 25 flow monitors placed which recorded flows generated within the City’s sewer service area. Dry Weather Flow Determination by Mini-Basin Dry weather flow data from the 2009-2010 flow monitoring season was generally used to determine total average sanitary sewage flows for each mini-basin. King County staff identified the periods meeting their criteria for dry weather flow. For model basins receiving flow from upstream tributary basins , time series using the flow monitoring data were developed and added to the model as boundary conditions to examine the total flow through the basin. Diurnal Curve Development The diurnal curves developed during the creation of the 2001 Mouse m odel were not modified for the 2012 or Ult imate models. MODEL PLANNING DATA Population projections were compiled for the City of Renton Sewer Service Area for current and future conditions. The populations are divided into four categories; single-family residential, multi-family residential, employment, and schools. Most of the projections for the three categories (not including schools) were taken from the Puget Sound Regional Council (PSRC) Land Use Baseline projections, which were developed using the UrbanSims model, and cut to the City of Renton sewer mini-basin boundaries by PSRC staff. Due to confidentially requirements established by the Employment Securities Department, employment populations could not be provided for six sewer mini-basin boundaries. Because of this, two different methods, which are described later in the chapter, were used to estimate City of Renton 2015 Hydraulic Model Update Summary Report Page 3.1 PLANNING DATA CHAPTER 3 the employment populations for current and future conditions. A small number of residential populations were also modified after our review of the PSRC data. School populations were derived from enrollment data published by the school districts located within the City sewer service area. Planning Area/Basin Boundaries 2012 Model Population and employment data was assigned to the hydraulic model based on City of Renton mini-basins. There are 6 7 sewer drainage mini-basins. The mini- basins vary in size and span the entire City. These include the 57 King County Mini- Basins delineated for the year 2001-2002 flow monitoring, which were modified to more accurately represent the City’s service area and to exclude non-developable areas, and to also add Mini-Basins A and B. Mini-Basin 38 was split into two sub- basins, as discussed in the September 2006 report, and Mini-Basins U1, U2, U3, U4, U6, U8, and U9 were added to address the development in the eastern portions of the City Sewer Service Area. These were originally delineated for the previous Ultimate analysis, but have incorporated some development since that time. Mini- Basin 30C, which was formerly part of Basin 30A, was created, and Basin 46 was split into two sub-basins, Mini-Basin 46 and 46-N orth. Other minor adjustments were made to some of the basins boundaries due to additional development and improvements to the network. Figure 3-1 displays the mini-basin boundaries used in conjunction with the 2012 model. Ultimate Model The planning area boundaries are determined by physical service area agreements between the City and other jurisdictions, including adjacent Cities and Sewer Utility Districts. The Urban Growth Boundary designated by the King County Comprehensive Plan determines much of the easterly planning boundary areas. Most of the projected sewer area growth will occur to the areas east of the current City limits, including a large non-sewered area within unincorporated King County in the East Plateau service area. S everal Mini-Basin boundaries were expanded to include the City’s sewer planning area for the “Ultimate” conditions, so that the entire population projected to be served by the City and the resultant sanitary sewage flows would be represented. Topography and other geographic features were taken into account when creating the new boundaries. Three Basins east of the City, identified as U5, U7, and U10 included in the Ultimate model, were also delineated for the previous Ultimate analysis. Basins U5, U10, and the eastern portion of U9 are outside the East Plateau Service Area but City of Renton 2015 Hydraulic Model Update Summary Report Page 3.2 CHAPTER 3 PLANNING DATA Figure 3.1 2012 Sewer Mini-Basin Boundaries City of Renton 2015 Hydraulic Model Update Summary Report Page 3.3 PLANNING DATA CHAPTER 3 Figure 3.2 Ultimate Sewer Mini-Basin Boundaries City of Renton 2015 Hydraulic Model Update Summary Report Page 3.4 PLANNING DATA CHAPTER 3 within the Ultimate Sewer Service Area. The areas of proposed future growth were represented in the model, as a “skeletonized” system. Large portions of the other U-Basins, including U4 and U6, are also currently without sewer. Undeveloped portions of the U-Basins were generally represented in the model by single nodes in the approximate centers of the proposed service areas, connected to the appropriate discharge locations. Additionally, single nodes were assigned as “point” loads at various locations in the model, where significant proposed future service area is projected to connect to the existing system. Figure 3-2 shows the mini-basin boundaries used in conjunction with the Ultimate Model. Land Use and Zoning The land use and zoning map, adopted September 22, 2014, was obtained from the City’s geodatabase and used for the planning data. The land use and zoning designations within the City include single-family residential (generally ranging from 1 to 14 dwelling units per acre), several classifications of multifamily residential, office, commercial, business, urban-center, and industrial zoning. There are also many parks and open spaces in and around the City. Population assigned to the model was grouped into the following four categories: single-family residential, multifamily residential, employment, and schools. For the 2012 model, population was assigned to the appropriate categories in the model by overlaying the land use and zoning map with the map of the sewer system, and separating the manholes into the four categories. Population was generally not assigned to manholes within parks and open areas. Future land use and zoning patterns used in the Ultimate Model for the planning area were assumed to very closely correspond to existing uses (with a few exceptions), based on discussions with the City Planning Department and Planning/Building/Public Works Staff. Data Projections Population, household, and employment data was provided by the PSRC for the years 2012 and 2040 for the entire sewer planning area (both inside and outside current City limits). The data obtained for these years was provided in geographic subdivisions based on the based on the sewer Mini-Basin boundaries provided to PSRC by Stantec. With a few exceptions, each Mini-Basin included projected growth of households and employment. Residential PSRC provided 2012 residential projections for the entire City of Renton Sewer Service Area utilizing Land Use Baseline data. These projections included estimated populations for single family and multi-family populations. City of Renton 2015 Hydraulic Model Update Summary Report Page 3.5 PLANNING DATA CHAPTER 3 The Land Use Baseline projections are available down to the parcel level. However, the data was not been verified at this precision, and may contain some inaccuracies. Also, PSRC did not provide verification for its cut of the data at the mini-basin level, so we reviewed the data to determine if there were any obvious inaccuracies. This was done by reviewing City GIS data within each mini-basin, including land-use, parcel count, and aerial photos. King County Assessor’s information, via King County’s online GIS interface, iMap, was also checked to estimate volume of larger multi-family developments. Based on this review, the populations for the following basins were modified: • Basin 5 – The Land Use Baseline projections list 126 parcels and a single family residential population of 169. City GIS data shows 170 parcels within the basin, with an estimated 100 single family lots. A multiplier of 2.5 persons per single family lot was used to estimate a single family residential population of 250 for this basin. The multi-f amily population supplied by PSRC is negligible, and is consistent with the city GIS data. • Basin 20 – The estimate from PSRC for this mini-basin encompassed the Ultimate mini-basin boundary. T o estimate the population for the current boundary, the total of 3,007 people was scaled on an area ratio of the current/ultimate basins for an adjusted population of 2,390. The multi-family development and zoning is all within the current mini-basin boundary, so this population was not modified. • Basin 25/Basin 43 – Both of these mini-basins include large mobile home parks, which are not accounted for in the PSRC projections for either single- family or multi-family populations. Basin 25 includes approximately 240 mobile homes, and Basin 43 includes approximately 200 mobile homes. T o account for these populations, a multiplier of 1.8 (multi-family) was applied to each mobile home, and the populations were added to the projections supplied by PSRC. For Basin 25, the total residential population was adjusted from 983 to 1,415. For Basin 43, the population was adjusted from 49 to 410. • Basin U1 - The Land Use Baseline projections list 58 parcels and a single family residential population of 255. City GIS data shows approximately 205 parcels within the basin, with an estimated 197 single family lots. A multiplier of 2.5 persons per single family lot was used to estimate a single family residential population of 490 for this basin. The multi-family population supplied by PSRC is negligible, and is consistent with the GIS data. • Basin U6 – The estimate from PSRC for this mini- basin encompassed the ultimate mini-basin boundary. T o estimate the population for the current boundary, the total of 2,050 people was scaled on an area ratio of the current/ultimate basins for an adjusted population of 1,345. The multi-family population supplied by PSRC is negligible, and is consistent with the GIS data. It was not modified. City of Renton 2015 Hydraulic Model Update Summary Report Page 3.6 PLANNING DATA CHAPTER 3 • Basin U9 – The estimate from PSRC for this mini-basin encompassed the ultimate mini-basin boundary. T o estimate the population for the current boundary, the total of 1,268 people was scaled on an area ratio of the current/ultimate basins for an adjusted population of 68. No multi-family population was projected. This is consistent with the GIS data. These modifications were reviewed by City of Renton Planning Department staff and accepted. Employment Using Land Use Baseline data, PSRC provided 2012 employment projections for all but six mini-basins within City of Renton Sewer Service Area. Projections were not released for Basins 30C, 32, 50, 52, U3, and U8 due to confidentiality requirements by the Employment Securities Department. For those six basins, Longitudinal Employer-Household Dynamics (LEHD) data, developed by the U.S. Census Bureau, was cut to the mini-basin boundaries. The data listed is for the year 2011, which was the most recent data available. As with the residential data, the employment data was reviewed. However, since it is difficult to estimate employment populations for each business without performing a detailed analysis of each min-basin, no obvious discrepancies between the PSRC/LEHD projections and the GIS data were identified. Schools Using published data from the local school districts, including the Renton School District and Issaq uah Schools, populations were determined for schools within the existing sewer service area. Student populations were generally developed using enrollment statistics for the 2011-2012 school year. Where available, school staffing data was also collected and used to allocate employment population to the schools in the model. Future Population Projections Residential PSRC provided 2040 residential projections, using the Land Use Baseline data, for the entire City of Renton Sewer Service Area. These projections included estimated populations for single family and multi-family populations. Since these projections were modeled using a large number of factors, it is difficult to review them solely on zoning and land use designations. Because of this, none of the residential projections were modified from the PSRC output, with the following exception: • As part of the Thunder Hills Sanitary Sewer Interceptor analysis, A detailed review of the projections for the the tributary areas was performed. It was City of Renton 2015 Hydraulic Model Update Summary Report Page 3.7 PLANNING DATA CHAPTER 3 determined that The PSRC projections for Mini-Basin 45 (which is tributary to the Thunder Hills interceptor) for the year 2040 showed large decreases in single and multi-family residential population, which is inconsistent with the City’s Comprehensive Plan land use designations and current development activity for the basin. Because of this, Stantec developed Ultimate populations for the portions of Mini-Basin 45 tributary to the Thunder Hills Interceptor by applying the growth percentages calculated for adjacent Mini-Basin 3 based on PSRC estimates. Employment Future employment projections fall under the same restrictions as the current population data, so PSRC provided 2040 employment projections, using the Land Use Baseline data, for all but Basins 30C, 32, 50, 52, U3, and U8. Long-term LEHD data is not developed, so this methodology could not be used for future projections. PSRC provided employment projections for its Land Use Targets dataset, which are based on local growth targets that are aligned with the Vision 2040 Regional Growth Strategy. This data is divided by TAZ (Traffic Analysis Zone), which is the smallest delineation of the data made available to the public by PSRC. No similar data set is available for the Land Use Baseline data. The long-term horizon for these projections varies by city, since they were based on each City's comprehensive planning period. For the City of Renton, year 2035 was the longest- term projection. To allocate this population data to the future sewer mini-basins, we divided the populations for each TAZ into the mini-basins and using an area percentage of each mini-basin within the overlapping TAZ. A TAZ may still include multiple basins, city boundaries, and the UGA boundary in some cases. Each TAZ may also include areas of varying residential and employment density due to land-use designations. Because of this, a strict area to population ratio may not be an adequate representation of the employment population. Th e projections for two of the six mini-b asins appeared to be reasonable. However, t here were concerns about the projections for the other four mini-basins. C oncerns and comments for the six mini- basins, which were presented with the population projections to the City Planning Department staff, are described below: • Basin 30C – This basin is located in portions TAZ Zones 325, 324, and 325. The developable areas within this basin are entirely residential at this time, and have residential zoning and land use designations. A low or negligible employment population would be anticipated. • Basin 32 – Almost this entire basin is located in a portion TAZ Zone 324. Approximately 50% of the basin has industrial land use designations, while the rest of the basin is a mixture of urban center, residential and commercial land-use designations. Much of the TAZ Zone 324 is south of Basin 32, and includes large areas with Commercial Corridor and Urban Center Downtown City of Renton 2015 Hydraulic Model Update Summary Report Page 3.8 PLANNING DATA CHAPTER 3 land use designations, where more of the employment population is likely to be located. Because of this, it appears that the employment projections for Basin 32 are high. • Basin 50 – Most of this basin is located in a part of TAZ Zone 323, with a small portion in Zone 335. The land use designations are Urban Center North, Industrial, and Commercial Corridor. Although there are commercial and industrial land use designations outside of Basin 50 for both TAZ zones, the employment population distribution does not appear to be disproportionate. • Basin 52 - This basin is located in portions of TAZ Zones 322, 323, 324 and 325. The land use designations within the basin are residential and industrial. The area within Basin 325 is not developable. The employment population within Zone 323 does not appear to be disproportionate. However, the employment population projections for Zones 322 and 324 appear to be high, for similar reasons as for Basin 32. • Basin U3 – This Basin is located within parts of TAZ Zones 327 and 328. The land use designations within the basin are primarily residential, but there is a small area of the basin within Zone 322 with a commercial designation. Zone 327 contains a large cross-section of residential and commercial land-use designations, so it is difficult to assess whether the employment population projections within Basin U3 are accurate. • Basin U8 - This basin covers a comparatively small area in relation to the other basins. It is located within TAZ Zone 328, and the land use designation is all single-family. Zone 328 included only single family residential land use designations, so the employment population should be negligible. The comments and data were reviewed by City of Renton Planning Department staff, and the population data was accepted. The 2040 data is considered to be Ultimate built-out population by City Planning Staff. For hydraulic modeling purposes, most populations assigned to the model were increased by an additional 25% per the City’s direction, to ensure an adequate level of conservatism for the Ultimate scenario. Schools Since school enrollment projections are not available for 2040, school population estimates were determined by applying the residential growth rate between 2012 and Ultimate conditions from the surrounding mini-basin. School staffing was similarly adjusted to compensate for adjustments in school population. City of Renton 2015 Hydraulic Model Update Summary Report Page 3.9 PLANNING DATA CHAPTER 3 POPULATION AND SANITARY SEWAGE FLOW ASSIGNMENT TO MODEL Population Assignment I ndividual (per capita) flow rates were assigned to the residential and employment population, consistent with the flow rate assigned to each Mini-Basin in the original model, and later adjusted during the dry weather calibration process. Allowances were made for large concentrations of population or employment. The following outlines some of the main considerations for the process of population assignment to the model: • Population was generally assigned to manholes in four main categories: residential single-family, residential multifamily, employment (commercial/industrial, etc.), and schools. Population and employment numbers for each composite mini-basin were apportioned among each zoning category to achieve uniform flow distribution. • Population was generally assigned to most of the nodes in the model. Population was usually not assigned to the nodes associated with parks/open space, non-served areas (transmission areas), lift stations, and bends (population was assigned to Tees); these nodes were separated from the others and excluded from the population assignments. • Per the City, typical sewage flows for the residential category are generally in the 60 to 100 gpcd range (not including I&I). Sewage flows from multifamily individuals are typically about 2/3 of the flows from single family individuals. • Sewage flows for the employment category were generally assumed to be 10 gpcd (not including I&I), unless other information about higher demands was available or apparent, or as necessary for calibration. • Sewage flows for the school category were generally assumed to be 10 to 15 gpcd (not including I&I), unless other information about higher demands was available or apparent. These values were roughly consistent with average school flow rates from Table 2-4 of Wastewater Engineering by Metcalf and Eddy (1991). In areas where the mini-basin boundaries remained constant (no increase in area), and no significant sewer improvements were added, generally the projected population was evenly distributed among the existing nodes. Where mini-basin boundaries expanded for the Ultimate Model, the population was often increased by 25-50% for the existing manholes, and new area and new projected population was generally assigned to new manholes or projected single point-loads outside of and connected to the existing system. These populations were estimated based on zoning and area. City of Renton 2015 Hydraulic Model Update Summary Report Page 3.10 PLANNING DATA CHAPTER 3 Table 3-1 summarizes the population and area assignments by mini-basin in the 2012 Model and the Ultimate Model. The population was separated into residential single-family, residential multifamily, employment, and school categories. This table updated the population assignments provided in the “City of Renton Hydraulic Model Update – Population Projections” memo dated June 18, 2014. Determination of Sanitary Sewer Flow Rates The per capita sanitary sewage flow rates developed during the creation of the 2001 Mouse model were generally used in the 2012 and Ultimate models. A description of the process for flow rate development is included in the text of the documentation report. Flows for new catchments within existing basin were initially assigned the same flows as existing adjacent areas based on development, a nd adjustments were made during the model dry weather calibration. City of Renton 2015 Hydraulic Model Update Summary Report Page 3.11 PLANNING DATA CHAPTER 3 City of Renton 2015 Hydraulic Model Update Summary Report Page 3.12 Table 3-1 Population Projections by Sewer Mini-Basins: Values Assigned to 2012 and Ultimate Models 2012 Basin Population Estimates Ultimate Population Estimates (2040 Population+25%) Area (acres) Sewer Mini-Basin Single Family Multi- Family Employment Schools Single Family Multi- Family Employment Schools 2012 Ult % Diff 1 180 82 22 0 554 420 29 0 71.8 71.8 0.0% 2 81 1,303 342 1,041 209 1,608 713 1,367 127.5 134.7 5.7% 3 1,012 1,307 95 0 1,660 1,836 248 0 194.5 194.5 0.0% 4 1,094 49 22 466 2,109 121 160 909 205.2 205.2 0.0% 5 250 1,823 4,126 0 701 2,238 5,633 0 213.9 233.5 9.2% 6 1,513 10 25 0 2,173 14 165 0 224.3 224.3 0.0% 7 1,232 27 67 526 1,936 31 88 822 162.6 162.6 0.0% 8 0 0 2,248 0 0 0 5,310 0 82.1 82.1 0.0% 9 0 0 272 0 0 0 645 0 111.0 111.0 0.0% 10 173 121 537 0 201 65 1,011 0 54.4 54.4 0.0% 11 803 461 1,140 0 1,148 559 2,201 0 163.8 163.8 0.0% 12 23 1,492 458 0 34 1,803 883 0 73.6 73.6 0.0% 13 402 438 698 0 398 498 1,301 0 81.1 81.1 0.0% 14 1,041 401 504 298 1,795 483 1,088 471 206.0 206.0 0.0% 15 110 456 736 1,218 139 576 1,504 1,539 92.3 92.3 0.0% 16 1,077 380 241 0 1,534 481 583 0 177.2 177.2 0.0% 17 545 149 202 0 765 355 379 0 122.7 122.7 0.0% 18 350 209 148 0 408 280 279 0 38.9 38.9 0.0% 19 0 0 1,480 0 0 0 3,496 0 144.4 144.4 0.0% 20 2,390 490 261 0 5,943 549 973 0 309.5 620.7 100.5% 21 1,425 17 59 618 1,998 35 335 871 143.5 176.5 23.0% 22 1,065 1,433 599 1,956 1,690 1,905 2,049 2,815 208.8 208.8 0.0% 23 858 393 52 0 1,228 500 98 0 111.8 111.8 0.0% 24 1,258 136 63 0 1,839 179 109 0 130.5 130.5 0.0% 25 1,583 35 111 0 1,321 90 200 0 179.8 179.8 0.0% 26 2,189 1,440 818 525 3,270 2,228 1,800 795 382.5 382.5 0.0% 27 1,097 62 11 1,135 1,434 86 1,209 1,489 103.0 103.0 0.0% PLANNING DATA CHAPTER 3 City of Renton 2015 Hydraulic Model Update Summary Report Page 3.13 Table 3-1 Population Projections by Sewer Mini-Basins: Values Assigned to 2012 and Ultimate Models 2012 Basin Population Estimates Ultimate Population Estimates (2040 Population+25%) Area (acres) 28 0 0 5,365 0 0 0 12,673 0 180.0 180.0 0.0% 29 574 120 16 2,265 770 188 44 3,127 85.8 85.8 0.0% 30A 787 835 60 0 941 1,688 139 0 133.6 133.6 0.0% 30B 38 3 0 0 55 63 0 0 4.7 4.7 0.0% 30C 2 324 12 0 95 499 106 0 21.2 21.2 0.0% 32 321 281 105 0 368 328 5,373 0 141.8 141.8 0.0% 33 3,184 11 218 559 4,903 18 398 861 320.6 375.9 17.3% 34 721 227 43 0 1,223 279 75 0 127.9 127.9 0.0% 35 328 224 113 0 438 314 313 0 60.1 60.1 0.0% 36 40 1,376 397 0 41 1,634 854 0 117.2 117.2 0.0% 37 256 352 257 1,159 341 494 451 1,592 69.1 69.1 0.0% 38A 642 253 469 0 808 370 1,091 0 91.2 91.2 0.0% 38B 47 17 2 0 55 63 0 0 16.7 16.7 0.0% 39 508 515 127 0 640 690 329 0 86.0 86.0 0.0% 40 593 87 33 0 776 113 63 0 74.9 74.9 0.0% 41 1,063 94 61 0 1,319 133 116 0 117.3 117.3 0.0% 42 0 0 147 0 0 0 329 0 20.1 20.1 0.0% 43 549 624 7 0 611 1,085 175 0 116.5 116.5 0.0% 44 282 578 487 0 361 835 909 0 127.9 127.9 0.0% 45 20 1,157 2,733 0 133 2,390 5,165 0 158.8 158.8 0.0% 46 1,994 615 679 0 2,431 741 1,469 0 390.0 390.0 0.0% 46 (North) 67 665 21 0 106 1,055 36 0 23.8 23.8 0.0% 47 777 1,496 606 0 1,089 2,628 1,269 0 196.3 196.3 0.0% 48 462 168 6 545 609 243 288 737 60.3 60.3 0.0% 49 12 0 544 0 15 0 1,284 0 71.9 71.9 0.0% 50 4 174 30 0 5 210 1,064 0 162.6 162.6 0.0% 52 597 6 187 0 1,054 5 1,028 0 148.1 148.1 0.0% 54 139 1,066 883 0 446 1,680 1,668 0 252.5 252.5 0.0% A 4 0 4,975 0 5 571 11,753 0 857.2 857.2 0.0% B 0 0 2,580 0 85 0 6,046 0 323.3 323.3 0.0% PLANNING DATA CHAPTER 3 City of Renton 2015 Hydraulic Model Update Summary Report Page 3.14 Table 3-1 Population Projections by Sewer Mini-Basins: Values Assigned to 2012 and Ultimate Models 2012 Basin Population Estimates Ultimate Population Estimates (2040 Population+25%) Area (acres) CEDAR 02A 302 146 318 0 370 211 599 0 48.6 48.6 0.0% ESI1003 237 620 7,126 0 255 1,108 14,185 0 403.9 403.9 0.0% RENT65 561 526 189 0 1,115 811 569 0 178.1 178.1 0.0% U1 255 8 7 0 1,004 8 16 0 75.5 75.5 0.0% U2 1,054 56 23 0 2,014 61 51 0 139.0 139.0 0.0% U3 1,064 63 59 0 1,743 88 303 0 141.7 141.7 0.0% U4 2,927 10 251 612 4,649 30 614 975 472.0 472.0 0.0% U5 N/A1 N/A1 N/A1 N/A1 976 75 36 0 N/A1 112.9 U6 1,345 6 32 1,664 4,055 33 544 3,309 219.9 615.2 179.8% U7 N/A1 N/A1 N/A1 N/A1 1,685 9 96 0 N/A1 173.7 U8 294 0 3 0 496 0 26 0 43.0 43.0 0.0% U9 68 0 1 905 1,824 0 314 1,305 12.2 212.7 1641.9% U10 N/A1 N/A1 N/A1 N/A1 2,335 178 64 0 N/A1 354.0 Total 43,869 25,417 44,506 15,492 76,731 37,869 104,414 22,984 10,407.7 12,070.3 1. Basin U5, U7, and U10 are not located within the existing sewer service area. PLANNING DATA CHAPTER 3 The same per capita flow rates and diurnal curves were used in both the 2012 and Ultimate Models for the portions of the system common to both models. These per capita flow rates were computed as part of the dry weather calibration for the 2012 Model. For population assigned to manholes located in the U-Basins, 100 gallons per person per day was assumed for residential population, and a peaking factor of 2.0 was globally applied to this flow rate. Twenty (20) gallons per person per day was assigned for employment population, per direction from the City Staff. For new schools in the projected service area, 15 gallons per person per day was assigned to the model. With this methodology, calibrated diurnal curves were applied to the existing manholes, and an averaged flow rate was applied to population assigned to new manholes. Input to Model Flows for the newly-added portions of sewer system were assigned to new catchments. Numbering methodology is consistent with the original model development, and was assigned in sequential order. In cases where portions of the sewer system were upgraded or re-routed, existing catchment information w as re- assigned to new manholes. Area Assignments For the older portions of the model, area assignments were generally not modified from the original MOUSE model development. A description of the process for area assignment is included in the text of the documentation report. For portions of the 2012 model developed in Mike Urban, the City parcel GIS data w as overlaid in the model, and catchments were drawn directly over the se developments. Where the new development included multiple manholes, a routine in Mike Urban automatically divided the catchments among the manholes within the development boundary. I f additional manholes were added to a mini- basin with a constant boundary, the areas of the older surrounding catchments were reduced. Areas assigned to the Ultimate Model were generally consistent with the methodology used for area assignments to the 2012 Model. Additionally, “dummy” nodes were added to represent future projected growth areas within the proposed service area boundaries. Large areas (point loads) were added to these dummy nodes to represent the discharges to the system from future growth. For example, s everal dummy nodes were used in the portions of the U-Basins where gravity sewer systems have not yet been constructed. City of Renton 2015 Hydraulic Model Update Summary Report Page 3.15 PLANNING DATA CHAPTER 3 RAINFALL AND EVAPORATION ASSIGNMENTS Rainfall Assignments King County developed model basin specific precipitation time series as part of its 2001 I&I study by using Doppler radar to identify the varying precipitation patterns between rain gauges and factoring the gauge data accordingly. These precipitation data sets were developed for a 60-year period based from SeaTac d ata, and spliced with local rain gauge data for the period of time the County flow monitors were in place, resulting in a specific precipitation data set for each monitoring basin. Each Model Basin was assigned 60 years of factored data coupled with two years of more exact measured precipitation data. These rainfall time series were used in the original MOUSE model analysis, and most of the subsequent model analyses performed for the City. King County used these time series for its recent anal ysis, so they were also used for the City’s 2012 models. For system improvements constructed within the U-Basins, a global I&I assignment of 1,500 gallons per acre per day was assumed and connected to the model. Evaporation Evaporation data was obtained from the historical Puyallup pan evaporation data record. The data is no longer collected at that location and no other known sources of evaporation data exist in the area. As a result, historical monthly averages of the Puyallup data were determined and input to the model. The County adopted a similar average monthly approach to input evaporation data into the model. A standard pan evaporation factor of 0.75 has been applied to the data. King County provided an updated evaporation time series which extends through 2015. The rainfall and evaporation assignments assigned to the Ultimate Model were consistent with those applied to the 2012 Model. This rainfall data included 60- years of data spliced with two years of more specific rainfall data from King County’s flow monitoring program. Each model basin had a separate targeted rainfall assignment which was applied consistently to all of nodes (catchments) contained within. External Boundary Flows Boundary flows enter the City of Renton Sewer Service area at multiple points in the system. Some of these flows discharge from other sewer systems into the City’s sewers, while others flow into the King County sewers within the City’s Sewer Service Area boundary. These boundary flows are described below: City of Renton 2015 Hydraulic Model Update Summary Report Page 3.16 PLANNING DATA CHAPTER 3 • TUK 015 – This boundary flow discharges through the Tukwila T runkline into the South I nterceptor on the west side of Mini-Basin A, and includes flows from King County Model Basins TUK015, TUK002, TUK004, VAL002, and VAL020 in southwestern King County. There is no direct discharge into City of Renton facilities. However, these flows can potentially impact the hydraulic grade line in City sewers tributary to the Tukwila Tr unkline and South Interceptor. • SINT020 - This boundary flow discharges into the South Interceptor on the south side of Mini-Basin A, and includes flows from King County Model Basins SINT020,AUBRN002, ULID066, ULID57C, ULIDN001, ULIDN003, SOO039, KNT035, KNT036, KNT042, and KNT047 located in south King County. T here is no direct discharge into City of Renton facilities. However, these flows can potentially affect the hydraulic grade line in City sewers tributary to the South Interceptor. • SOO021 - This boundary flow discharges into the South Renton Interceptor on the east side of Mini-Basin 5 from the Soos Creek Water and Sewer District, and includes flows from King County Model Basin SOO021. There is no direct discharge into City of Renton facilities. However, these flows can potentially affect the hydraulic grade line in City sewers tributary to the South Renton Interceptor. • SOO003 - This boundary flow discharges into the City of Renton facilities on the south side of Mini-Basin 4 from the Soos Creek Water and Sewer District, and includes flows from King County Model Basins SOO003. SOOS67, NSOOS384, SOO051, SOOS62, and SOO011. • CEDAR039A - This boundary flow discharges into the Cedar River Trunkline to the southeast of the City sewer s ervice area, and includes flows from King County Model Basins CEDAR039, CEDAR010, CEDAR011, and CEDAR 012. There is no direct discharge into City of Renton facilities. However, these flows can potentially affect the hydraulic grade line in City sewers tributary to the Cedar River Trunk. • RNT042 - This boundary flow discharges into the City of Renton facilities on the north side of Mini-Basin 42 , and includes flows from King County Model Basin RENT042. Mini-Basin 42 is actually located within King County Model Basin RENT042. However, the City of Renton sewer service area flows are not modeled as boundary flows. • ESI4024 - This boundary flow discharges into the Eastside Interceptor at the north end of the City Sewer Service area, and includes a tributary area encompassing Belle vue, Kirkland, and much of the area east of Lake Washington. • BLS043B - This boundary flow discharges into the Bryn Mawr Trunkline on the northwest side of Mini Basin 50, and includes flows from King County Model Basins BLS007 and BLS43B. There is no direct discharge into City of Renton City of Renton 2015 Hydraulic Model Update Summary Report Page 3.17 PLANNING DATA CHAPTER 3 facilities. However, these flows can potentially affect the hydraulic grade line in City sewers tributary to the Bryn Mawr Trunk. Locations where the boundary flows enter the City of Re nton Sewer Service Area are included in t he model analysis results, F igure 5-2 and Figure 5-3. Methods for simulating the boundary flows during the calibration and capacity anal ysis are discussed in Chapter 4 and Chapter 5. City of Renton 2015 Hydraulic Model Update Summary Report Page 3.18 CHAPTER 4 MODEL CALIBRATION Model calibration consists of two primary tasks: sanitary and I&I calibration. It is important to distinguish between these separate components, to more accurately simulate future scenario changes in pipe flows related to changing population and employment as well as assumptions about I&I changes over time. Understanding the characteristics of these individual components of pipe flow is a key element in developing the model. Calibration parameters were generally based on the guidelines found in the 2002 Wastewater Planning Users Group Code of Practice for the Hydraulic Modeling of Sewer Systems. The code recommends that sanitary flow verification should be carried out for two dry weather days and the predicted flows/depths compared to the observed flows/depths. The two flow hydrographs should closely follow each other both in shape and in magnitude. In addition to the shape, as a general guide, the flow hydrographs should meet the following criteria: • The timing of the peaks and troughs should be within 1 hour. • The peak flow rate should be in the range ± 10%. • The volume of flow should be in the range ±10%. Care should be taken to exclude periods of missing or inaccurate data. For wet weather calibration, modeled flows/depths should be compared to the observed flows/depths. The two flow hydrographs should closely follow each other both in shape and in magnitude, until the flow has substantially returned to dry weather flow rates. In addition to the shape, as a general guide, the observed and modeled hydrographs should meet the following criteria in at least two of the three events: • The timing of the peaks and troughs should be similar inregard to the duration of the event. • The peak flow rates at each significant peak should be in the range + 25% to - 15% and should be generally similar throughout the event. • The volume of flow should be in the range +20% to -10%. Care should be taken to exclude periods of missing or inaccurate data. • The depth of surcharge should be in the range +0.5 m to - 0.1 m. • The unsurcharged depth at any key points, where this is important regarding the objectives of the model (e.g. at combined sewer overflows), should be within the range ±100 mm. Where rainfall induced infiltration is modeled, the use of a single verification period incorporating a number of rainfall events should be considered instead of a number of discrete events. City of Renton 2015 Hydraulic Model Update Summary Report Page 4.1 MODEL CALIBRATION CHAPTER 4 For the purposes of this model calibration, for both sanitary and wet weather, peak flow and volume parameters for the model were verified against the flow monitoring data, as well as a comparison of general flow patterns and timing of peaks. 2012 MODEL DRY WEATHER CALIBRATION Sanitary Flow Calibration Sanitary calibration consists of two primary elements: the total flow produced per person over a 24-hour (diurnal) period and the definition of how that flow fluctuates over the same period. This information, combined with the previously discussed population and employment data, generate the total sanitary flow simulated in the model. Prior to determining per capita flow rates and diurnal fluctuations, periods of “dry weather” flow have to be identified for the County flow monitoring data. A dry weather period in September 2010 was analyzed for the dry weather calibration. Since dry weather flow typically includes a component of low level or base I&I, it must be estimated and subtracted from the total flow, leaving presumably sanitary flow only. Base I&I values were determined by estimating typical minimum (nightly) sanitary flow as a percent of average and assuming the balance is base I&I. Base I&I was assumed to be constant throughout the day. Residential flow typically varies throughout the day in a different manner than commercial/industrial sanitary flow. Residential flow generally peaks twice during the day, while commercial/industrial flow typically increases in the morning, stays relatively constant during the day, and decreases in the evening. Numerous exceptions exist to these generalized variations however. Commercial/industrial flow for example can exhibit all manner of daily variations, depending on the nature of the business conducted at the location. A thorough understanding of these businesses is required to accurately simulate the daily fluctuations and achieve a detailed sanitary flow calibration. It is possible however, to achieve an accurate calibration by applying the composite diurnal variation recorded at the flow monitor to both residential and commercial/industrial development throughout the basin represented by the flow monitor. Lacking extensive knowledge of commercial/industrial developments and additionally to expedite the calibration process, this was the method selected to determine the sanitary flow calibration. This method allows for a quick, accurate calibration, but could potentially result in misrepresentation of diurnal fluctuations in future scenarios, if the balance between residential and commercial/industrial populations changes significantly. The potential shortcomings are considered to be negligible however, especially since it is difficult to accurately forecast how anticipated additional commercial/industrial flows will vary in the future. Dry weather calibration was verified by performing a sanitary flow model simulation, using the data assigned to the catchments and dry weather flow entries. External boundary flows were simulated by attaching time series of the flow monitoring data from the August-September 2010 period. The resulting basin City of Renton 2015 Hydraulic Model Update Summary Report Page 4.2 MODEL CALIBRATION CHAPTER 4 outlet flows were compared to the County “dry day” flow monitoring data. If the curve shape generated by the model (Model Output) generally matched the metered curve shape (Model Input) and the total daily volume was within 10%, the basin was considered calibrated for sanitary flow. Output graphs of the computed dry weather flows versus the measured King County flows (excluding the base I&I) were generated for each mini-basin. The dry calibration resulted in computed model peak flows and volumes that closely simulated the measured flows in six of the ele ven locations analyzed. In some cases, including RNT41, RNT43, and SRENT002, the modeled peaks and volumes were much higher than the recorded flows. However, in these basins, the modeled peak per capita flow rates were already low based on population and land use. These were not adjusted further to match the flow monitoring data. Some of the discrepancy in overall volume in these basins is due to significant “noise”, or small peaks, in the flow monitoring data, in addition to the per capita flow rate assumptions. T he model output is much smoother, which leads to significant differences in volume. Because of this, the overall shape of the model output was compared against the flow monitoring data. We were generally more focused on closely simulating the peak dry weather flows rather than the volumes, to be conservative, and also due to the “noise” and drop-outs in the flow monitoring results. Overall, the shape and timing of the patterns adequately matches the flow monitoring data. Flow monitoring data was not available for the boundary flows at SINT020 and BLS043, so constant dry weather flows were estimated. These two boundary flows do not flow through City sewers, so the impact to the dry weather calibration is negligible. A number of model basins were not calibrated with 2010 flow monitoring data, as are noted in the next section in Table 4-4 . For those, the per capita flow rates from the original model calibration were maintained in this model. Th e basins that were calibrated as part of this project were calibrated in 2015, while the others were calibrated in 2005. Th e calibration for RNT030B and RNT047 were only partially successful. Since RNT035 is upstream of both RNT030B, and could not be recalibrated, it was difficult to adjust the dry weather flow parameters within RNT035. There were similar difficulties with RNT047. A dry weather calibration summary is provided in Table 4-1 . The summary lists the percentage deviation of the calibration model results from the flow monitoring data for peak flow and total volume of flow over the duration of the analysis. Annotated plots of the dry weather calibration time series are provided in the A ppendix A. City of Renton 2015 Hydraulic Model Update Summary Report Page 4.3 MODEL CALIBRATION CHAPTER 4 City of Renton 2015 Hydraulic Model Update Summary Report Page 4.4 Table 4-1 Dry Weather Calibration Summary Model Basin Pipe Diameter (in) September 1, 2010 to September 8, 2010 Peak Flow (%) Volume (%) RNT017 15 -1.8% -4.7% RNT023 8 10.5% 6.0% RNT025 12 4.4% 6.4% RNT028 24 -9.1% -0.9% RNT030A 21 -9.4% 11.3% RNT030B 18 27.1% 23.9% RNT041 8 26.3% 96.6% RNT043 8 15.0% 54.6% RNT047 24 27.0% 58.2% RENT65 20 6.1% 12.2% SRENT002 36 19.6% 45.6% Peak weekday per capita flow rates for residential, employment and school populations in each mini basin are provided in Table 4-2. Employment flow rates for Mini-Basins 9 and 11 greatly exceed the flow rates in other basins. These were calibrated in 2005. Flow monitoring data was not available to re-calibrate these Mini-basins in 2015. MODEL CALIBRATION CHAPTER 4 Table 4-2 Per Capita Flow Rate (ft2 /PE/day) Sewer Mini-Basin Residential Employment Schools Calibration Year(1) 1 13.77 N/A N/A 2015 2 10.49 1.34 2.01 2015 3 12.21 N/A N/A 2015 4 13.37 N/A 1.34 2015 5 10.69 N/A N/A 2015 6 10.69 2.67 N/A 2015 7 10.45 1.34 1.34 2015 8 14.20 N/A N/A 2005 9 N/A 21.05 N/A 2005 10 8.71 1.34 N/A 2005 11 13.37 69.35 N/A 2005 12 13.37 2.12 N/A 2005 13 10.87 1.34 N/A 2005 14 10.69 5.85 2.01 2005 15 13.37 2.55 2.01 2005 16 8.69 1.34 N/A 2005 17 10.23 1.34 N/A 2015 18 8.86 1.34 N/A 2005 19 N/A 5.24 N/A 2015 20 6.31 1.34 N/A 2015 21 12.88 N/A 1.34 2015 22 7.13 1.34 1.00 2015 23 12.17 1.34 1.34 2015 24 8.60 1.34 N/A 2015 25 8.02 1.34 N/A 2015 26 10.51 1.34 1.34 2005 27 8.02 1.34 1.33 2015 28 N/A 3.80 N/A 2005 29 9.80 1.34 1.34 2015 30A 9.36 1.34 N/A 2015 30B N/A 1.34 N/A 2015 30C 9.36 1.34 N/A 2015* 32 11.53 1.34 1.34 2005 33 11.34 1.34 1.34 2015 34 12.03 1.34 N/A 2015 35 10.69 2.70 N/A 2015 36 11.18 1.34 N/A 2015 37 10.23 1.34 1.34 2015 City of Renton 2015 Hydraulic Model Update Summary Report Page 4.5 MODEL CALIBRATION CHAPTER 4 Table 4-2 Per Capita Flow Rate (ft2 /PE/day) Sewer Mini-Basin Residential Employment Schools Calibration Year(1) 38A 9.36 1.34 N/A 2015 38B 9.36 1.34 N/A 2015 39 12.67 1.34 N/A 2015 40 8.25 1.34 N/A 2005 41 10.14 1.34 N/A 2015 42 N/A 2.67 N/A 2005 43 1.34 9.90 N/A 2015 44 9.36 1.34 N/A 2005 45 8.25 1.37 N/A 2015 46 9.36 1.34 N/A 2005 47 8.06 0.67 N/A 2015 48 9.84 1.34 1.00 2015 49 0.67 8.06 N/A 2015 50 N/A 3.23 N/A 2005 52 10.56 1.34 N/A 2005 54 12.17 2.67 N/A 2005 A N/A 2.67 N/A 2005** B N/A 2.67 N/A 2005** CEDAR02A 10.69 2.67 N/A 2005 ESI1003 10.69 2.67 N/A 2005 RENT65 15.33 N/A N/A 2015 (1) Per capita flow rates determined in the 2005 dry weather calibration were set using DWF at the Mini-Basin level. Those modified in the 2015 calibration were set at the model basin level. * Basin 30C was calibrated with Basin 30A. ** Per capita flow rates for Basins A and B were not calibrated. During the 2005 model development, standard per capita flow rates based on land use were assigned, and diurnal curves from adjacent basins with similar land use were assigned. 2012 MODEL WET WEATHER CALIBRATION Infiltration and Inflow Calibration Infiltration and inflow is represented in the Mike Urban model as two individual components. The fast response component (FRC) is characterized by a rapid increase in pipe flow corresponding to a rainfall event. The rapid increase results in a sharp peak and is followed by a rapid decrease in flow. This type of flow typically comes from a direct hydraulic connection between an impervious or nearly impervious surface and the piping system. The slow response component (SRC) is characterized by a somewhat delayed response to a rainfall event, a smaller, broader peak and a relatively slower decrease in pipe flow. SRC flow is City of Renton 2015 Hydraulic Model Update Summary Report Page 4.6 MODEL CALIBRATION CHAPTER 4 generated from overland flow, near surface and groundwater intrusion into the piping system. SRC flow includes base I&I. Mike Urban contains a choice of multiple options or models for generating I&I. Given the wealth of flow monitoring and precipitation data, it was decided to use the more complex RDII module to generate the SRC, consistent with the methodology employed by King County, and that used in the original MOUSE model development. The RDII module requires calibration to a number of parameter values that govern the algorithms defining the hydrologic process and the resulting potential inflow into the sewer collection system. When properly calibrated, the RDII module provides the best overall representation of the SRC. The FRC was generated using the “A” model, with simplified algorithms governing the timing, shape and volume of the hydrologic response. The I&I calibration involved identification of parameter values for the SRC component (after sanitary calibration was completed) then development of the FRC component parameters, which essentially “finish off” the hydrographs. The County’s 2008 through 2011 flow monitoring data was used for I&I calibration. There were a few significant storms over this period, including the December 12/13 , 2010 storm, which produced a rainfall of approximately 2.5 inches over a 24-hour period, which is equivalent to a 10-year storm, based on King County Drainage Manual rainfall isopluvials. External boundary flows were simulated by attaching time series of the flow monitoring data from the December 12/13, 2010 storm. Other peak flow events were also considered. However, this was the only one were usable flow monitoring data was available for most of the model basins. As with the dry weather calibration, flow monitoring data was not available for the boundary flows at SINT020 and BLS043, so constant wet weather flows were estimated and assigned. Mike Urban RDII parameters are typically adjusted to match base I&I first, then peak flows resulting from rainfall events. Possibly the most important parameter controlling base I&I is the percent of total basin area contributing to pipe flow. A high base I&I, for example, can be simulated in the model by assuming a relatively high contributing area percentage, then adjusting additional parameter values to contribute a higher percentage of runoff to base flow versus surface runoff. A wet weather calibration summary is provided in Table 4-3 . The summary lists the percentage deviation between the model results and the flow monitoring data for peak flow and total volume of flow over the duration of the analysis. Six of the eleven model basins met standards for volume. The calibration for volume for RNT028 and RNT043 was not as successful, deviating from acceptable standards by approximately 5%. The volume deviation is significantly greater for RNT017. As with the dry weather calibration, t his is due to significant “noise” in the flow monitoring data. RNT017 especially contains a lot of small peaks, whereas the model output is much smoother. This contributes to the large discrepancy in volume. Because of this, the overall shape of the model output RNT017, RNT028, and RNT043 was compared against the flow monitoring data. Overall, the shape and timing of the patterns matches the flow monitoring data. Th e flow monitor for RENT65 failed City of Renton 2015 Hydraulic Model Update Summary Report Page 4.7 MODEL CALIBRATION CHAPTER 4 City of Renton 2015 Hydraulic Model Update Summary Report Page 4.8 Table 4-3 Wet Weather Calibration Summary Model Basin Pipe Diameter (in) December 10, 2010 to December 18, 2010 Peak Flow (%) Volume (%) RNT017 15 3.0% 48.5% RNT023 8 2.9% 17.8% RNT025 12 1.2% 31.4% RNT028 24 -4.0% -16.1% RNT030A 21 -6.9% 9.9% RNT030B 18 4.7% 7.2% RNT041 8 -6.5% -10.7% RNT043 8 9.4% 26.9% RNT047 24 -9.7% -11.1% RENT65 20 N/A N/A SRENT002 36 5.7% 4.5% Annotated plots of the wet weather calibration time series are provided in the Appendix B. Non-Calibrated Model Basins Several of the King County model basins had complications including faulty or missing flow-monitoring data, and inconsistent dry weather flow. Table 4-4 identifies the City mini-basins that were not calibrated for dry and wet weather, with a brief explanation for each: MODEL CALIBRATION CHAPTER 4 Table 4-4 City Mini-Basins Not Calibrated for Dry and Wet Weather Model Basin Mini-Basins Reason Not Calibrated 19 19 Errant dry and wet weather flow monitor data, impossible to calibrate 45 1,3,7,35 Wet weather calibration not possible due to faulty flow monitoring data 35 20,21,22,35 Wet weather calibration not possible due to faulty flow monitoring data Cedar02A Cedar02A, 46 Errant dry and wet weather flow monitor data, impossible to calibrate ESI1006 8,9,11,12, 13,14,15,16,32,49,50,54, ESI1003 Large geographic area. Could not isolate from upstream flow. Calibration not performed. For the above-listed mini-basins, since wet weather calibration was not attainable, the RDII parameters from the original model calibration were maintained in this model, with minor adjustments to address increased I/I due to pipe degradation. Ultimate Model Inflow and Infiltration Parameters The calibrated I&I parameters used for the 2012 Model were applied to the Ultimate Model for the calibrated portion of model (sewer system constructed prior to mid-2002), except that the I&I was globally increased per King County’s previous methodology, which assumes a 7.0% increase per decade, to a maximum degradation of 28.0% for Ultimate conditions. The ramifications of the system degradation-related I&I assumptions are discussed further in this report. For system improvements constructed for the Ultimate model, a global I&I assignment of 1500 gallons per acre per day was assumed and connected to the model. City of Renton 2015 Hydraulic Model Update Summary Report Page 4.9 CHAPTER 5 ANALYSIS AND RESULTS 2012 MODEL PEAK FLOW AND CAPACITY ANALYSIS External Boundary Flows In order to model in flows into the County’s piping systems within the approximate City limits, discharge time series for the peak storms were developed from the County’s 2012 I/I study MOUSE output, and assigned at upstream locations in the King County interceptors. For the boundary flows from SOO003 and RNT042, where output model data was not available, peak 20-year design inflows were assigned as constant inflow conditions. Although use of the County model output better simulates flows from upstream areas within the County system, variations between the King County Model and the Renton model contributed to some surcharging and capacity issues in portions of the system not shown in the County’s results. Peak Storm For the prior analysis, the County provided a chart ranking the six highest peak flow-generating storm events within each model basin in the vicinity of the City. The peak storm events were determined by the County by routing 60 years of rainfall data through the County’s calibrated model. The storms identified on the chart were assumed to roughly correspond (in decreasing ranking) to the 60, 30, 20, 15, 12, and 10-year design flow events. Of the eleven model basins within the City boundaries, the County identified nine different storm events which generated the 20-year peak flows (third-ranked peak flow generating events) for the basins. Rather than running the model nine separate times to capture all of the 20-year events, four separate storm events were selected to generate the either the 20-year or 30-year peak flow rates for all eleven model basins. This simplified methodology was acceptable to the City staff. The selected rainfall events are summarized in Table 5-1 below by model basin. Although King County modified some of its model basin boundaries for it 2012 I/I analysis, for the purposes of the City of Renton models, the original model basin boundaries developed for the 2001 I/I study were applied to the 2012 analysis. Figure 5-1 shows the selected storm events for each model basin. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.1 Chapter 5 ANALYSIS & RESULTS Figure 5.1 Selected Storm Events Per Model-Basin City of Renton 2015 Hydraulic Model Update Summary Report Page 5.2 Chapter 5 ANALYSIS & RESULTS Table 5-1 Selected Storm Events Per Model Basin Model Basin Storm Event Modeled Recurrence Interval Peak Flow CEDAR02A November 24, 1990 30-Year ESI1006 February 8, 1996 30-Year RNT023 January 9, 1990 30-Year RNT030 February 8, 1996 20-Year RNT035 November 24, 1990 30-Year RNT042 January 9, 1990 20-Year RNT045 November 4, 1998 20-Year RNT054 February 8, 1996 20-Year RENT65 January 9, 1990 30-Year SINT001 February 8, 1996 30-Year SRENT002 November 24, 1990 30-Year In addition to the assignments listed in the table above, there were four mini-basins not calibrated by King County, and not included with the model basins (Mini-Basins RNT08, RNT09, A, and portions of Mini-Basin B), all of which are independently tributary to King County interceptors near the treatment plant. All four of these mini-basins were in the proximity of Model Basins ESI1003 and SINT001, and were similarly assigned the February 8, 1996 storm event. Analysis Results Figure 5-2 displays the overall modeled system with pipes color-coded by peak flows divided by maximum capacity (Q/Full) based on Manning’s equation for the model analysis period. The map was color-coded as listed below: Peak Q/full Color 0.0 to 0.6 Gray 0.6 to 0.8 Blue 0.8 to 1.0 Green 1.0 to 1.2 Orange Greater than 1.2 Red City of Renton 2015 Hydraulic Model Update Summary Report Page 5.3 ANALYSIS & RESULTS Chapter 5 All pipes with ratios greater than 0.8 are considered to be exceeding their capacity. Pipes colored blue indicate pipes that are close to but not exceeding this capacity standard. The map has individual areas with capacity problems identified. The problem areas were labeled based on mini-basins within the City. For example, if Mini-Basin 65 has two problem areas, they would be identified as 65A and 65B, respectively. Only City piping was identified in the problem areas. Areas where County piping exceeded 0.8 were not labeled. Problem areas were classified by the degree of surcharging and summarized in Table 5-2 , which is arranged by profile and includes a location des cription, the duration of surcharging above the crown of the pipe (where applicable), the duration of surcharging above manhole rims (where applicable), a brief listing of the suspected cause of the problem or any special conditions, and a ranking of the severity of the problem. The surcharging issues are ranked as Minor, Moderate, or Severe. Minor problems were classified as pipes with insignificant to no surcharging (often in the 0.8 to 1.0 Q/Q F ull category). Moderate problems represent areas with surcharging to more significant levels or durations, but contained within the sewer system. Severe problems represent areas with significant surcharging heights and durations and any areas with where the flow overtops the manholes. Figures 5-2A to 5-2S (which are referenced in the Table) are included in Appendix C , and provide zoomed-in views of the problem areas sh own in Figure 5-2. Attaching constant peak inflows for the boundary flows was conservative, as mentioned above. The constant inflows caused the discharge in some of the mini- basins to look non-standard, including Mini-Basins 4, 42, 46, and 65. For each of these mini-basins, the incoming constant peak boundary flow dominates the local flows, such that the peaks caused by the individual mini-basins do not appear to contribute as significantly to the total flow as may appear at some of the other mini-basins. Additionally, Mini-Basin 50 has severe surcharging issues in the King County trunk sewer, which significantly influences flows in the downstream system. The County has indicated it is aware of the capacity issues and is working to resolve them. A table and figures detailing the discharge at the outlet of each mini-basin are summarized in the next section in Table 5-3 , along with the output from the Ultimate Model. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.4 ANALYSIS & RESULTS Chapter 5 Table 5-2 Capacity Analysis for 2012 Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) 04A MH2795 MH2790 January 9, 1990 Minor 4 4 1083'-24" Entire run 0 0.5' Includes upstream flows from SCWSD. Pipe nearing capacity. Backwater due to downstream capacity issues. MH2790 MH2819 Minor 4 4 1140'-24" Entire run 0 0.5' Includes upstream flows from SCWSD. Minor capacity issues due to pipe size. Location: See Figure 5-2A. Index Ct SE south of SE 16th St, off-road easement from Index Ct SE to Kirkland Ave SE to Beacon Way ROW. 05A MH2998 RE*SRENT.R18-19 November 24, 1990 Severe 5 3 807'-8" 15 14 5' Capacity issues due to pipe size, backwater due to sharp bend at MH2996, MH2997 Location: See Figure 5-2B. Shattuck Ave S north of S 37th St near Talbot Rd S. 05B MH3217 RE*SRENT.R18-25 November 24, 1990 Moderate 5 2 672'-8" 4 0 1.5' Capacity issues due to pipe size. Location: See Figure 5-2B. Talbot Road S between SE Carr Rd and S 177th St. 05C MH3198 MH5523 November 24, 1990 Severe 5 9 1645'-8" 8 0 10' Capacity issues due to pipe size, backwater due to sharp bend at MH3193, MH3194. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.5 ANALYSIS & RESULTS Chapter 5 Table 5-2 Capacity Analysis for 2012 Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) MH5519 RE*SRENT.R18-17 November 24, 1990 Moderate 5 3 902'-12" 11 0 1.5' Capacity issues due to pipe size. Location: See Figure 5-2B. Davis Ave S off of S 43rd St near Talbot Rd S, and north through off-road easement towards S 37th St. 5D MH3205 MH3198 November 24, 1990 Minor/ Severe 5 2 474'-8" 7 0 9' Pipe nearing capacity. Severe surcharging due to backwater in DS system. Location: See Figure 5-2B. Off-road easement south of Davis Ave S off of S 43rd St near Talbot Road S. 06A MH3016 MH3004 November 24, 1990 Severe 6 7 2166'-8" 10 1 8' Capacity issues due to pipe size, backwater d ue to sharp bend at MH3004, MH3009. Location: See Figure 5-2C. Talbot Road S from S 27th Pl south toward 32nd St and off-road easement west of Talbot Rd S. 07A MH2479 MMH2257 November 4, 1998 Moderate 7 6 1551'-12" 1 0 4' Minor capacity issues due to pipe size, bends. Minor surcharging from capacity problems in DS system. Location: See Figure 5-2D. S 14th St from Shattuck Ave S to Smithers Ave S. 07B MH2270 MH2269 November 4, 1998 Minor 7 1 338'-8" 0 0 0' Pipe nearing capacity. Location: See Figure 5-2D. S 14th St from S 15th St and north on S 14th St toward Shattuck Ave S. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.6 ANALYSIS & RESULTS Chapter 5 Table 5-2 Capacity Analysis for 2012 Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) 11A MH3522 MH5360 February 8, 1996 Minor 11 1 180'-12" 5 0 0.5' Capacity issues due to pipe size, backwater due to bend at MH5360. MH1903 MH2170 February 8, 1996 Moderate 11 3 892'-12" 8 0 2' Capacity issues due to pipe size, backwater due to multiple bends. Location: See Figure 5-2E. S 5th St between Wells Ave S and Main Ave S, from S Grady Way across Williams Ave S to Burnett Ave S. 11B MH1940 MH1939 February 8, 1996 Minor/ Moderate 11 1 249'-10" 8 0 1.5' Pipes nearing/slightly over capacity. Surcharging due to capacity problems in DS system. Location: See Figure 5-2E. Williams Ave S north of S Grady Way and south of S 5th St. 14A MH2183 MH0066 February 8, 1996 Severe 14 5 1284'-12" 27 0 4' Minor capacity issues due to pipe size and slope, bends. Severe surcharging from capacity problems in DS system. Location: See Figure 5-2F. Off-road easement from the intersection of Rainier Ave S, SW Sunset Blvd, and S 3rd St and north through private property and along S 2nd St. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.7 ANALYSIS & RESULTS Chapter 5 Table 5-2 Capacity Analysis for 2012 Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) 15A MH2115 KC2790 February 8, 1996 Minor/ Severe 15 6 1252'-15" 16 0 2.5' Minor capacity issues due to pipe size and bends. Severe surcharging from capacity problems in DS East Side Interceptor. Location: See Figure 5-2F. S Tobin Street from Shattuck Ave S to Logan Ave S. 15B MH5330 MH2115 February 8, 1996 Minor/ Severe 15 5 926'-15" 34 0 3' Pipe nearing capacity. Severe surcharging from capacity problems in DS Renton sewer and East Side Interceptor. Location: See Figure 5-2F. Off-road easement from S Tobin St to S 2nd St. 15C MH5209 MH2147 February 8, 1996 Minor 15 3 656'-8" 0 0 0' Negligible capacity issues due to pipe size. Location: See Figure 5-2F. Easement along S 2nd St between Rainier Ave S and Shattuck Ave. 16A MH5398 MH5395 February 8, 1996 Minor 16 2 340'-8" 16 0 2' Pipe nearing capacity. Backwater due to capacity issues in DS system. MH5395 MH2111 February 8, 1996 Severe 16 1 417'-8" 16 0 2' Capacity issues due to pipe size. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.8 ANALYSIS & RESULTS Chapter 5 Table 5-2 Capacity Analysis for 2012 Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) Location: See Figure 5-2F. Renton Ave Ext from Hayes Pl SW to Rainier Ave S, Rainier Ave S from Renton Ave Ext/Airport Way to S Tobin St. 21A MH3547 MH3582 November 24, 1990 Minor 21 5 1141'-8" 0 0 0' Pipe nearing capacity. NH3582 MH3587 November 24, 1990 Minor/ Severe 21 5 890'-8" 8 0 3' Pipe nearing capacity. Surcharging due to capacity problems in DS system. Location: See Figure 5-2G. Anacortes Ave NE from NE 23rd Ct to NE 17th St. 21B MH3587 MH5504 November 24, 1990 Moderate 21 3 5 18'-8" 9 0 3' Capacity issues due to pipe size. Location: See Figure 5-2G. NE 17th St east of Anacortes Ave NE. 22A MH3614 MH3615 November 24, 1990 Minor 22 1 118'-12" 0 0 0' Pipe nearing capacity for short duration. No surcharging. MH3622 MH3624 November 24, 1990 Minor 22 1 172'-12" 0 0 0' Pipe at capacity for short duration. No surcharging. Location: See Figure 5-2G. NE Sunset Blvd from unnamed Access Road east toward Duvall Ave NE. 23A MH3498 MH3497 January 9, 1990 Severe 23 1 400'-8" Entire run 0 0-6.5' Capacity issues due to pipe size. Surcharge is intermittent over entre run. Typically 0'- 2.5;. Peak surcharge for 7 hours. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.9 ANALYSIS & RESULTS Chapter 5 Table 5-2 Capacity Analysis for 2012 Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) Location: See Figure 5-2H. N 28th Pl between Burnett Ave N and Meadow Ave N. 23B MH0495 MH0383 January 9, 1990 Moderate 23 2 49'-8", 251'-12" 115 0 1' Capacity issues due to pipe size. Surcharge is intermittent over entire run. Typically 0'-1'. Peak surcharge for 6 hours. Location: See Figure 5-2H. Lake Washington Blvd N between Burnett Ave N and N 20th St. 25A MH1177 MH1158 November 24, 1990 Severe 25,46 5 315'-10", 651'-12" 8 3 3' Moderate capacity issues due to pipe size, backwater due to sharp bend at MH1773, MH1772. Severe surcharging from capacity problems in DS system. Location: See Figure 5-2I. Off-road easement north of SE 5th St between Newport Ave SE and Pierce Ave SE, Pierce Ave SE from SE 5th St to SE 6th St. 25B MH1172 MH1175 November 24, 1990 Moderate 25 3 653'-10" 12 0 2' Capacity issues due to pipe size, backwater due to sharp bend at MH1174. Location: See Figure 5-2I. Off-road easement south of Sunnydale Mobile Home Park Access Rd west of Union Ave SE. 25C MH1660 MH1663 November 24, 1990 Minor 25 3 1285'-10" 12 0 0 Pipe nearing capacity. MH1651 MH1650 November 24, 1990 Minor 25 1 310'-10" 12 0 0 Pipe nearing capacity. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.10 ANALYSIS & RESULTS Chapter 5 Table 5-2 Capacity Analysis for 2012 Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) Location: See Figure 5-2I. SE 4th St from Chelan Ave SE to Union Ave SE, south on Union Ave SE from SE 4th St. 25D MH1695 MH1673 November 24, 1990 Minor 25 2 475'-8" 2 0 0.5 Pipe nearing capacity. Surcharging due to bend at MH 1672, capacity issues in DS system. MH1672 MH1660 November 24, 1990 Minor 25 2 506'-8" 9 0 0.6' Capacity issues due to pipe size, backwater due to sharp bends at MH1660. Location: See Figure 5-2I. From Bremerton Ave SE through easement to SE 2nd Pl north of SE 3rd Pl. 26A MH1506 MH1741 November 24, 1990 Minor 26 7 78'-8", 1322'-12" 0 0 0 Pipe nearing capacity. Location: See Figure 5-2J. Duvall Ave NE from NE 4th St to NE 6th St. 27A MH1114 MH1112 February 8, 1996 Minor 27 2 594'-8" 0 0 0 Pipes at capacity for short duration. Negligible surcharging. MH1107 MH1102 February 8, 1996 Minor 27 1 307'-8" 0 0 0 Pipe at capacity for short duration. Negligible surcharging. Location: See Figure 5-2K. NE 7th Pl from NE 6th Pl to Monroe Ave NE, off-road easement from NE 6th Pl to Jefferson Ave NE. 28A MH5350 MH2548 February 8, 1996 Minor 28 1 301'-15" 0 0 0 Pipe nearing capacity. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.11 ANALYSIS & RESULTS Chapter 5 Table 5-2 Capacity Analysis for 2012 Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) MH2537 MH2536 February 8, 1996 Minor 28 1 281'-18" 0 0 0 Pipe nearing capacity. Location: See Figure 5-2L. Lind Ave SW between SW 19th St and SW 16th St, SW 16th St from Lind Ave SW toward Seneca Ave SW. 33A MH0518 MH0394 January 9, 1990 Minor 33 1 87'-8" 0 0 0 Pipe at capacity for short duration. Location: See Figure 5-2H. Easement parallel to I-405 and Jones Ave NE south of NE 28th St. 36A MH0805 MH0812 February 8, 1996 Moderate/ Severe 36 3 696'-8" 9 0 4' Moderate capacity issues due to pipe size. MH0813 MH0467 February 8, 1996 Moderate 36 2 377'-8" 7 0 4' Minor capacity issues due to pipe size. Severe surcharging from capacity problems in DS system. Location: See Figure 5-2M. Harrington Ave NE from NE 12th St to NE Sunset Blvd. 36B MH6006 MH0909 February 8, 1996 Moderate 36 1 388'-8" 1 0 0 Minor capacity issues due to pipe size. Negligible surcharging. Location: See Figure 5-2M. Kirkland Ave NE north of NE 12th St. 38A-1 MH0467 MH0470 February 8, 1996 Moderate 38 4 287'-8" 17 0 3' Capacity issues due to pipe size. Location: See Figure 5-2M. Harrington Ave NE between Glennwood Ave NE and Sunset Blvd NE. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.12 ANALYSIS & RESULTS Chapter 5 Table 5-2 Capacity Analysis for 2012 Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) 39A MH6043 MH0826 February 8, 1996 Minor /Severe 37,39 4 512'-8" 4 0 2.5' Pipe nearing capacity. Backwater due to capacity issues in DS system. MH0826 MH0825 February 8, 1996 Moderate 39 299'-8" 36 0 3' Capacity issues due to pipe s ize. Location: See Figure 5-2M. Edmonds Ave NE from NE 9th St and north toward Sunset Blvd NE. 41A MH3327 MH3510 February 8, 1996 Severe 41 6 727'-8", 328'-10" 9 2 5' Minor to severe capacity issues due to pipe size. Location: See Figure 5-2N. Lake Washington Blvd N between N 33rd Pl and N 37th St. 45A MH2257 MH2252 November 4, 1998 Minor 45 5 1532'-18" 1 0 1' Capacity issues due to pipe size. Location: See Figure 5-2D. Off-road easement between S Renton Village Pl to S Grady Way. 46A MH1158 RE*CEDAR2.R10-26A November 24, 1990 Moderate 46 14 2620'-15" 10 0 1.5' Pipe nearing capacity, surcharging in DS portion do to water levels in Cedar River Trunk, backwater due to multiple bends. Location: See Figure 5-2O. SE 6th St between SE 5th St and Pierce Ave SE. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.13 ANALYSIS & RESULTS Chapter 5 Table 5-2 Capacity Analysis for 2012 Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) 47A MH4692 RE*CEDAR1.R10-05A November 24, 1990 Minor 47 8 155'-12". 660'-22", 760'-24" 36 0 1 Pipe nearing capacity. Surcharging from capacity problems in DS Cedar River Trunk. Location: See Figure 5-2P. N 4th St west of I-405. 4 7B MH0639 MH0627 November 24, 1990 Moderate/ Severe 47 4 129'-6", 459'-8" 11 4 7 Capacity issues due to pipe size. Location: See Figure 5-2P. Bronson Way NE between Grandley Way NE and Windsor Way NE. 47C MH1976 MH1975 November 24, 1990 Minor 47 1 310'-8" 6 0 0.5 Minor capacity issues due to pipe size. Location: See Figure 5-2P. NE 4th St between Brighton Ridge Apartments Access Rd and Edmonds Ave SE. 48A MH0847 MH1360 February 8, 1996 Severe 48 2 360'-8" 162 0 13' Capacity issues due to pipe size. Location: See Figure 5-2P. NE 7th St between Ferndale Pl NE and Harrington Ave NE. 50A MH0418 MH420 February 8, 1996 Minor 50 2 460'-8" 5 0 1' Capacity issues due to pipe size. Minor surcharging due to capacity problems in DS Bryn Mawr Interceptor. Location: See Figure 5-2Q. Easement along Cedar River south of N 6th St. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.14 ANALYSIS & RESULTS Chapter 5 Table 5-2 Capacity Analysis for 2012 Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) 65A MH2818 MH2760 January 9, 1990 Minor 4,65 3 517'-24" Entire run 0 0 Includes upstream flows from SCWSD. Pipe at capacity. Location: See Figure 5-2A. SE 16th St from Index Ct SE to Index Ave SE. 65B MH5300 MH5302 January 9, 1990 Minor/ Severe 65 1 500'-20" 0 0 0 Pipe nearing capacity. Includes upstream flows from SCWSD. Location: See Figure 5-2A. Off-road easement north of Royal Hills Dr SE and east of Harrington Pl SE. ESI1003A MH1923 MH1921 February 8, 1996 Minor ESI1003 3 674'-8" 0 0 0 Full pipe for short duration. Location: See Figure 5-2Q. Wells Alle y N from N 1st St to N 3rd St. A1 MH0216 KC1735 February 8, 1996 Minor A 6 837'-15", 70'-16" 7 0 0.5 Minor capacity issues due to pipe slope. Minor surcharging in DS East Side Interceptor. Location: See Figure 5-2L. Off-road easement between SW Grady Way and I-405 parallel to Oakesdale Ave SW. A2 MH6188 MH6191 February 8, 1996 Minor A 3 1175'-8" 2 0 0.5' Minor capacity issues due to pipe size. Surcharging due to bend at MH6190. Location: See Figure 5-2R. Off-road easement between Oaksdale Ave SW and SW 39th St. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.15 ANALYSIS & RESULTS Chapter 5 Table 5-2 Capacity Analysis for 2012 Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) A3 MH0275 MH0286 February 8, 1996 Severe A 13 396'-8", 2000'-10" 32 5 11' Severe capacity issues due to pipe size. Minor surcharging due to capacity problems in DS South Interceptor. Location: See Figure 5-2R. Off-road easement between Oaksdale Ave SW and Interurban Trail north of S 180th St. B1 MH5190 MH2982 February 8, 1996 Minor/ Moderate B 2 489'-8" 3 0 0.5 Minor capacity issues due to pipe size. Location: See Figure 5-2R. SW 34th St from Lind Ave SW to East Valley Road. B2 MH3173 RE*SRENTON.R18-05 February 8, 1996 Minor B 2 245'-8" 1 0 0 Minor capacity issues due to pipe size. Negligible surcharging. Location: See Figure 5-2R. 84th Ave S from SW 43rd St towards SW 41st St. U6A MH4717 MH4713 N/A Minor U6 3 587'-8" Intermittent entire run 0 0 Negligible intermittent surcharging due to LS 34 (Liberty). Model contains constant flow rate inputs for U-Basins. Location: See Figure 5-2S. SE 137th Terrace from 160th Ave SE to 161st Pl SE, 161st Pl SE south from SE 137th Terrace. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.16 ANALYSIS & RESULTS Chapter 5 ULTIMATE MODEL PEAK FLOW AND CAPACITY ANALYSIS Peak Storm The peak storm rainfall events assigned to the 2012 Model were assigned to the Ul timate model using the same methodology. The County did not conduct hydraulic modeling for its future development scenarios. Instead, it determined the 20-year peak flows for locations within its sewer system, and appl ied a growth factor to determine to 20-year peak flows at 10-year intervals. So to use the boundary time series developed for the 2012 analysis for the external boundary flows, the flow rates were multiplied by a fact or based on a ratio of the County’s 2010 and 2060 20-year peak flow rates. As with the 2012 model, 20-year constant peak flow rates were assigned at the other locations. This conservative assumption contributed to surcharging and capacity issues in portions of the system. Analysis Results Table 5-3 summarizes the peak flow at the outlet from each mini-basin and the corresponding storm events from the 2012 and Ultimate Model analysis. For some of the mini-basins, the peak flow from the 2012 Model exceeds the peak flow from the Ultimate Model, or does not significantly increase for the Ultimate Model. In some of these cases, changes in the sewer system or assumptions rerouted or decreased flow to certain mini-basins. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.17 ANALYSIS & RESULTS Table 5-3 City of Renton Sewer Model - 2012 and Ultimate Peak Flow at Mini- Basin Outlet, Including Storm Event Mini- 2012 Peak Flow Ultimate Peak Flow Basin Outlet MH# (cfs) (gpm) (cfs) (gpm) Storm Event Used 1 MH2493 (5319095) 0.62 278 0.91 408 November 4, 1998 2 MH2481 (5319084) 1.03 462 2.53 1,135 November 4, 1998 3 MH2323 (5320049) 1.73 776 1.01** 453** November 4, 1998 4 MH2814 (5321024) 8.81* 3,954* 18.72* 8,402* January 9, 1990 5 RE*SRENTON.R18-15 8.26* 3,707* 10.48* 4,703* November 24, 1990 6 MH2999 (5330059) 1.54 691 1.69 758 November 24, 1990 7 MH2257 (5319035)1 3.39 1,521 5.77 2,590 November 4, 1998 8 MH0169 (4324017) 0.70 314 1.48 664 February 8, 1996 9 MH0167 (4324012) 1.40 628 1.72 772 February 8, 1996 10 MH2161 (5318106) 0.37 166 0.42 189 February 8, 1996 11 RE*ESI1.RO1-14 3.83 1,719 5.02 2,253 February 8, 1996 12 MH2440 (5318226) 0.45 202 0.53 238 February 8, 1996 13 MH2247 (5319020) 2.12 951 2.36 1,059 February 8, 1996 14 MH2373 (5318148) 1.94 871 2.17 938 February 8, 1996 15 MH2118 (5318047) 4.41 1,979 4.89 2,195 February 8, 1996 16 MH2113(5318042) 1.16 521 1.39 6.24 February 8, 1996 17 MH1851 (5317033) 0.34 153 0.41 184 November 24, 1990 18 MH1825 (5317002) 1.52 682 9.03*** 4,052*** February 8, 1996 19 MH0246 (4325005) 0.36 162 0.51 229 February 8, 1996 20 MH4301 (5303426) 1.04 467 2.17 974 November 24, 1990 21 MH5503(5303093) 1.01 453 1.44 646 November 24, 1990 22 MH3625 (5303102) 2.60 1,166 4.27 1,916 November 24, 1990 23 MH0383 (5305041) 2.10 943 2.98 1,337 January 9, 1990 24 MH0923 (5309169) 1.38 619 1.53 686 February 8, 1996 25 MH1156 (5316015) 1.99 893 1.12** 502** November 24, 1990 26 MH1244(5316115) 3.10 1,391 4.02 1,804 November 24, 1990 27 MH1365 (5309478) 0.74 332 0.87 390 February 8, 1996 28 MH0205 (4324060) 1.68 754 2.27 1,018 February 8, 1996 29 MH0448 (5308252) 0.70 314 0.81 363 February 8, 1996 30A MH4653 (5308327) 3.00 1346 4.80 2,154 February 8, 1996 City of Renton 2015 Hydraulic Model Update Summary Report Page 5.18 ANALYSIS & RESULTS Table 5-3 City of Renton Sewer Model - 2012 and Ultimate Peak Flow at Mini- Basin Outlet, Including Storm Event Mini- 2012 Peak Flow Ultimate Peak Flow Basin Outlet MH# (cfs) (gpm) (cfs) (gpm) Storm Event Used 30B MH4651(5308329) 5.98 2,684 8.11 3,640 February 8, 1996 30C MH0714 (5308161) 3.00 1,346 3.42 1,535 February 8, 1996 32 RE*ESI1.RO1-32A 3.45 1,548 4.00 1,795 February 8, 1996 33 MH0490 (5305008) 1.60 718 2.31 1,037 January 9, 1990 34 MH0362 (5304207) 0.34 152 0.53 237 January 9, 1990 35 MH0368 (5304230) 2.87 1,289 4.64 2,083 November 24, 1990 36 MH0467 (5309128) 1.29 579 1.52 682 February 8, 1996 37 MH6044 (5309028) 0.82 368 1.01 453 February 8, 1996 38A MH0472 (5309133) 1.57 705 1.86 834 February 8, 1996 38B MH0371 (5304234) 2.46 1,104 4.06 1,822 February 8, 1996 39 MH6074 (5308236) 3.06 1,373 3.66 1,642 February 8, 1996 40 RE*ESI4.RO2-19 0.53 238 0.77 346 February 8, 1996 41 MH3511 (5432141) 1.12 503 1.53 687 February 8, 1996 42 MH3386 (5432004) 1.20* 539* 4.86* 2,181* January 9, 1990 43 MH1206 (5316068) 0.31 139 0.47 211 November 24, 1990 44 MH1264 (5316136) 3.22 1,445 4.34 1,948 November 24, 1990 45 MH2253 (5319027) 5.38 2,414 7.09 3,182 November 4, 1998 46 RE*CEDAR1.R10-11A 31.98* 14,354* 47.54* 21,337* November 24, 1990 47 MH2014 (5317243)/ MH1966 (5317183) 9.20 4,129 12.13 5,444 November 24, 1990 48 MH6075 (5308059) 2.22 996 2.38 1,068 February 8, 1996 49 MH0196 (4324044) 0.41 184 0.54 242 February 8, 1996 50 RE*BRYNMAWR.RO1-57 15.86* 7,118* 27.39* 12,293* February 8, 1996 52 MH5833 (5308169) 0.39 175 0.50 224 February 8, 1996 54 RE*ESI2.RO2-08 209.70* 94,120* 239.6* 107,540* February 8, 1996 65 MH5302 (5321007) 14.47* 6,495* 19.07* 8,559* January 9, 1990 *Includes upstream flows from adjacent sewer purveyor **Decrease in peak flow rates from 2012 to Ultimate Analysis due to future sewer diversion projects described in Chapter 2. ***Large increase in peak flows at Mini-Basin 18 outlet to overflow at MH1966 from Mini- Basin 47. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.19 ANALYSIS & RESULTS Figure 5-3 identifies pipes color-coded by the ratios of peak flow rates to maximum pipe capacities (Q/Q Full) for the ultimate analysis, consistent with the methodology and format used for the 2012 Model analysis. Where possible, the same exact problem area labels were used from the 2012 Model analysis, with additional problem areas identified within each mini-basin as needed. Only City piping was identified in the problem areas; areas where County piping exceeded a Q-ratio of 0.8 were not labeled. The problem areas were summarized and classified in Table 5-4 based on the degree of surcharging. This table includes a location description, the duration of surcharging above the crown of the pipe (where applicable), the duration of surcharging above manhole rims (where applicable), a brief listing of the suspected cause of the problem or any special conditions for severe problems, and a ranking of the severity of each problem. Figures 5-3A to 5-3S, which are referenced in the Table, are included in Appendix D . Blow-ups of the problem areas are sh own in Figure 5-3. Surcharging problems in the system are generally the result of insufficient capacity in the City’s pipes, compounded by backwater from the County’s trunk lines in some instances. There are several connections in Mini-Basins A and B where sections of the City’s pipe are modeled below the hydraulic grade line of the County system. These problem areas in Mini-Basins A and B could potentially be related to the vertical datum assumptions. Assigning the constant peak inflows for the boundary flows was conservative, as mentioned above. The constant inflows caused the discharge in some of the mini- basins to look non-standard, including Mini-Basins 4, 42, 46, and 65. For each of these mini-basins, the incoming constant peak boundary flow dominates the local flows, such that the peaks caused by the individual mini-basins do not appear to contribute as significantly to the total flow as may appear at some of the other mini-basins. Additionally, Mini-Basin 50 has severe surcharging issues in the King County trunk sewer, which significantly influences flows in the downstream system. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.20 ANALYSIS & RESULTS Chapter 5 Table 5-4 Capacity Analysis for Ultimate Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) 03A MH2367 MH2364 November 4, 1998 Minor 3 3 716'-8" 0 0 0 Pipe nearing capacity Location: See Figure 5-3A. SE 19th St from Rolling Hills Ave SE to Aberdeen Pl SE. 04A MH2795 MH2819 January 9, 1990 Severe 4 8 2222'-24" Entire run 0 17' Includes upstream flows from SCWSD. Capacity issues due to pipe size. Location: See Figure 5-3B. Index Ct SE south of SE 16th St, off-road easement from Index Ct SE to Kirkland Ave SE and to Beacon Way ROW. 05A MH2999 RE*SRENT.R18-19 November 24, 1990 Severe 5 4 921'-8" 17 14 6' Capacity issues due to pipe size, backwater due to sharp bend at MH2996, MH2997 Location: See Figure 5-3C. Off-road easement parallel to Shattuck Ave S north of S 37th St. 05B MH3218 RE*SRENT.R18-25 November 24, 1990 Severe 5 3 960'-8" 6 0 5' Capacity issues due to pipe size Location: See Figure 5-3C. Talbot Road S from S 177th St to S Carr Rd/S 43rd St. 05C MH3198 MH5523 November 24, 1990 Severe 5 9 1645'-8" 9 0 10' Capacity issues due to pipe size, backwater due to sharp bend at MH3193, MH3194 MH5519 RE*SRENT.R18-17 November 24, 1990 Severe 5 3 902'-12" 11 0 8' Capacity issues due to pipe size. Severe surcharging due to backwater in South Renton Interceptor Location: See Figure 5-3C. Davis Ave S south of S 43rd St. 5D MH3205 MH3198 November 24, 1990 Minor/ Severe 5 2 474'-8" 8 0 9' Pipe nearing capacity. Severe surcharging due to backwater in DS system Location: See Figure 5-3C. Off-road easement south of Davis Ave S along Copper Ridge Apt Access Rd. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.21 ANALYSIS & RESULTS Chapter 5 Table 5-4 Capacity Analysis for Ultimate Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) 06A MH3017 MH3004 November 24, 1990 Severe 6 8 2604'-8" 13 6 9' Capacity issues due to pipe size, backwater due to sharp bend at MH3004, MH3009 Location: See Figure 5-3D. Talbot Rd S between S 27th Pl and S 32nd St, Off-road easement parallel to Talbot Road S. 07C MH2275 Prop. Talbot Hill MH November 4, 1998 Minor 7 6 1593'-8" 0 0 0.5' Pipe sections nearing or at capacity. Negligible surcharging Location: See Figure 5-3E. Lake Ave S between S 14th St and S 19th St. 9A MH0166 MH0167 February 8, 1996 Minor/ Moderate 9 1 390'-12" 75 0 2' Pipe nearing capacity. Surcharging due to backwater from DS Eastside Interceptor Location: See Figure 5-3F. Black River Trail parallel to Oaksdale Ave SW north of SW Grady Way. 11A MH1910 MH2170 February 8, 1996 Severe 11 8 1720'-12" 50 9 5.5' Capacity issues due to pipe size, backwater due to multiple bends. Location: See Figure 5-3G. S 5th St from Main Ave S to Wells Ave S, Wells Ave S between S 5th St and S Grady Way, off-road easement from Wells Ave S across Williams Ave S to Burnett Ave S. 11B MH1941 MH1939 February 8, 1996 Moderate/ Severe 11 2 531'-10" 50 9 6' Capacity issues due to pipe size, severe surcharging in DS system Location: See Figure 5-3G. Williams Ave S between S 5th St and S Grady Way. 14A MH2183 MH0066 February 8, 1996 Moderate/ Severe 14 5 1284'-12" 62 3 11' Capacity issues due to pipe size, slope, and bends. Severe surcharging from capacity problems in DS system Location: See Figure 5-3H. Off-road easement from Rainier Ave S and north parallel to S 2nd St. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.22 ANALYSIS & RESULTS Chapter 5 Table 5-4 Capacity Analysis for Ultimate Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) 15A MH2115 KC2790 February 8, 1996 Moderate/ Severe 15 6 1252'-15" 66 0 8.5' Capacity issues due to pipe size and bends. Severe surcharging from capacity problems in DS East Side Interceptor Location: See Figure 5-3H. S Tobin St between Shattuck Ave S and Burnett Ave S. 15B MH5330 MH2115 February 8, 1996 Minor/ Severe 15 5 926'-15" 64 0 9.5' Pipes nearing/at capacity. Severe surcharging from capacity problems in DS Renton sewer and East Side Interceptor Location: See Figure 5-3H. Off-road easement following Shattuck Ave S between S Tobin St and S 2nd St. 15C MH5209 MH2147 February 8, 1996 Minor/ Severe 15 3 656'-8" 12 0 3' Capacity issues due to pipe size. Severe surcharging from capacity problems in DS Renton sewer and East Side Interceptor Location: See Figure 5-3H. S 2nd St between Rainier Ave S and Shattuck Ave S. 16A MH5398 MH2111 February 8, 1996 S evere 16 3 756'-8" 18 0 4' Capacity issues due to pipe size Location See Figure 5-3H. Renton Ave Ext from Hayes Pl SW to Rainier Ave S, Rainier Ave S from Renton Ave Ext/Airport Way to S Tobin St. 18A MH1966 MH1826 February 8, 1996 Minor 18 8 2039'-22" 5 0 1' Pipes nearing/over capacity. Location: See Figure 5-3I. N 4th St from Burnett Ave N to Factory Ave N. 20A MH3728 MH5270 November 24, 1990 Minor 20 1 403'-8" 0 0 0 Pipe nearing capacity. Location: See Figure 5-3J. Lyons Ave NE between NE 26th St and 148th Ave SE. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.23 ANALYSIS & RESULTS Chapter 5 Table 5-4 Capacity Analysis for Ultimate Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) 21A MH3547 MH3582 November 24, 1990 Minor/ Severe 21 5 1141'-8" 7 0 3' Pipe nearing capacity. Surcharging due to capacity problems in DS system. MH3582 MH3587 November 24, 1990 Minor/ Severe 21 5 758'-8" 30 0 6' Pipe nearing/at capacity. Surcharging due to capacity problems in DS system. Location: See Figure 5-3K. Anacortes Ave NE between NE 22nd Ct and NE 17th St. 21B MH3587 MH5504 November 24, 1990 Severe 21 3 518'-8" 30 0 6' Capacity issues due to pipe size Location: See Figure 5-3K. NE 17th St between Anacortes Ave NE and Duvall Ave NE. 22A MH3614 MH3624 November 24, 1990 Severe 22 6 963'-12" 13 0 6' Capacity issues due to pipe size MH3624 MH3626 November 24, 1990 Minor 22,35 2 255'-15" 3 0 0 Pipe over capacity for short duration. Negligible surcharging. Location: See Figure 5-3K. NE Sunset Blvd from Anacortes Ave NE to Union Ave NE. 23A MH0490 MH3500 January 9, 1990 Minor 23 6 842'-12" 4 0 1' Minor capacity issues due to pipe size MH3499 MH3497 January 9, 1990 Severe 23 2 701'-8" Entire run 0 0'-17' Capacity issues due to pipe size. Surcharge is intermittent over entire run. Typically 0'-8'. Peak surcharge for 7 hours Location: See Figure 5-3L. N 28th Pl east of Burnett Ave N to Park Ave N, N 28th St from Park Ave N to I-405. 23B MH0495 MH0383 January 9, 1990 Moderate 23 2 49'-8", 251'-12" Entire run 0 2' Capacity issues due to pipe size. Surcharge is intermittent over entire run. Typically 0'-1'. Peak surcharge for 6 hours City of Renton 2015 Hydraulic Model Update Summary Report Page 5.24 ANALYSIS & RESULTS Chapter 5 Table 5-4 Capacity Analysis for Ultimate Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) Location: See Figure 5-3L. Lake Washington Blvd N between Burnett Ave N and N 20th St. 25A MH1177 MH1158 November 24, 1990 Minor/ Severe 25,46 5 315'-10", 651'-12" 66 38 5' Pipes near/slightly over capacity. Backwater due to sharp bend at MH1773, MH1772. Severe surcharging from capacity problems in DS system Location: See Figure 5-3M. Off-road easement north of SE 5th St between Newport Ave SE and Pierce Ave SE, Pierce Ave SE from SE 5th St to SE 6th St. 25B MH1173 MH1174 November 24, 1990 Minor 25 1 323'-10" 3 0 0.5' Minor capacity issues due to pipe size, backwater due to sharp bend at MH1174 Location: See Figure 5-3M. Off-road easement south of Sunnydale Mobile Home Park Access Rd west of Union Ave SE. 25C MH1660 MH1650 November 24, 1990 Minor 25 6 2116'-10" 2 0 0 Pipe nearing/at capacity. Negligible surcharging Location: See Figure 5-3M. SE 4th St from Chelan Ave SE to Union Ave SE, south on Union Ave SE from SE 4th St. 25D MH1695 MH1660 November 24, 1990 Moderate 25 5 1211'-8" 8 0 2' Capacity issues due to pipe size, backwater due to sharp bends at MH1660 Location: See Figure 5-3M. From Bremerton Ave SE through easement to SE 2nd Pl north of SE 3rd Pl. 25E MH1706 MH1695 November 24, 1990 Minor/ Moderate 25 5 487'-8" 8 0 2' Pipes nearing capacity. Surcharging from capacity problems in DS system Location: See Figure 5-3M. Bremerton Ave SE from 135th Ave SE to Bremerton Pl NE, Bremerton Pl NE from Bremerton Ave SE to NE 1st Pl. 26A MH1437 MH1741 November 24, 1990 Minor 26 5 991'-12" 1 0 0 Pipes nearing/slightly over capacity. Negligible surcharging Location: See Figure 5-3N. Duvall Ave NE from NE 6th St to NE 4th St. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.25 ANALYSIS & RESULTS Chapter 5 Table 5-4 Capacity Analysis for Ultimate Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) 27A MH0976 MH1112 February 8, 1996 Minor 27 3 825'-8" 3 0 0.5' Pipes nearing/slightly over capacity. MH1107 MH1365 February 8, 1996 Minor 27 2 569'-8" 4 0 0.5' Pipes nearing/slightly over capacity. Location: See Figure 5-3O. NE 7th Pl from NE 6th Pl to Monroe Ave NE, off-road easement from NE 7th St to Jefferson Ave NE. 28A MH5350 MH2548 February 8, 1996 Minor 28 1 301'-15" 0 0 0 Pipe nearing capacity. MH2537 MH2536 February 8, 1996 Minor 28 1 281'-18" 0 0 0 Pipe nearing capacity. Location: See Figure 5-3P. Lind Ave SW between SW 19th St and SW 16th St, SW 16th St from Lind Ave SW to Raymond Ave SW. 32A MH0445 MH0726 February 8, 1996 Minor/ Severe 32 1 286'-24" 52 0 2.5' Pipes nearing capacity. Surcharging from capacity problems in DS East Side Interceptor Location: See Figure 5-3I. N 6th St between Park Ave N and Garden Ave N. 33A MH0518 MH0519 January 9, 1990 Minor 33 2 213'-8" 2 0 0 Pipes nearing/slightly over capacity. Negligible surcharging Location: See Figure 5-3L. Off-road easement parallel to I-405. 36A MH0805 MH0467 February 8, 1996 Severe 36 6 1314'-8" 8 0 7' Capacity issues due to pipe size. Surcharging from capacity problems in DS system Location: See Figure 5-3Q. Harrington Ave NE from NE 12th St to NE Sunset Blvd. 36B MH6006 MH0907 February 8, 1996 Minor 36 3 983'-8" 1 0 1' Minor capacity issues due to pipe size. Surcharging from capacity problems in DS system Location: See Figure 5-3Q. NE 12th St from Harrington Ave NE to NE Sunset Blvd, Kirkland Ave NE from NE 12th St to NE 13th St. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.26 ANALYSIS & RESULTS Chapter 5 Table 5-4 Capacity Analysis for Ultimate Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) 38A-1 MH0467 MH0470 February 8, 1996 Moderate 38 4 287'-8" 22 0 3' Capacity issues due to pipe size Location: See Figure 5-3Q. 39A MH6042 MH0825 February 8, 1996 Severe 37,39 6 1130'-8" 4 0 4' Capacity issues due to pipe size. Location: See Figure 5-3Q. Edmonds Ave NE from NE Sunset Blvd to NE 9th St. 41A MH3329 MH3510 February 8, 1996 Severe 41 8 1035'-8", 328'-10" 66 60 8' Capacity issues due to pipe size. Severe surcharging from capacity problems in DS East Side Interceptor Location: See Figure 5-3R. Lake Washington Blvd N from N 33rd St to N 36th St. 45A MH2257 MH2252 November 4, 1998 Moderate 45 5 1532'-18" 2 0 2' Capacity issues due to pipe size Location: See Figure 5-3E. Off-road easement from S Grady Way to S Renton Village Pl. 46A MH1158 RE*CEDAR2.R10-26A November 24, 1990 Minor/ Severe 46 14 2620'-15" 10 0 1.5 Severe surcharging in DS portion due to water levels in Cedar River Trunk. No capacity problems in pipe. Location: See Figure 5-3S. SE 6th St between SE 5th St and Pierce Ave SE. 47A MH4692 RE*CEDAR1.R10-05A November 24, 1990 Minor/ Severe 47 8 155'-12", 660'-22", 720'-24" 36 0 2.5' Minor capacity issues due to pipe size. Surcharging from capacity problems in DS Cedar River Trunk Location: See Figure 5-3T. N 4th St west of Houser Way N. 47B MH0622 MH0639 November 24, 1990 Minor/ Severe 47 2 394'-8" 18 0 2' Pipe nearing capacity. Surcharging from capacity problems in DS system City of Renton 2015 Hydraulic Model Update Summary Report Page 5.27 ANALYSIS & RESULTS Chapter 5 Table 5-4 Capacity Analysis for Ultimate Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) MH0639 MH0627 November 24, 1990 Severe 47 4 129'-6", 429'-8" 13 10 7' Capacity issues due to pipe size Location: See Figure 5-3T. Bronson Way NE from Grandley Way NE to Windsor Way NE. 47C MH1976 MH1975 November 24, 1990 Minor 47 1 311'-8" 8 0 1 Capacity issues due to pipe size Location: See Figure 5-3T. NE 4th St west of Edmonds Ave NE. 47D MH1851 MH1968 November 24, 1990 Minor/ Severe 47 1 469'-15" 55 0 3' Pipe nearing capacity. Surcharging from capacity problems in DS system Location: See Figure 5-3T. Houser Way N between Factory Pl N and N 4th St. 47E MH4645 MH4644 November 24, 1990 Minor 47 1 100'-15" 0 0 0 Pipe nearing capacity. Location: See Figure 5-3T. Sunset Blvd NE between Bronson Way NE and I-405. 48A MH0847 M H1360 February 8, 1996 Severe 48 2 360'-8" Entire run 0 14' Capacity issues due to pipe size Location: See Figure 5-3T. NE 7th St between Ferndale Pl NE and Harrington Ave NE. 50A MH0418 MH420 February 8, 1996 Moderate/ Severe 50 2 460'-8" 67 57 6' Capacity issues due to pipe size. Severe surcharging due to capacity problems in DS Bryn Mawr Interceptor Location: See Figure 5-3I. Cedar River Trail south of N 6th St. 65A MH2818 MH2760 January 9, 1990 Moderate 4,65 3 517'-24" Entire run 0 3' Includes upstream flows from SCWSD. Capacity issues due to pipe size. MH5275 MH5299 January 9, 1990 Severe 65 3 432'-18", 322'-20" Entire run 132 12' Includes upstream flows from SCWSD. Capacity issues due to pipe size. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.28 ANALYSIS & RESULTS Chapter 5 Table 5-4 Capacity Analysis for Ultimate Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) Location: See Figure 5-3B. SE 16th St from Lake Youngs Way SE and north of SE Royal Hills Dr. 65B MH5301 MH5303 January 9, 1990 Severe 65 4 134'-15", 1001'-20" Entire run Entire run 21' Capacity issues due to pipe size. Backwater due to bend at MH 5302. Includes upstream flows from SCWSD Location: See Figure 5-3B. Off-road easement north of Royal Hills Dr SE and east of Harrington Pl SE. ESI1003A MH1923 MH1921 February 8, 1996 Minor/ Severe ESI1003 3 674'-8" 54 0 3' Capacity issues due to pipe size. Surcharging due to backwater in East Side Interceptor Location: See Figure 5-3I. Wells Alle y N from N 3rd St to N 1st St. ESI1003B MH4635 RE*ESI2.RO2-01 February 8, 1996 Moderate/ Severe ESI1003 7 944'-10" 84 82 11.5' Capacity issues due to pipe size. Severe surcharging due to backwater in East Side Interceptor Location: See Figure 5-3V. Off-road easement from Lake Washington Blvd N northwest toward Lake Washington. ESI1003C MH0192 RE*ESI2.RO1-03 February 8, 1996 Minor ESI1003 4 934'-8" 2 0 0.5' Minor capacity issues due to pipe size Location: See Figure 5-3F. Thomas Ave SW from SW 7th St to SW 10th St. ESI1003D MH2440 MH2244 February 8, 1996 Minor/ Severe ESI1003 1 240'-8" 58 0 2' Minor capacity issues due to pipe size. Surcharging due to backwater in East Side Interceptor Location: See Figure 5-3F. Hardie Ave SW between SW 5th Pl and SW 7th St. A1 MH0216 KC1735 February 8, 1996 Minor/ Moderate A 6 837'-15", 70'-16" 66 0 2' Capacity issues due to pipe slope. Surcharging in DS East Side Interceptor Location: See Figure 5-3F. Off-road easement parallel to Oakesdale Ave SW north of SW Grady Way. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.29 ANALYSIS & RESULTS Chapter 5 Table 5-4 Capacity Analysis for Ultimate Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) A2 MH6188 MH6191 February 8, 1996 Minor/ Severe A 3 1175'-8" 22 10 5' Pipes nearing/slightly over capacity. Surcharging due to bend at MH6190 and backwater in DS South Interceptor Location: See Figure 5-3U. Off-road easement between Oaksdale Ave SW and SW 39th St. A3 MH0275 MH0286 February 8, 1996 Severe A 13 396'-8", 2000'-10" 39 31 12' Severe capacity issues due to pipe size. Severe surcharging due to capacity problems in DS South Interceptor Location: See Figure 5-3U. Off-road easement between Oaksdale Ave SW and Interurban Trail north of S 180th St. A4 MH0186 RE*ESI2.RO1-04 February 8, 1996 Minor A 2 275'-8" 2 0 0 Pipe over capacity for short duration. Negligible surcharging. Location: See Figure 5-3F. SW 10th St from Powell Ave SW towards Thomas Ave SW. B1 MH5191 MH2982 February 8, 1996 Minor/ Severe B 5 1367'-8" 5 0 2.5' Capacity issues due to pipe size. Additional surcharging due to possible pump capacity issues in Lift Station. Location: See Figure 5-3U. SW 34th St from Lind Ave SW to E Valley Rd. B2 MH3172 RE*SRENTON.R18-05 February 8, 1996 Minor/ Severe B 3 645'-8" 33 0 8' Pipe nearing capacity. Severe surcharging from capacity problems in DS South Renton Interceptor Location: See Figure 5-3U. 84th Ave S from SW 43rd St towards SW 41st St. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.30 ANALYSIS & RESULTS Chapter 5 Table 5-4 Capacity Analysis for Ultimate Sewer Model - Problem Areas Problem Manhole No. Storm Event Rating Mini Pipe Length and Diameter Manhole Manhole Max Surcharge Comments Area Upstream Downstream Basin Sections Surcharge (hrs) Overtopping (hrs) Height (ft) B3 MH2987 RE*SRENTON.R18-11 February 8, 1996 Minor/ Severe B 7 2012'-12" 26 7 7' Pipes nearing/slightly over capacity. Severe surcharging from capacity problems in DS South Renton Interceptor Location: See Figure 5-3U. East Valley Rd from SW 34th St to SW 41st St, U6A MH4717 MH4713 N/A Minor U6 3 587'-8" Intermittent entire run 0 0.5' Intermittent surcharging due to LS 34 (Liberty). Model contains constant flow rate inputs for U- Basins Location: See Figure 5-3W. SE 137th Terrace from 160th Ave SE to 161st Pl SE, 161st Pl SE south from SE 137th Terrace. City of Renton 2015 Hydraulic Model Update Summary Report Page 5.31 ANALYSIS & RESULTS Chapter 5 Based on discussions with Bruce Nairn of King County, the County’s interceptor located in Mini-Basin 50 has significant potential surcharging issues, primarily due to severe I&I problems in the upstream County-owned system. S urcharging potential was evident in the 2012 Model Analysis, and significantly more pronounced in the Ultimate Model Analysis. T he County plans to install a storage facility to dampen peak flows or implement an I&I repair and reduction program for the upstream system, or both. For the Ultimate Model analysis, it was assumed that this County trunk line would be at capacity (rather than significantly exceeding capacity) during the 20-year design flow-generating event, resulting from the future improvements. As a result of this assumption, the County’s trunk sewer would not cause backwater effects in the City’s sewer mains within Mini-Basin 50. Further coordination with the County is recommended with regard to the significant future zoning densification projected in the City, adjacent to their trunk sewer, within Mini- Basin 50. During the Ultimate Model analysis, some lift stations overtopped significantly; to the extent that the model could not complete its computations. These lift stations include East Valley (L04), Airport (L03), Stoneg ate (L29), and Long (L07). T he pumps in each of these cases were upsized to accommodate the peak flow rate with a single pump in operation to allow MIKE URBAN to complete the computations. The Airport and Stonegate pumps were modeled based on projected peak pump capa cities with as-designed impelle r upgrades. Since most or all of the City’s lift stations appear to only contain two duty pumps, any of the duplex stations operating with more than one pump would function beyond their design capacity. The I&I increase assumption of 7% per decade and a maximum of 28% for the Ultimate Model may be overly conservative for newer portions of the City constructed primarily with PVC and ductile iron pipes. These system degradation assumptions may be reasonable for the older portions of the system. During future analysis, pipe material and age should be taken into consideration in addition to flow monitoring. Also, the degree of I&I reduction efforts by the City should be taken into consideration for flow modeling. It may be more practical to assume lower degradation rates for some of the newer portions of the system. For sewer system locat ed in the “U” Basins, standard I&I assumptions (1500 gallons per day per acre) were used, with no applied degradation. It may be desirable to incorporate some degradation (such as 7%) for the newer system in future analyses. No flow monitors were associated with Mini-Basin A and a portion of B, which have multiple discharges to KC trunks; there was no check on the accuracy of these flows. The flows were generated from standard sanitary and I&I assumptions rather than subtracted from the South Interceptor. I&I parameters used by KC from an adjacent Model Basin were assigned, which may or may not be representative of actual conditions. Further monitoring and analysis is recommended (see Chapter 6). Although flows were calibrated to reasonable accuracy based on King County’s 2008-2011 flow monitoring data, all of the flows in the Ultimate Model are more heavily based on assumptions and projections, as detailed herein. It is advisable to City of Renton 2015 Hydraulic Model Update Summary Report Page 5.32 ANALYSIS & RESULTS Chapter 5 conduct additional flow monitoring and analysis to verify the existence and extent of projected problem areas in the City’s system. LIFT STATION AND FORCE MAIN ANALYSIS A review of lift station and force main capacity was conducted for the 2012 and Ultimate model analysis. In each case, the model results were reviewed to determine the number of pumps operating during the peak storm event, and the maximum velocity of the flow in each force main. Typically, lift stations are designed so that a single pump is able to convey the peak 20-year flow. Flow velocities in the force main should be a maximum of 8 feet per second. Results are shown in Table 5-5. Table 5-5 Lift Station and Force Main Analysis Summary Lift Station Mini- Basin Force Main 2012 Analysis Ultimate Analysis Max. Pumps On Max. Force Main Velocity (fps) Max. Pumps On Max. Force Main Velocity (fps) L01-Shy Creek U4 8" PVC 1 3.5 1 3.5 L02-Devils Elbow 33 6" PVC 1 4.7 1 4.7 L03-Airport 16 5" PVC 1 2.8 1* 4.7 L04-East Valley B 12" DI 2 1.27 2 1.27 L05-Talbot Crest 6 3" PVC 1 4.3 1 4.3 L07-Long 21 6" PVC 1 0.97 1 0.97 L08-Kensington 65 3" PVC 1 5 1 5 L09-Wedgewood 22 10" DIP 1 1.3 1 1.3 L25-Lind Ave 28 8" PVC 1 4.4 1 4.4 L29-Stone Gate 20 8" PVC 1 1.7 1* 3.4 L30-Falcon Ridge 4 10" PVC 1 1.4 1 1.4 L32-Misty Cove 54 Not Modeled 2 N/A 2 N/A L34-Liberty U6 8" PVC 1 3.9 1 3.9 L39-Baxter 54 6" PVC 2 4.8 2 4.8 *Lift stations modeled to include pump impeller upgrades provided in lift station design City of Renton 2015 Hydraulic Model Update Summary Report Page 5.33 ANALYSIS & RESULTS Chapter 5 Results of the analysis show that most of the lift stations and all of the force mains are capable of conveying projected flows for 2012, as well as u ltimate scenarios. There are three lift stations which may have capacity problems based on the analysis. Misty Cove and Baxter Lift Stations are located in Mini Basin 54, which was calibrated in 2005. The service area for Baxter Lift Station includes large multi- family development which was added since the model calibration, and may be simulating sanitary flows that are larger than what actually occurs. The second pump for Misty Cove Lift Station only activated 3 times during the peak storm event. East Valley Lift Station also exceeded its capacity during both simulations. T he City provided data for this lift station during the calibration process. This data indicated that a second pump did activate a few times during the December 2010 storm used in the Calibration. T he second pump did not activate for Long Lift Station7. However, the station was close to its single pump capacity during the ultimate model simulation. Therefore, it is possible that the l ift s tation will eventually exceed its capacity if the service area sees significant population growth. INFILTRATION AND INFLOW ANALYSIS The runoff simulations for the 2012 model analysis were reviewed to estimate the peak inflow to the sewer system due to infiltration and inflow. This was done by determining the peak modeled RDII flow rate for the catchments in each calibrated mini-basin and dividing this by the area. Results of this analysis are provided in Table 5-6 . City of Renton 2015 Hydraulic Model Update Summary Report Page 5.34 ANALYSIS & RESULTS Chapter 5 Table 5-6 Peak Infiltration and Inflow per Mini-Basin Sewer Mini-Basin Peak Storm Event Peak I/I(1) (gpad) Calibration Year(2) 1 November 4, 1998 4,580 2005 2 November 4, 1998 3,902 2005 3 November 4, 1998 4,062 2005 4 January 9, 1990 1,700 2015 5 November 24, 1990 19,223 2015 6 November 24, 1990 3,436 2015 7 November 4, 1998 6,618 2005 8 February 8, 1996 1,330 2005 9 February 8, 1996 7,718 2005 10 February 8, 1996 4,009 2005 11 February 8, 1996 7,724 2005 12 February 8, 1996 2,076 2005 13 February 8, 1996 17,189 2005 14 February 8, 1996 6,595 2005 15 February 8, 1996 9,248 2005 16 February 8, 1996 3,725 2005 17 November 24, 1990 6,17 2015 18 February 8, 1996 5,927 2005 19 February 8, 1996 1,140 2015 20 November 24, 1990 1,650 2005 21 November 24, 1990 2,443 2005 22 November 24, 1990 585 2005 23 January 9, 1990 539 2015 24 February 8, 1996 6,616 2015 25 November 24, 1990 4,400 2015 26 November 24, 1990 2,251 2005 27 February 8, 1996 3,595 2015 28 February 8, 1996 4,907 2005 29 February 8, 1996 3,924 2015 30A February 8, 1996 860 2015 30B February 8, 1996 329 2015 30C February 8, 1996 860 2015* 32 February 8, 1996 2,413 2005 33 January 9, 1990 798 2015 34 January 9, 1990 842 2015 35 November 24, 1990 1,199 2005 36 February 8, 1996 6,824 2015 37 February 8, 1996 7,085 2015 City of Renton 2015 Hydraulic Model Update Summary Report Page 5.35 ANALYSIS & RESULTS Chapter 5 City of Renton 2015 Hydraulic Model Update Summary Report Page 5.36 Table 5-6 Peak Infiltration and Inflow per Mini-Basin Sewer Mini-Basin Peak Storm Event Peak I/I(1) (gpad) Calibration Year(2) 39 February 8, 1996 3,985 2015 40 February 8, 1996 3,891 2005 41 February 8, 1996 6,712 2015 42 January 9, 1990 2,804 2005 43 November 24, 1990 548 2015 44 November 24, 1990 37 2005 45 November 4, 1998 602 2005 46 November 24, 1990 3,081 2005 47 November 24, 1990 7,326 2015 48 February 8, 1996 2,065 2015 49 February 8, 1996 3,331 2015 50 February 8, 1996 12,370 2005 52 February 8, 1996 1,468 2005 54 February 8, 1996 4,429 2005 A February 8, 1996 10,232 2005** B February 8, 1996 3,932 2005** CEDAR02A November 24, 1990 3,088 2005 ESI1003 February 8, 1996 10,225 2005 RENT65 January 9, 1990 1,450 2015 1) RDII parameters determined in the 2005 wet weather calibration were set using wet weather at the Mini-Basin level. Those modified in the 2015 calibration were set at the model basin level. * Mini-Basin Basin 30C was calibrated with Basin 30A. ** RDII parameters for Mini-Basins A and B were not calibrated. During the 2005 model development, RDII parameters from adjacent basins with similar land use were assigned. Peak I/I flow rates for a 15 basins are very high, exceeding 6,000 gallons per acre per day. The calibration for many of these basins was performed in 2005. The I/I flow rates for Mini-Basin 5 and 13 exceed 15,000 gallons per acre per day. Although the calibration for Mini-Basin 5 was performed in 2015, it was done at the model basin level, and included decreases in the I/I parameters from the prior calibration. Mini-Basin 13 was calibrated in 2005. The 2012 and Ultimate model results show pipe capacity problems for many of the basins with high I/I flow rates.. Therefore, we recommend additional flow monitoring to verify the calibration in these basins. The Mini-Basin 44 I/I flow rate is extremely low, so flow-monitoring is also recommended to for this basin. See Chapter 6 for further discussion. PEAK BOUNDARY FLOW ANALYSIS The peak flow rates for each of the external boundary flows are tabulated below in Table 5-7. The flow rates for SOO003 and RNT042 were constant flow inputs. The rest of the flows were time series inputs. Since four separate storm events were ANALYSIS & RESULTS Chapter 5 PEAK BOUNDARY FLOW ANALYSIS The peak flow rates for each of the external boundary flows are tabulated below in Table 5-7 . The flow rates for SOO003 and RNT042 were constant flow inputs. The rest of the flows were time series inputs . Since four separate storm events were used in the model analysis, the peaks were different magnitudes for each event. The peaks were also from different events depending on the boundary condition. For this table, the largest peak event was listed. Table 5-7 Peak Boundary Flows Boundary Flow Peak 2012 Flow (cfs) Peak Ultimate Flow (cfs) TUK015 24.16 34.50 SINT020 156.11 291.24 SOO021 2.62 4.42 SOO003 7.90 17.20 Cedar039A 13.56 21.02 RNT042 1.1 3.6 ESI4024 261.13 428.46 BLS043B 24.67 34.17 City of Renton 2015 Hydraulic Model Update Summary Report Page 5.37 ANALYSIS & RESULTS Chapter 5 City of Renton 2015 Hydraulic Model Update Summary Report Page 5.38 Figure 5.2 2012 Sewer Model Analysis Results ANALYSIS & RESULTS Chapter 5 City of Renton 2015 Hydraulic Model Update Summary Report Page 5.39 Figure 5.3 Ultimate Sewer Model Analysis Results CHAPTER 6 RECOMMENDATIONS AND SUMMARY This section of the report includes the recommendations for future flow monitoring and model updates. A summary of the King County hydraulic model compatibility and limitations of the model have also been included. FLOW MONITORING RECOMMENDATIONS As mentioned previously in this report, additional flow monitoring and analysis can be a worthwhile supplement to hydraulic modeling and verification of capacity deficiencies. Figure 6-1 (located at the end of this chapter) i dentifies recommended future modeling locations, and Table 6-1 lists the specific recommended locations for future monitors in addition to the general categories of the monitors. Figure 6-1 includes the following four categories of flow meters: 1.Locations of King County flow monitors from 2008-2011 (Black Rings ): These are locations where flow moni toring was conducted by King County for the decennial monitoring program, but much of the recorded data was missing or errant due to flow monitor issues. Additional monitoring is warranted at these locations to verify the flows in the tributary basins. 2.L ocations which King County did not monitor from 2008-2011 (Orange Rings): These locations include large tributary basin areas, and were not monitored. In some cases, downstream monitors did collect these tributary flow data, but the data is not detailed enough to examine the smaller upstream areas. Other locations are newer Mini-Basins or S ub-B asins, which have seen substantial growth since the model was developed. Monitoring is warranted at these locations to verify the flows in the tributary basins. 3.New flow meter locations to monitor specific 2012 Model problem areas (Violet Rings ): These locations would provide targeted monitoring to isolate and verify some of the more serious problem areas as identified by the 2012 Model Peak Flow Analysis. These areas are typically not immediately adjacent to previous flow monitor locations, or would be used to separate large branches of upstream sewer to help identify the cause and location of problems. Where feasible, attempts were made to select locations where a single meter could be used to help verify more than one problem area. 4.New f low m eter l ocations to m onitor s pecific Ultimate Model p roblem a reas (Blue Rings): These locations would provide targeted monitoring to isolate and verify some of the more serious problem areas as identified by the Ultimate Model Peak Flow Analysis. These City of Renton 2015 Hydraulic Model Update Summary Report Page 6.1 RECOMMENDATIONS & SUMMARY Chapter 6 areas are typically not immediately adjacent to previous flow monitor locations, or would be used to separate large branches of upstream sewer to help identify the cause and location of problems. Where feasible, attempts were made to select locations where a single meter could be used to help verify more than one problem area. It might be wise to install flow monitors for suspected problem areas using a phased approach, rather than installing all of the meters at the same time. This would allow more opportunity for evaluation of the metering to make sure useful and reliable data is being provided. Installation of flow meters at new locations or locations where data previously collected by King County was errant may potentially be a collaborative effort with King County, with each party sharing information and possibly expenses. Targeted use of flow meters could help locate areas with higher than normal I&I issues, which could potentially be repaired to avoid downstream piping upsizing and modifications. Flow monitors can be used to verify or refute projected capacity problems, potentially eliminating costly projects or providing confidence that improvements are warranted. Table 6-1 City of Renton Sewer Model Propo sed Flow Monitor Locations Basin Flow Monitor MH* Category** Problem Area 3 MH0084 (SE) 2 5 RE*SRENTON.R18-25 (S) 3 5B 5 RE*SRENTON.R18-17 (S) 3 5C 6 MH2999 3 5A, 6A 11 RE*ESI1.RO1-14 (E) 3 11A, 11B 13 MH2247 (N) 2 14 MH0066 (W) 3 14A 15 MH2120 (W) 3 15A, 15B, 15C 16 MH2113 (W) 4 16A 19 MH0246 (E) 1 21 MH5503 (N) 3 21A, 21B 22 MH3626 (E) 4 22A 23 MH0383 (NE) 1,3 23A, 23B 25 MH1650 (N) 4 2BC, 25D, 25E 26, U2 MH1746 (E) 2 26 MH1741 (N) 4 26A 38A MH0466 (N) 3 36A, 36B, 38A 39 MH0825 (N) 3 39A 40 RE*ESI4.RO2-19 (E) 1 City of Renton 2015 Hydraulic Model Update Summary Report Page 6.2 RECOMMENDATIONS & SUMMARY Chapter 6 Table 6-1 City of Renton Sewer Model Propo sed Flow Monitor Locations Basin Flow Monitor MH* Category** Problem Area 41 MH3511 (SW) 1,3 41A 42 MH3386 (N) 1 44 MH1264 (E) 2 45 MH2253 (E) 3 45A 47 MH4646 (E) 3 47B, 47C 47 MH2014 (N) 48 MH0843 (E) 3 48A 50 MH0420 (S) 4 50A RENT65 MH5302 (W) 2,4 65B RENT65 MH2760 (SW) 2,3 4a, 65A ESI1003 MH4629 (W) 4 ESI1003B ESI1003 MH1924 (S) 4 ESI1003A A MH0211 (S) 3 A1 A MH6191 (E) 3 A2 A MH0286 (W) 3 A3 B MH2982 (S) 3 B1 B MH3187 (N) 2,4 B3 U3 MH1709 (E) 2 U4, U6, U8 & U9 RE*CENTRALPLAT.MH-5 (N) 1 U6 MH4712 (E) 4 U6A * Proposed flow monitor locations include the necessary orientation. For example “(E)” indicates that the monitor would be installed in the pipe entering the identified manhole to the East. **Categories are as follows: 1)King County flow monitors with errant data 2)No Prior flow monitors – Mini-Basin flow verification 3)2012 Model problem areas 4)Ultimate Model problem areas KING COUNTY COMPATIBILITY The model was updated with the intent of achieving general compatibility with the models developed by King County during the Regional I&I study. Many of the assumptions and methodologies employed by the City and County models are consistent. Overall, the models are fairly compatible, and data can be shared between the models in a relatively straightforward fashion. Some of the main similarities between the models are listed below: City of Renton 2015 Hydraulic Model Update Summary Report Page 6.3 RECOMMENDATIONS & SUMMARY Chapter 6 •B oth models use the MOUSE hydraulic engine (MIKE URBAN r uns on the MOUSE engine). •The same formula was used for computing the base I&I for each mini- basin in the two models. •Both models include population projections based on PSRC planning data. •Both models use similar RDII parameters. •Both models were calibrated to the same dry weather and wet weather flow monitoring data. •DHI worked on calibrating the County’s and City’s original models for the wet weather season, and employed a similar methodology for both. •Both models use similar rainfall gauge assignments. •Both models feature detailed representations of King County trunklines within the City boundaries. •Boundary flow assignments to the City’s model conservatively represent boundary flow rates computed by King County. •Both models incorporate an assumed system degradation resulting in an I&I increase of 7.0 percent per decade. The City of Renton assumes a maximum increase of 28.0 percent for the Ultimate Models, whereas King County does not apply a cap for future projections. •Both models use the same hydraulic engine and computations, and both feature a similar overall set-up. There are some key differences between the City’s model and the King County models. The City’s model is much more detailed than any of the County’s models in terms of the representation of the physical system. The majority of the City’s system is included in the model, with flow present in all of the pipes. The physical detail in the City’s model allows it to be a powerful hydraulic tool for evaluation of system capacity at a local level. With the City’s model, it is possible to evaluate pipes as small as 8-inch diameter to evaluate capacity, throughout the City. The County’s model is intended to be a regional tool used to evaluate I&I and system capacity at a much broader and less refined level. With the models developed by the County, hydraulic evaluation of large sewer trunks is possible, but generally not smaller pipes. The County’s models are primarily hydrology models, with hydraulics for trunks. The City’s model is both a hydrologic and hydraulic model throughout. Some other key differences in the models are summarized below: City of Renton 2015 Hydraulic Model Update Summary Report Page 6.4 RECOMMENDATIONS & SUMMARY Chapter 6 •The population is assigned more representatively to the City’s model, by zoning categories. The City’s model has individual populations assigned to manholes by zone, while the County’s model feature lump net flow assignments, not targeted to specific zoning categories by individual manholes. The net results at the outlet of each mini-basin should be similar, but the flow in the local system is more representative in the City’s model. •A conservative factor of 25% was added to all of the projected populations within the City’s model. The County may have applied different measures of conservatism into their models, but it is believed that they did not apply a 25% increase to the population assignments. •Efforts were made in the City’s model to check to make sure realistic per capita flow rates were assigned, and adjustments to projected population distributions were made as deemed appropriate. •The area assignments between the models differ. King County applied several discount factors reducing the area assigned to each mini-basin. In the City’s model, the overall areas (generally not including parks and open space) were equally assigned to all of the manholes within each mini-basin. As a result, much larger overall areas were assigned to the 2012 Renton Model. This does not create a difference in the calibrated wet weather flows for the 2012 model, but may have an impact to flows in the Ultimate Model and future scenarios. •The City’s model has the ability to accurately simulate lift station operation and settings, whereas the County’s models did not generally include that level of detail. The County did not model lift station operation, focusing instead on the larger picture. •The original wet weather calibration for Renton’s model started with similar RDII parameters to King County, but these were refined by DHI, and further refined by Stantec to provide a more representative and system specific calibration. •The County performed complex statistical analyses and developed synthetic storm events to represent 20-year peak flows within the various basins. The scope and budget of the City’s model did not support this level of analysis. Per the County’s suggestion, events ranked by the County were assumed to represent the various storm events used for the City’s analyses. •The County’s Ultimate models do not use diurnal sanitary flows; instead, they use a constant average sanitary flow rate throughout the model simulations. •Due to the system-specific detail in the City’s model, it takes significantly longer to perform computations. City of Renton 2015 Hydraulic Model Update Summary Report Page 6.5 RECOMMENDATIONS & SUMMARY Chapter 6 •The County generally uses more conservative I&I assumptions (such as 2,000 gallons per acre per day) for areas projected to be served in the future (the City generally used 1500 gallons per acre pre day for new projected areas). LIMITATIONS OF THE MODEL The limitations of the model generally relate to limitations in the data and assumptions used to develop the model, the budget used to develop the model, and limitations of the software. Some of the main limitations are summarized below: •The data used to develop the City’s model was found to contain a large volume of missing information, incorrect information, and inconsistencies. Numerous assumptions were used to correct this data, including interpolations and datum assumptions. Although the piping in the model all flows downhill, there is certainly a portion of model data that is inaccurate to some extent. •The diurnal curves assigned to the model apply to the overall mini- basins. Targeted diurnal curves used for each zoning category were not used; therefore, although flow is represented in all of the piping throughout the model, it can be considered an average of the upstream flow generation at any point. The diurnal curve applied to any node within a mini-basin will have the average flow values for the total system, but may not represent the actual specific flow patterns from an individual area, such as a school. The diurnal patterns generally represent the overall make-up of the mini-basins (residential versus employment, etc.). •Although I&I is assigned to most of the manholes in each mini-basin, weighted areas to each manhole were not assigned; most manholes typically receive the average area for the mini-basin. This functions to distribute average mini-basin I&I rates to each manhole, but does not isolate I&I issues within each mini-basin, since only the total flow at the downstream monitors were used to calibrate the flows. •The RDII parameters used to develop the antecedent soil and groundwater conditions are very complex, and difficult to accurately represent. The County performed more extensive research and evaluation when determining their parameters, the results of w hich were largely applied to the City’s model. However, the specific conditions defining how surface water and groundwater enter the sewage system are extremely complex, and the RDII parameters assigned to the model will not necessarily be able to accurately predict future performance, even though they were determined and estimated using flow monitoring data from a couple of seasons. City of Renton 2015 Hydraulic Model Update Summary Report Page 6.6 RECOMMENDATIONS & SUMMARY Chapter 6 •The storm events assigned to the model may or may not provide representative 20/30-year design flows within the system. The extent of the rainfall data analyzed by King County was approximately 60 years, and there are no guarantees that the storm flow rankings correspond to the appropriate storm events over that limited period of data. •There were many inconsistencies, gaps, and a lot of “noise” in the flow monitoring data obtained by the County, and calibration was anything but an exact science. For some b asins, the data was non- existent or inadequate to provide accurate calibrations. Without further flow monitoring efforts, there should be limited confidence in any of the projected flow rates from non-calibrated basins/mini- basins. •The flow monitoring data obtained from the County was collected a the model basin level, which was at a much broader scale than the data collected for the 2001 I/I study, which was collected at the mini- basin level. Without more refined flow data, changes to the calibration of the model were less precise than the prior effort, and may have significant impacts on the analysis results. •The large volume of data compiled from numerous sources and the extensive estimations, judgment, and assumptions used to create the model make it a very powerful tool, but common sense and sound engineering judgment should be applied to all results. The data provided by model analysis is simply a planning level tool to determine areas that will need further analysis prior to implementation of any capital improvements. A dditional analysis and flow-monitoring may be prudent prior to proceeding with large-scale system improvements in many parts of the system, as described earlier in this report in more detail. It is always advisable to apply sound engineering judgment coupled with real- world perspective to make sure that modeling results make sense and fit the appropriate conditions being studied. The physical components of projected “problem areas” such as manhole invert elevations, pipe slopes, and pipes sizes should be verified to ensure that the model is an accurate representation of the actual system. City of Renton 2015 Hydraulic Model Update Summary Report Page 6.7 RECOMMENDATIONS & SUMMARY Chapter 6 Figure 6.1 Proposed Flow Monitor Locations City of Renton 2015 Hydraulic Model Update Summary Report Page 6.8 APPENDICES APPENDIX A – Dry Weather Flow Calibration Time Series City of Renton 2015 Hydraulic Model Update Summary Report Page A 00:00:001-9-201000:00:002-9-201000:00:003-9-201000:00:004-9-201000:00:005-9-201000:00:006-9-201000:00:007-9-201000:00:008-9-20100.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.03.23.43.6[cfs]Time Series Link DischargeLink DischargeGM05310 (MH5304 -> MH2759) 74.47External TS 1Rent 65 Dry 00:00:001-9-201000:00:002-9-201000:00:003-9-201000:00:004-9-201000:00:005-9-201000:00:006-9-201000:00:007-9-201000:00:008-9-20100.000.010.020.030.040.050.060.070.080.090.100.110.120.130.140.150.160.170.180.190.200.210.220.23[cfs]Time Series Link DischargeLink DischargeGM02800 (MH1852 -> MH1851) 120.91External TS 1RNT 17 Dry 00:00:001-9-201000:00:002-9-201000:00:003-9-201000:00:004-9-201000:00:005-9-201000:00:006-9-201000:00:007-9-201000:00:008-9-20100.00.10.20.30.40.50.60.70.80.91.01.11.21.31.4[cfs]Time Series Link DischargeLink DischargeGM01571 (MH0520 -> MH0383) 24.48External TS 1RNT 23 Dry 00:00:001-9-201000:00:002-9-201000:00:003-9-201000:00:004-9-201000:00:005-9-201000:00:006-9-201000:00:007-9-201000:00:008-9-20100.000.050.100.150.200.250.300.350.400.450.500.550.60[cfs]Time Series Link DischargeLink DischargeGM02237 (MH1773 -> MH1156) 109.94External TS 1RNT 25 Dry 00:00:001-9-201000:00:002-9-201000:00:003-9-201000:00:004-9-201000:00:005-9-201000:00:006-9-201000:00:007-9-201000:00:008-9-20100.000.050.100.150.200.250.300.350.400.450.500.55[cfs]Time Series Link DischargeLink DischargeGM00108 (MH0206 -> MH0205) 108.45External TS 1RNT 28 Dry 00:00:001-9-201000:00:002-9-201000:00:003-9-201000:00:004-9-201000:00:005-9-201000:00:006-9-201000:00:007-9-201000:00:008-9-20100.00.10.10.20.20.30.30.40.40.50.50.60.60.70.70.80.80.90.91.0[cfs]Time Series Link DischargeLink DischargeGM01793 (MH0715 -> MH0714) 90.57External TS 1RNT 30A Dry 00:00:001-9-201000:00:002-9-201000:00:003-9-201000:00:004-9-201000:00:005-9-201000:00:006-9-201000:00:007-9-201000:00:008-9-20100.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.03.2[cfs]Time Series Link DischargeLink DischargeGM04481 (MH4653 -> MH4652) 99.98External TS 1RNT 30B Dry 00:00:001-9-201000:00:002-9-201000:00:003-9-201000:00:004-9-201000:00:005-9-201000:00:006-9-201000:00:007-9-201000:00:008-9-20100.00.10.20.30.40.50.60.70.80.91.01.11.21.31.41.51.61.7[cfs]Time Series Link DischargeLink DischargeGM01350 (MH3756 -> MH0368) 113.70External TS 1RNT 35 Dry 00:00:001-9-201000:00:002-9-201000:00:003-9-201000:00:004-9-201000:00:005-9-201000:00:006-9-201000:00:007-9-201000:00:008-9-20100.000.020.040.060.080.100.120.140.160.180.200.220.240.260.280.300.32[cfs]Time Series Link DischargeLink DischargeGM05921 (MH5705 -> MH3511) 83.15External TS 1RNT 41 Dry 00:00:001-9-201000:00:002-9-201000:00:003-9-201000:00:004-9-201000:00:005-9-201000:00:006-9-201000:00:007-9-201000:00:008-9-20100.000.050.100.150.200.250.300.350.400.450.500.550.600.65[cfs]Time Series Link DischargeLink DischargeGM01059 (MH1205 -> MH1206) 79.00External TS 1RNT 43 Dry 00:00:001-9-201000:00:002-9-201000:00:003-9-201000:00:004-9-201000:00:005-9-201000:00:006-9-201000:00:007-9-201000:00:008-9-20100.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.03.23.43.63.84.04.24.44.6[cfs]Time Series Link DischargeLink DischargeGM03455 (MH2254 -> MH2253) 87.38External TS 1RNT 45 Dry 00:00:001-9-201000:00:002-9-201000:00:003-9-201000:00:004-9-201000:00:005-9-201000:00:006-9-201000:00:007-9-201000:00:008-9-20100.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.03.23.43.63.8[cfs]Time Series Link DischargeLink DischargeGM03057 (MH2009 -> MH2014) 82.81External TS 1RNT 47 Dry 1-9-20103-9-20105-9-20107-9-20100.00.20.40.60.81.01.21.41.61.82.02.22.42.62.8[cfs]Time Series Link DischargeLink DischargeRE*SRENTON.R18-03l1 (RE*SRENTON.R18-03 -> RE*SRENTON.R18-02) 98.66External TS 1SRENT002 Dry APPENDICES APPENDIX B – Wet Weather Flow Calibration Time Series City of Renton 2015 Hydraulic Model Update Summary Report Page B 00:00:0010-12-201000:00:0011-12-201000:00:0012-12-201000:00:0013-12-201000:00:0014-12-201000:00:0015-12-201000:00:0016-12-201000:00:0017-12-20100.000.020.040.060.080.100.120.140.160.180.200.220.240.260.280.300.320.34[cfs]Time Series Link DischargeLink DischargeGM02800 (MH1852 -> MH1851) 120.91External TS 1RNT017 00:00:0010-12-201000:00:0011-12-201000:00:0012-12-201000:00:0013-12-201000:00:0014-12-201000:00:0015-12-201000:00:0016-12-201000:00:0017-12-20100.00.10.20.30.40.50.60.70.80.91.01.11.21.31.41.51.61.71.8[cfs]Time Series Link DischargeLink DischargeGM01571 (MH0520 -> MH0383) 24.48External TS 1RNT023 00:00:0010-12-201000:00:0011-12-201000:00:0012-12-201000:00:0013-12-201000:00:0014-12-201000:00:0015-12-201000:00:0016-12-201000:00:0017-12-20100.00.10.20.30.40.50.60.70.80.91.01.11.21.31.41.5[cfs]Time Series Link DischargeLink DischargeGM02237 (MH1773 -> MH1156) 109.94External TS 1RNT025 00:00:0010-12-201000:00:0011-12-201000:00:0012-12-201000:00:0013-12-201000:00:0014-12-201000:00:0015-12-201000:00:0016-12-201000:00:0017-12-20100.00.10.10.20.20.30.30.40.40.50.50.60.60.70.70.80.80.90.91.01.0[cfs]Time Series Link DischargeLink DischargeGM00108 (MH0206 -> MH0205) 108.45External TS 1RNT028 00:00:0010-12-201000:00:0011-12-201000:00:0012-12-201000:00:0013-12-201000:00:0014-12-201000:00:0015-12-201000:00:0016-12-201000:00:0017-12-20100.00.20.40.60.81.01.21.41.61.82.02.22.42.62.8[cfs]Time Series Link DischargeLink DischargeGM01793 (MH0715 -> MH0714) 90.57External TS 1RNT030A 00:00:0010-12-201000:00:0011-12-201000:00:0012-12-201000:00:0013-12-201000:00:0014-12-201000:00:0015-12-201000:00:0016-12-201000:00:0017-12-20100.00.51.01.52.02.53.03.54.04.55.05.56.06.5[cfs]Time Series Link DischargeLink DischargeGM04481 (MH4653 -> MH4652) 99.98External TS 1RNT030B 00:00:0010-12-201000:00:0011-12-201000:00:0012-12-201000:00:0013-12-201000:00:0014-12-201000:00:0015-12-201000:00:0016-12-201000:00:0017-12-20100.00.51.01.52.02.53.03.54.04.55.0[cfs]Time Series Link DischargeLink DischargeGM01350 (MH3756 -> MH0368) 113.70External TS 1RNT035 00:00:0010-12-201000:00:0011-12-201000:00:0012-12-201000:00:0013-12-201000:00:0014-12-201000:00:0015-12-201000:00:0016-12-201000:00:0017-12-20100.00.10.20.30.40.50.60.70.80.91.01.11.21.31.4[cfs]Time Series Link DischargeLink DischargeGM05921 (MH5705 -> MH3511) 83.15External TS 1RNT041 00:00:0010-12-201000:00:0011-12-201000:00:0012-12-201000:00:0013-12-201000:00:0014-12-201000:00:0015-12-201000:00:0016-12-201000:00:0017-12-20100.000.050.100.150.200.250.300.350.400.450.500.550.600.650.700.750.800.85[cfs]Time Series Link DischargeLink DischargeGM01059 (MH1205 -> MH1206) 79.00External TS 1RNT043 10-12-201012-12-201014-12-201016-12-201018-12-20100.00.51.01.52.02.53.03.54.04.55.05.56.06.57.07.58.0[cfs]Time Series Link DischargeLink DischargeGM03057 (MH2009 -> MH2014) 82.81External TS 1RNT047 00:00:0010-12-201000:00:0011-12-201000:00:0012-12-201000:00:0013-12-201000:00:0014-12-201000:00:0015-12-201000:00:0016-12-201000:00:0017-12-20100.01.02.03.04.05.06.07.08.09.010.011.012.0[cfs]Time Series Link DischargeLink DischargeGM05309 (MH5303 -> MH5304) 33.19External TS 1RENT65 10-12-201012-12-201014-12-201016-12-20100.00.51.01.52.02.53.03.54.04.55.05.56.06.57.07.58.08.59.0[cfs]Time Series Link DischargeLink DischargeRE*SRENTON.R18-03l1 (RE*SRENTON.R18-03 -> RE*SRENTON.R18-02) 98.66External TS 1SRENT002 APPENDICES APPENDIX C – Figure 5-2A through Figure 5-2S: 2012 Sewer Model Analysis Results City of Renton 2015 Hydraulic Model Update Summary Report Page C APPENDICES APPENDIX D – Figure 5-3A through Figure 5-3W: Ultimate Sewer Model Analysis Results City of Renton 2015 Hydraulic Model Update Summary Report Page D APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 Appendix G TM 1 - RAIN AND FLOW MONITORING AND PROJECTIONS TITLE | TM 1 | CLIENT City of Renton LRWWMP Technical Memorandum ͭ RAIN AND FLOW MONITORING & PROJECTIONS DRAFT | September ͮͬͭ͵ City of Renton LRWWMP Technical Memorandum ͭ RAIN AND FLOW MONITORING & PROJECTIONS DRAFT | September ͮͬͭ͵ This document is released for the purpose of information exchange review and planning only under the authority of Daniel L. Reisinger, September ͮͬ, ͮͬͭ͵ Washington PE License No. ͱͯͲͱͳ. LRWWMP | TM 1 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | iii Contents Technical Memorandum 1 Rain and Flow Monitoring & Projections 1-1 ͭ.ͭ Study Area ͭ‐ͭ ͭ.ͮ Sewer Collection System Flows ͭ‐ͭ ͭ.ͮ.ͭ Dry Weather Flow Components ͭ‐ͭ ͭ.ͮ.ͮ Wet Weather Flow ͭ‐Ͱ ͭ.ͯ Flow Monitoring Program ͭ‐ͳ ͭ.ͯ.ͭ Program Description ͭ‐ͳ ͭ.ͯ.ͮ Flow Monitoring Results ͭ‐ͭͮ ͭ.ͯ.ͯ Dry Weather Flow Projections ͭ‐ͭͳ ͭ.ͯ.Ͱ Wet Weather Flow Projections ͭ‐ͭ͵ Attachments Attachment A ADS ͮͬͭʹ‐ͮͬͭ͵ Flow Monitoring Report Attachment B ADWF Development Review Packet Tables Table ͭ.ͭ Flow Meter General Information ͭ‐ͳ Table ͭ.ͮ Dry Weather Flow Summary ͭ‐ͭͯ Table ͭ.ͯ Rainfall Event Summary for Calibration (ͮͬͭͳ‐ͮͬͭʹ) ͭ‐ͭͯ Table ͭ.Ͱ Flow Meter Basins ADWF Development ͭ‐ͭʹ Table ͭ.ͱ Wet Weather Flow Development ͭ‐ͮͬ Figures Figure ͭ.ͭ Study Area Boundary ͭ‐ͭ Figure ͭ.ͮ Typical Wastewater Flow Components ͭ‐ͯ Figure ͭ.ͯ Typical Sources of Inflow and Infiltration ͭ‐ͱ Figure ͭ.Ͱ Typical Effects of Inflow and Infiltration ͭ‐Ͳ Figure ͭ.ͱ Flow Monitoring Locations ͭ‐͵ Figure ͭ.Ͳ Flow Monitoring Schematic ͭ‐ͭͭ Figure ͭ.ͳ Typical Weekday vs Weekend Dry Weather Flow Variation (MHͬͱͯͳ) ͭ‐ͭͰ Figure ͭ.ʹ Typical Rainfall Activity over Flow Monitoring Period ͭ‐ͭͱ CITY OF RENTON | TM 1 | LRWWMP iv | SEPTEMBER ͮͬͭ͵ | DRAFT Figure ͭ.͵ Rainfall Accumulation Plot ͭ‐ͭͲ Figure ͭ.ͭͬ Example of Wet Weather Flow Response (MHͭͯͲͬ) ͭ‐ͭͳ Figure ͭ.ͭͭ LRWWMP Design Storms ͭ‐ͭ͵ LRWWMP | TM 1 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | v Abbreviations ADWF Average Dry Weather Flow BI base infiltration BWF base wastewater flow Carollo Carollo Engineers, Inc. City City of Renton d/D depth vs diameter DEQ Department of Environmental Quality DWF dry weather flow gpd/ac gallons per day per acre GWI Groundwater Infiltration I/I Inflow and Infiltration LRWWMP Long Range Wastewater Management Plan mgd million gallons per day PE Person Equivalent PWWF Peak Wet Weather Flow SSOs sanitary sewer overflows TM Technical Memorandum WWF wet weather flow LRWWMP | TM 1 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͭ‐ͭ Technical Memorandum 1 RAIN AND FLOW MONITORING & PROJECTIONS This Technical Memorandum (TM) reviews the existing wastewater flows and presents the projected wastewater flows for future conditions within the City of Renton’s (City) wastewater collection system. Existing flows are based on data collected by ADS’s flow monitoring program (further detail in Attachment A) and the Person Equivalent (PE) developed by Stantec (further detail in Appendix F). 1.1 Study Area The collection system area is served, owned and operated by the City. The City's existing wastewater service area is illustrated in Figure ͭ.ͭ, and mostly follows City limits. The flow projections for this study only include the portion of the system within the service area identified in Figure ͭ.ͭ. The extent of the future wastewater service area matches the exiting wastewater service area. No additional area will be included to the City's existing wastewater service area in the ͮͬ‐year planning horizon. The Service Area boundary on Figure ͭ.ͭ will be called Study Area for the remainder of this project. 1.2 Sewer Collection System Flows Sewer collections systems are intended to convey sanitary flows from customers (dry weather flow [DWF]), but frequently have additional flows from other sources (wet weather flow [WWF]). The different flow components are described in the section below and illustrated in Figure ͭ.ͮ. 1.2.1 Dry Weather Flow Components There are two primary components of DWF. 1.2.1.1 Base Wastewater Flow The base wastewater flow (BWF) is the sanitary flow generated by routine water usage of the City’s residential, commercial, and industrial customers. Conveying this flow is the primary function of the collection system. The flow has a diurnal pattern that varies by customer. Typically, a residential diurnal pattern has two peaks with the more pronounced peak following the wake‐up hours of the day, and a less pronounced peak occurring in the evening. Commercial and industrial patterns, though they vary depending on the type of use, typically have more consistent higher flow patterns during business hours, and lower flows at night. Furthermore, the diurnal flow pattern of a weekend may vary from the diurnal flow experienced during a weekday. 142ND AVE SE144TH AVE SES 116TH ST SE 196TH ST NE 24TH ST SE 148TH ST 172ND AVE SE88TH AVE SLAKE WASHINGTON BLVD NNE 21ST ST UNION AVE NE121ST PL SESE 144TH ST W JAMES ST S 132ND ST BURNETT AVE NS 212TH WAYKLI C K I T A T D R NE 19TH ST S ORCAS ST 84TH AVE SEHARDIE AVE SWSOUTHCE N T E R B L V D MAPL E V A L L E Y H W Y S 208TH ST 120TH PL SE S 115TH PL MAIN AVE SSE 141ST STTALBOT RD S84TH AVE S135TH AVE SES 1 3 0 T H P L CEDAR AVE S4TH AVE NSUNSET BLVD NE134TH AVE SEBENSON RD S S MORGAN ST S FINDLAY ST LINCOLN AVE NEHOQUIAM AVE NES LEO ST SE 227TH PL S 15TH STWILSON AVE S S 134TH ST 160TH AVE SE126TH AVE SESE 218TH PL 148TH AVE SEN 30TH ST S BANGOR ST IN T E R U R B A N A V E S S LUCILE ST SR 5 1 8 W MERCER WAY112TH AVE SE94TH AVE SSE 179TH ST S 190TH ST S 178TH ST 120TH AVE SE130TH AVE SEW A T E R S A V E S 59TH AVE SS 164TH ST 78TH AVE SES 115TH ST 76TH AVE SNE 7TH PL S 130TH STCORNEL L A V E S S O M E R S E T B L V D S E CASCADE KY 127TH AVE SESE 60TH ST EDMONDS AVE NEI- 5 FWY SE 79TH D R N 38TH ST S K A G I T K Y CENTRAL AVE NNE 2ND ST NE 12TH ST S OTHELLO ST NE 8TH ST E JAMES ST SE 56TH ST NE 7TH ST S LA K E R I D G E D R SE 192ND DR58TH AVE SS 200TH ST S 116TH P L HARRINGTON AVE NES GRAHAM ST 143RD AVE SE100TH AVE SEBE A C O N A V E S S MEAD ST NE 6TH PL 131ST AVE SESE 235TH S T DUVALL AVE NES BRANDON ST SE 64TH ST SE 38TH ST 85TH PL SESE 145TH P L S 2ND STLIND AVE NWSE 75TH PL P E T E R G R U B B R D S E S HOLLY ST 155TH AVE SESE 61ST ST 104TH PL SE63RD AVE SSE 40TH P L 133RD AVE SEWELLS AVE S137TH AVE SE164TH WAY SEANACORTES AVE NE1 2 9 TH P L S E86TH AVE SE121ST AVE SESE 45TH ST E MERCER WAYSE 200TH ST118TH AVE SE98TH AVE SREDMOND AVE NENE 6TH ST87TH AVE SS 124TH ST SE 83 R D S T SE 158TH S T 93RD AVE S52ND AVE SSE 46TH WAY 48TH AVE SSE 48TH DR S 129TH S T 85TH AVE SSE 134TH ST SE 1 7 0 T H S T162ND AVE SE151ST AVE SES 19TH ST 164TH AVE SESE 46TH ST OLYMPIA AVE NESE 160TH ST S 14TH ST S ROXBURY ST W E S T L A K E S A M M A M I S H P K W Y S E CRESTWOOD DR SMONROE AVE NE123RD AVE SEHAZEL AVE NS 117TH ST W A B A S H A V E S 128TH AVE SE54TH AVE SSE 183 R D D RJERICHO AVE NESE 221ST ST 175TH AVE SESE 216TH ST NE 9TH ST S 220TH ST HOUSER WAY NKIRKLAND AVE NEN 5TH ST N 6TH ST S MYRTLE ST SE 71ST ST SE PETRO V I T S K Y R D 66TH AVE SSE 223RD ST SE 128TH ST SE 156TH ST 124TH AVE SESE 244TH ST SE 4TH ST N 3RD ST SE 73RD PL S 127TH ST S WILLOW ST BREMERTON AVE NE168TH PL SESE 164TH ST INDUSTRY DRFO R E S T D R S E BRONSON WAY NES RYAN ST S NORFOLK ST TUKWILA PKWY SE 228TH ST SE 55TH ST SE 142ND ST S 3RD ST82ND AVE SESE CARR R D S 216TH ST S 128TH ST SE 172ND ST NE 16TH ST SE R E N T O N - I S S A Q U A H R D SE 202ND PL108TH AVE SE146TH AVE SE57TH AVE SSE 136TH STROSARIO PL NESE 116TH ST SE 162ND ST NE 22ND STAVALON DRSE 68TH ST SE 40TH ST SE 42ND ST SE 72ND ST S SU N N Y C R E S T R D DIX O N D R SFOREST AVE SE SE 212TH ST93RD AVE SESTRANDER BLVD S 196TH ST L A K E W A SH ING TON B L VD S SE 138TH PLSW 4TH P L SR 167SE 208TH ST 150TH AVE SENILE AVE NE104TH AVE SEN 10TH ST VILL A G E P A R K D R S E S 218TH ST SOMERSET DR SEWEST LAKE DES IRE DR SE177TH AVE SESE 224TH ST S 112TH ST SE 52ND S T ILWACO AVE NEBENSON DR SS 144TH ST LIND AVE SW55TH AVE SNE 10TH STHIGHLAND DRMIL L AVE S S 212TH ST SE 183RD ST S 224TH ST NE 23RD PL ANDOVER PARK W50TH AVE S49TH AVE SS 113TH STSEWARD PARK AVE SNEWCASTLE GOLF CLUB R D S HENDERSON ST SE 47T H S T S 120TH ST SE 219TH PL51ST AVE SNEW C A S T L E W A Y 125TH AVE SESE 76TH ST SHATTUCK AVE SPELLY AVE NSW 7TH ST 188TH AVE SES 121ST ST S 237TH PL N 29TH ST 53RD AVE SSE 51ST S T 129TH AVE SESE 233RD ST SE 91ST ST SE 176TH STBLAINE AVE NE127TH PL SESW 12TH ST SE 223RD DR 161ST AVE SEHIGH AVE SSE 42ND PL NE 4TH ST SE 66TH ST MONTEREY AVE NESE 225TH ST SE LAKE YOUN G S R D SE ALLEN RD BURNETT AVE SSW 39TH ST SE 221ST PL65TH AVE SSE FA I R W O O D B L V D PARKSIDE WAY SEN 32ND ST E SMITH ST S LANGSTON RD SOUTHCENTER PKWYL A K E S I D E B L V D E SW 16TH ST MINKLER BLVD 85TH AVE SEN 31ST ST SW 10TH ST S 192ND ST 171ST PL SE S 204TH ST SE 5TH ST SE 226TH ST MERCER W O O D D R SW 3RD P L SW SUNSET BLVD SE 106TH ST SE 192ND ST 68TH AVE S149TH AVE SESE 220TH PL77TH AVE SSE 80TH ST 78TH AVE S62ND AVE SSE 2ND PL S 2 3 1 S T S T47TH AVE SSE 180TH STPOWELL AVE SWS JUNEAU ST SE 214TH ST171ST AVE SES 114TH ST 3RD AVE NSE 121ST PL PARK AVE NSE 59TH ST89TH AVE SE88TH AVE SEGARDEN AVE NSE 186TH ST91ST AVE SE81ST AVE SE92ND AVE SE2ND AVE N1ST AVE NS TAFT ST PASCO PL NENE SUNS E T B L V D MACADAM RD S136TH AVE SESE 241ST S TMI L ITARY RD S SE 80 T H W A Y SE 188TH ST117TH AVE SES 50TH ST S AVON ST 190TH AVE SE80TH AVE SESE 168TH ST S 194TH ST N 4TH ST 132ND AVE SE81ST PL SE116TH PL SE80TH AVE S102ND AVE SE126TH PL SEW SMITH ST SE 65TH ST UNION AVE SESE 110 T H S T SE 204TH ST S PUGET DRRAIN IER AVE N181ST AVE SE176TH AVE SE170TH PL SE S 160TH ST SE 58TH ST NE 3RD ST SE 3RD PL S 170TH ST AIRPORT WAY S TOBIN ST SE 228TH PL SE 4TH PL SE 112TH ST SE 49TH ST SE 240TH ST SE 184TH ST116TH AVE SEABERDEEN AVE NES 240TH ST SW GRAD Y W A Y 64TH AVE SGRANT AVE SSE 149TH STISLAND CREST WAYALVORD AVE NS 32ND ST SE 204TH WAY R E N T O N A V E S SUNSET BLVD N56TH AVE S S 36TH PLOAKESDALE AVE SW180TH AVE SENE PARK DR 163RD PL SELOGAN AVE NSW 19TH ST 113TH AVE SESE 63RD ST I- 4 0 5 FWY RAINIER AVE S PUGET DR SE50 T H P L S SE L I C O R I C E W A Y NE 27TH ST SE 44TH ST COAL CREEK PKWY SE119TH AVE SESE 1 7 0 T H P L 140T H W A Y S E N 8TH ST 92ND AVE S80TH PL SESE 43RD ST JONES AVE NE174TH AVE SEPATRIOT WAY SESE 232ND ST SW 34TH ST 184TH AVE SE72ND AVE SLUMMI KY 106TH AVE SESW 41ST ST S GRADY W A Y FACTORIA BLVD SES 126TH STANDOVER PARK ES 228TH ST59TH PL SSE 53RD PL LAKEMONT BLVD SES 180TH ST M A R T I N L U T H E R K I N G J R W A Y S S 188TH ST SW 27TH ST 156TH AVE SE138TH AVE SE136TH PL SES 222ND ST 66T H L N S 152ND AVE SEWEST VALLEY HWY183RD AVE SESE 184TH PL 89TH AVE S16 6 T H W A Y S E SE 8TH PL W O O D S I D E D R S ESR 599EAST VALLEY HWY SSE COU G A R M O U N T A I N D R SE MAY CRE E K P A R K D R ORILLIA RD SSE 95TH WAY SE 50TH ST 105TH AVE SES 199TH PL 6TH AVE NS 226TH STS 184TH PLSE 159TH PL I-90 F W Y RIPLEY LN SESE 1 7 1 S T W A Y 183RD WAY SE SE 160TH PL SW 43RD ST 56 T H P L S SE ROYAL HILLS D R SE 196TH D R140TH AVE SESE 6 4 T H W A Y 154TH PL SERENTON-ISSAQUAH RD SENE 31ST ST EAST VALLEY RDS 133RD ST S 135TH ST SE 65TH PL N R IVERS IDE DRNW VILLAGE PARK DRMONSTER RD SWM U N A O M E M O R I A L D R SE NEW P O R T W A Y 80TH PL S 169 T H A V E S E FRAGER RD SRUSSELL RD SB E A C O N - C O A L M I N E R D S SE RENTON-MAPLE VA L L E Y R D S E M A Y V A L L E Y R D 1 4 4 T H P L S E SE JONES RD Last Revised: June 10, 2019 F:\KRCD DRIVE\Renton\9971A00\Study_Area.mxd O 0 1 20.5 Miles Legend Study Area Renton City Boundary Urban Growth Boudary Roads Waterbodies LRWWMP | TM01 | CITY OF RENTON Study Area Boundry Figure 1.1 LRWWMP | TM 1 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͭ‐ͯ Figure ͭ.ͮ Typical Wastewater Flow Components CITY OF RENTON | TM 1 | LRWWMP ͭ‐Ͱ | SEPTEMBER ͮͬͭ͵ | DRAFT 1.2.1.2 Dry Weather Groundwater Infiltration Dry weather Groundwater Infiltration (GWI) will enter the sewer system when the relative depth of the groundwater table is higher than the depth of the pipeline and the sanitary sewer pipe allows infiltration through defects such as cracks, misaligned joints, and broken pipelines. Dry weather GWI (or base infiltration) cannot easily be separated from BWF by flow measurement techniques. Therefore dry weather GWI is typically grouped with BWF. 1.2.1.3 Average Dry Weather Flow Average Dry Weather Flow (ADWF) is the average flow that occurs on a daily basis during the dry weather season, and is estimated from the DWFs during the monitoring period. Based on the flow monitoring, the ADWF is approximately ʹ.͵ͳ million gallons per day (mgd). The ADWF serves as the baseline flow in the hydraulic model. Diurnal (ͮͰ‐hour) patterns are applied to ADWFs, and cumulatively make up the flows experienced at the outfalls of the collection system. The diurnal patterns utilized for the City’s collection system basins are developed in Section ͭ.ͯ and described in detail in the ADS Flow Monitoring Report, Attachment A. 1.2.2 Wet Weather Flow WWF includes two components: ͭ. Inflow and Infiltration (I/I): The stormwater I/I response in the sewer system to rainfall is seen immediately (inflow) or within hours after the storm (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. 1.2.2.1 Inflow and Infiltration Inflow is stormwater that enters the sewer system via a direct connection to the system, such as roof drain and downspout connections, leaky manhole covers, and inappropriate storm drain connections. Infiltration is stormwater that enters the sewer system by percolating through the soil and then through defects in pipelines, manholes, and joints. Some of the most common sources of I/I are shown in Figure ͭ.ͯ. The adverse effects of I/I entering the sewer system is that it increases both the flow volume and peak flows such that the sewer system could be operating at or above its capacity, as illustrated in Figure ͭ.Ͱ. If too much I/I enter the sewer system, sanitary sewer overflows (SSOs) could occur. LRWWMP | TM 1 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͭ‐ͱ Figure ͭ.ͯ Typical Sources of Inflow and Infiltration CITY OF RENTON | TM 1 | LRWWMP ͭ‐Ͳ | SEPTEMBER ͮͬͭ͵ | DRAFT Figure ͭ.Ͱ Typical Effects of Inflow and Infiltration Maximum Pipe Capacity LRWWMP | TM 1 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͭ‐ͳ 1.2.2.2 Groundwater Infiltration GWI, one of the components of I/I, is associated with extraneous water entering the sewer system through defects in pipes and manholes while the ground is saturated during the wet weather season. GWI is related to the condition of the sewer pipes, manholes, and groundwater levels. GWI may occur throughout the year, although rates are typically higher in the late winter and early spring in the Pacific Northwest. 1.3 Flow Monitoring Program As part of the Scope of Services for this LRWWMP, Carollo Engineers, Inc. (Carollo) contracted with ADS to conduct a temporary flow monitoring program within the City's sanitary sewer collection system. The purposes of the flow monitoring program were to correlate actual collection system flows to the hydraulic model predicted flows, evaluate the system's capacity, and estimate basin I/I. The temporary flow monitoring data was collected for a period of approximately Ͱ months from December ͮͮ, ͮͬͭͳ to April ͮͮ, ͮͬͭʹ. The "ADS Flow Monitoring Report" prepared by ADS summarizes the flow monitoring program and was submitted to the City as a stand‐alone report. A copy of the report is included in Attachment A. 1.3.1 Program Description 1.3.1.1 Flow Monitoring Sites and Tributary Areas Eighteen (ͭʹ) sewer basins were monitored during the flow monitoring period. The meter sites were selected to best isolate and model the critical areas and subareas within the sewer system. The ͭʹ flow monitoring locations, as well as the area tributary to each site, are shown on Figure ͭ.ͱ. Table ͭ.ͭ lists the flow monitoring locations and the diameters for the sewers where the meters were installed. Figure ͭ.Ͳ provides a schematic illustrating the flow monitoring locations to help understand how the basins connect. In the figure the color of the flow meter represents the accuracy level of the data, blue meters have high quality data while green meters moderate quality data that was considered acceptable for model calibration. The model inflows from outside of the City’s collection system are indicated by the orange boxes. Table ͭ.ͭ Flow Meter General Information Meter ID/Manhole ID Pipe ID Pipe Diameter (in.) Pipe Slope (%) MHͬͭͲͲ GMͬͬͳͳͰ ͭͮ ͬ.ͮͱ MHͬͮʹͲ GMͬͬͲͰͰ ͭͬ ͬ.ͱ͵ MHͬͱͯͳ GMͬͯ͵ʹͯ ʹ ͵.͵ͭ MHͭͯͲͬ GMͬͭͱͬͰ ͭͬ.ͳͱ ͬ.ͭ͵ MHͭͳͲͯ GMͬͮͮͮ͵ ͭͱ ͬ.ͭͲ MHͮͭͭͲ GMͬͮʹͱͳ ͭͰ.ͱ ͬ.ͮͳ MHͮͭͳͭ GMͬͮʹͯͮ ͭͭ.ͮͱ ͬ.ͭͰ MHͮͮͱͮ GMͬͯͰͱͰ ͭʹ ͬ.ͮʹ MHͮ͵͵͵ GMͬͰͭͬͬ ʹ ͯ.ͯͮ MHͯͮͭͲ GMͬͯͳʹ͵ ͳ.ͯʹ ͬ.ͱͱ MHͯͲͮͱ GMͬͬ͵Ͱͮ ͭͮ ͬ.ͯͮ CITY OF RENTON | TM 1 | LRWWMP ͭ‐ʹ | SEPTEMBER ͮͬͭ͵ | DRAFT Table ͭ.ͭ Flow Meter General Information (continued) Meter ID/Manhole ID Pipe ID Pipe Diameter (in.) Pipe Slope (%) MHͰͲͮʹ GMͬͭͳͳͲ ͭͬ.ͯʹ ͮ.͵ͱ MHͰͲͰͲ GMͬͰͯʹͰ ʹ ͭͮ.ͬͮ MHͱͯͬͮ GMͬͱͯͭͭ ͭͰ ͬ.ͳ MHͱͱͬͱ GMͬͱͳͭͭ ͭͬ ͯ.͵ MHͱͱͭ͵ GMͬͱͳͰͰ ͭͬ.ͮͱ Ͱ.ͱͮ MHͲͬͰͭ GMͬͱʹͰͮ ʹ Ͳ.ͭ MHͲͳͬͰ GMͬͳͱͮͰ ͭͮ ͬ.ͬʹ 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú3Ú3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú 3Ú3Ú g` g` g` g` g` g` g` g` g` g`g` g` g`g` g`g` g` g`East Valley RdRain ier Ave N S 133rd St Oakesdale Ave SWBenson D r S SW 7th St 140th Ave SENE Sunset B l vd §¨¦405 Maple V a l l e y H w y 164th Ave SECedar River Trail SE Jones Rd Lake Youngs Service RdSE May Valley Rd Union Ave NESE Petrovitsky Rd §¨¦5 Shy CreekLiftstation Devils ElbowLift Station East ValleyLift Station Talbot CrestLift Station Dennys LiftStation Long LiftStation KensingtonCrest Lift Station WedgewoodLift Station WestviewLift Station Lind AveLift Station Lake Washington#2 Lift Station CottonwoodLift Station Lake Wash.Flush Lift Station Stone GateLift Station Falcon RidgeLift Station Liberty LiftStation Lake WashingtonBeach LiftStation Pipers BluffLift Station Baxter LiftStation Misty CoveLift Station Airport LiftStation MH6704 MH0166 MH0286 MH0537 MH6041 MH1360 MH1763 MH2116 MH2171 MH2252 MH5302 MH2999 MH5519 MH3216 MH3625 MH5505 MH4628 MH4646 Last Revised: September 06, 2019\\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Flow_Monitoring_Locations.mxd Figure 1.5FlowMonitoringLocations O 0 10.5 Miles Legend g`Flow Monitoring Locations Lift Station 3Ú City of Renton 3Ú King County Gravity Pipeline By Diameter < 8" 8" 10" - 18" > 18" City of Renton Force Main King County Gravity Main Study Area Renton City Boundary Roads Waterbodies Figure 1.5 Flow Monitoring Locations LRWWMP | TM01 | CITY OF RENTON Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracyis not implied. Data Sources: City of Renton LRWWMP | TM 1 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͭ‐ͭͭ Figure ͭ.Ͳ Flow Monitoring Schematic 1.3.1.2 Flow Monitoring Installation and Flow Calculation ADS installed eighteen ADS Triton+TM Wireless Open Channel Flow Monitors. These meters use a pressure transducer to collect depth readings and ultrasonic Doppler sensors on the probe to determine the average fluid velocity. The flow meters used are non‐contact meters that use radar to measure velocity and down‐looking ultrasonic sensors to measure depth. ADS selected the optimal type of flow meter to use on a site‐to‐site basis based on the hydraulic characteristics at each site, as well as other factors. ADS conducted an analysis of the data retrieved from each flow meter, and made adjustments as needed for calibration based on the field measurements. The flow at each meter was then calculated at ͭͱ‐minute intervals based on the continuity equation: Q = V x A where, Q = Pipeline flow rate, cfs V = Average velocity, ft/s A = Cross sectional flow area, ftͮ CITY OF RENTON | TM 1 | LRWWMP ͭ‐ͭͮ | SEPTEMBER ͮͬͭ͵ | DRAFT 1.3.1.3 Rain Gauges One rain gauge was installed by ADS to capture rainfall that occurred throughout the flow monitoring program. 1.3.2 Flow Monitoring Results This section summarizes the results of the flow monitoring program, including DWF data, rainfall data, and WWF data. Data collected from flow meters MHͬͱͯͳ and MHͭͯͲͬ is presented throughout this TM as an example of the type of data and the results from the flow monitoring program. Refer to Attachment A for additional data summaries and other information associated with the remaining meter sites. 1.3.2.1 Dry Weather Flow Data During the flow monitoring period, depth and velocity data were collected at each meter at ͭͱ‐minute intervals. Carollo aggregated the ͭͱ‐minute data to hourly data for use in the hydraulic model. ADWF was developed using the driest days from the flow monitoring period defined based on the following set of minimum criteria:  Less than ͬ.ͭ in of rain in the previous day.  Less than ͬ.Ͱ in of rain in the previous ͯ days.  Less than ͭ.ͬ in of rain in the previous ͱ days.  Selected days must exhibit average‐day flows within ʹͱ percent to ͭͭͱ percent of the average‐day flows of remaining dry days.  In addition, those dry days that exhibited unusual flow patterns were not used to generate net dry day flow values for a basin. Characteristic dry weather ͮͰ‐hour diurnal flow patterns for each site were developed based on the hourly data. The hourly flow data were used to calibrate the hydraulic model for the observed ADWFs during the flow monitoring period. Typically, a diurnal pattern with mostly residential uses has two peaks with the more pronounced peak following the wake‐up hours of the day, and a less pronounced peak occurring in the evening. Commercial and industrial oriented‐patterns, though they vary depending on the type of use, typically have more consistent higher flow patterns during business hours, and lower flows at night. Hourly patterns for weekday and weekend flows vary and were separated to better understand ADWF. In addition, Carollo estimated the average weekday and weekend dry weather levels and velocities at each site from the data provided by ADS, which are used in the ADWF calibration. Figure ͭ.ͳ illustrates a typical variation of weekday and weekend flow in the City, which is based on the data collection from MHͬͱͯͳ. Similar graphics associated with the remaining sites are included in Attachment A. Table ͭ.ͮ summarizes the ADWFs at each meter, and the different components of ADWF at each meter. LRWWMP | TM 1 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͭ‐ͭͯ Table ͭ.ͮ Dry Weather Flow Summary Meter ID/ Manhole ID Average Daily Flow (mgd) Minimum Daily Flow (mgd) Maximum Daily Flow (mgd) Base Infiltration Base Infiltration/ ADWF (%) MHͬͭͲͲ ͬ.ͬͳͲ ͬ.ͬͯͲ ͬ.ͭͯʹ ͬ.ͬͭͭ ͭͯ MHͬͮʹͲ ͬ.ͯͳ͵ ͬ.ͮʹʹ ͬ.Ͱ͵ͬ ͬ.ͮͳͯ ͳͭ MHͬͱͯͳ ͭ.ͲͳͲ ͭ.ͬ͵ͯ ͮ.ͭͭͮ ͬ.ʹͲͲ ͱͮ MHͭͯͲͬ (ͭͯͲͬ – ͰͲͮʹ) ͬ.ͮͭͲ ͬ.ͬͯͲ ͯ.ͯͭͭ ͬ.ͬͬͬ <ͱ MHͭͳͲͯ ͬ.ʹʹͲ ͬ.ͯͳʹ ͭ.ͮͰͯ ͬ.ͮʹͳ ͯͮ MHͮͭͭͲ ͯ.ͬͯͯ ͮ.ͭͲͳ ͯ.ͰͳͲ ͭ.Ͳͱʹ ͱͱ MHͮͭͳͭ ͬ.͵Ͳͮ ͬ.Ͱ͵ͯ ͭ.ͰͲͰ ͬ.ͯʹͱ ͯ͵ MHͮͮͱͮ ͯ.Ͱͯͯ ͮ.ͮͳͭ Ͱ.ͰͱͲ ͭ.Ͳͮ͵ Ͱʹ MHͮ͵͵͵ ͬ.͵ͮʹ ͬ.ͲͰͲ ͭ.ͭͯͲ ͬ.ͱͲͭ Ͳͭ MHͯͮͭͲ ͬ.ͮͲͯ ͬ.ͭͭͳ ͬ.ͯͳͭ ͬ.ͭͬͲ Ͱͬ MHͯͲͮͱ (ͯͲͮͱ – ͱͱͬͱ) ͭ.ͳͭͳ ͬ.Ͳ͵ʹ ͮ.ͲͲͯ ͬ.ͮ͵͵ ͭͳ MHͰͲͮʹ ͬ.ʹͲͰ ͬ.Ͳͮͯ ͭ.ͬͰͭ ͬ.ͱͰ͵ ͲͰ MHͰͲͰͲ ͭ.ͱͯ͵ ͬ.͵ͬͯ ͭ.ͮͭͱ ͬ.ʹͯͰ ͱͯ MHͱͯͬͮ ʹ.͵ͮʹ ͱ.Ͳͳͬ ͭͬ.Ͳͱͱ ͯ.ͮ͵Ͱ ͯͳ MHͱͱͬͱ ͭ.ͭͭͲ ͬ.ʹʹͬ ͭ.ͮͲͭ ͬ.ͳʹ͵ ͳͭ MHͱͱͭ͵ ͭ.Ͳʹͬ ͬ.͵ʹͱ ͮ.ͬͯ͵ ͬ.ͳͰʹ Ͱͱ MHͲͬͰͭ ͬ.ͮͰͳ ͬ.ͬ͵ͬ ͬ.ͯͱͮ ͬ.ͬͳͰ ͯͬ MHͲͳͬͰ ͬ.Ͳͬͳ ͬ.ͯͯͰ ͬ.ʹͯ͵ ͬ.ͮʹͬ ͰͲ 1.3.2.2 Rainfall Data An important part of the study is the collection and analysis of rainfall data. One tipping bucket type rain gauge was temporarily set up for this LRWWMP. Four significant rainfall events occurred during the course of the flow monitoring period, as well as a few other relatively minor events. The rainfall data recorded over the course of the flow monitoring program is illustrated in Figure ͭ.ʹ. Figure ͭ.͵ illustrates the total accumulation of rainfall over the course of the flow monitoring period for the ADS tipping bucket type rain gauge. Table ͭ.ͯ summarizes the total rainfall recorded at the ADS rain gauge during the main rainfall event, as well as over the entire flow monitoring period. Table ͭ.ͯ Rainfall Event Summary for Calibration (ͮͬͭͳ‐ͮͬͭʹ) Event ID Start Date End Date Duration (hours) Total Rainfall (in) Avg. Rainfall (in/day) Peak Rainfall (in/hr) ͭ ͭͮ/ͮͲ/ͭͳ ͭ/ͯ/ͭʹ ͮͭͲ ͮ.ͬͮ ͬ.ͮͮ ͬ.ͭͲ ͮ ͭ/ͮͯ/ͭʹ ͮ/ͳ/ͭʹ ͯʹͰ Ͱ.Ͱͱ ͬ.ͮʹ ͬ.ͮͯ ͯ Ͱ/Ͳ/ͭʹ Ͱ/ͮͮ/ͭʹ Ͱͬʹ ͱ.ͭͭ ͬ.ͯͬ ͬ.ͮͳ CITY OF RENTON | TM 1 | LRWWMP ͭ‐ͭͰ | SEPTEMBER ͮͬͭ͵ | DRAFT Figure ͭ.ͳ Typical Weekday vs Weekend Dry Weather Flow Variation (MHͬͱͯͳ) 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 01234567891011121314151617181920212223Hourly MultiplierHour Weekday Diurnal Pattern 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHour Weekend Diurnal Pattern LRWWMP | TM 1 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͭ‐ͭͱ Figure ͭ.ʹ Typical Rainfall Activity over Flow Monitoring Period 0 0.05 0.1 0.15 0.2 0.25 0.3 12/18/201712/25/20171/1/20181/8/20181/15/20181/22/20181/29/20182/5/20182/12/20182/19/20182/26/20183/5/20183/12/20183/19/20183/26/20184/2/20184/9/20184/16/20184/23/20184/30/2018Rainfall Intensity (inch/hour) CITY OF RENTON | TM 1 | LRWWMP Figure ͭ.͵ Rainfall Accumulation Plot The storms presented in Table ͭ.ͯ, correspond to the most significant rainfall events that were then used for model calibration. Additional storms did provide data in terms of the collection system’s I/I response to WWF events, and is appropriate for I/I analysis and model calibration purposes. 1.3.2.3 Wet Weather Flow Data The flow monitoring data were also evaluated to determine how the collection system responds to wet weather events. As mentioned above, the flow monitoring program captured three main rainfall events. The rainfall event that occurred on April ͭͱ, ͮͬͭʹ was associated with the largest I/I response during the flow monitoring period, and is the most appropriate to be used for wet weather flow analysis. Figure ͭ.ͭͬ shows an example of the wet weather response at MHͭͯͲͬ during the April ͮͬͭʹ rainfall event. This figure also illustrates the volume of I/I that entered the system from the collection system upstream of MHͭͯͲͬ. The light grey line is the base sanitary flow while the dark blue line is the measured flow from the flow monitoring period. As can be seen in the figure, discernible amounts of I/I do enter the system during wet weather events. Similar graphs were generated for the remaining monitoring sites and can be found in Attachment B, as well as capacity indicators in the collection system during the flow monitoring period, such as the depth vs diameter (d/D) ratio. ͭ‐ͭͲ | SEPTEMBER ͮͬͭ͵ | DRAFT 0.00 5.00 10.00 15.00 20.00 25.00 12/22/2017 1/22/2018 2/22/2018 3/22/2018 4/22/2018Cummulative Rainfall (in) LRWWMP | TM 1 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͭ‐ͭͳ Figure ͭ.ͭͬ Example of Wet Weather Flow Response (MHͭͯͲͬ) 1.3.3 Dry Weather Flow Projections Developing an accurate estimate of the future quantity of wastewater generated at build‐out of the collection system is an important step in maintaining and sizing sewer system facilities, for both existing conditions and future scenarios. GWI can be estimated for a sewer system by comparing ADWF and WWF at the various flow monitoring locations. To estimate ADWF for more specific areas, such as individual wastewater basins, ADWFs are typically estimated based on the PE’s contributing to flows and flow factors developed for each land use type. These values were considered unchanged and PE’s were taken from Stantec’s ͮͬͭͲ Model Update Report, Appendix F. This method is developed based on the assumption that areas with similar land uses, such as low density residential parcels, produce equivalent quantities of wastewater flow. System‐wide flows can be compared to known flows at flow monitors, or at the treatment plant to verify accuracy. This method of estimating GWI is an industry standard for planning and provides sufficiently accurate data for planning purposes. 1.3.3.1 Existing Average Dry Weather Flows and Existing Flow Factors This section presents the existing flow data available for this LRWWMP. Overall ADWF, BWP, and GWI were estimated using data from the Flow Monitoring Program for each of the eighteen flow monitoring basins. After reviewing the flow monitoring data, BWP and BI were estimated for each flow monitoring basin and were presented in Section ͭ.ͯ.ͮ.ͯ in Table ͭ.ͯ. ADWFs were developed for each of the eighteen flow meters. Table ͭ.Ͱ lists the flow factors and ADWF developed, while Figure ͭ.ͳ illustrates a typical variation of weekday and weekend flow in the system, which is based on the data collection from Meter MHͬͱͯͳ. Similar graphs for each meters site can be found in Attachment A. 0.00000 0.10000 0.20000 0.30000 0.40000 0.50000 0.600000.0 0.2 0.4 0.6 0.8 1.0 1.2 12/241/71/212/42/183/43/184/14/15Rain (inches/hour)Flow (mgd)Rain ADWF CITY OF RENTON | TM 1 | LRWWMP ͭ‐ͭʹ | SEPTEMBER ͮͬͭ͵ | DRAFT Table ͭ.Ͱ Flow Meter Basins ADWF Development Meter ID Total PE(ͭ) Flow Factor (ft^ͯ/PE/day) Existing ADWF (mgd) Future PE Future ADWF (mgd) MHͬͭͲͲ ͮʹͲ ͱ.Ͳʹ ͬ.ͬͭ ͲͰͱ ͬ.ͬͯ MHͬͮʹͲ ͭ,ͭʹͰ ͳ.ͰͰ ͬ.ͬͳ ͮ,ͬͰʹ ͬ.ͭͳ MHͬͱͯͳ Ͱ,ͱͳͭ ͵.ͮͳ ͬ.ͯͮ ͳ,ͲͱͰ ͬ.ͱͭ MHͭͯͲͬ ͮ,ͬͭ͵ ͭͯ.ͱ͵ ͬ.ͮͭ Ͳ,ͭͯͱ ͬ.ͬ͵ MHͭͳͲͯ ͯ,͵͵ͭ ͱ.ͳ ͬ.ͭͳ ͯ,ͳͱͳ ͬ.ͮͬ MHͮͭͭͲ Ͱ,ͬͮͳ ͭ͵.ͬͯ ͬ.ͱͳ ͳ,ͯ͵ͳ ͬ.ͳͮ MHͮͭͳͭ ͮ,ͮͬͳ ͭͬ.Ͱ͵ ͬ.ͭͳ ͯ,ͯͬͳ ͬ.ͮ͵ MHͮͮͱͮ ͭͭ,Ͱͬͱ ͳ.Ͳʹ ͬ.ͲͲ ͭʹ,ͱͮʹ ͭ.ͬʹ MHͮ͵͵͵ ͮ,ͭͬͰ ͭͭ.ͯͮ ͬ.ͭʹ ͮ,ͭͱͬ ͬ.ͮͱ MHͯͮͭͲ ͭ,Ͳͳͯ ͯ.͵ ͬ.ͬͱ ͮ,ͭͯͬ ͬ.ͬʹ MHͯͲͮͱ ʹ,Ͳͬͬ ʹ.ͱͯ ͬ.ͱͱ ͭͯ,ʹͰͯ ͬ.ͳͰ MHͰͲͮʹ ͭ,ͮͬͮ ͭʹ.ͯʹ ͬ.ͭͳ ͭ,ʹͭ͵ ͬ.ͮͰ MHͰͲͰͲ ͮ,ͯͯͲ ͭͭ.ͳͯ ͬ.ͮͭ ͮ,ʹͬͱ ͬ.ͯͳ MHͱͯͬͮ ͮ,ʹͬͱ ʹͬ.ͱͭ ͭ.Ͳ͵ ͳ,ͮͱͯ ͭ.ͮͱ MHͱͱͬͱ ͮ,ͭʹͲ ͭͮ.͵ͮ ͬ.ͮͭ ͯ,ͭͯͳ ͬ.ͯͬ MHͱͱͭ͵ ͯ,ͯͯʹ ͭͮ.ͱͮ ͬ.ͯͭ Ͱ,ͱͲͰ ͬ.ͰͲ MHͲͬͰͭ ͭ,ͮͲͱ Ͱ.ͳ͵ ͬ.ͬͱ ͭ,ͳͮ͵ ͬ.ͬͱ MHͲͳͬͰ ͮ,ͳͮͯ ͱ.ʹͭ ͬ.ͭͮ ͮ,ʹͱʹ ͬ.ͭͳ Unmetered Basins Ͳ͵,ͲͯͲ ͯ.ͮͱ ͭͰͱ,ͭͳͮ Ͳ.ͯͭ Modeled Total ͭͮͳ,ͱͱʹ ʹ.͵ͳ ͮͯͲ,͵ͯͭ ͭͯ.ͯ Notes: (ͭ) Total PE is not directly equivalent to City’s population, Chapter Ͱ, Stantec ͮͬͭͲ Model Update Report – Appendix F. 1.3.3.2 Projected Dry Weather Flows Developing an accurate estimate of the future quantity of wastewater generated at build‐out of the collection system is an important step in maintaining and sizing sewer system facilities, for both existing conditions and future scenarios. GWI can be estimated for a sewer by comparing ADWF and WWF at the various flow monitoring locations. To estimate ADWF for more specific areas, such as individual wastewater basins, ADWFs are typically estimated based on the PE contributing to flows and flow factors developed for each land use type. The future build‐out ADWFs were developed by projecting the planning GWI to the build‐out planning year land uses. The PE’s for each catchment were developed for existing and buildout conditions and a constant flow factor was used to relate this to ADWF Additional information can be found in Chapter Ͱ of the LRWWMP and Attachment F – Stantec’s Model Update Report. LRWWMP | TM 1 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͭ‐ͭ͵ 1.3.4 Wet Weather Flow Projections 1.3.4.1 Peak Wet Weather Flows and Design Storms Peak wet weather flows (PWWF) in a wastewater collection system are caused by rainfall dependent I/I. Peak hour flows can result in flows more than ten times the GWI, causing utilities to construct high‐capacity infrastructure to convey and treat these extraneous flows. Existing and projected PWWFs are predicted using the hydraulic model and design storm used for this LRWWMP. This analysis uses four separate multi‐day, ͮͬ‐ͯͬ year recurrence design storms, illustrated in Figure ͭ.ͭͭ. These storms were identified in the ͮͬͭͮ King County (KC) I/I Study and correspond to the recurrence interval within historical KC rainfall. To represent typical winter Pacific Northwest antecedent conditions, typical rainfall was added from historical data prior to the design storm in the hydraulic model. Further detail on the development of the design storm can be found in Appendix H, TM ͮ. Figure ͭ.ͭͭ LRWWMP Design Storms 1.3.4.2 Future PWWF Assumptions To predict future PWWF, I/I in the future service area must be defined. A direct inflow technique is used. Instead of simulating I/I using an I/I unit hydrograph, I/I is simulated by assuming a constant I/I flow factor per acre of new development. I/I flow factors can range from ͭ,ͬͬͬ to over ͭͬ,ͬͬͬ gallons per day per acre (gpd/ac) in the northwest. An I/I Flow Factor of ͭ,ͱͬͬ gpd/ac was selected for estimating I/I in areas of new development to reflect improved construction methods and integrity of new materials. Additionally, this value also meets the Department of Environmental Quality (DEQ) recommendation. 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 0 20406080100120Rainfall (in/hr)Hours Design Storms Nov‐98 Jan‐90 Nov‐90 Feb‐96 CITY OF RENTON | TM 1 | LRWWMP ͭ‐ͮͬ | SEPTEMBER ͮͬͭ͵ | DRAFT Existing pipe I/I is assumed to degrade over time, for the purpose of this LRWWMP, a value of ͳ percent degradation per ͭͬ years was used. This corresponded to a ͮʹ percent degradation for build out conditions in the model. The PWWF for buildout and current conditions at each of the monitored sites and the entire system is shown in Table ͭ.ͱ. Table ͭ.ͱ Wet Weather Flow Development Meter ID Current Peak Wet Weather Flow (mgd) Buildout Peak Wet Weather Flow (mgd) MHͬͭͲͲ ͭ.ʹͲ ͮ.ͭ͵ MHͬͮʹͲ ͬ.ͯͭ ͬ.ͯͯ MHͬͱͯͳ ͬ.ʹͳ ͬ.͵ʹ MHͭͯͲͬ ͭ.͵ͯ ͮ.ͯͲ MHͭͳͲͯ ͭ.ͬͭ ͭ.ͮͰ MHͮͭͭͲ ͯ.ͳͭ Ͱ.ͬͯ MHͮͭͳͭ ͭ.ͯͭ ͭ.ͱ͵ MHͮͮͱͮ Ͱ.ͳͳ ͱ.ʹͭ MHͮ͵͵͵ ͬ.ʹͳ ͭ.ͬͮ MHͯͮͭͲ ͬ.ͯͬ ͬ.ͯͲ MHͯͲͮͱ ͮ.ͮͮ ͮ.ͱͭ MHͰͲͮʹ ͭ.Ͱͳ ͭ.ʹͮ MHͰͲͰͲ ͬ.ͱͱ ͬ.Ͳͬ MHͱͯͬͮ ͯ.ͰͰ Ͱ.ͳͱ MHͱͱͬͱ ͬ.͵ͭ ͭ.ͬͭ MHͱͱͭ͵ ͬ.ʹͭ ͬ.͵ͬ MHͲͬͰͭ ͬ.ͱͱ ͬ.Ͳʹ MHͲͳͬͰ ͬ.ͱͱ ͬ.ͲͰ Unmetered Basins ͮͲ.ͳʹ ͯͭ.͵Ͱ Modeled Total ͱͰ.ͮͬ ͲͰ.ͳͰ LRWWMP | TM 1 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ Attachment A ADS ͮͬͭʹ‐ͮͬͭ͵ FLOW MONITORING REPORT Renton, WA Temporary Flow Monitoring and RDII Analysis December 22, 2017 – April 22, 2018 Report Submitted May 29, 2018 May 29, 2018 Daniel Reisinger, P.E. Carollo Engineering 1218 Third Ave, Suite 1600 Seattle, WA 98101 Re: City of Renton Results and Analysis of 2017/18 Flow Monitoring Data Dear Mr. Reisinger, Thank you for the opportunity to complete this flow monitoring work effort for Renton, WA. Please find attached the electronic report of results and conclusions based on the flow monitoring study conducted between December 2017 and April 2018. 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. Daniel, we certainly look forward to other opportunities to work on wastewater 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) 255 6904. 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 (18) eighteen metering points and (1) rain gauge located in the City of Renton, WA. The study was contracted for a four month monitoring period. The objective of this study was to measure depth, velocity, and quantify flows and identify capacity restrictions. A basin map and drawings for the pump stations are available in the appendix. Project Scope The scope of this study involved using temporary flow monitors to quantify wastewater 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  I/I Analysis Equipment installation was accomplished starting in December 22, 2017. The monitoring period was completed on April 22, 2018. 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 sanitary sewers. 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 1-minute intervals. The Triton+ monitor features cross-checking using multiple technologies in each sensor for continuous running of comparisons and tolerances. The sensor option used for this project was the peak combo 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. 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 up to approximately 104-inches in diameter or height. 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 installed one to two feet upstream of the pipe/manhole connection; one bolted to the crown of the pipe for the surface combo sensor and the other bolted to the bottom of the pipe (bolts are usually placed just above the water line) to hold the peak combo sensor. Figure 1 Typical Installation Large Pipe ( > 42" Diameter) Small Pipe ( 8" to 42" Diameter) 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 typically programmed to collect data at either 15-minute or 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. 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 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. REN_MH0166 Located At: Springbrook Trail, Renton (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 11.5” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did surcharge during the monitoring period. The dry weather 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 downward ultrasonic sensor. 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 Raw Percentage Uptime 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 0.65 0.00 0.000 6% Maximum 28.29 3.47 1.429 100% Average 1.74 0.77 0.070 15% Latitude: 47.470098° Longitude:-122.235586° Pipe Condition: Single Good Manhole Pick / Vent Hole Manhole Condition: No PVC 20'' NormalUnbolted 20'' 0 Downlooker Physical Offset (in)Measurement Confidence (in) 1.25'' Peak Velocity (fps) Silt (in) ~10' Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: Renton.Carollo.I&I.WA17 LightWalk (Wooded) Site Access Details: Site Address /Location: Site Name Springbrook Trail, Renton. East of Wastewater Treatment Area. 0 - 5 psi Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: 12.20.17 Upstream 0-5 FT Manhole MH0166 Other Map Flow Monitoring Site Report Temporary 12.00'' x 12.00'' REN_MH0166 Access Traffic TRITON+ System Characteristics Location Type Pipe ShapeAccess / Park SW 7th St Outside Treatment plant and walkdown trail/ bike path. Located just off trail. Sensors / Devices: 12.00'' x 12.00'' 0.25" Manhole / Pipe Information: Installation Type: Pressure Sensor Range (psi) Confirmation Time: Site Sketch Profile View or Photo Pipe Size (H x W) Topside / Area Photo Peak Combo (CS4), Smart Depth (CS5) Pipe Size (HxW) 10:00:00 AM Monitoring Location (Sensors): Depth of Flow (Wet DOF) (in)Range (Air DOF) (in) ~3.50'' Velocity Sensor Offset (in) ~ 1 FPS Site Sketch Plan View or Photo Additional Site Info. / Comments: Manhole frame slightly elevated. White fungus of some kind growing in pipe. Smooth, slow flow Good Antenna Location Communication Information: Active Drop Connections Air Quality: Communication Type Normal 22275.11.325 ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Manhole Cover Manhole Frame Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Concrete Wireless Pipe Material Additional Photos Flow Direction Monitoring Point Location Upstream Downstream Overflow Top Down Location Location ADS Environmental Services Pipe Height: 11.50 REN_MH0166\mp1\DFINAL (inches) REN_MH0166\mp1\VFINAL (feet/sec) REN_MH0166\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 12/22/2017 1:25 0.9 12:40 4.2 1.5 11:05 0.3 12:40 2.7 0.9 1:25 0.006 12:40 0.428 0.046 0.046 0.10 12/23/2017 23:45 0.7 11:35 3.6 1.0 23:50 0.0 11:35 2.4 0.4 23:50 0.000 11:35 0.308 0.012 0.012 0.00 12/24/2017 17:40 0.7 0:55 3.3 0.9 18:15 0.0 0:55 2.3 0.3 18:15 0.000 0:55 0.266 0.011 0.011 0.00 12/25/2017 6:25 0.7 15:45 3.8 1.2 6:25 0.0 15:45 2.5 0.5 6:25 0.000 15:45 0.356 0.022 0.022 0.14 12/26/2017 7:10 0.9 20:30 3.6 1.3 4:45 0.2 20:30 2.4 0.7 4:45 0.005 20:30 0.303 0.026 0.026 0.17 12/27/2017 4:55 0.7 11:45 3.5 1.1 4:55 0.0 11:45 2.4 0.5 4:55 0.000 11:45 0.293 0.017 0.017 0.00 12/28/2017 7:45 1.2 20:55 4.3 1.6 1:00 0.4 20:55 2.8 1.0 1:00 0.013 20:55 0.468 0.048 0.048 0.25 12/29/2017 23:20 1.8 11:05 9.4 4.1 23:20 1.1 10:45 3.5 2.5 23:20 0.054 11:05 1.429 0.436 0.436 1.57 12/30/2017 8:15 0.9 19:20 4.2 1.6 8:05 0.3 19:20 2.7 1.0 8:05 0.006 19:20 0.435 0.059 0.059 0.02 12/31/2017 23:30 1.0 6:10 3.7 1.3 22:20 0.3 16:30 2.5 0.6 22:30 0.006 6:10 0.336 0.023 0.023 0.00 ReportAvg 1.6 0.8 0.070 ReportTotal 0.700 2.25 ADS Environmental Services Pipe Height: 11.50 REN_MH0166\mp1\DFINAL (inches) REN_MH0166\mp1\VFINAL (feet/sec) REN_MH0166\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 1/1/2018 13:05 0.9 5:20 3.5 1.2 11:15 0.3 5:20 2.4 0.5 11:15 0.006 5:20 0.294 0.018 0.018 0.00 1/2/2018 2:55 0.9 7:25 3.7 1.2 23:00 0.2 7:25 2.5 0.6 1:35 0.003 7:25 0.335 0.020 0.020 0.01 1/3/2018 5:20 0.8 13:25 2.6 1.2 5:20 0.2 17:00 1.9 0.6 5:20 0.002 13:25 0.155 0.022 0.022 0.00 1/4/2018 7:20 0.8 23:40 3.4 1.2 22:30 0.2 23:35 2.4 0.6 22:30 0.003 23:40 0.279 0.025 0.025 0.09 1/5/2018 23:15 1.1 10:40 5.1 2.2 23:15 0.2 10:40 3.0 1.5 23:15 0.006 10:40 0.628 0.118 0.118 0.42 1/6/2018 23:40 1.1 5:40 4.4 2.2 23:35 0.4 5:40 2.7 1.5 23:40 0.010 5:40 0.461 0.135 0.135 0.24 1/7/2018 6:40 1.0 21:25 2.3 1.5 3:55 0.3 19:05 1.9 0.9 6:40 0.007 19:05 0.128 0.044 0.044 0.38 1/8/2018 21:00 1.2 9:30 7.4 1.6 19:05 0.5 9:25 3.4 0.9 19:05 0.016 9:35 1.095 0.053 0.053 0.14 1/9/2018 12:05 1.5 15:10 6.6 2.2 8:10 0.8 15:40 3.2 1.6 8:10 0.031 15:10 0.919 0.125 0.125 0.46 1/10/2018 6:40 1.4 23:20 3.3 1.7 6:40 0.8 20:10 2.3 1.3 6:40 0.025 23:20 0.252 0.066 0.066 0.22 1/11/2018 0:45 2.0 15:00 13.6 5.9 15:45 0.5 12:15 3.3 2.4 5:25 0.068 18:05 1.179 0.600 0.600 1.04 1/12/2018 16:15 1.1 0:00 4.2 1.8 23:45 0.6 0:00 2.7 1.4 23:45 0.016 0:00 0.434 0.083 0.083 0.20 1/13/2018 2:45 1.0 17:05 15.6 1.6 17:05 0.3 17:35 3.2 0.8 2:45 0.008 17:25 1.177 0.054 0.054 0.02 1/14/2018 23:50 1.0 13:30 1.3 1.1 22:45 0.3 13:25 0.9 0.5 22:45 0.006 13:30 0.026 0.013 0.013 0.00 1/15/2018 22:55 1.0 13:15 1.8 1.1 0:40 0.2 13:15 1.3 0.5 0:40 0.005 13:15 0.065 0.014 0.014 0.04 1/16/2018 23:55 1.0 1:35 2.4 1.4 23:30 0.2 1:50 1.7 0.8 23:30 0.004 1:35 0.117 0.032 0.032 0.26 1/17/2018 2:50 0.9 18:25 7.0 2.4 7:50 0.4 11:10 3.3 1.5 7:35 0.008 18:20 0.979 0.196 0.196 0.79 1/18/2018 23:50 1.8 5:40 6.9 3.4 23:20 1.0 5:40 3.2 2.2 23:20 0.051 5:40 0.979 0.299 0.299 0.40 1/19/2018 21:05 1.4 15:40 2.7 1.7 21:00 0.7 15:40 2.2 1.2 21:00 0.023 15:40 0.189 0.059 0.059 0.10 1/20/2018 23:45 1.3 4:10 2.8 1.6 17:10 0.5 4:05 2.2 1.0 17:10 0.017 4:05 0.204 0.043 0.043 0.10 1/21/2018 16:15 1.3 17:05 7.2 1.6 11:40 0.6 17:00 3.2 1.0 11:40 0.018 17:15 0.978 0.061 0.061 0.16 1/22/2018 23:55 1.4 6:05 5.9 2.4 23:35 0.6 6:05 3.1 1.6 23:35 0.022 6:05 0.764 0.149 0.149 0.34 1/23/2018 4:00 1.3 16:15 6.9 3.2 9:00 0.7 16:00 3.4 1.9 1:15 0.022 16:10 1.022 0.295 0.295 0.79 1/24/2018 7:20 1.7 16:25 28.3 6.7 19:55 0.0 22:25 3.3 1.9 19:55 0.000 21:45 1.417 0.376 0.376 0.51 1/25/2018 6:15 1.3 10:50 5.0 2.2 6:15 0.7 10:50 2.9 1.5 6:15 0.020 10:50 0.594 0.119 0.119 0.14 1/26/2018 7:55 1.3 12:05 5.5 2.3 7:55 0.7 12:30 3.1 1.6 7:55 0.021 12:30 0.692 0.145 0.145 0.36 1/27/2018 23:55 1.2 1:35 7.0 3.2 21:05 0.4 2:30 3.4 2.0 21:05 0.011 1:40 1.027 0.290 0.290 0.61 1/28/2018 23:55 1.1 0:10 4.5 1.7 14:10 0.4 0:10 2.9 1.0 16:10 0.011 0:10 0.517 0.060 0.060 0.07 1/29/2018 1:45 1.1 16:05 7.5 3.9 4:10 0.3 14:35 3.5 2.0 4:10 0.007 14:35 1.141 0.441 0.441 0.90 1/30/2018 23:55 1.2 1:05 4.2 1.8 23:15 0.4 3:40 2.6 1.1 23:55 0.011 3:40 0.403 0.067 0.067 0.00 1/31/2018 3:55 1.0 5:00 3.6 1.4 4:45 0.3 15:25 2.5 0.7 4:45 0.006 15:25 0.315 0.030 0.030 0.00 ReportAvg 2.2 1.2 0.131 ReportTotal 4.053 8.79 ADS Environmental Services Pipe Height: 11.50 REN_MH0166\mp1\DFINAL (inches) REN_MH0166\mp1\VFINAL (feet/sec) REN_MH0166\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 2/1/2018 4:05 1.1 4:50 3.4 1.9 5:55 0.4 21:35 2.3 1.0 4:05 0.010 4:50 0.266 0.069 0.069 0.66 2/2/2018 6:35 1.4 8:20 7.4 1.9 23:50 0.5 8:10 3.4 1.0 23:50 0.018 8:20 1.074 0.067 0.067 0.04 2/3/2018 0:10 1.5 19:05 3.2 1.9 4:35 0.5 19:10 2.2 1.0 9:15 0.018 19:10 0.237 0.057 0.057 0.31 2/4/2018 20:10 1.4 7:45 2.4 1.5 20:10 0.7 7:45 1.6 0.8 20:10 0.024 7:45 0.122 0.034 0.034 0.02 2/5/2018 22:45 1.1 13:30 2.3 1.5 5:35 0.4 13:30 1.1 0.7 22:45 0.010 13:30 0.078 0.026 0.026 0.04 2/6/2018 23:35 1.1 10:55 8.4 1.5 23:35 0.3 10:55 3.2 0.7 23:35 0.007 10:55 1.224 0.059 0.059 0.00 2/7/2018 5:35 1.0 10:00 1.9 1.2 5:35 0.2 9:55 1.2 0.5 5:35 0.005 9:55 0.063 0.014 0.014 0.00 2/8/2018 5:20 1.0 15:20 1.9 1.2 5:20 0.2 21:50 1.1 0.5 5:20 0.004 21:50 0.056 0.015 0.015 0.09 2/9/2018 23:20 0.9 14:25 3.5 1.2 23:20 0.1 14:25 2.3 0.4 23:20 0.001 14:25 0.295 0.019 0.019 0.01 2/10/2018 19:05 0.8 12:00 1.0 0.8 0:30 0.0 12:00 0.2 0.0 0:30 0.000 12:00 0.004 0.001 0.001 0.01 2/11/2018 16:10 0.8 12:20 1.5 0.8 0:00 0.0 12:25 0.6 0.0 0:00 0.000 12:20 0.022 0.001 0.001 0.00 2/12/2018 2:20 0.8 16:30 1.4 1.0 0:00 0.0 16:25 0.7 0.2 0:00 0.000 16:25 0.025 0.007 0.007 0.00 2/13/2018 2:05 0.8 23:55 2.2 1.1 1:20 0.0 23:55 1.7 0.3 1:20 0.000 23:55 0.107 0.011 0.011 0.17 2/14/2018 23:55 1.0 1:15 2.5 1.5 6:10 0.2 0:05 1.7 0.7 8:45 0.005 1:15 0.127 0.031 0.031 0.15 2/15/2018 6:55 0.8 10:30 6.7 1.4 6:55 0.0 10:30 3.2 0.4 6:55 0.001 10:30 0.941 0.036 0.036 0.00 2/16/2018 3:30 1.0 3:40 2.4 1.4 3:30 0.2 3:40 1.4 0.5 3:30 0.005 3:40 0.106 0.020 0.020 0.15 2/17/2018 4:35 1.0 9:30 3.3 1.6 4:35 0.2 6:15 1.9 0.7 4:35 0.004 9:30 0.218 0.041 0.041 0.32 2/18/2018 23:50 1.0 16:15 1.2 1.1 18:50 0.2 16:05 0.5 0.3 23:50 0.003 16:05 0.013 0.007 0.007 0.01 2/19/2018 3:00 0.9 10:15 7.5 1.3 23:55 0.0 10:25 3.2 0.5 23:55 0.000 10:15 1.083 0.033 0.033 0.00 2/20/2018 6:40 1.0 15:50 4.5 1.4 6:40 0.2 15:50 2.5 0.4 6:40 0.003 15:50 0.435 0.017 0.017 0.00 2/21/2018 5:35 0.9 16:10 1.7 1.3 5:35 0.1 16:10 0.6 0.4 5:35 0.003 16:10 0.028 0.012 0.012 0.00 2/22/2018 4:25 1.0 9:30 1.9 1.3 4:25 0.2 9:30 0.7 0.4 4:25 0.004 9:30 0.038 0.012 0.012 0.07 2/23/2018 7:25 0.8 11:30 6.8 1.5 5:55 0.0 11:30 3.2 0.5 5:55 0.000 11:30 0.974 0.040 0.040 0.01 2/24/2018 2:10 1.5 10:20 2.8 1.6 0:30 0.4 10:35 1.2 0.5 0:30 0.015 10:25 0.106 0.023 0.023 0.13 2/25/2018 1:05 1.5 5:50 4.0 1.9 23:55 0.4 5:50 2.2 0.7 23:55 0.016 5:50 0.323 0.049 0.049 0.11 2/26/2018 22:05 1.5 9:00 2.3 1.7 7:05 0.3 15:30 0.8 0.5 7:05 0.012 9:00 0.053 0.024 0.024 0.00 2/27/2018 4:30 1.5 16:10 2.1 1.7 23:55 0.4 16:10 0.8 0.5 23:55 0.014 16:10 0.048 0.025 0.025 0.19 2/28/2018 3:45 1.4 22:25 4.3 1.8 3:55 0.2 22:25 2.4 0.6 3:55 0.008 22:25 0.404 0.039 0.039 0.35 ReportAvg 1.4 0.5 0.028 ReportTotal 0.786 2.84 ADS Environmental Services Pipe Height: 11.50 REN_MH0166\mp1\DFINAL (inches) REN_MH0166\mp1\VFINAL (feet/sec) REN_MH0166\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 3/1/2018 23:55 1.1 16:20 7.5 1.5 8:00 0.2 16:25 3.2 0.5 23:55 0.006 16:20 1.078 0.031 0.031 0.01 3/2/2018 3:25 1.0 5:30 2.6 1.5 3:25 0.2 4:50 1.2 0.4 3:25 0.003 4:50 0.101 0.020 0.020 0.07 3/3/2018 23:55 1.0 18:50 1.6 1.2 17:15 0.2 15:30 0.5 0.3 23:55 0.004 18:50 0.020 0.007 0.007 0.00 3/4/2018 15:55 1.0 16:45 2.9 1.1 15:55 0.2 16:45 1.3 0.3 15:55 0.003 16:45 0.130 0.009 0.009 0.12 3/5/2018 6:55 1.0 15:00 7.6 1.5 6:55 0.2 15:10 3.2 0.4 6:55 0.003 15:00 1.089 0.036 0.036 0.00 3/6/2018 7:25 0.9 18:20 2.8 1.3 6:25 0.1 18:20 1.5 0.3 7:25 0.002 18:20 0.141 0.011 0.011 0.00 3/7/2018 7:00 1.1 10:00 7.5 1.5 7:00 0.2 10:05 3.2 0.5 7:00 0.005 10:00 1.083 0.030 0.030 0.03 3/8/2018 7:25 0.9 11:05 6.5 1.7 9:05 0.1 11:05 3.1 0.7 7:25 0.003 11:05 0.884 0.053 0.053 0.37 3/9/2018 23:55 1.0 10:00 7.4 1.6 23:55 0.2 9:55 3.2 0.5 23:55 0.003 10:00 1.061 0.043 0.043 0.00 3/10/2018 21:05 0.8 3:10 3.6 1.2 19:15 0.0 3:05 2.1 0.3 19:15 0.000 3:10 0.272 0.012 0.012 0.00 3/11/2018 17:30 0.8 22:15 1.0 0.8 0:00 0.0 22:15 0.2 0.0 0:00 0.000 22:15 0.003 0.000 0.000 0.00 3/12/2018 4:45 0.8 17:35 7.2 1.3 0:00 0.0 17:40 3.2 0.4 0:00 0.000 17:35 1.032 0.029 0.029 0.00 3/13/2018 5:55 0.8 13:40 6.3 1.5 2:20 0.0 17:25 3.0 0.5 2:20 0.000 13:40 0.797 0.035 0.035 0.31 3/14/2018 6:15 0.9 13:45 7.4 1.4 4:40 0.1 13:45 3.2 0.4 6:15 0.002 13:45 1.071 0.027 0.027 0.04 3/15/2018 0:35 0.9 9:35 3.6 1.5 0:25 0.1 9:35 2.0 0.4 0:35 0.002 9:35 0.257 0.020 0.020 0.00 3/16/2018 4:30 0.8 6:55 3.4 1.2 0:05 0.0 6:55 1.9 0.3 0:05 0.000 6:55 0.236 0.010 0.010 0.00 3/17/2018 23:30 0.8 13:25 1.3 1.0 4:10 0.0 13:25 0.3 0.1 4:10 0.000 13:25 0.010 0.003 0.003 0.00 3/18/2018 3:00 0.8 14:05 1.8 1.1 0:00 0.0 13:50 0.6 0.2 0:00 0.000 13:50 0.025 0.007 0.007 0.00 3/19/2018 23:55 1.1 14:55 7.3 1.5 13:35 0.2 14:50 3.2 0.4 23:55 0.005 14:55 1.057 0.032 0.032 0.00 3/20/2018 23:55 0.8 17:30 6.0 1.2 23:10 0.0 17:30 2.8 0.4 23:10 0.000 17:30 0.730 0.018 0.018 0.00 3/21/2018 3:50 0.7 10:45 5.1 1.1 0:00 0.0 10:45 2.8 0.3 0:00 0.000 10:45 0.588 0.012 0.012 0.10 3/22/2018 6:05 0.7 12:00 6.9 1.6 0:00 0.0 12:05 3.3 0.5 0:00 0.000 12:00 0.987 0.057 0.057 0.48 3/23/2018 5:25 0.8 8:45 6.5 1.9 0:00 0.0 8:45 3.1 0.7 0:00 0.000 8:45 0.888 0.098 0.098 0.31 3/24/2018 23:55 0.8 5:15 2.4 1.3 15:40 0.0 5:25 1.6 0.4 15:40 0.000 5:25 0.119 0.018 0.018 0.28 3/25/2018 7:50 0.8 10:20 1.7 1.0 0:00 0.0 10:20 0.9 0.1 0:00 0.000 10:20 0.037 0.003 0.003 0.01 3/26/2018 2:35 0.8 9:10 6.4 1.5 0:00 0.0 9:05 3.2 0.6 0:00 0.000 9:05 0.867 0.059 0.059 0.17 3/27/2018 5:10 1.0 7:15 6.1 1.5 4:35 0.0 7:15 3.1 0.6 4:35 0.000 7:15 0.792 0.036 0.036 0.02 3/28/2018 23:55 0.8 10:15 4.1 1.3 5:25 0.0 10:10 2.5 0.4 5:25 0.000 10:15 0.396 0.021 0.021 0.01 3/29/2018 5:15 0.7 10:25 9.9 2.1 0:00 0.0 9:30 3.3 0.8 0:00 0.000 10:30 1.311 0.167 0.167 0.00 3/30/2018 5:25 0.7 11:40 6.0 1.2 0:00 0.0 11:40 3.0 0.3 0:00 0.000 11:40 0.773 0.023 0.023 0.00 3/31/2018 5:10 0.9 12:25 1.1 1.0 0:35 0.0 12:25 0.2 0.0 0:35 0.000 12:25 0.004 0.001 0.001 0.00 ReportAvg 1.4 0.4 0.030 ReportTotal 0.929 2.33 ADS Environmental Services Pipe Height: 11.50 REN_MH0166\mp1\DFINAL (inches) REN_MH0166\mp1\VFINAL (feet/sec) REN_MH0166\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 4/1/2018 22:35 0.9 23:30 1.1 0.9 0:00 0.0 23:30 0.2 0.0 0:00 0.000 23:30 0.004 0.000 0.000 0.10 4/2/2018 1:20 1.0 10:10 6.1 1.7 0:25 0.0 10:05 3.1 0.7 0:25 0.000 10:05 0.798 0.050 0.050 0.00 4/3/2018 23:55 1.1 14:00 6.2 1.6 23:55 0.1 14:00 3.2 0.7 23:55 0.003 14:00 0.845 0.047 0.047 0.00 4/4/2018 1:20 1.0 14:00 6.6 1.7 0:20 0.0 14:00 3.2 0.7 0:20 0.000 14:00 0.922 0.053 0.053 0.39 4/5/2018 6:35 1.1 10:45 6.7 1.7 6:35 0.2 10:45 3.2 0.7 6:35 0.004 10:45 0.949 0.051 0.051 0.25 4/6/2018 22:30 1.0 10:30 6.4 1.6 21:40 0.0 10:30 3.1 0.6 21:40 0.000 10:30 0.858 0.051 0.051 0.00 4/7/2018 1:20 1.1 3:10 6.3 2.2 1:20 0.1 3:10 3.1 1.1 1:20 0.003 3:10 0.847 0.102 0.102 0.88 4/8/2018 23:55 1.2 8:35 2.6 1.8 23:55 0.3 8:35 1.5 0.9 23:55 0.009 8:35 0.125 0.049 0.049 0.45 4/9/2018 23:55 1.0 9:50 6.4 1.7 23:55 0.1 9:35 3.3 0.7 23:55 0.002 9:35 0.899 0.053 0.053 0.00 4/10/2018 1:20 1.0 9:10 6.3 1.6 0:10 0.0 9:10 3.3 0.7 0:10 0.000 9:10 0.913 0.059 0.059 0.23 4/11/2018 1:00 0.9 8:30 5.0 1.6 0:45 0.0 8:30 2.9 0.8 0:45 0.000 8:30 0.602 0.049 0.049 0.31 4/12/2018 23:55 0.9 15:05 6.3 1.6 22:55 0.0 15:25 3.2 0.7 22:55 0.000 15:05 0.866 0.056 0.056 0.11 4/13/2018 1:20 0.9 16:10 6.4 2.2 0:00 0.0 16:10 3.2 1.3 0:00 0.000 16:10 0.871 0.114 0.114 0.51 4/14/2018 12:25 1.6 23:45 13.8 5.0 12:25 0.6 15:35 3.4 2.1 12:25 0.026 20:15 1.287 0.432 0.432 1.52 4/15/2018 23:55 1.7 0:05 13.4 5.4 23:30 0.8 4:05 3.3 2.2 23:45 0.037 3:05 1.314 0.465 0.465 0.21 4/16/2018 6:40 1.7 13:50 6.3 2.6 23:15 0.6 14:25 3.3 1.6 0:10 0.030 13:40 0.889 0.161 0.161 0.71 4/17/2018 23:55 1.3 7:05 6.5 2.1 21:55 0.2 7:05 3.4 1.0 21:55 0.008 7:05 0.953 0.082 0.082 0.01 4/18/2018 0:10 1.3 14:45 3.4 1.8 22:15 0.2 9:20 2.3 0.7 23:20 0.006 9:20 0.273 0.047 0.047 0.12 4/19/2018 23:55 1.2 14:05 6.1 1.7 20:50 0.2 14:05 3.0 0.7 20:50 0.006 14:05 0.773 0.042 0.042 0.00 4/20/2018 22:35 1.1 1:00 3.6 1.7 22:35 0.2 1:00 2.3 0.7 22:35 0.004 1:00 0.300 0.041 0.041 0.00 4/21/2018 23:55 1.1 13:05 3.5 1.7 23:15 0.2 13:05 2.3 0.7 23:55 0.005 13:05 0.293 0.040 0.040 0.05 4/22/2018 5:00 1.0 21:30 3.2 1.5 2:10 0.0 13:10 2.1 0.5 2:10 0.000 21:30 0.225 0.025 0.025 0.00 ReportAvg 2.1 0.9 0.094 ReportTotal 2.071 5.85 REN_MH0286 Located At: 3000 SE 5th St (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 9.88” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did not surcharge during the monitoring period. The dry weather 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 both the pressure sensor and upward ultrasonic sensor. 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 Raw Percentage Uptime 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 2.72 0.36 0.028 28% Maximum 5.93 1.06 0.212 60% Average 3.40 0.66 0.072 34% Latitude: 47.477311° Longitude:-122.179048° Site Sketch Plan View or Photo Additional Site Info. / Comments: Site located in roadway. Traffic control required. Moderate, slow flow Good Antenna Location Communication Information: Active Drop Connections Air Quality: Communication Type Normal 22275.11.325 ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Manhole Cover Manhole Frame Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Concrete Wireless Pipe Material Located in roadway, at intersection. Requires traffic control. Sensors / Devices: 15.00'' x 15.00'' 0.25" Manhole / Pipe Information: Installation Type: Pressure Sensor Range (psi) Confirmation Time: Site Sketch Profile View or Photo Pipe Size (H x W) Topside / Area Photo Peak Combo (CS4), Smart Depth (CS5) Pipe Size (HxW) 3:17:00 PM Monitoring Location (Sensors): Depth of Flow (Wet DOF) (in)Range (Air DOF) (in) ~8.00'' Velocity Sensor Offset (in) .3 FPS Temporary 15.00'' x 15.00'' REN_MH1763 Access Traffic TRITON+ System Characteristics Location Type Pipe Shape Renton.Carollo.I&I.WA17 Medium Drive Site Access Details: Site Address /Location: Site Name 3000 SE 5th St 0 - 5 psi Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: 12.13.17 Upstream 0-5 FT Manhole MH1763 Residential Map Flow Monitoring Site Report 0 Downlooker Physical Offset (in)Measurement Confidence (in) 1.25'' Peak Velocity (fps) Silt (in) ~8' Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: Pipe Condition: Single Good Manhole Pick / Vent Hole Manhole Condition: No Concrete 20'' NormalUnbolted 20'' Additional Photos Flow Direction Monitoring Point Top Down Location Location Upstream Downstream Side Inlet ADS Environmental Services Pipe Height: 9.88 REN_MH0286\mp1\DFINAL (inches) REN_MH0286\mp1\VFINAL (feet/sec) REN_MH0286\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 12/22/2017 23:55 2.9 12:40 3.7 3.2 23:55 0.5 13:45 0.8 0.7 23:55 0.044 13:45 0.095 0.065 0.065 0.10 12/23/2017 6:40 2.7 15:15 3.1 2.8 8:10 0.5 20:05 0.7 0.5 6:30 0.037 15:15 0.060 0.044 0.044 0.00 12/24/2017 0:50 2.7 16:45 3.3 2.9 3:35 0.4 18:00 0.7 0.5 3:35 0.036 16:55 0.072 0.044 0.044 0.00 12/25/2017 16:40 2.9 17:05 3.2 3.0 22:30 0.5 23:20 0.7 0.6 22:30 0.043 23:15 0.069 0.051 0.051 0.14 12/26/2017 5:05 2.9 9:15 3.8 3.2 5:00 0.5 15:55 0.8 0.6 5:00 0.044 9:15 0.097 0.062 0.062 0.17 12/27/2017 21:50 3.1 13:30 4.4 3.4 22:10 0.6 13:35 0.9 0.8 21:50 0.061 13:30 0.133 0.082 0.082 0.00 12/28/2017 4:20 3.0 16:50 4.1 3.5 3:40 0.6 15:40 1.0 0.8 3:40 0.054 16:45 0.131 0.083 0.083 0.25 12/29/2017 22:00 3.3 10:00 4.4 3.7 23:50 0.6 9:10 1.0 0.8 23:50 0.067 10:00 0.142 0.101 0.101 1.57 12/30/2017 23:50 2.9 8:05 3.4 3.1 12:00 0.5 8:20 0.8 0.6 23:50 0.045 8:20 0.084 0.060 0.060 0.02 12/31/2017 22:30 2.8 14:10 3.1 2.9 23:00 0.5 14:15 0.6 0.5 22:30 0.039 14:10 0.059 0.046 0.046 0.00 ReportAvg 3.2 0.6 0.064 ReportTotal 0.638 2.25 ADS Environmental Services Pipe Height: 9.88 REN_MH0286\mp1\DFINAL (inches) REN_MH0286\mp1\VFINAL (feet/sec) REN_MH0286\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 1/1/2018 21:20 2.7 22:55 3.5 2.9 12:15 0.5 22:55 0.8 0.5 12:15 0.037 22:55 0.090 0.045 0.045 0.00 1/2/2018 0:05 3.0 11:50 4.0 3.3 0:05 0.6 15:55 0.9 0.7 0:05 0.052 11:50 0.116 0.074 0.074 0.01 1/3/2018 4:55 3.0 15:05 4.2 3.4 4:50 0.6 15:10 0.9 0.7 4:50 0.050 15:10 0.133 0.076 0.076 0.00 1/4/2018 5:30 3.0 14:25 4.5 3.5 0:00 0.5 14:20 1.0 0.7 4:55 0.051 14:25 0.150 0.081 0.081 0.09 1/5/2018 2:45 3.2 12:35 4.2 3.6 4:50 0.6 13:30 1.0 0.7 4:50 0.059 13:30 0.132 0.085 0.085 0.42 1/6/2018 3:35 3.2 7:25 3.5 3.3 10:00 0.5 15:40 0.7 0.6 23:40 0.053 16:20 0.079 0.064 0.064 0.24 1/7/2018 13:45 3.1 9:05 3.5 3.3 5:40 0.5 18:45 0.8 0.6 5:40 0.052 18:45 0.080 0.062 0.062 0.38 1/8/2018 21:40 3.3 10:50 5.3 3.7 0:50 0.7 10:45 1.1 0.8 0:50 0.067 10:50 0.200 0.095 0.095 0.14 1/9/2018 5:10 3.3 16:00 4.6 3.7 6:05 0.7 16:05 1.0 0.8 5:20 0.068 16:00 0.153 0.095 0.095 0.46 1/10/2018 3:40 3.2 9:05 4.5 3.6 5:20 0.6 13:05 1.0 0.8 5:20 0.057 14:25 0.136 0.089 0.089 0.22 1/11/2018 5:25 3.4 11:15 4.8 3.9 4:40 0.6 11:15 1.0 0.8 4:40 0.069 11:15 0.164 0.102 0.102 1.04 1/12/2018 4:45 3.3 12:55 4.2 3.7 4:45 0.7 10:20 0.9 0.8 4:45 0.068 15:20 0.130 0.095 0.095 0.20 1/13/2018 23:55 3.4 12:20 4.2 3.6 14:20 0.7 2:25 0.9 0.8 23:55 0.073 2:25 0.126 0.085 0.085 0.02 1/14/2018 23:20 3.3 8:00 3.8 3.4 5:25 0.7 8:00 0.8 0.7 5:25 0.069 8:00 0.102 0.074 0.074 0.00 1/15/2018 0:35 3.4 10:45 4.6 3.7 4:00 0.6 11:30 1.0 0.8 3:05 0.061 10:45 0.156 0.094 0.094 0.04 1/16/2018 23:05 3.4 10:00 4.3 3.7 20:00 0.6 1:05 0.9 0.8 19:55 0.067 10:00 0.131 0.096 0.096 0.26 1/17/2018 3:00 3.2 19:40 4.3 3.7 4:50 0.6 19:10 1.0 0.8 4:55 0.061 19:40 0.137 0.094 0.094 0.79 1/18/2018 2:25 3.4 13:15 4.4 3.8 2:00 0.6 13:15 0.9 0.8 2:00 0.065 13:15 0.142 0.101 0.101 0.40 1/19/2018 23:55 3.1 13:50 4.3 3.6 23:55 0.6 5:25 0.9 0.8 23:55 0.054 13:50 0.133 0.087 0.087 0.10 1/20/2018 2:20 3.0 19:35 3.5 3.2 6:25 0.5 19:35 0.7 0.6 6:25 0.044 19:35 0.082 0.056 0.056 0.10 1/21/2018 4:25 3.0 17:40 3.6 3.1 3:55 0.4 17:20 0.8 0.5 3:55 0.040 17:25 0.088 0.051 0.051 0.16 1/22/2018 5:10 3.2 15:25 4.2 3.6 4:15 0.6 15:10 1.0 0.8 4:15 0.059 15:15 0.132 0.089 0.089 0.34 1/23/2018 22:30 3.2 15:50 4.2 3.6 7:25 0.6 15:50 0.9 0.8 5:40 0.059 15:50 0.127 0.086 0.086 0.79 1/24/2018 6:00 3.2 14:45 4.5 3.6 6:10 0.6 14:10 1.0 0.7 6:10 0.059 14:45 0.146 0.087 0.087 0.51 1/25/2018 5:50 3.1 10:55 4.0 3.4 2:05 0.6 11:05 1.0 0.8 1:20 0.057 11:05 0.124 0.081 0.081 0.14 1/26/2018 1:30 3.1 9:10 4.6 3.4 1:20 0.6 9:10 1.0 0.7 1:20 0.053 9:10 0.156 0.078 0.078 0.36 1/27/2018 10:10 3.1 11:20 3.8 3.2 14:55 0.5 11:25 0.8 0.6 10:10 0.051 11:25 0.102 0.062 0.062 0.61 1/28/2018 6:15 2.9 20:35 3.4 3.0 23:55 0.5 17:15 0.7 0.6 7:25 0.046 20:35 0.072 0.053 0.053 0.07 1/29/2018 3:50 3.0 15:10 4.6 3.6 0:00 0.5 14:55 1.0 0.7 0:00 0.046 15:10 0.148 0.087 0.087 0.90 1/30/2018 2:45 3.3 12:30 4.6 3.5 22:05 0.5 12:30 1.0 0.7 21:25 0.056 12:30 0.152 0.082 0.082 0.00 1/31/2018 2:55 3.2 16:55 4.0 3.5 23:30 0.6 9:55 1.0 0.7 23:30 0.058 9:55 0.130 0.083 0.083 0.00 ReportAvg 3.5 0.7 0.080 ReportTotal 2.490 8.79 ADS Environmental Services Pipe Height: 9.88 REN_MH0286\mp1\DFINAL (inches) REN_MH0286\mp1\VFINAL (feet/sec) REN_MH0286\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 2/1/2018 3:05 3.2 14:00 4.5 3.6 5:30 0.5 13:55 1.0 0.8 5:30 0.052 13:55 0.157 0.090 0.090 0.66 2/2/2018 4:55 3.3 13:45 4.3 3.6 4:20 0.6 11:35 0.9 0.7 4:55 0.060 13:45 0.133 0.088 0.088 0.04 2/3/2018 23:05 3.1 11:50 3.8 3.3 23:30 0.5 11:50 0.8 0.6 23:30 0.046 11:50 0.100 0.064 0.064 0.31 2/4/2018 6:10 3.0 12:25 3.4 3.1 6:10 0.5 15:45 0.6 0.5 6:10 0.043 12:25 0.061 0.049 0.049 0.02 2/5/2018 0:15 3.0 15:30 4.4 3.5 1:00 0.5 15:30 0.9 0.7 1:00 0.043 15:30 0.136 0.077 0.077 0.04 2/6/2018 3:10 3.2 12:25 5.8 3.5 2:00 0.5 12:30 1.0 0.7 2:00 0.052 12:25 0.204 0.075 0.075 0.00 2/7/2018 2:45 3.2 8:15 4.0 3.5 1:30 0.5 8:15 0.8 0.7 1:30 0.050 8:15 0.111 0.075 0.075 0.00 2/8/2018 5:40 3.2 15:25 4.2 3.6 19:30 0.6 15:25 0.9 0.7 5:40 0.059 15:25 0.127 0.081 0.081 0.09 2/9/2018 23:10 3.0 13:30 4.1 3.5 23:00 0.4 13:30 0.9 0.7 23:00 0.039 13:30 0.119 0.074 0.074 0.01 2/10/2018 7:45 2.9 1:25 3.3 3.0 7:10 0.4 17:35 0.7 0.5 11:45 0.034 17:35 0.065 0.047 0.047 0.01 2/11/2018 16:15 2.9 12:10 3.5 3.1 21:20 0.4 12:10 0.7 0.5 21:30 0.038 12:10 0.074 0.050 0.050 0.00 2/12/2018 2:55 3.0 12:10 4.1 3.4 0:25 0.4 12:10 0.9 0.6 0:25 0.041 12:10 0.119 0.068 0.068 0.00 2/13/2018 2:30 3.0 11:15 3.9 3.4 2:30 0.5 11:15 0.8 0.7 2:30 0.047 11:15 0.101 0.071 0.071 0.17 2/14/2018 21:35 3.0 10:15 4.2 3.4 21:25 0.5 10:15 0.9 0.7 21:25 0.042 10:15 0.123 0.071 0.071 0.15 2/15/2018 23:55 3.2 13:25 4.1 3.5 22:45 0.6 13:25 0.9 0.7 23:55 0.056 13:25 0.119 0.075 0.075 0.00 2/16/2018 0:20 3.1 15:15 4.0 3.4 6:15 0.5 15:15 0.8 0.7 0:20 0.052 15:15 0.109 0.071 0.071 0.15 2/17/2018 4:05 3.1 8:10 3.5 3.3 4:05 0.6 8:10 0.7 0.6 4:05 0.053 8:10 0.077 0.065 0.065 0.32 2/18/2018 23:20 3.1 17:25 3.7 3.2 17:30 0.5 10:45 0.7 0.6 23:20 0.051 17:25 0.075 0.059 0.059 0.01 2/19/2018 3:15 3.1 11:30 3.8 3.4 20:40 0.6 11:30 0.8 0.6 3:15 0.053 11:30 0.094 0.068 0.068 0.00 2/20/2018 21:55 3.0 14:45 3.8 3.4 21:05 0.5 10:00 0.8 0.6 21:05 0.047 10:00 0.096 0.067 0.067 0.00 2/21/2018 2:35 3.2 13:45 4.1 3.5 7:40 0.6 13:45 0.9 0.7 2:35 0.058 13:45 0.120 0.079 0.079 0.00 2/22/2018 23:15 3.2 14:25 4.0 3.5 22:05 0.6 14:25 0.8 0.7 22:05 0.059 14:25 0.108 0.076 0.076 0.07 2/23/2018 22:30 3.1 11:35 3.9 3.4 22:30 0.5 11:35 0.8 0.7 22:30 0.050 11:35 0.103 0.073 0.073 0.01 2/24/2018 23:40 2.9 15:25 3.3 3.0 21:20 0.5 15:25 0.6 0.5 23:40 0.042 15:25 0.062 0.049 0.049 0.13 2/25/2018 0:15 2.9 12:45 3.3 3.1 20:45 0.4 12:45 0.6 0.5 20:45 0.039 12:45 0.061 0.050 0.050 0.11 2/26/2018 3:30 3.2 14:35 5.1 3.6 3:35 0.5 14:35 1.0 0.7 3:35 0.048 14:35 0.179 0.084 0.084 0.00 2/27/2018 22:25 3.3 11:05 4.0 3.6 21:35 0.5 11:05 0.8 0.7 21:35 0.055 11:05 0.110 0.079 0.079 0.19 2/28/2018 5:00 3.2 13:15 4.1 3.5 0:55 0.5 13:15 0.9 0.7 0:55 0.053 13:15 0.118 0.078 0.078 0.35 ReportAvg 3.4 0.6 0.070 ReportTotal 1.951 2.84 ADS Environmental Services Pipe Height: 9.88 REN_MH0286\mp1\DFINAL (inches) REN_MH0286\mp1\VFINAL (feet/sec) REN_MH0286\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 3/1/2018 5:10 3.2 16:05 4.1 3.5 22:40 0.5 16:05 0.9 0.7 22:40 0.055 16:05 0.115 0.079 0.079 0.01 3/2/2018 21:50 3.0 16:00 4.0 3.4 19:45 0.5 16:00 0.8 0.6 21:50 0.049 16:00 0.107 0.068 0.068 0.07 3/3/2018 5:30 2.9 12:05 3.4 3.1 9:25 0.4 12:05 0.7 0.5 9:25 0.040 12:05 0.072 0.050 0.050 0.00 3/4/2018 4:50 2.8 17:40 3.3 2.9 5:35 0.4 17:40 0.6 0.5 5:35 0.029 17:40 0.066 0.041 0.041 0.12 3/5/2018 1:05 3.1 14:15 4.9 3.5 19:50 0.6 14:15 1.0 0.7 1:05 0.054 14:15 0.170 0.076 0.076 0.00 3/6/2018 23:30 3.1 11:25 4.4 3.5 23:40 0.5 11:25 0.9 0.7 23:40 0.048 11:25 0.133 0.076 0.076 0.00 3/7/2018 2:40 3.0 14:05 5.2 3.5 2:40 0.4 14:05 1.0 0.7 2:40 0.039 14:05 0.185 0.075 0.075 0.03 3/8/2018 2:20 3.1 15:20 4.1 3.5 2:15 0.5 15:20 0.9 0.7 2:15 0.043 15:20 0.115 0.073 0.073 0.37 3/9/2018 22:10 3.0 13:00 4.4 3.4 22:55 0.5 13:00 0.9 0.6 22:55 0.043 13:00 0.139 0.069 0.069 0.00 3/10/2018 3:55 2.9 14:55 3.3 3.1 2:55 0.4 18:30 0.6 0.5 2:55 0.037 18:30 0.062 0.048 0.048 0.00 3/11/2018 0:45 2.9 15:00 3.4 3.0 2:35 0.4 15:00 0.7 0.5 2:35 0.035 15:00 0.070 0.046 0.046 0.00 3/12/2018 1:40 3.1 14:20 4.1 3.5 0:35 0.5 14:20 0.9 0.7 0:35 0.046 14:20 0.116 0.073 0.073 0.00 3/13/2018 2:05 3.2 14:15 4.2 3.5 23:30 0.5 14:15 0.9 0.7 23:30 0.053 14:15 0.124 0.077 0.077 0.31 3/14/2018 23:15 3.0 9:05 3.9 3.5 23:15 0.5 6:50 0.8 0.6 23:15 0.042 6:50 0.099 0.071 0.071 0.04 3/15/2018 1:30 3.0 9:40 4.3 3.5 2:10 0.5 9:40 0.9 0.6 2:10 0.042 9:40 0.128 0.072 0.072 0.00 3/16/2018 23:40 3.1 13:15 4.1 3.5 23:50 0.5 13:15 0.9 0.7 23:50 0.044 13:15 0.120 0.073 0.073 0.00 3/17/2018 23:25 3.0 13:25 3.9 3.1 4:25 0.4 13:25 0.7 0.5 4:25 0.038 13:25 0.092 0.050 0.050 0.00 3/18/2018 23:45 2.9 17:05 3.2 3.0 23:05 0.4 17:05 0.6 0.5 11:05 0.038 17:05 0.061 0.046 0.046 0.00 3/19/2018 2:00 2.9 13:35 4.0 3.4 3:55 0.4 13:35 0.8 0.7 3:55 0.034 13:35 0.107 0.073 0.073 0.00 3/20/2018 5:10 3.2 9:15 4.3 3.5 22:15 0.5 9:15 0.9 0.7 22:15 0.050 9:15 0.132 0.075 0.075 0.00 3/21/2018 23:55 3.0 12:50 4.2 3.4 2:20 0.5 12:50 0.9 0.6 2:20 0.041 12:50 0.124 0.066 0.066 0.10 3/22/2018 2:20 2.8 10:20 4.7 3.4 2:15 0.4 10:20 1.0 0.6 2:15 0.029 10:20 0.161 0.069 0.069 0.48 3/23/2018 4:15 2.9 9:35 4.1 3.4 4:25 0.5 9:35 0.8 0.7 4:25 0.041 9:35 0.115 0.072 0.072 0.31 3/24/2018 22:50 2.8 9:20 3.6 3.1 22:45 0.4 9:20 0.7 0.6 22:50 0.036 9:20 0.082 0.052 0.052 0.28 3/25/2018 0:05 2.8 19:00 3.2 2.9 21:00 0.4 12:50 0.6 0.5 21:00 0.032 12:50 0.062 0.042 0.042 0.01 3/26/2018 3:20 2.8 10:15 4.4 3.4 3:20 0.4 10:15 0.9 0.6 3:20 0.028 10:15 0.137 0.068 0.068 0.17 3/27/2018 0:10 3.1 11:50 4.3 3.5 0:10 0.5 11:50 0.9 0.7 0:10 0.044 11:50 0.129 0.075 0.075 0.02 3/28/2018 23:55 3.0 12:00 4.0 3.4 23:35 0.4 12:00 0.8 0.6 23:35 0.041 12:00 0.112 0.066 0.066 0.01 3/29/2018 1:55 2.9 12:55 4.1 3.4 1:55 0.4 12:55 0.9 0.6 1:55 0.034 12:55 0.120 0.068 0.068 0.00 3/30/2018 1:40 3.0 12:15 4.0 3.4 1:40 0.4 12:15 0.8 0.6 1:40 0.039 12:15 0.108 0.068 0.068 0.00 3/31/2018 23:10 2.9 12:55 3.3 3.1 23:10 0.4 10:15 0.6 0.5 23:10 0.036 10:15 0.063 0.050 0.050 0.00 ReportAvg 3.3 0.6 0.065 ReportTotal 2.006 2.33 ADS Environmental Services Pipe Height: 9.88 REN_MH0286\mp1\DFINAL (inches) REN_MH0286\mp1\VFINAL (feet/sec) REN_MH0286\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 4/1/2018 23:15 2.9 17:25 3.2 3.0 23:15 0.4 17:25 0.6 0.5 23:15 0.033 17:25 0.059 0.045 0.045 0.10 4/2/2018 2:35 2.9 10:45 5.9 3.4 1:55 0.4 10:50 1.0 0.7 1:55 0.033 10:45 0.212 0.073 0.073 0.00 4/3/2018 2:05 2.9 17:55 4.1 3.5 2:00 0.4 17:55 0.9 0.7 2:00 0.036 17:55 0.120 0.078 0.078 0.00 4/4/2018 1:55 3.1 14:50 4.1 3.5 21:55 0.5 14:50 0.9 0.7 21:55 0.045 14:50 0.115 0.073 0.073 0.39 4/5/2018 4:25 3.2 12:55 4.0 3.5 2:30 0.5 12:55 0.8 0.7 2:30 0.056 12:55 0.113 0.077 0.077 0.25 4/6/2018 23:55 2.9 12:40 4.1 3.4 21:45 0.5 12:40 0.8 0.7 21:45 0.041 12:40 0.115 0.071 0.071 0.00 4/7/2018 0:25 2.9 9:30 3.6 3.2 1:05 0.4 9:30 0.7 0.6 1:05 0.034 9:30 0.085 0.059 0.059 0.88 4/8/2018 16:40 3.0 10:55 3.4 3.2 17:05 0.5 10:55 0.7 0.6 17:05 0.042 10:55 0.072 0.058 0.058 0.45 4/9/2018 0:00 3.0 11:05 4.2 3.6 0:30 0.5 11:05 0.9 0.7 0:05 0.043 11:05 0.125 0.084 0.084 0.00 4/10/2018 22:15 3.3 10:30 4.5 3.7 22:15 0.6 10:30 0.9 0.8 22:15 0.063 10:30 0.145 0.091 0.091 0.23 4/11/2018 2:05 3.4 6:45 4.4 3.8 2:05 0.7 6:45 0.9 0.8 2:05 0.068 6:45 0.140 0.094 0.094 0.31 4/12/2018 4:30 3.5 14:25 4.3 3.8 4:30 0.7 14:25 0.9 0.8 4:30 0.074 14:25 0.130 0.097 0.097 0.11 4/13/2018 23:55 3.3 15:05 4.3 3.7 21:50 0.5 15:05 0.9 0.7 21:50 0.056 15:05 0.132 0.090 0.090 0.51 4/14/2018 2:55 3.1 13:20 4.5 3.5 4:45 0.5 13:20 0.9 0.7 4:45 0.049 13:20 0.142 0.076 0.076 1.52 4/15/2018 20:30 3.3 6:50 4.2 3.6 19:45 0.6 6:50 0.9 0.7 19:45 0.060 6:50 0.121 0.081 0.081 0.21 4/16/2018 2:30 3.3 14:55 5.0 3.8 4:20 0.6 14:55 1.0 0.8 4:20 0.060 14:55 0.174 0.095 0.095 0.71 4/17/2018 22:30 3.3 11:15 4.2 3.7 22:15 0.6 11:15 0.9 0.7 22:15 0.057 11:15 0.127 0.089 0.089 0.01 4/18/2018 3:45 3.2 15:50 4.4 3.6 4:05 0.5 15:50 0.9 0.7 4:05 0.053 15:50 0.138 0.084 0.084 0.12 4/19/2018 1:55 3.1 9:45 4.3 3.5 5:40 0.5 9:45 0.9 0.7 5:40 0.053 9:45 0.129 0.079 0.079 0.00 4/20/2018 23:55 3.1 9:50 4.2 3.5 21:15 0.5 9:50 0.9 0.7 21:15 0.050 9:50 0.122 0.078 0.078 0.00 4/21/2018 7:30 2.9 19:20 3.8 3.1 7:20 0.5 19:20 0.8 0.6 7:20 0.041 19:20 0.096 0.055 0.055 0.05 4/22/2018 6:50 2.8 2:25 3.2 3.0 10:35 0.4 2:25 0.6 0.5 8:25 0.033 2:25 0.058 0.046 0.046 0.00 ReportAvg 3.5 0.7 0.076 ReportTotal 1.671 5.85 REN_MH0537 Located At: 2803 Burnett Ave (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 8” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did not surcharge during the monitoring period. The dry weather 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 upward ultrasonic sensor. 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 Raw Percentage Uptime 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 1.21 6.33 0.141 15% Maximum 2.90 10.62 0.766 36% Average 1.77 8.86 0.336 22% Latitude:47.516545° Longitude:-122.207103° Pipe Condition: Single Good Manhole Pick / Vent Hole Manhole Condition: No Concrete 20'' NormalUnbolted 20'' 0 Downlooker Physical Offset (in)Measurement Confidence (in) 1.38'' Peak Velocity (fps) Silt (in) ~10' Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: Renton.Carollo.I&I.WA17 Medium Drive Site Access Details: Site Address /Location: Site Name ADJ 2803 Burnett Ave Nth 0 - 5 psi Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: 12.19.17 Upstream 0-5 FT Manhole MH0537 Other Map Flow Monitoring Site Report Temporary 8.00'' x 8.00'' REN_MH0537 Access Traffic TRITON+ System Characteristics Location Type Pipe ShapeLocated in roadway, at intersection. Requires traffic control. Sensors / Devices: 8.00'' x 8.00'' 0.25" Manhole / Pipe Information: Installation Type: Pressure Sensor Range (psi) Confirmation Time: Site Sketch Profile View or Photo Pipe Size (H x W) Topside / Area Photo Peak Combo (CS4), Smart Depth (CS5) Pipe Size (HxW) 1:05:00 PM Monitoring Location (Sensors): Depth of Flow (Wet DOF) (in)Range (Air DOF) (in) ~1.75'' Velocity Sensor Offset (in) 9.60 FPS Site Sketch Plan View or Photo Additional Site Info. / Comments: Site located in roadway. Traffic control required. Low, fast flow Good Antenna Location Communication Information: Active Drop Connections Air Quality: Communication Type Normal 22275.11.325 ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Manhole Cover Manhole Frame Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Concrete Wireless Pipe Material Additional Photos Flow Direction Monitoring Point Upstream Downstream Overflow Top Down Location Location ADS Environmental Services Pipe Height: 8.00 REN_MH0537\mp1\DFINAL (inches) REN_MH0537\mp1\VFINAL (feet/sec) REN_MH0537\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 12/22/2017 4:40 1.3 10:15 2.6 1.8 3:55 7.2 10:15 10.0 8.9 3:55 0.182 10:15 0.630 0.356 0.356 0.10 12/23/2017 4:40 1.3 9:55 2.6 1.8 4:30 6.9 7:55 10.0 8.9 4:30 0.167 9:55 0.630 0.344 0.344 0.00 12/24/2017 6:40 1.2 10:45 2.7 1.8 4:15 7.0 10:40 10.2 8.9 5:10 0.159 10:45 0.665 0.347 0.347 0.00 12/25/2017 3:10 1.2 11:40 2.6 1.8 4:05 6.8 11:45 10.1 8.8 4:05 0.158 11:40 0.629 0.354 0.354 0.14 12/26/2017 5:15 1.3 10:40 2.5 1.8 4:20 6.6 9:15 10.0 8.7 5:15 0.156 11:10 0.581 0.342 0.342 0.17 12/27/2017 5:45 1.3 20:45 2.5 1.8 4:10 6.6 9:30 9.9 8.7 4:10 0.155 20:45 0.599 0.331 0.331 0.00 12/28/2017 4:30 1.3 8:20 2.7 1.7 4:50 6.7 20:05 10.2 8.8 4:50 0.155 8:20 0.652 0.328 0.328 0.25 12/29/2017 3:25 1.4 10:25 2.8 1.9 2:40 7.6 10:25 10.5 9.2 3:20 0.194 10:25 0.753 0.387 0.387 1.57 12/30/2017 5:00 1.4 10:40 2.8 1.8 5:00 7.5 10:40 10.4 9.1 5:00 0.192 10:40 0.722 0.357 0.357 0.02 12/31/2017 4:00 1.3 17:25 2.6 1.8 3:55 7.3 10:05 10.4 9.1 3:55 0.176 17:25 0.659 0.339 0.339 0.00 ReportAvg 1.8 8.9 0.349 ReportTotal 3.486 2.25 ADS Environmental Services Pipe Height: 8.00 REN_MH0537\mp1\DFINAL (inches) REN_MH0537\mp1\VFINAL (feet/sec) REN_MH0537\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 1/1/2018 5:50 1.3 21:00 2.4 1.7 5:50 7.3 11:35 10.3 9.1 5:50 0.174 21:00 0.590 0.334 0.334 0.00 1/2/2018 3:20 1.2 20:15 2.6 1.7 4:05 6.9 7:40 10.5 9.0 3:15 0.159 20:15 0.630 0.330 0.330 0.01 1/3/2018 2:35 1.3 20:25 2.7 1.8 4:00 6.7 6:45 10.2 9.0 4:00 0.163 20:25 0.673 0.345 0.345 0.00 1/4/2018 3:45 1.3 20:35 2.6 1.8 3:45 6.6 8:20 10.1 8.7 3:45 0.163 20:35 0.619 0.352 0.352 0.09 1/5/2018 3:20 1.3 20:45 2.6 1.9 4:00 6.6 20:45 10.0 8.6 4:00 0.161 20:45 0.632 0.355 0.355 0.42 1/6/2018 3:40 1.3 12:25 2.8 1.9 3:35 6.9 10:45 9.9 8.8 3:35 0.176 12:25 0.684 0.377 0.377 0.24 1/7/2018 3:55 1.3 11:25 2.8 1.9 3:55 6.6 21:00 9.9 8.7 3:55 0.162 11:25 0.696 0.377 0.377 0.38 1/8/2018 3:40 1.4 20:15 2.6 1.9 4:20 6.8 21:50 10.0 8.7 4:20 0.178 20:15 0.618 0.357 0.357 0.14 1/9/2018 4:40 1.4 21:00 2.6 1.9 4:40 7.0 19:05 10.3 9.0 4:40 0.179 21:00 0.646 0.366 0.366 0.46 1/10/2018 4:55 1.4 19:25 2.7 1.8 3:35 7.2 19:25 10.3 9.0 3:40 0.184 19:25 0.675 0.354 0.354 0.22 1/11/2018 4:10 1.4 22:00 2.8 1.9 3:35 7.1 7:20 10.3 9.2 3:35 0.186 22:00 0.694 0.399 0.399 1.04 1/12/2018 3:30 1.4 9:25 2.7 1.9 2:30 7.5 9:00 10.3 9.3 3:00 0.205 7:55 0.658 0.391 0.391 0.20 1/13/2018 2:35 1.3 9:50 2.7 1.9 6:20 7.5 11:15 10.3 9.3 2:35 0.195 9:50 0.682 0.385 0.385 0.02 1/14/2018 4:30 1.4 9:55 2.8 1.8 4:30 7.3 9:15 10.3 9.1 4:30 0.187 9:55 0.691 0.362 0.362 0.00 1/15/2018 2:45 1.4 20:15 2.8 1.9 3:55 7.1 20:55 10.3 9.1 4:30 0.183 20:55 0.705 0.373 0.373 0.04 1/16/2018 3:30 1.3 21:55 2.7 1.8 4:00 7.3 19:15 10.3 9.2 3:30 0.185 21:55 0.666 0.367 0.367 0.26 1/17/2018 3:00 1.3 20:20 2.8 1.9 4:10 7.1 20:00 10.6 9.2 3:00 0.177 20:20 0.710 0.378 0.378 0.79 1/18/2018 0:05 1.3 20:50 2.8 1.9 0:05 6.9 20:10 10.4 9.3 0:05 0.155 20:50 0.694 0.399 0.399 0.40 1/19/2018 2:10 1.4 8:00 2.7 1.9 4:20 7.4 8:00 10.3 9.2 3:50 0.194 8:00 0.675 0.374 0.374 0.10 1/20/2018 6:10 1.4 12:20 2.9 1.8 3:20 7.3 12:20 10.1 9.1 3:20 0.186 12:20 0.742 0.364 0.364 0.10 1/21/2018 5:20 1.3 9:50 2.8 1.8 3:35 7.2 9:50 10.2 8.9 5:20 0.180 9:50 0.700 0.353 0.353 0.16 1/22/2018 3:50 1.4 8:55 2.7 1.9 3:50 7.1 17:50 10.2 9.0 3:50 0.180 8:55 0.686 0.365 0.365 0.34 1/23/2018 3:35 1.3 20:50 2.8 1.9 3:00 7.0 7:40 10.3 9.2 3:00 0.173 20:50 0.701 0.376 0.376 0.79 1/24/2018 3:30 1.4 8:15 2.8 1.9 3:30 7.7 8:15 10.5 9.2 3:30 0.207 8:15 0.733 0.385 0.385 0.51 1/25/2018 3:35 1.4 7:50 2.7 1.9 4:30 7.7 7:50 10.4 9.3 3:35 0.216 7:50 0.717 0.396 0.396 0.14 1/26/2018 3:55 1.4 8:40 2.6 1.9 3:25 7.5 9:05 10.3 9.2 3:55 0.206 8:40 0.661 0.388 0.388 0.36 1/27/2018 2:55 1.5 10:20 2.8 1.9 4:40 8.2 8:55 10.4 9.3 4:40 0.254 10:20 0.728 0.399 0.399 0.61 1/28/2018 6:05 1.4 10:15 2.8 1.8 4:40 7.7 7:35 10.2 9.0 4:40 0.220 10:15 0.724 0.347 0.347 0.07 1/29/2018 4:55 1.4 21:55 2.7 1.9 3:50 7.9 22:35 10.4 9.3 4:55 0.218 21:55 0.712 0.387 0.387 0.90 1/30/2018 4:10 1.5 9:10 2.7 1.9 6:45 8.1 18:00 10.6 9.4 3:40 0.237 21:10 0.706 0.396 0.396 0.00 1/31/2018 2:30 1.4 21:40 2.8 1.9 3:30 8.0 17:25 10.5 9.3 2:30 0.219 21:40 0.716 0.386 0.386 0.00 ReportAvg 1.9 9.1 0.372 ReportTotal 11.52 8.79 ADS Environmental Services Pipe Height: 8.00 REN_MH0537\mp1\DFINAL (inches) REN_MH0537\mp1\VFINAL (feet/sec) REN_MH0537\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 2/1/2018 4:10 1.4 21:00 2.9 1.9 4:10 7.8 6:40 10.4 9.3 4:10 0.205 21:00 0.766 0.383 0.383 0.66 2/2/2018 5:15 1.4 8:25 2.7 1.9 3:15 7.8 8:05 10.4 9.3 3:45 0.218 8:25 0.707 0.387 0.387 0.04 2/3/2018 6:05 1.4 13:10 2.6 1.8 6:05 7.8 8:35 10.4 9.1 6:05 0.202 13:10 0.663 0.354 0.354 0.31 2/4/2018 5:10 1.4 15:45 2.7 1.8 5:10 7.6 8:30 10.3 9.1 5:10 0.202 15:45 0.675 0.361 0.361 0.02 2/5/2018 4:40 1.4 21:40 2.7 1.9 3:05 7.5 21:40 10.5 9.2 4:40 0.201 21:40 0.708 0.372 0.372 0.04 2/6/2018 3:00 1.4 7:10 2.7 1.8 3:30 7.3 7:10 10.6 9.2 3:30 0.190 7:10 0.704 0.361 0.361 0.00 2/7/2018 3:20 1.4 7:35 2.7 1.8 2:45 7.4 6:45 10.3 9.1 3:20 0.187 7:35 0.663 0.359 0.359 0.00 2/8/2018 4:35 1.3 8:25 2.7 1.8 3:25 7.2 8:05 10.2 9.0 3:25 0.181 8:25 0.668 0.356 0.356 0.09 2/9/2018 4:35 1.3 7:45 2.6 1.8 2:00 7.2 7:45 10.3 9.0 2:40 0.183 7:45 0.649 0.349 0.349 0.01 2/10/2018 5:55 1.3 9:10 2.7 1.8 5:15 6.9 9:10 10.4 8.9 5:15 0.170 9:10 0.689 0.344 0.344 0.01 2/11/2018 4:10 1.3 20:40 2.5 1.8 3:25 7.0 9:25 10.0 8.9 4:50 0.171 20:40 0.599 0.341 0.341 0.00 2/12/2018 4:40 1.3 21:15 2.6 1.8 3:55 6.8 7:30 10.3 8.8 4:40 0.161 21:15 0.643 0.332 0.332 0.00 2/13/2018 4:00 1.3 7:55 2.5 1.7 4:00 6.9 7:55 10.2 8.9 4:00 0.164 7:55 0.621 0.329 0.329 0.17 2/14/2018 3:30 1.3 20:20 2.7 1.8 4:10 6.9 6:25 10.2 8.9 4:10 0.171 20:20 0.644 0.334 0.334 0.15 2/15/2018 4:00 1.3 21:30 2.6 1.7 2:20 6.9 21:30 10.1 8.8 3:10 0.166 21:30 0.638 0.327 0.327 0.00 2/16/2018 4:35 1.3 7:40 2.6 1.7 4:30 6.9 7:40 10.3 8.8 4:30 0.167 7:40 0.652 0.322 0.322 0.15 2/17/2018 4:20 1.3 10:10 2.8 1.8 2:50 6.7 9:50 10.2 8.8 2:50 0.161 10:10 0.688 0.333 0.333 0.32 2/18/2018 4:55 1.3 20:25 2.6 1.8 4:55 7.0 9:10 10.1 8.8 4:55 0.170 9:10 0.626 0.331 0.331 0.01 2/19/2018 3:50 1.3 18:50 2.5 1.7 3:50 6.8 21:30 10.0 8.8 3:50 0.159 18:50 0.609 0.323 0.323 0.00 2/20/2018 4:05 1.3 10:20 2.5 1.7 3:15 6.8 10:20 10.2 8.8 3:15 0.166 10:20 0.611 0.319 0.319 0.00 2/21/2018 4:00 1.3 20:40 2.7 1.7 4:00 6.7 20:20 10.1 8.7 4:00 0.156 20:40 0.682 0.311 0.311 0.00 2/22/2018 3:15 1.3 7:15 2.4 1.7 4:55 6.6 19:05 10.2 8.8 3:20 0.160 7:15 0.588 0.315 0.315 0.07 2/23/2018 3:30 1.3 10:15 2.5 1.7 3:30 6.6 7:25 10.0 8.7 3:30 0.154 10:15 0.585 0.312 0.312 0.01 2/24/2018 4:05 1.3 10:10 2.6 1.7 5:05 6.6 10:40 9.9 8.6 5:05 0.155 10:10 0.627 0.313 0.313 0.13 2/25/2018 5:10 1.2 21:30 2.6 1.8 4:20 6.7 11:05 10.1 8.6 5:10 0.156 11:05 0.652 0.329 0.329 0.11 2/26/2018 2:55 1.3 21:15 2.6 1.7 3:45 6.6 21:15 9.9 8.5 2:55 0.157 21:15 0.618 0.316 0.316 0.00 2/27/2018 3:35 1.3 20:25 2.6 1.7 3:30 6.5 19:05 10.2 8.6 3:30 0.151 20:25 0.639 0.315 0.315 0.19 2/28/2018 3:25 1.3 7:35 2.6 1.7 3:20 6.7 19:20 10.2 8.8 3:20 0.157 7:35 0.623 0.318 0.318 0.35 ReportAvg 1.8 8.9 0.337 ReportTotal 9.447 2.84 ADS Environmental Services Pipe Height: 8.00 REN_MH0537\mp1\DFINAL (inches) REN_MH0537\mp1\VFINAL (feet/sec) REN_MH0537\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 3/1/2018 3:55 1.3 20:55 2.6 1.7 3:30 6.7 6:55 10.3 8.8 3:30 0.159 6:55 0.655 0.324 0.324 0.01 3/2/2018 4:00 1.3 7:20 2.5 1.7 3:15 7.1 7:50 10.1 8.8 4:00 0.172 7:20 0.609 0.316 0.316 0.07 3/3/2018 2:10 1.3 11:25 2.6 1.7 4:55 6.6 9:45 10.4 8.8 5:50 0.157 9:15 0.652 0.320 0.320 0.00 3/4/2018 5:25 1.3 21:35 2.7 1.7 5:15 6.8 11:45 10.2 8.7 5:15 0.156 11:45 0.667 0.315 0.315 0.12 3/5/2018 1:55 1.3 19:30 2.6 1.7 4:00 6.6 19:30 10.4 8.8 4:50 0.154 19:30 0.658 0.322 0.322 0.00 3/6/2018 3:40 1.3 20:35 2.6 1.7 3:40 6.7 20:35 10.4 8.8 3:40 0.154 20:35 0.677 0.317 0.317 0.00 3/7/2018 2:30 1.3 7:50 2.6 1.7 3:25 6.9 7:25 10.1 8.8 3:25 0.166 7:50 0.648 0.324 0.324 0.03 3/8/2018 4:25 1.3 21:55 2.5 1.7 4:25 6.8 6:50 10.1 8.7 4:25 0.155 21:55 0.602 0.319 0.319 0.37 3/9/2018 2:55 1.3 8:05 2.6 1.7 2:50 6.9 8:00 10.2 8.7 2:50 0.164 8:00 0.642 0.323 0.323 0.00 3/10/2018 4:25 1.3 10:25 2.6 1.7 5:20 6.6 10:30 10.1 8.7 5:20 0.155 10:25 0.654 0.319 0.319 0.00 3/11/2018 5:30 1.3 18:50 2.5 1.7 4:25 6.6 20:50 10.1 8.5 5:30 0.148 18:50 0.588 0.298 0.298 0.00 3/12/2018 4:25 1.2 20:25 2.4 1.7 2:25 6.6 20:50 10.0 8.6 2:25 0.150 20:25 0.584 0.302 0.302 0.00 3/13/2018 2:45 1.3 18:20 2.7 1.7 2:40 6.5 18:20 10.4 8.6 2:40 0.149 18:20 0.709 0.303 0.303 0.31 3/14/2018 3:50 1.3 21:45 2.5 1.7 2:00 6.4 7:25 10.2 8.5 3:50 0.148 7:25 0.583 0.297 0.297 0.04 3/15/2018 3:45 1.3 19:10 2.4 1.7 2:40 6.3 12:20 10.0 8.5 2:40 0.151 19:10 0.551 0.306 0.306 0.00 3/16/2018 2:50 1.3 6:45 2.5 1.7 2:30 6.5 7:45 9.9 8.5 2:50 0.147 6:45 0.574 0.300 0.300 0.00 3/17/2018 1:50 1.2 9:10 2.6 1.7 2:55 6.4 8:15 10.1 8.5 2:55 0.145 9:10 0.650 0.303 0.303 0.00 3/18/2018 4:45 1.3 20:25 2.7 1.7 4:35 6.5 17:45 10.0 8.5 4:35 0.149 20:25 0.652 0.300 0.300 0.00 3/19/2018 5:00 1.2 6:50 2.4 1.6 3:00 6.5 6:50 10.0 8.5 3:00 0.148 6:50 0.569 0.290 0.290 0.00 3/20/2018 4:50 1.3 19:10 2.5 1.6 2:40 6.6 6:45 10.3 8.6 2:40 0.150 19:10 0.630 0.294 0.294 0.00 3/21/2018 22:25 1.2 7:45 2.5 1.6 2:35 6.5 5:40 10.2 8.6 2:35 0.147 18:00 0.589 0.291 0.291 0.10 3/22/2018 2:35 1.3 19:15 2.6 1.7 2:40 6.4 7:35 10.2 8.7 2:30 0.148 19:15 0.659 0.312 0.312 0.48 3/23/2018 2:15 1.3 6:35 2.3 1.7 2:05 6.6 8:05 10.1 8.7 2:05 0.152 8:05 0.547 0.308 0.308 0.31 3/24/2018 3:20 1.3 9:35 2.6 1.7 2:25 6.7 9:40 9.9 8.6 3:20 0.156 9:35 0.631 0.307 0.307 0.28 3/25/2018 5:25 1.3 8:10 2.6 1.7 5:15 6.7 7:30 10.2 8.6 5:25 0.154 8:10 0.636 0.303 0.303 0.01 3/26/2018 2:45 1.3 18:20 2.8 1.7 2:45 6.6 20:30 10.3 8.7 2:45 0.150 18:20 0.698 0.308 0.308 0.17 3/27/2018 5:05 1.2 20:45 2.6 1.7 5:05 6.6 5:50 10.4 8.7 5:05 0.141 20:45 0.633 0.311 0.311 0.02 3/28/2018 0:45 1.3 19:40 2.6 1.7 2:45 6.7 19:40 10.2 8.7 2:45 0.153 19:40 0.640 0.311 0.311 0.01 3/29/2018 4:15 1.3 6:15 2.6 1.7 3:10 6.6 6:15 10.2 8.6 4:15 0.152 6:15 0.648 0.310 0.310 0.00 3/30/2018 3:20 1.3 20:55 2.4 1.7 3:30 6.5 8:05 9.9 8.5 2:25 0.152 8:05 0.571 0.303 0.303 0.00 3/31/2018 4:20 1.3 10:25 2.5 1.7 3:15 6.6 7:45 10.0 8.6 4:20 0.149 7:45 0.603 0.312 0.312 0.00 ReportAvg 1.7 8.6 0.309 ReportTotal 9.569 2.33 ADS Environmental Services Pipe Height: 8.00 REN_MH0537\mp1\DFINAL (inches) REN_MH0537\mp1\VFINAL (feet/sec) REN_MH0537\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 4/1/2018 4:00 1.3 8:40 2.7 1.7 4:15 6.5 8:15 9.9 8.6 4:15 0.150 8:40 0.673 0.318 0.318 0.10 4/2/2018 4:00 1.3 7:35 2.4 1.7 2:55 6.4 7:35 10.0 8.6 4:00 0.158 7:35 0.584 0.304 0.304 0.00 4/3/2018 3:50 1.3 18:15 2.4 1.7 2:30 6.4 19:15 10.0 8.5 3:50 0.155 18:15 0.582 0.300 0.300 0.00 4/4/2018 1:20 1.3 18:00 2.5 1.7 2:25 6.6 20:30 10.0 8.6 1:20 0.156 18:00 0.586 0.302 0.302 0.39 4/5/2018 4:05 1.3 6:40 2.5 1.7 2:55 6.5 6:40 10.0 8.5 4:05 0.160 6:40 0.591 0.298 0.298 0.25 4/6/2018 2:00 1.3 8:15 2.5 1.6 3:00 6.7 7:20 10.0 8.6 2:00 0.155 8:15 0.604 0.294 0.294 0.00 4/7/2018 1:40 1.2 10:10 2.7 1.7 1:40 6.8 10:40 10.0 8.8 1:40 0.147 10:10 0.645 0.320 0.320 0.88 4/8/2018 1:50 1.3 10:45 2.6 1.7 2:45 6.9 18:55 9.9 8.7 2:45 0.162 9:10 0.627 0.316 0.316 0.45 4/9/2018 2:50 1.3 18:50 2.5 1.7 2:45 6.8 18:50 10.2 8.7 2:45 0.161 18:50 0.616 0.311 0.311 0.00 4/10/2018 5:20 1.3 22:10 2.6 1.6 2:35 6.8 17:20 10.3 8.5 2:50 0.159 22:10 0.628 0.295 0.295 0.23 4/11/2018 5:05 1.3 19:10 2.5 1.7 2:25 6.7 6:50 10.2 8.7 2:25 0.158 19:10 0.609 0.311 0.311 0.31 4/12/2018 4:40 1.3 6:40 2.5 1.7 2:10 7.0 6:45 10.2 8.7 4:40 0.164 6:40 0.606 0.303 0.303 0.11 4/13/2018 4:15 1.3 14:45 2.6 1.7 1:40 6.8 14:45 10.2 8.8 1:45 0.166 14:45 0.651 0.311 0.311 0.51 4/14/2018 4:25 1.3 19:50 2.8 1.7 23:35 7.2 22:25 10.5 8.9 23:35 0.171 19:50 0.712 0.325 0.325 1.52 4/15/2018 18:40 1.4 14:00 2.7 1.7 18:40 7.8 21:30 10.4 9.0 18:40 0.213 21:30 0.688 0.330 0.330 0.21 4/16/2018 6:30 1.4 19:45 2.6 1.8 6:30 7.5 6:50 10.4 9.2 6:30 0.189 19:45 0.652 0.357 0.357 0.71 4/17/2018 19:40 1.3 6:05 2.7 1.8 19:40 7.0 6:45 10.4 9.1 19:40 0.162 6:45 0.700 0.341 0.341 0.01 4/18/2018 20:15 1.3 8:00 2.6 1.7 20:15 7.1 19:30 10.4 9.0 20:15 0.166 8:00 0.660 0.332 0.332 0.12 4/19/2018 20:45 1.3 6:30 2.5 1.7 20:45 7.2 6:30 10.5 9.0 20:45 0.173 6:30 0.652 0.330 0.330 0.00 4/20/2018 3:15 1.3 8:30 2.4 1.7 1:20 7.5 6:55 10.5 9.1 1:20 0.186 8:30 0.599 0.333 0.333 0.00 4/21/2018 12:00 1.2 8:20 2.5 1.7 12:00 6.7 7:05 10.4 9.0 12:00 0.146 8:20 0.635 0.322 0.322 0.05 4/22/2018 13:25 1.3 12:40 2.6 1.7 13:25 6.9 8:50 10.3 8.8 13:25 0.159 12:40 0.623 0.313 0.313 0.00 ReportAvg 1.7 8.8 0.317 ReportTotal 6.964 5.85 REN_MH1360 Located At: Intersection of Ferndale and 7th St (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 10.75” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did not surcharge during the monitoring period. The dry weather 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 upward ultrasonic sensor. 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 Raw Percentage Uptime Final Depth (in) 100% 98% Velocity (f/s) 100% 98% Quantity (mgd) 100% 98% 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 1.49 2.26 0.082 14% Maximum 5.28 5.41 1.013 49% Average 2.75 3.86 0.338 26% Latitude: 47.494057° Longitude:-122.183210° Pipe Condition: Single Good Manhole Pick / Vent Hole Manhole Condition: No Concrete 20'' NormalUnbolted 20'' 0 Downlooker Physical Offset (in)Measurement Confidence (in) 1.25'' Peak Velocity (fps) Silt (in) ~8' Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: Renton.Carollo.I&I.WA17 Medium Drive Site Access Details: Site Address /Location: Site Name Intersection of Ferndale Pl NE and NE 7th St 0 - 5 psi Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: 12.13.17 Upstream 0-5 FT Manhole MH1360 Other Map Flow Monitoring Site Report Temporary 10.75'' x 10.75'' REN_MH1360 Access Traffic TRITON+ System Characteristics Location Type Pipe ShapeLocated in roadway, at intersection. Requires traffic control. Sensors / Devices: 10.75'' x 10.75'' 0.25" Manhole / Pipe Information: Installation Type: Pressure Sensor Range (psi) Confirmation Time: Site Sketch Profile View or Photo Pipe Size (H x W) Topside / Area Photo Peak Combo (CS4), Smart Depth (CS5) Pipe Size (HxW) 9:20:00 AM Monitoring Location (Sensors): Depth of Flow (Wet DOF) (in)Range (Air DOF) (in) ~2.00'' Velocity Sensor Offset (in) 2.5 FPS Site Sketch Plan View or Photo Additional Site Info. / Comments: Site located in roadway. Traffic control required. Low, fast flow Good Antenna Location Communication Information: Active Drop Connections Air Quality: Communication Type Normal 22275.11.325 ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Manhole Cover Manhole Frame Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Concrete Wireless Pipe Material Additional Photos Flow Direction Monitoring Point Upstream Downstream Overflow Top Down Location Location ADS Environmental Services Pipe Height: 10.75 REN_MH1360\mp1\DFINAL (inches) REN_MH1360\mp1\VFINAL (feet/sec) REN_MH1360\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 12/22/2017 3:40 2.2 12:00 2.8 2.5 3:40 2.9 12:00 4.3 4.0 3:40 0.170 12:00 0.365 0.293 0.293 0.10 12/23/2017 4:45 2.1 12:35 2.9 2.4 2:50 2.9 9:45 4.3 3.9 2:50 0.167 12:35 0.391 0.274 0.274 0.00 12/24/2017 4:30 2.0 15:25 3.0 2.4 3:40 2.7 11:25 4.2 3.7 4:35 0.144 11:25 0.366 0.257 0.257 0.00 12/25/2017 5:05 1.9 14:30 2.8 2.3 4:40 2.6 14:30 4.1 3.6 5:15 0.131 14:30 0.340 0.234 0.234 0.14 12/26/2017 2:55 1.9 18:15 2.7 2.3 2:50 2.6 12:45 4.1 3.6 2:50 0.128 18:15 0.317 0.237 0.237 0.17 12/27/2017 4:15 1.9 20:20 2.7 2.3 3:55 2.5 18:20 4.0 3.5 3:55 0.120 20:20 0.308 0.223 0.223 0.00 12/28/2017 4:10 1.9 18:40 2.6 2.3 2:30 2.5 18:25 4.0 3.5 4:15 0.122 18:25 0.293 0.228 0.228 0.25 12/29/2017 0:40 2.2 15:15 4.9 3.9 0:35 3.0 15:00 5.1 4.5 0:35 0.190 15:05 0.924 0.635 0.635 1.57 12/30/2017 23:55 3.2 0:00 4.0 3.6 3:00 4.3 0:20 4.9 4.6 23:55 0.447 0:30 0.663 0.547 0.547 0.02 12/31/2017 5:20 2.8 10:45 3.4 3.1 5:50 3.7 14:15 4.7 4.3 5:50 0.316 11:55 0.525 0.423 0.423 0.00 ReportAvg 2.7 3.9 0.335 ReportTotal 3.351 2.25 ADS Environmental Services Pipe Height: 10.75 REN_MH1360\mp1\DFINAL (inches) REN_MH1360\mp1\VFINAL (feet/sec) REN_MH1360\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 1/1/2018 23:55 2.5 13:10 3.2 2.8 4:25 3.3 13:10 4.4 4.1 4:25 0.248 13:10 0.452 0.351 0.351 0.00 1/2/2018 3:35 2.3 19:30 2.9 2.6 2:20 3.3 21:55 4.3 4.0 3:55 0.214 19:30 0.383 0.307 0.307 0.01 1/3/2018 3:50 2.2 10:50 3.3 2.5 3:30 2.9 10:50 4.6 3.9 3:30 0.172 10:50 0.485 0.284 0.284 0.00 1/4/2018 2:55 2.1 11:40 3.8 2.5 3:20 2.7 11:40 4.9 3.8 3:20 0.153 11:40 0.630 0.285 0.285 0.09 1/5/2018 3:20 2.1 20:05 2.8 2.5 3:55 2.8 12:45 4.1 3.7 3:55 0.155 20:05 0.334 0.265 0.265 0.42 1/6/2018 3:00 2.3 11:55 3.2 2.8 4:00 2.9 10:15 4.3 3.9 4:00 0.181 11:55 0.442 0.329 0.329 0.24 1/7/2018 4:45 2.4 19:25 3.4 2.9 3:55 3.0 19:10 4.5 3.9 3:55 0.199 19:25 0.492 0.352 0.352 0.38 1/8/2018 4:10 2.7 19:15 3.3 3.0 4:00 3.3 20:15 4.4 4.1 4:00 0.267 19:10 0.445 0.380 0.380 0.14 1/9/2018 0:05 2.9 10:15 4.0 3.3 3:25 3.5 10:15 4.8 4.3 3:25 0.305 10:15 0.667 0.446 0.446 0.46 1/10/2018 10:50 2.8 14:10 3.8 3.1 3:25 3.7 14:10 4.7 4.2 3:25 0.319 14:10 0.596 0.414 0.414 0.22 1/11/2018 1:50 2.8 14:15 4.8 3.9 2:05 3.7 14:10 5.2 4.7 2:05 0.305 14:10 0.900 0.645 0.645 1.04 1/12/2018 23:55 3.6 0:00 4.2 3.9 23:35 4.6 7:30 5.0 4.8 23:50 0.562 7:50 0.716 0.640 0.640 0.20 1/13/2018 23:55 3.3 11:20 3.8 3.5 6:05 4.2 13:10 4.8 4.6 6:05 0.461 11:20 0.606 0.536 0.536 0.02 1/14/2018 5:00 3.0 10:50 3.6 3.2 5:05 3.8 11:30 4.7 4.4 5:05 0.348 10:35 0.558 0.453 0.453 0.00 1/15/2018 3:35 2.7 19:45 3.3 3.0 2:40 3.5 13:45 4.5 4.2 2:40 0.280 19:45 0.465 0.396 0.396 0.04 1/16/2018 4:25 2.5 19:10 3.2 2.9 2:45 3.6 9:45 4.4 4.1 2:45 0.276 20:35 0.435 0.364 0.364 0.26 1/17/2018 3:15 2.4 21:15 3.9 3.0 1:55 3.3 21:05 4.8 4.2 3:30 0.236 21:05 0.636 0.394 0.394 0.79 1/18/2018 2:35 3.3 7:05 4.1 3.8 2:20 4.1 10:30 4.9 4.7 2:20 0.438 7:00 0.687 0.595 0.595 0.40 1/19/2018 23:55 3.2 8:20 3.7 3.5 3:40 4.1 6:40 4.7 4.5 23:55 0.426 8:20 0.574 0.509 0.509 0.10 1/20/2018 3:05 3.0 11:05 3.5 3.2 6:00 3.8 11:10 4.6 4.3 6:00 0.347 11:10 0.535 0.448 0.448 0.10 1/21/2018 5:35 2.8 11:50 3.5 3.1 4:00 3.6 10:35 4.6 4.2 4:00 0.306 11:50 0.523 0.421 0.421 0.16 1/22/2018 1:45 2.7 7:40 3.4 3.1 3:10 3.5 19:00 4.5 4.2 3:10 0.285 7:40 0.501 0.415 0.415 0.34 1/23/2018 3:05 2.7 20:25 4.3 3.4 2:55 3.5 19:25 4.8 4.3 2:55 0.287 19:25 0.717 0.484 0.484 0.79 1/24/2018 4:15 3.9 20:50 4.7 4.3 3:30 4.3 21:50 4.8 4.6 3:30 0.576 20:25 0.830 0.700 0.700 0.51 1/25/2018 23:55 3.7 7:35 4.3 4.0 2:00 4.2 9:05 4.9 4.6 23:50 0.553 9:05 0.729 0.646 0.646 0.14 1/26/2018 3:55 3.4 18:55 3.9 3.7 4:55 4.1 17:15 4.7 4.5 4:55 0.444 19:35 0.628 0.559 0.559 0.36 1/27/2018 0:15 3.7 12:15 4.9 4.4 0:25 4.5 10:45 5.0 4.8 0:25 0.555 11:15 0.893 0.759 0.759 0.61 1/28/2018 23:55 3.6 11:45 4.3 3.9 4:25 4.4 10:30 4.8 4.6 23:55 0.542 11:45 0.723 0.631 0.631 0.07 1/29/2018 3:55 3.3 19:15 5.3 4.2 3:05 4.1 16:35 5.1 4.7 3:05 0.443 18:35 1.013 0.699 0.699 0.90 1/30/2018 23:55 3.7 0:00 4.6 4.2 23:40 4.6 5:30 4.9 4.7 23:45 0.573 0:00 0.808 0.693 0.693 0.00 1/31/2018 23:50 3.3 7:40 3.8 3.6 3:35 4.1 17:40 4.7 4.5 23:45 0.450 7:40 0.607 0.538 0.538 0.00 ReportAvg 3.4 4.3 0.482 ReportTotal 14.94 8.79 ADS Environmental Services Pipe Height: 10.75 REN_MH1360\mp1\DFINAL (inches) REN_MH1360\mp1\VFINAL (feet/sec) REN_MH1360\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 2/1/2018 3:15 3.0 21:40 4.1 3.4 3:50 3.8 21:45 4.8 4.4 3:50 0.357 21:45 0.687 0.490 0.490 0.66 2/2/2018 23:45 3.5 8:00 4.0 3.7 16:30 4.0 8:05 4.7 4.5 23:55 0.500 8:05 0.642 0.570 0.570 0.04 2/3/2018 3:30 3.1 20:25 3.9 3.6 5:40 4.0 10:05 4.6 4.3 5:40 0.402 19:55 0.588 0.513 0.513 0.31 2/4/2018 23:55 3.3 12:05 4.0 3.6 4:55 4.0 11:40 4.7 4.3 4:55 0.433 12:05 0.646 0.528 0.528 0.02 2/5/2018 3:15 3.0 19:00 3.6 3.3 3:10 3.5 10:10 4.4 4.1 3:10 0.330 19:05 0.522 0.440 0.440 0.04 2/6/2018 3:40 2.8 10:35 3.8 3.1 3:25 3.4 10:40 4.3 4.0 3:25 0.286 10:40 0.558 0.388 0.388 0.00 2/7/2018 3:10 2.6 21:05 3.3 2.9 3:15 3.2 20:10 4.2 3.8 3:15 0.246 20:55 0.433 0.343 0.343 0.00 2/8/2018 3:45 2.5 20:40 3.2 2.8 2:45 3.2 9:05 4.1 3.8 3:35 0.232 20:40 0.403 0.324 0.324 0.09 2/9/2018 4:05 2.4 10:15 3.0 2.7 3:20 3.1 18:20 4.0 3.6 3:20 0.214 7:35 0.364 0.301 0.301 0.01 2/10/2018 4:35 2.3 11:00 3.1 2.7 4:20 3.0 11:15 4.0 3.6 4:20 0.196 11:15 0.392 0.293 0.293 0.01 2/11/2018 5:00 2.3 12:05 3.1 2.7 5:15 2.9 11:45 4.0 3.6 5:15 0.186 11:50 0.386 0.293 0.293 0.00 2/12/2018 3:30 2.1 20:20 2.9 2.5 2:10 2.7 20:25 3.9 3.5 3:35 0.157 20:20 0.351 0.253 0.253 0.00 2/13/2018 2:30 2.0 19:40 2.8 2.5 3:10 2.7 18:25 3.9 3.5 2:30 0.145 21:20 0.326 0.247 0.247 0.17 2/14/2018 4:25 2.1 19:30 2.8 2.5 3:10 2.9 6:40 3.9 3.5 3:10 0.170 19:15 0.314 0.251 0.251 0.15 2/15/2018 2:20 2.0 21:05 2.8 2.4 2:55 2.7 17:00 3.9 3.5 2:55 0.142 19:00 0.321 0.239 0.239 0.00 2/16/2018 2:15 2.0 19:55 2.7 2.4 1:10 2.7 19:45 3.9 3.5 3:40 0.150 19:50 0.316 0.238 0.238 0.15 2/17/2018 3:00 2.0 10:55 3.1 2.6 3:10 2.6 10:30 4.1 3.6 3:10 0.138 10:30 0.397 0.272 0.272 0.32 2/18/2018 4:10 2.1 10:45 3.0 2.5 4:10 2.7 10:35 4.1 3.5 4:10 0.150 10:35 0.370 0.254 0.254 0.01 2/19/2018 3:45 2.0 19:20 2.9 2.4 3:45 2.5 11:05 3.9 3.5 3:45 0.129 19:20 0.337 0.240 0.240 0.00 2/20/2018 2:50 1.9 19:35 2.7 2.3 2:45 2.5 19:10 4.0 3.5 2:45 0.119 19:10 0.298 0.223 0.223 0.00 2/21/2018 3:35 1.9 20:30 2.6 2.3 3:55 2.4 7:00 3.9 3.4 3:55 0.114 20:30 0.289 0.219 0.219 0.00 2/22/2018 3:50 1.8 19:10 2.6 2.3 3:15 2.4 20:40 3.8 3.4 3:15 0.111 19:10 0.282 0.212 0.212 0.07 2/23/2018 2:15 1.8 17:45 2.5 2.2 4:05 2.5 17:40 3.8 3.4 4:05 0.110 17:40 0.271 0.208 0.208 0.01 2/24/2018 4:30 1.8 10:40 2.7 2.3 3:55 2.4 10:35 3.8 3.4 3:50 0.109 10:35 0.307 0.212 0.212 0.13 2/25/2018 3:55 1.8 11:25 2.7 2.3 4:40 2.5 9:50 3.9 3.4 4:40 0.114 10:20 0.315 0.226 0.226 0.11 2/26/2018 3:20 1.8 19:00 2.6 2.2 3:40 2.3 19:45 3.9 3.3 3:40 0.100 19:45 0.285 0.203 0.203 0.00 2/27/2018 3:15 1.7 19:50 2.6 2.2 2:25 2.3 18:10 3.9 3.3 2:25 0.099 19:50 0.294 0.204 0.204 0.19 2/28/2018 3:10 1.8 19:15 2.9 2.3 3:55 2.3 21:00 4.0 3.4 3:50 0.105 19:15 0.336 0.222 0.222 0.35 ReportAvg 2.7 3.7 0.300 ReportTotal 8.405 2.84 ADS Environmental Services Pipe Height: 10.75 REN_MH1360\mp1\DFINAL (inches) REN_MH1360\mp1\VFINAL (feet/sec) REN_MH1360\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 3/1/2018 4:10 1.9 21:10 2.7 2.4 2:35 2.6 20:45 4.0 3.5 2:35 0.130 20:45 0.314 0.234 0.234 0.01 3/2/2018 1:40 1.9 20:00 2.7 2.3 1:30 2.6 18:45 4.0 3.5 1:30 0.133 20:00 0.309 0.232 0.232 0.07 3/3/2018 3:55 1.9 10:40 2.8 2.3 2:25 2.6 10:40 4.1 3.5 3:20 0.128 10:40 0.341 0.231 0.231 0.00 3/4/2018 4:45 1.8 10:25 2.8 2.3 4:50 2.4 10:30 4.0 3.5 4:50 0.107 10:30 0.326 0.228 0.228 0.12 3/5/2018 4:05 1.8 21:15 2.6 2.2 2:50 2.4 21:40 3.9 3.4 2:50 0.110 21:15 0.284 0.214 0.214 0.00 3/6/2018 3:05 1.8 21:05 2.6 2.2 1:45 2.3 21:05 3.9 3.4 1:45 0.105 21:05 0.293 0.209 0.209 0.00 3/7/2018 3:15 1.8 19:15 2.6 2.2 4:00 2.4 7:35 3.9 3.4 4:00 0.108 19:50 0.285 0.207 0.207 0.03 3/8/2018 4:10 1.8 21:15 2.7 2.2 2:20 2.3 22:00 3.9 3.4 2:20 0.104 21:15 0.301 0.209 0.209 0.37 3/9/2018 3:35 1.8 7:40 2.5 2.2 2:45 2.5 19:00 3.9 3.5 2:45 0.117 7:40 0.281 0.214 0.214 0.00 3/10/2018 3:55 1.8 9:40 2.6 2.2 3:05 2.3 10:25 3.9 3.5 4:05 0.102 10:35 0.295 0.214 0.214 0.00 3/11/2018 4:45 1.7 11:50 2.6 2.2 3:15 2.3 18:45 4.0 3.4 4:45 0.099 11:30 0.295 0.215 0.215 0.00 3/12/2018 3:10 1.7 19:05 2.6 2.2 2:50 2.4 19:55 3.9 3.4 2:50 0.100 19:05 0.289 0.200 0.200 0.00 3/13/2018 2:20 1.7 18:55 2.7 2.2 2:05 2.3 17:35 3.9 3.4 2:05 0.097 20:10 0.297 0.201 0.201 0.31 3/14/2018 1:35 1.7 19:55 2.6 2.2 2:00 2.3 20:35 3.9 3.4 2:00 0.096 19:55 0.285 0.200 0.200 0.04 3/15/2018 1:30 1.7 19:45 2.5 2.1 1:30 2.4 19:45 3.9 3.4 1:30 0.100 19:45 0.279 0.200 0.200 0.00 3/16/2018 1:10 1.7 17:35 2.4 2.1 1:25 2.5 7:40 3.8 3.4 1:25 0.106 17:35 0.254 0.194 0.194 0.00 3/17/2018 3:10 1.7 11:05 2.7 2.2 3:00 2.5 10:50 3.8 3.3 3:00 0.104 11:05 0.295 0.198 0.198 0.00 3/18/2018 3:45 1.7 10:25 2.6 2.2 4:25 2.4 10:25 3.9 3.3 4:25 0.097 10:25 0.298 0.198 0.198 0.00 3/19/2018 0:25 1.7 19:25 2.5 2.1 23:50 2.5 20:25 3.8 3.4 23:50 0.110 19:25 0.273 0.192 0.192 0.00 3/20/2018 2:55 1.6 20:05 2.5 2.0 2:05 2.4 20:40 3.8 3.3 2:05 0.095 20:05 0.273 0.180 0.180 0.00 3/21/2018 3:05 1.6 13:00 2.7 2.1 3:45 2.4 9:55 4.0 3.4 1:20 0.093 13:00 0.324 0.191 0.191 0.10 3/22/2018 1:50 1.6 6:35 2.5 2.1 2:45 2.3 6:35 3.9 3.4 2:45 0.091 6:35 0.278 0.192 0.192 0.48 3/23/2018 2:55 1.7 17:55 2.5 2.2 3:15 2.5 9:20 4.0 3.5 3:15 0.099 9:40 0.288 0.207 0.207 0.31 3/24/2018 2:45 1.7 9:25 2.8 2.3 2:35 2.5 10:05 4.1 3.6 2:35 0.106 9:30 0.343 0.227 0.227 0.28 3/25/2018 4:20 1.7 9:25 2.8 2.3 2:40 2.5 9:30 4.1 3.6 2:40 0.110 9:25 0.341 0.229 0.229 0.01 3/26/2018 2:40 1.7 20:40 2.6 2.2 3:45 2.5 6:25 4.0 3.5 3:45 0.112 20:40 0.297 0.214 0.214 0.17 3/27/2018 3:15 1.7 19:45 2.5 2.2 3:30 2.6 18:25 4.0 3.5 3:30 0.110 21:00 0.287 0.209 0.209 0.02 3/28/2018 3:00 1.7 19:30 2.6 2.2 1:50 2.5 20:25 3.9 3.5 1:50 0.107 19:15 0.286 0.206 0.206 0.01 3/29/2018 3:05 1.7 19:55 2.6 2.1 3:10 2.4 18:10 4.0 3.4 3:10 0.098 19:55 0.280 0.197 0.197 0.00 3/30/2018 2:45 1.7 18:05 2.4 2.1 3:15 2.5 7:00 3.9 3.4 2:20 0.102 18:05 0.259 0.191 0.191 0.00 3/31/2018 2:55 1.6 11:15 2.7 2.1 2:55 2.3 11:15 3.9 3.4 2:55 0.090 11:15 0.306 0.200 0.200 0.00 ReportAvg 2.2 3.4 0.208 ReportTotal 6.433 2.33 ADS Environmental Services Pipe Height: 10.75 REN_MH1360\mp1\DFINAL (inches) REN_MH1360\mp1\VFINAL (feet/sec) REN_MH1360\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 4/1/2018 2:40 1.6 11:10 2.7 2.0 3:20 2.5 11:10 4.0 3.3 2:45 0.101 11:10 0.321 0.186 0.094 0.10 4/2/2018 -- 0.00 4/3/2018 -- 0.00 4/4/2018 23:50 1.6 20:15 2.7 2.2 23:55 2.7 18:50 4.0 3.5 23:55 0.104 20:15 0.304 0.206 0.171 0.39 4/5/2018 1:10 1.5 19:15 2.7 2.1 1:20 2.4 19:10 4.0 3.3 1:10 0.082 19:15 0.316 0.196 0.196 0.25 4/6/2018 3:05 1.6 6:50 2.6 2.1 3:05 2.6 6:50 3.9 3.4 3:05 0.093 6:50 0.291 0.199 0.199 0.00 4/7/2018 1:15 1.7 9:50 3.0 2.4 1:15 2.7 11:40 4.1 3.7 1:15 0.110 9:50 0.373 0.263 0.263 0.88 4/8/2018 2:45 2.0 11:00 3.1 2.7 2:25 2.6 17:35 4.6 3.9 2:25 0.141 10:25 0.415 0.307 0.307 0.45 4/9/2018 3:05 2.2 20:20 2.9 2.5 2:20 3.1 18:05 4.2 3.9 2:20 0.188 18:05 0.369 0.290 0.290 0.00 4/10/2018 3:15 2.0 20:25 2.9 2.5 1:30 3.0 20:30 4.3 3.9 1:55 0.168 20:30 0.375 0.276 0.276 0.23 4/11/2018 1:30 2.0 21:30 2.8 2.5 1:05 2.9 21:15 4.2 3.8 1:05 0.162 21:15 0.349 0.271 0.271 0.31 4/12/2018 2:10 2.1 19:45 2.8 2.5 2:20 3.0 11:55 4.4 3.8 2:20 0.166 11:55 0.352 0.273 0.273 0.11 4/13/2018 1:55 2.0 18:25 2.9 2.5 0:40 2.8 18:30 4.2 3.8 0:40 0.155 18:30 0.364 0.281 0.281 0.51 4/14/2018 2:35 2.5 23:45 4.8 3.6 3:50 3.4 19:40 5.1 4.4 3:50 0.253 22:30 0.894 0.550 0.550 1.52 4/15/2018 23:50 3.7 9:15 4.8 4.5 22:40 4.8 10:05 5.2 5.1 23:55 0.596 9:20 0.921 0.817 0.817 0.21 4/16/2018 3:45 3.5 18:15 4.4 4.0 3:20 4.6 18:55 5.4 5.0 3:20 0.539 18:15 0.844 0.678 0.678 0.71 4/17/2018 23:55 3.2 5:45 4.1 3.8 23:50 4.5 5:40 5.2 5.0 23:55 0.467 5:45 0.735 0.630 0.630 0.01 4/18/2018 23:55 2.9 6:40 3.6 3.3 3:05 4.1 6:50 4.9 4.6 23:55 0.374 6:50 0.574 0.487 0.487 0.12 4/19/2018 23:40 2.6 7:15 3.3 3.0 23:40 3.9 6:50 4.7 4.4 23:40 0.293 6:50 0.493 0.407 0.407 0.00 4/20/2018 23:55 2.5 6:50 3.1 2.8 2:05 3.6 7:25 4.5 4.2 2:05 0.270 6:50 0.431 0.353 0.353 0.00 4/21/2018 2:30 2.3 10:20 3.0 2.6 3:20 3.3 8:05 4.4 4.0 3:20 0.216 10:25 0.403 0.316 0.316 0.05 4/22/2018 23:50 2.2 9:05 3.1 2.6 4:40 3.1 9:10 4.3 3.9 4:05 0.189 9:10 0.409 0.302 0.302 0.00 ReportAvg 2.8 4.1 0.370 ReportTotal 7.160 5.85 REN_MH1763 Located At: 3000 SE 5th St (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 15” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did surcharge during the monitoring period. The dry weather 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 pressure sensor. 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 Raw Percentage Uptime Final Depth (in) 100% 98% Velocity (f/s) 100% 98% Quantity (mgd) 100% 98% 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 4.06 0.17 0.035 27% Maximum 17.41 0.95 0.749 100% Average 9.59 0.47 0.257 64% Latitude: 47.477311° Longitude:-122.179048° Site Sketch Plan View or Photo Additional Site Info. / Comments: Site located in roadway. Traffic control required. Moderate, slow flow Good Antenna Location Communication Information: Active Drop Connections Air Quality: Communication Type Normal 22275.11.325 ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Manhole Cover Manhole Frame Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Concrete Wireless Pipe Material Located in roadway, at intersection. Requires traffic control. Sensors / Devices: 15.00'' x 15.00'' 0.25" Manhole / Pipe Information: Installation Type: Pressure Sensor Range (psi) Confirmation Time: Site Sketch Profile View or Photo Pipe Size (H x W) Topside / Area Photo Peak Combo (CS4), Smart Depth (CS5) Pipe Size (HxW) 3:17:00 PM Monitoring Location (Sensors): Depth of Flow (Wet DOF) (in)Range (Air DOF) (in) ~8.00'' Velocity Sensor Offset (in) .3 FPS Temporary 15.00'' x 15.00'' REN_MH1763 Access Traffic TRITON+ System Characteristics Location Type Pipe Shape Renton.Carollo.I&I.WA17 Medium Drive Site Access Details: Site Address /Location: Site Name 3000 SE 5th St 0 - 5 psi Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: 12.13.17 Upstream 0-5 FT Manhole MH1763 Residential Map Flow Monitoring Site Report 0 Downlooker Physical Offset (in)Measurement Confidence (in) 1.25'' Peak Velocity (fps) Silt (in) ~8' Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: Pipe Condition: Single Good Manhole Pick / Vent Hole Manhole Condition: No Concrete 20'' NormalUnbolted 20'' ADS Environmental Services Pipe Height: 15.00 REN_MH1763\mp1\DFINAL (inches) REN_MH1763\mp1\VFINAL (feet/sec) REN_MH1763\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 12/22/2017 4:10 6.8 11:45 12.3 10.0 16:40 0.2 8:10 0.6 0.4 22:30 0.133 11:45 0.305 0.193 0.193 12/23/2017 23:55 8.6 11:10 12.8 10.0 8:35 0.2 22:55 0.6 0.3 8:35 0.115 22:55 0.285 0.185 0.185 12/24/2017 5:05 6.0 11:50 12.7 9.1 15:00 0.2 22:15 0.7 0.4 4:55 0.090 11:55 0.355 0.188 0.188 12/25/2017 5:40 5.5 10:55 11.6 8.5 14:10 0.3 6:15 0.7 0.5 6:40 0.120 11:05 0.388 0.233 0.233 12/26/2017 4:55 5.7 12:20 12.1 8.8 14:10 0.2 3:00 0.6 0.4 7:20 0.098 9:40 0.241 0.171 0.171 12/27/2017 5:20 5.7 11:40 11.4 8.6 10:00 0.2 8:00 0.6 0.4 3:20 0.090 21:40 0.255 0.177 0.177 12/28/2017 4:25 5.4 11:40 11.6 8.5 11:50 0.2 21:55 0.6 0.4 5:25 0.094 12:25 0.305 0.195 0.195 12/29/2017 3:20 7.8 11:30 17.4 13.4 7:30 0.4 14:05 0.8 0.6 3:25 0.201 14:05 0.656 0.398 0.398 12/30/2017 23:55 10.1 11:40 14.6 12.5 14:35 0.3 0:15 0.6 0.4 22:50 0.168 0:15 0.444 0.298 0.298 12/31/2017 5:30 8.1 11:45 13.5 11.0 14:45 0.3 9:05 0.6 0.4 7:20 0.185 12:55 0.330 0.251 0.251 ReportAvg 10.1 0.4 0.229 ReportTotal 2.290 ADS Environmental Services Pipe Height: 15.00 REN_MH1763\mp1\DFINAL (inches) REN_MH1763\mp1\VFINAL (feet/sec) REN_MH1763\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 1/1/2018 23:55 8.8 12:25 13.1 10.9 20:00 0.3 23:10 0.6 0.4 23:45 0.169 12:25 0.303 0.241 0.241 1/2/2018 4:50 6.5 9:35 11.5 9.2 13:05 0.3 6:25 0.6 0.5 3:55 0.132 20:25 0.336 0.229 0.229 1/3/2018 5:05 6.3 21:20 12.2 9.8 15:05 0.2 5:55 0.6 0.4 5:15 0.128 23:25 0.303 0.201 0.201 1/4/2018 23:55 8.2 8:10 11.7 10.0 0:45 0.2 20:45 0.7 0.4 0:45 0.115 20:45 0.344 0.244 0.244 1/5/2018 4:50 5.7 9:35 11.5 8.9 10:30 0.4 19:55 0.7 0.6 4:05 0.151 19:30 0.357 0.275 0.275 1/6/2018 4:40 7.1 10:25 12.9 9.9 7:45 0.5 21:55 0.7 0.6 4:35 0.227 10:15 0.463 0.321 0.321 1/7/2018 5:30 6.8 10:30 12.7 10.0 11:30 0.3 4:40 0.7 0.5 11:30 0.203 10:40 0.454 0.282 0.282 1/8/2018 4:25 7.6 9:30 12.3 10.0 10:35 0.3 0:55 0.6 0.5 3:55 0.168 8:05 0.331 0.253 0.253 1/9/2018 1:35 8.5 8:30 13.0 10.4 12:20 0.3 6:00 0.6 0.5 0:00 0.175 7:45 0.370 0.285 0.285 1/10/2018 4:35 7.4 21:45 13.0 10.5 19:00 0.4 6:25 0.7 0.5 3:15 0.173 7:55 0.362 0.283 0.283 1/11/2018 4:35 10.2 14:40 16.0 13.2 1:15 0.3 19:45 0.8 0.5 5:40 0.184 19:45 0.612 0.394 0.394 1/12/2018 4:50 10.1 21:10 13.5 12.2 23:20 0.5 9:40 0.8 0.7 23:20 0.330 9:40 0.547 0.455 0.455 1/13/2018 23:50 10.0 10:40 14.1 12.0 1:20 0.5 23:10 0.7 0.6 6:15 0.294 11:05 0.492 0.384 0.384 1/14/2018 5:35 8.0 12:20 13.7 11.1 18:05 0.4 10:00 0.8 0.6 6:20 0.276 11:20 0.501 0.376 0.376 1/15/2018 23:55 9.2 11:40 12.9 11.0 10:30 0.4 21:00 0.8 0.6 4:05 0.238 11:35 0.455 0.349 0.349 1/16/2018 4:30 7.4 21:45 12.6 10.6 12:40 0.4 6:10 0.7 0.6 4:00 0.234 8:30 0.428 0.337 0.337 1/17/2018 4:45 9.6 21:10 13.4 11.3 8:40 0.4 18:45 0.8 0.5 3:20 0.235 21:05 0.514 0.342 0.342 1/18/2018 3:20 9.4 21:05 14.3 12.4 16:05 0.4 0:05 0.7 0.6 3:00 0.294 20:55 0.527 0.416 0.416 1/19/2018 23:55 9.8 9:10 13.9 11.9 11:45 0.5 19:55 0.8 0.6 4:20 0.331 9:10 0.486 0.412 0.412 1/20/2018 5:40 8.0 10:40 13.4 10.3 7:25 0.5 16:50 0.8 0.7 5:25 0.297 12:40 0.523 0.405 0.405 1/21/2018 5:35 7.4 12:25 13.4 10.8 17:50 0.3 10:10 0.8 0.6 17:50 0.230 19:40 0.524 0.384 0.384 1/22/2018 23:55 9.4 8:10 13.3 11.3 12:45 0.3 1:05 0.6 0.4 23:35 0.167 7:10 0.412 0.271 0.271 1/23/2018 4:40 7.5 21:15 12.8 10.7 1:10 0.4 21:00 0.9 0.6 4:05 0.159 21:00 0.633 0.381 0.381 1/24/2018 5:00 10.0 20:30 15.0 12.7 13:35 0.5 20:50 0.8 0.7 13:35 0.354 20:50 0.655 0.493 0.493 1/25/2018 23:55 10.2 8:10 14.2 12.5 8:25 0.5 21:45 0.9 0.7 5:10 0.398 8:05 0.592 0.486 0.486 1/26/2018 4:15 8.3 20:55 13.6 11.4 23:00 0.5 9:10 0.8 0.7 4:35 0.319 20:15 0.550 0.438 0.438 1/27/2018 23:55 11.1 11:15 15.8 13.5 22:35 0.4 12:40 0.9 0.7 22:35 0.294 12:40 0.675 0.525 0.525 1/28/2018 6:05 9.3 12:10 14.4 12.1 23:15 0.4 9:10 0.8 0.7 23:15 0.296 12:00 0.608 0.461 0.461 1/29/2018 4:30 10.5 15:40 15.2 12.8 10:05 0.4 18:30 0.9 0.6 1:45 0.297 18:30 0.749 0.467 0.467 1/30/2018 4:25 9.6 20:45 13.9 12.1 5:25 0.6 20:45 0.7 0.7 4:40 0.320 20:45 0.548 0.459 0.459 1/31/2018 23:55 9.6 8:20 13.6 11.6 23:40 0.7 8:20 0.7 0.7 23:40 0.351 8:20 0.528 0.438 0.438 ReportAvg 11.2 0.6 0.364 ReportTotal 11.29 ADS Environmental Services Pipe Height: 15.00 REN_MH1763\mp1\DFINAL (inches) REN_MH1763\mp1\VFINAL (feet/sec) REN_MH1763\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 2/1/2018 4:05 7.6 8:30 12.7 10.3 7:15 0.6 4:05 0.7 0.7 4:05 0.280 8:30 0.459 0.376 0.376 2/2/2018 3:50 8.9 11:15 12.8 10.9 16:00 0.6 0:00 0.6 0.6 3:50 0.310 11:15 0.426 0.369 0.369 2/3/2018 5:20 8.1 10:55 13.5 10.6 9:00 0.6 5:20 0.6 0.6 5:20 0.281 10:55 0.467 0.359 0.359 2/4/2018 4:55 8.3 10:45 13.8 10.8 12:15 0.6 4:55 0.6 0.6 4:55 0.288 10:45 0.484 0.366 0.366 2/5/2018 4:05 7.7 20:15 13.1 10.9 18:25 0.6 4:05 0.6 0.6 4:05 0.267 20:15 0.442 0.369 0.369 2/6/2018 15:30 8.9 0:00 11.6 9.9 6:20 0.6 15:30 0.6 0.6 17:55 0.301 7:20 0.394 0.338 0.338 2/7/2018 4:15 6.9 8:55 12.0 9.3 8:25 0.6 4:55 0.7 0.6 3:15 0.229 8:55 0.401 0.317 0.317 2/8/2018 4:15 6.4 9:00 12.2 9.2 13:05 0.5 7:15 0.8 0.6 4:15 0.212 9:00 0.439 0.316 0.316 2/9/2018 4:45 6.5 19:20 11.8 9.8 22:45 0.3 6:10 0.8 0.5 16:55 0.177 8:15 0.368 0.271 0.271 2/10/2018 23:55 8.1 0:00 11.0 9.3 6:05 0.2 22:10 0.6 0.4 6:05 0.096 13:35 0.316 0.214 0.214 2/11/2018 5:00 5.8 11:35 12.4 8.9 16:40 0.2 21:35 0.6 0.5 16:40 0.108 21:35 0.341 0.222 0.222 2/12/2018 4:40 5.5 9:25 11.2 8.5 12:45 0.3 6:55 0.6 0.4 2:55 0.086 21:25 0.276 0.189 0.189 2/13/2018 3:45 5.4 8:25 11.2 8.3 11:30 0.3 23:40 0.8 0.5 3:55 0.092 23:40 0.352 0.204 0.204 2/14/2018 5:05 5.6 8:20 11.4 8.5 11:15 0.2 22:45 0.7 0.4 3:55 0.100 22:45 0.336 0.199 0.199 2/15/2018 4:40 5.3 8:30 11.4 8.2 17:30 0.2 23:25 0.6 0.4 17:30 0.091 8:50 0.279 0.177 0.177 2/16/2018 3:40 5.4 8:25 11.3 9.3 11:25 0.3 5:30 0.6 0.4 2:50 0.119 8:35 0.294 0.219 0.219 2/17/2018 5:10 8.2 10:55 12.7 9.6 16:05 0.4 19:55 0.7 0.5 16:50 0.185 18:30 0.341 0.256 0.256 2/18/2018 5:55 6.1 11:20 12.5 9.1 18:35 0.3 0:00 0.6 0.5 5:35 0.124 12:50 0.403 0.235 0.235 2/19/2018 4:30 5.9 11:40 11.9 8.6 20:00 0.2 5:00 0.6 0.4 2:50 0.083 11:20 0.308 0.174 0.174 2/20/2018 4:40 5.5 10:10 11.8 8.4 0:10 0.2 5:55 0.6 0.4 0:10 0.074 10:15 0.359 0.197 0.197 2/21/2018 4:00 5.3 9:40 10.8 8.2 12:45 0.2 18:00 0.6 0.5 3:50 0.102 21:00 0.278 0.195 0.195 2/22/2018 4:10 5.2 11:40 10.9 8.1 13:35 0.2 0:40 0.6 0.4 3:25 0.087 20:45 0.274 0.193 0.193 2/23/2018 4:10 5.2 10:10 10.9 8.0 10:40 0.3 0:35 0.5 0.4 5:20 0.078 11:25 0.281 0.156 0.156 2/24/2018 4:35 5.3 11:00 11.9 8.3 20:35 0.3 9:50 0.4 0.4 4:05 0.077 11:00 0.246 0.160 0.160 2/25/2018 5:25 5.4 10:50 12.1 8.6 2:05 0.3 5:50 0.4 0.3 5:25 0.091 10:50 0.220 0.164 0.164 2/26/2018 4:35 5.3 21:10 11.6 9.2 21:00 0.3 0:55 0.4 0.3 4:35 0.090 21:10 0.211 0.170 0.170 2/27/2018 15:55 7.2 0:00 10.0 8.4 15:20 0.3 18:05 0.6 0.4 16:00 0.118 20:55 0.264 0.174 0.174 2/28/2018 3:45 5.3 8:30 11.1 8.2 3:15 0.3 19:50 0.5 0.4 3:15 0.071 9:45 0.249 0.156 0.156 ReportAvg 9.1 0.5 0.240 ReportTotal 6.734 ADS Environmental Services Pipe Height: 15.00 REN_MH1763\mp1\DFINAL (inches) REN_MH1763\mp1\VFINAL (feet/sec) REN_MH1763\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 3/1/2018 3:45 5.9 8:10 11.7 8.5 11:20 0.3 21:40 0.6 0.4 4:20 0.095 21:40 0.334 0.201 0.201 3/2/2018 4:25 5.7 8:55 11.6 8.4 7:30 0.3 19:40 0.7 0.5 3:55 0.087 19:40 0.336 0.223 0.223 3/3/2018 5:05 5.4 10:45 12.3 8.5 22:35 0.2 3:35 0.6 0.4 22:35 0.095 11:35 0.342 0.178 0.178 3/4/2018 5:15 4.6 10:50 11.5 8.1 2:45 0.2 10:50 0.5 0.4 5:15 0.047 10:50 0.308 0.182 0.182 3/5/2018 4:10 4.7 9:15 10.6 7.7 4:10 0.2 9:15 0.5 0.4 4:10 0.051 9:15 0.277 0.169 0.169 3/6/2018 4:00 4.6 8:40 10.7 7.5 4:00 0.2 8:40 0.5 0.4 4:00 0.046 8:40 0.280 0.163 0.163 3/7/2018 4:20 4.6 8:20 10.8 7.6 4:20 0.2 8:20 0.5 0.4 4:20 0.047 8:20 0.281 0.164 0.164 3/8/2018 4:15 4.6 8:35 11.0 7.6 4:15 0.2 19:40 0.5 0.4 4:15 0.046 8:35 0.290 0.161 0.161 3/9/2018 4:40 5.0 11:40 10.2 7.7 1:55 0.2 20:50 0.5 0.4 2:00 0.061 13:05 0.261 0.168 0.168 3/10/2018 5:25 4.7 9:40 11.1 7.8 7:25 0.2 0:35 0.5 0.4 4:25 0.069 9:35 0.292 0.173 0.173 3/11/2018 4:15 4.8 9:30 10.8 8.0 4:15 0.3 9:30 0.5 0.4 4:15 0.056 9:30 0.284 0.180 0.180 3/12/2018 3:55 4.7 8:25 10.6 7.6 2:25 0.2 21:15 0.5 0.4 3:55 0.050 8:25 0.275 0.165 0.165 3/13/2018 3:30 4.7 8:25 10.4 7.6 3:30 0.2 8:25 0.5 0.4 3:30 0.052 8:25 0.271 0.168 0.168 3/14/2018 4:55 4.7 7:55 10.6 7.6 4:55 0.2 21:05 0.6 0.4 4:55 0.051 21:05 0.274 0.167 0.167 3/15/2018 3:45 4.4 7:50 10.7 7.3 8:50 0.3 19:00 0.6 0.5 3:50 0.075 19:00 0.276 0.174 0.174 3/16/2018 3:25 4.3 8:15 10.8 7.2 9:25 0.3 23:00 0.6 0.5 3:00 0.074 21:45 0.251 0.168 0.168 3/17/2018 4:35 4.1 9:00 10.2 7.4 5:25 0.3 11:05 0.7 0.5 2:20 0.075 11:05 0.344 0.184 0.184 3/18/2018 1:40 4.9 0:20 6.3 5.7 1:30 0.4 1:25 0.6 0.5 1:30 0.103 0:00 0.159 0.131 0.010 3/19/2018 -- 3/20/2018 23:55 5.9 9:35 9.6 7.8 11:10 0.2 7:10 0.7 0.4 23:55 0.093 7:15 0.273 0.173 0.125 3/21/2018 3:45 4.1 7:40 10.5 7.2 9:30 0.2 19:05 0.6 0.4 3:10 0.051 19:40 0.240 0.147 0.147 3/22/2018 2:55 4.3 8:15 10.8 7.5 3:00 0.2 19:25 0.5 0.4 3:00 0.035 7:55 0.275 0.153 0.153 3/23/2018 3:00 4.5 9:40 10.7 7.7 1:50 0.3 5:10 0.5 0.4 1:50 0.067 9:40 0.251 0.160 0.160 3/24/2018 3:50 5.2 8:50 11.4 8.4 17:35 0.2 3:55 0.6 0.4 2:05 0.095 8:40 0.243 0.161 0.161 3/25/2018 4:15 5.3 8:45 11.1 8.4 5:40 0.2 21:40 0.6 0.4 4:30 0.076 21:40 0.286 0.170 0.170 3/26/2018 3:20 5.0 8:25 10.7 7.9 20:35 0.3 6:15 0.7 0.5 2:50 0.084 6:55 0.286 0.190 0.190 3/27/2018 3:05 4.9 7:40 11.1 7.8 0:45 0.2 7:40 0.5 0.4 3:05 0.058 7:40 0.292 0.174 0.174 3/28/2018 2:35 4.9 7:45 11.0 7.8 2:35 0.3 18:40 0.5 0.4 2:35 0.057 7:25 0.269 0.165 0.165 3/29/2018 3:10 4.8 7:35 10.9 7.7 0:10 0.2 19:15 0.5 0.4 3:00 0.052 20:40 0.265 0.149 0.149 3/30/2018 3:45 4.6 8:20 11.2 7.8 4:15 0.2 21:10 0.5 0.4 4:15 0.047 8:05 0.290 0.170 0.170 3/31/2018 3:35 4.8 8:45 10.5 8.0 5:45 0.2 0:00 0.4 0.3 4:25 0.043 9:00 0.217 0.147 0.147 ReportAvg 7.8 0.4 0.170 ReportTotal 4.909 ADS Environmental Services Pipe Height: 15.00 REN_MH1763\mp1\DFINAL (inches) REN_MH1763\mp1\VFINAL (feet/sec) REN_MH1763\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 4/1/2018 4:30 4.6 9:00 11.1 8.0 5:15 0.2 20:25 0.5 0.4 4:30 0.046 9:00 0.294 0.176 0.176 4/2/2018 3:05 4.5 8:35 10.6 7.5 3:05 0.2 8:35 0.5 0.4 3:05 0.044 8:35 0.275 0.162 0.162 4/3/2018 4:00 4.5 8:05 10.8 7.4 4:00 0.2 7:05 0.5 0.4 4:00 0.045 7:40 0.285 0.157 0.157 4/4/2018 2:55 4.4 7:30 10.8 7.6 2:55 0.2 7:30 0.5 0.4 2:55 0.041 7:30 0.282 0.167 0.167 4/5/2018 3:20 4.6 7:30 10.8 7.6 3:20 0.2 7:30 0.5 0.4 3:20 0.048 7:30 0.284 0.167 0.167 4/6/2018 3:25 4.8 8:10 11.2 9.1 3:25 0.3 8:10 0.5 0.4 3:25 0.056 8:10 0.297 0.221 0.221 4/7/2018 3:15 7.5 10:40 13.5 10.9 3:15 0.4 10:40 0.5 0.5 3:15 0.165 10:40 0.400 0.290 0.290 4/8/2018 6:25 8.1 10:30 12.1 10.0 6:25 0.4 10:30 0.5 0.5 6:25 0.188 10:30 0.329 0.257 0.257 4/9/2018 3:20 6.9 9:25 11.7 9.2 3:20 0.4 9:25 0.5 0.4 3:20 0.140 9:25 0.316 0.224 0.224 4/10/2018 3:15 6.3 8:30 12.2 9.1 1:10 0.3 20:05 0.5 0.4 1:10 0.125 8:40 0.332 0.217 0.217 4/11/2018 3:30 6.2 8:30 11.5 9.0 3:30 0.4 17:35 0.5 0.4 3:30 0.111 8:30 0.307 0.210 0.210 4/12/2018 3:15 6.7 20:55 12.1 10.3 3:20 0.4 5:15 0.5 0.4 3:20 0.130 20:55 0.332 0.261 0.261 4/13/2018 2:55 9.2 19:55 12.1 11.0 14:15 0.4 0:20 0.5 0.5 2:55 0.227 19:55 0.332 0.292 0.292 4/14/2018 3:50 10.2 21:30 15.9 13.5 0:10 0.4 21:30 0.7 0.6 3:50 0.264 21:30 0.580 0.426 0.426 4/15/2018 23:55 10.5 0:00 15.0 13.1 21:15 0.3 0:00 0.6 0.5 6:15 0.216 0:00 0.501 0.335 0.335 4/16/2018 3:40 9.0 21:25 14.7 12.0 1:40 0.4 21:25 0.6 0.5 4:15 0.220 21:25 0.484 0.333 0.333 4/17/2018 23:55 11.7 20:40 14.4 13.1 7:40 0.4 20:40 0.6 0.5 23:45 0.300 20:40 0.462 0.373 0.373 4/18/2018 3:15 10.7 7:10 13.6 12.2 6:30 0.3 8:35 0.5 0.4 6:30 0.226 7:45 0.399 0.309 0.309 4/19/2018 23:55 8.2 7:05 13.0 11.2 21:25 0.4 7:05 0.5 0.4 23:50 0.168 7:05 0.374 0.284 0.284 4/20/2018 2:05 7.1 7:40 12.5 10.6 8:00 0.3 11:15 0.5 0.4 2:05 0.148 7:15 0.346 0.259 0.259 4/21/2018 6:10 7.7 0:00 10.7 9.4 16:30 0.4 12:50 0.6 0.5 5:50 0.176 12:50 0.345 0.246 0.246 4/22/2018 3:40 6.2 8:50 11.5 9.1 2:55 0.3 20:10 0.6 0.4 3:40 0.111 20:10 0.320 0.223 0.223 ReportAvg 10.1 0.4 0.254 ReportTotal 5.588 REN_MH2116 Located At: Shattuck Ave and Tobin St (see attached site report for details) Monitoring Period: January 17, 2018 – April 22, 2018 Pipe Dimensions: 14.38” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did surcharge during the monitoring period. The dry weather 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 upward ultrasonic sensor. Site Data Uptime: The data uptime achieved during the monitoring period is provided in the table below. This location was installed on January 17, 2018 after the official monitoring period had begun as directed by the client. 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 Raw Percentage Uptime 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 3.57 2.15 0.309 25% Maximum 20.21 3.36 2.248 100% Average 6.09 2.86 0.844 42% Latitude: 47.483765° Longitude:-122.211201° REN_MH2116 TRITON+ System Characteristics Location Type Pipe ShapeSite located in middile of street in front of school Renton.Carollo.I&I.WA17 LightDrive Site Access Details: Site Address /Location: Site Name Shattuck Ave S and S Tobin St Flow Monitoring Site Report Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: Pipe Size (H x W) Topside / Area Photo Wednesday, January 17, 2018 Access Temporary 14.38 X 14.50 Traffic MH2116 Residential / Commercial Map Installation Type: Monitoring Location (Sensors): Peak Combo (CS4), Smart Depth (CS5) Pipe Size (HxW) 0.00'' CS5 Physical Offset (in)Measurement Confidence (in) 1.38" Peak Velocity (fps) Silt (in) 2:11:00 PM 14.38 X 14.50Site Sketch Profile View or Photo Straight, Some Ripples 0 - 5 psi Depth of Flow (Wet DOF) (in) 6.50'' Velocity Sensor Offset (in) 3.36 Downstream 0-5 FT Manhole Sensors / Devices: Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: 0'' Sanitary Sewer Overflow 0.25" Manhole / Pipe Information: Pressure Sensor Range (psi) Confirmation Time: 20''20'' Manhole Cover Manhole Frame Pipe Condition: Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration PVC Good 15' Manhole Condition: 22275.11.325 Additional Site Info. / Comments: ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Wireless Pipe Material Antenna Location Communication Information: Manhole Pick / Vent Hole No Vitrified Clay Pipe NormalUnbolted Fair Active Connections Renton traffic control required. Air Quality: Communication Type Normal Additional Photos Flow Direction Monitoring Point Google Map KEY Top Down Location Inlet Outlet Location Map ADS Environmental Services Pipe Height: 14.38 REN_MH2116\mp1\DFINAL (inches) REN_MH2116\mp1\VFINAL (feet/sec) REN_MH2116\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 1/1/2018 -- 1/2/2018 -- 1/3/2018 -- 1/4/2018 -- 1/5/2018 -- 1/6/2018 -- 1/7/2018 -- 1/8/2018 -- 1/9/2018 -- 1/10/2018 -- 1/11/2018 -- 1/12/2018 -- 1/13/2018 -- 1/14/2018 -- 1/15/2018 -- 1/16/2018 -- 1/17/2018 15:35 6.4 18:35 13.8 9.0 16:45 2.4 15:10 2.8 2.6 15:55 0.866 18:30 1.870 1.251 0.469 1/18/2018 1:45 6.7 5:30 11.9 8.6 6:25 2.6 2:10 2.9 2.7 1:45 0.904 5:30 1.748 1.233 1.233 1/19/2018 3:55 6.8 8:10 8.7 7.6 11:50 2.6 16:05 3.0 2.8 23:30 0.943 8:10 1.314 1.085 1.085 1/20/2018 6:00 6.4 12:05 8.5 7.2 12:15 2.5 9:40 2.9 2.8 6:05 0.893 13:00 1.292 1.022 1.022 1/21/2018 4:20 6.1 17:00 10.6 7.1 19:25 2.6 7:25 3.0 2.8 6:25 0.832 16:55 1.573 1.004 1.004 1/22/2018 1:45 6.2 6:25 9.3 7.3 13:50 2.5 4:40 3.1 2.7 23:45 0.852 6:05 1.328 1.022 1.022 1/23/2018 3:55 6.0 16:00 12.3 8.2 19:15 2.4 6:00 3.0 2.7 3:00 0.795 16:00 1.771 1.169 1.169 1/24/2018 4:15 8.1 18:30 13.6 9.7 13:25 2.5 5:50 2.8 2.7 5:30 1.147 18:30 1.937 1.410 1.410 1/25/2018 23:25 7.8 11:55 10.3 8.8 7:45 2.6 20:05 2.9 2.7 23:40 1.098 11:55 1.526 1.278 1.278 1/26/2018 1:40 7.2 12:30 10.0 8.3 23:10 2.5 8:40 2.9 2.7 6:10 0.950 11:00 1.502 1.196 1.196 1/27/2018 23:00 8.2 10:55 13.5 9.8 14:55 2.5 21:30 2.8 2.7 23:05 1.177 10:55 1.947 1.445 1.445 1/28/2018 23:40 7.5 11:40 9.9 8.5 12:35 2.5 2:55 2.8 2.7 4:50 1.027 9:05 1.460 1.218 1.218 1/29/2018 2:15 6.9 16:40 20.2 10.3 9:35 2.3 16:35 3.1 2.7 4:20 0.952 16:35 2.248 1.435 1.435 1/30/2018 23:55 7.8 0:00 10.7 9.1 20:05 2.5 21:05 2.8 2.7 23:20 1.078 0:00 1.571 1.318 1.318 1/31/2018 23:45 6.9 20:15 9.2 7.9 17:45 2.5 8:40 2.8 2.7 23:45 0.951 20:15 1.348 1.115 1.115 ReportAvg 8.5 2.7 1.212 ReportTotal 17.42 ADS Environmental Services Pipe Height: 14.38 REN_MH2116\mp1\DFINAL (inches) REN_MH2116\mp1\VFINAL (feet/sec) REN_MH2116\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 2/1/2018 3:15 6.4 21:45 13.0 8.2 22:50 2.4 3:00 2.9 2.7 5:25 0.878 21:45 1.801 1.149 1.149 2/2/2018 23:55 7.2 8:40 9.8 8.4 20:50 2.4 15:30 2.8 2.6 23:55 0.965 11:10 1.406 1.165 1.165 2/3/2018 4:40 6.6 18:55 9.7 8.0 22:55 2.4 0:50 2.8 2.6 2:55 0.879 18:55 1.376 1.101 1.101 2/4/2018 3:20 6.7 13:20 9.7 7.9 11:55 2.4 2:30 2.7 2.6 3:50 0.881 13:20 1.359 1.069 1.069 2/5/2018 3:55 6.2 14:45 8.6 7.3 10:45 2.3 4:10 2.8 2.6 3:10 0.800 14:45 1.196 0.968 0.968 2/6/2018 3:30 5.9 18:45 8.4 6.9 18:25 2.5 4:20 2.8 2.7 3:55 0.772 12:15 1.173 0.934 0.934 2/7/2018 4:20 5.7 13:15 8.0 6.7 14:50 2.4 4:25 3.0 2.7 3:05 0.738 14:15 1.103 0.894 0.894 2/8/2018 3:30 5.6 18:15 7.9 6.5 18:15 2.4 4:05 2.9 2.7 2:30 0.699 8:10 1.140 0.864 0.864 2/9/2018 3:40 5.4 11:15 7.9 6.3 19:10 2.5 0:45 2.9 2.7 3:40 0.687 11:15 1.120 0.833 0.833 2/10/2018 4:25 5.3 13:30 8.0 6.3 11:10 2.4 5:15 3.1 2.7 4:15 0.658 14:35 1.117 0.836 0.836 2/11/2018 4:50 5.5 13:40 8.1 6.4 11:25 2.4 0:55 3.0 2.7 5:10 0.666 13:40 1.120 0.849 0.849 2/12/2018 2:20 5.2 19:30 7.5 6.0 13:35 2.6 23:05 3.1 2.8 2:15 0.646 14:00 1.110 0.822 0.822 2/13/2018 3:55 5.0 23:25 7.9 5.9 18:00 2.6 7:20 3.1 2.8 3:55 0.585 23:25 1.152 0.816 0.816 2/14/2018 4:40 5.2 17:20 7.7 6.1 19:10 2.6 9:45 3.2 2.9 3:55 0.653 17:20 1.129 0.864 0.864 2/15/2018 3:05 5.0 11:15 7.1 5.7 9:30 2.6 21:25 3.2 2.9 3:10 0.620 11:10 1.034 0.783 0.783 2/16/2018 1:45 4.7 9:30 7.1 5.7 8:35 2.7 23:45 3.2 2.9 1:40 0.580 9:30 1.066 0.801 0.801 2/17/2018 4:00 4.7 9:05 9.6 6.6 10:55 2.5 5:00 3.2 2.9 3:25 0.593 9:05 1.468 0.934 0.934 2/18/2018 5:40 5.0 12:00 7.8 6.0 14:05 2.6 23:45 3.2 3.0 4:25 0.669 13:00 1.177 0.863 0.863 2/19/2018 4:40 4.7 11:30 7.1 5.7 2:05 2.8 7:50 3.3 3.0 5:20 0.589 12:35 1.080 0.810 0.810 2/20/2018 4:00 4.6 13:10 7.5 5.4 13:15 2.7 15:30 3.2 3.0 2:40 0.567 13:10 1.151 0.762 0.762 2/21/2018 2:00 4.5 20:15 6.4 5.2 2:45 2.7 23:50 3.2 3.0 2:45 0.548 20:10 0.963 0.719 0.719 2/22/2018 3:30 4.5 12:35 6.7 5.3 4:55 2.7 17:05 3.2 3.0 4:55 0.539 12:30 0.995 0.725 0.725 2/23/2018 3:05 4.6 13:30 6.2 5.0 3:05 2.5 13:30 3.3 3.0 3:05 0.501 13:30 0.989 0.686 0.686 2/24/2018 4:45 4.4 11:40 6.6 5.2 7:25 2.8 20:10 3.3 3.0 4:15 0.557 11:40 1.003 0.730 0.730 2/25/2018 4:30 4.5 11:25 6.9 5.4 4:35 2.8 20:00 3.2 3.0 4:35 0.561 14:30 1.073 0.777 0.777 2/26/2018 3:50 4.4 16:35 6.5 5.0 3:30 2.8 9:10 3.3 3.0 3:30 0.536 16:30 1.021 0.702 0.702 2/27/2018 3:20 4.2 20:20 6.7 5.0 3:00 2.7 10:55 3.3 3.0 3:15 0.500 20:15 0.980 0.682 0.682 2/28/2018 4:00 4.3 19:10 7.4 5.3 1:10 2.8 9:40 3.3 3.0 3:55 0.525 19:10 1.154 0.738 0.738 ReportAvg 6.2 2.8 0.853 ReportTotal 23.88 ADS Environmental Services Pipe Height: 14.38 REN_MH2116\mp1\DFINAL (inches) REN_MH2116\mp1\VFINAL (feet/sec) REN_MH2116\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 3/1/2018 3:40 4.5 13:50 6.3 5.1 1:10 2.8 19:50 3.3 3.0 3:10 0.563 13:50 0.973 0.722 0.722 3/2/2018 1:15 4.5 9:00 6.5 5.2 2:50 2.8 7:50 3.2 3.1 1:10 0.569 9:00 1.019 0.741 0.741 3/3/2018 3:05 4.4 10:40 6.4 5.0 4:10 2.7 13:45 3.2 3.0 4:10 0.524 10:40 0.960 0.695 0.695 3/4/2018 4:20 4.2 16:15 7.2 5.0 4:10 2.5 9:55 3.2 2.9 4:15 0.440 16:10 1.115 0.684 0.684 3/5/2018 3:55 4.1 12:00 5.8 4.8 3:30 2.6 19:30 3.3 2.9 3:55 0.460 8:40 0.882 0.640 0.640 3/6/2018 3:30 3.9 19:00 5.7 4.6 3:35 2.5 16:55 3.2 2.9 3:35 0.401 20:55 0.839 0.597 0.597 3/7/2018 3:30 3.9 9:35 5.5 4.6 1:10 2.5 17:30 3.3 2.9 4:15 0.406 9:35 0.784 0.582 0.582 3/8/2018 4:15 3.8 21:15 8.9 4.9 2:55 2.4 12:40 3.2 2.9 2:55 0.389 21:15 1.393 0.650 0.650 3/9/2018 3:25 4.2 9:05 5.9 4.7 2:15 2.5 11:15 3.3 2.9 2:15 0.459 9:05 0.869 0.626 0.626 3/10/2018 4:00 3.8 10:45 6.0 4.6 5:00 2.4 12:15 3.2 2.9 5:15 0.389 12:15 0.911 0.596 0.596 3/11/2018 3:50 3.7 10:50 6.0 4.6 4:15 2.4 14:45 3.3 2.9 3:50 0.371 10:50 0.903 0.591 0.591 3/12/2018 2:25 3.7 10:15 5.6 4.4 3:30 2.3 14:15 3.2 2.8 3:30 0.346 10:15 0.824 0.554 0.554 3/13/2018 2:50 3.7 18:55 7.0 4.7 1:00 2.3 6:55 3.2 2.9 1:00 0.353 18:55 1.055 0.595 0.595 3/14/2018 3:00 3.8 19:55 5.6 4.6 4:05 2.5 7:10 3.2 2.9 2:20 0.395 12:25 0.813 0.589 0.589 3/15/2018 2:25 3.8 11:00 5.7 4.5 1:20 2.4 6:40 3.3 2.8 2:00 0.375 6:40 0.872 0.570 0.570 3/16/2018 2:20 3.7 17:45 5.6 4.5 3:45 2.3 18:30 3.2 2.8 3:45 0.360 17:45 0.801 0.554 0.554 3/17/2018 3:05 3.7 10:30 5.7 4.4 2:30 2.3 16:10 3.1 2.8 5:30 0.351 10:30 0.842 0.544 0.544 3/18/2018 3:25 3.7 10:20 5.8 4.4 2:20 2.3 15:10 3.2 2.8 2:40 0.351 10:20 0.881 0.547 0.547 3/19/2018 2:55 3.6 8:15 5.7 4.4 2:25 2.2 8:15 3.1 2.8 2:25 0.321 8:15 0.849 0.534 0.534 3/20/2018 1:45 3.6 9:25 6.2 4.5 2:05 2.2 9:05 3.1 2.8 2:05 0.309 9:25 0.940 0.545 0.545 3/21/2018 2:35 3.6 10:45 5.0 4.3 3:00 2.2 9:50 3.1 2.8 3:00 0.331 9:50 0.680 0.516 0.516 3/22/2018 3:25 3.7 8:45 6.6 4.8 1:45 2.3 9:40 3.3 2.9 1:45 0.355 8:50 0.967 0.628 0.628 3/23/2018 3:10 3.7 9:50 7.8 4.9 3:35 2.4 17:50 3.2 2.9 3:05 0.372 9:20 1.183 0.649 0.649 3/24/2018 1:50 4.2 9:20 6.1 5.1 2:45 2.5 15:25 3.3 3.0 2:45 0.458 9:20 0.932 0.700 0.700 3/25/2018 3:10 4.1 9:35 5.9 4.8 2:00 2.5 13:40 3.3 3.0 3:15 0.437 13:40 0.883 0.641 0.641 3/26/2018 2:40 3.8 12:35 6.4 4.8 1:50 2.4 19:00 3.2 2.9 1:50 0.376 12:35 0.955 0.632 0.632 3/27/2018 1:55 3.8 19:50 5.5 4.7 1:50 2.5 16:55 3.2 2.9 1:55 0.396 19:50 0.794 0.608 0.608 3/28/2018 2:50 3.9 16:55 5.2 4.6 3:05 2.5 9:55 3.2 2.9 2:50 0.406 16:55 0.745 0.589 0.589 3/29/2018 2:20 3.8 17:25 5.3 4.5 3:10 2.5 7:35 3.2 2.9 3:10 0.384 9:25 0.760 0.576 0.576 3/30/2018 2:05 3.7 12:10 6.1 4.5 2:00 2.3 13:05 3.2 2.9 2:00 0.346 12:10 0.926 0.569 0.569 3/31/2018 2:35 3.7 12:50 5.8 4.5 2:55 2.4 11:25 3.3 2.9 2:55 0.362 11:25 0.858 0.577 0.577 ReportAvg 4.7 2.9 0.608 ReportTotal 18.84 ADS Environmental Services Pipe Height: 14.38 REN_MH2116\mp1\DFINAL (inches) REN_MH2116\mp1\VFINAL (feet/sec) REN_MH2116\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 4/1/2018 4:10 3.7 10:05 5.6 4.5 4:05 2.3 17:05 3.2 2.9 4:05 0.346 10:05 0.824 0.572 0.572 4/2/2018 2:05 3.6 19:45 5.6 4.5 2:35 2.4 7:10 3.2 2.8 1:55 0.353 19:45 0.812 0.555 0.555 4/3/2018 3:15 3.7 16:35 5.3 4.4 1:40 2.3 20:45 3.1 2.8 1:40 0.350 17:40 0.729 0.527 0.527 4/4/2018 1:40 3.7 13:35 6.4 4.7 0:10 2.4 7:20 3.2 2.8 1:40 0.356 13:35 0.902 0.592 0.592 4/5/2018 2:20 3.8 18:45 7.5 4.9 0:55 2.4 17:55 3.1 2.8 2:15 0.381 18:45 1.140 0.633 0.633 4/6/2018 2:45 3.9 18:15 6.3 4.8 2:30 2.4 7:20 3.2 2.9 2:40 0.387 18:15 0.933 0.610 0.610 4/7/2018 1:05 4.2 5:20 10.3 6.6 0:20 2.6 22:55 3.2 2.9 1:05 0.468 5:20 1.541 0.965 0.965 4/8/2018 2:30 5.6 8:50 9.5 7.0 11:00 2.7 2:35 3.3 3.0 2:30 0.803 8:50 1.466 1.054 1.054 4/9/2018 23:55 5.4 13:40 7.4 6.1 20:05 2.8 21:35 3.2 3.1 1:40 0.736 18:05 1.154 0.907 0.907 4/10/2018 2:10 4.9 8:55 7.5 5.9 8:35 2.7 11:35 3.2 3.1 1:55 0.640 8:45 1.156 0.862 0.862 4/11/2018 1:35 4.8 20:00 7.4 5.8 10:30 2.8 0:35 3.3 3.0 1:35 0.638 19:55 1.125 0.844 0.844 4/12/2018 2:55 4.8 10:45 6.9 5.7 3:55 2.7 6:00 3.2 3.1 23:10 0.616 10:45 1.115 0.822 0.822 4/13/2018 1:35 4.7 19:10 8.1 6.0 22:05 2.8 8:45 3.4 3.0 1:10 0.574 19:10 1.243 0.875 0.875 4/14/2018 3:15 6.0 19:35 16.0 9.9 16:50 2.5 3:25 3.2 2.8 3:15 0.867 19:40 2.183 1.460 1.460 4/15/2018 23:10 7.7 1:05 13.8 10.1 0:25 2.6 21:35 3.1 2.8 23:00 1.160 0:00 2.026 1.526 1.526 4/16/2018 4:15 7.1 14:35 13.3 8.9 6:50 2.6 0:50 3.1 2.9 3:50 1.071 14:35 1.972 1.368 1.368 4/17/2018 23:55 7.0 6:30 9.4 8.0 20:35 2.7 13:15 3.2 3.0 23:10 1.045 10:35 1.515 1.236 1.236 4/18/2018 23:55 6.3 16:55 8.5 7.2 7:55 2.7 10:20 3.2 3.0 4:35 0.934 16:50 1.326 1.103 1.103 4/19/2018 23:45 5.9 16:20 8.2 6.9 12:55 2.7 3:20 3.2 2.9 2:00 0.848 17:40 1.255 1.019 1.019 4/20/2018 3:15 5.6 8:35 7.7 6.6 10:55 2.7 2:55 3.2 3.0 2:45 0.797 13:15 1.160 0.965 0.965 4/21/2018 3:40 5.5 10:10 7.8 6.4 15:45 2.5 0:30 3.2 2.9 4:10 0.742 10:10 1.170 0.921 0.921 4/22/2018 3:35 5.1 11:00 7.3 6.2 10:35 2.7 23:00 3.1 3.0 3:55 0.670 18:00 1.118 0.899 0.899 ReportAvg 6.4 2.9 0.923 ReportTotal 20.31 REN_MH2171 Located At: 540 Burnett Ave S (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 11.25” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did not surcharge during the monitoring period. The dry weather 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 upward ultrasonic sensor. 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 Raw Percentage Uptime 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 2.66 0.80 0.067 24% Maximum 8.34 2.40 0.840 74% Average 4.37 1.32 0.222 39% Latitude: 47.475159° Longitude:-122.207887° Site Sketch Plan View or Photo Additional Site Info. / Comments: Site located in walkway. Monitoring point is in a recessed pipe entry. Moderate, slow flow Good Antenna Location Communication Information: Active Drop Connections Air Quality: Communication Type Normal 22275.11.325 ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Manhole Cover Manhole Frame Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Concrete Wireless Pipe Material Located in sidewalk infront of home. Sensors / Devices: 11.25'' x 11.25'' 0.25" Manhole / Pipe Information: Installation Type: Pressure Sensor Range (psi) Confirmation Time: Site Sketch Profile View or Photo Pipe Size (H x W) Topside / Area Photo Peak Combo (CS4), Smart Depth (CS5) Pipe Size (HxW) 1:42:00 PM Monitoring Location (Sensors): Depth of Flow (Wet DOF) (in)Range (Air DOF) (in) ~4.50'' Velocity Sensor Offset (in) ~1.5 FPS Temporary 11.25'' x 11.25'' REN_MH2171 Access Traffic TRITON+ System Characteristics Location Type Pipe Shape Renton.Carollo.I&I.WA17 LightDrive Site Access Details: Site Address /Location: Site Name 540 Burnett Ave S 0 - 5 psi Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: 12.14.17 Upstream 0-5 FT Manhole MH2171 Residential Map Flow Monitoring Site Report 0 Downlooker Physical Offset (in)Measurement Confidence (in) 0 Peak Velocity (fps) Silt (in) ~8' Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: Pipe Condition: Single Good Manhole Pick / Vent Hole Manhole Condition: No PVC 20'' NormalUnbolted 20'' Additional Photos Flow Direction Monitoring Point Top Down Location Location Upstream Downstream Side Inlet ADS Environmental Services Pipe Height: 11.25 REN_MH2171\mp1\DFINAL (inches) REN_MH2171\mp1\VFINAL (feet/sec) REN_MH2171\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 12/22/2017 3:35 3.8 10:10 6.0 4.7 3:15 1.1 8:50 1.7 1.4 3:35 0.142 10:10 0.392 0.247 0.247 0.10 12/23/2017 4:50 3.6 11:10 4.8 4.1 3:45 1.0 11:10 1.3 1.2 3:45 0.125 11:10 0.244 0.171 0.171 0.00 12/24/2017 5:00 3.5 12:30 4.7 4.0 5:10 1.0 12:35 1.4 1.1 4:00 0.115 12:40 0.236 0.164 0.164 0.00 12/25/2017 4:10 3.4 10:10 4.5 3.9 3:40 0.9 10:15 1.3 1.1 4:10 0.106 10:15 0.213 0.153 0.153 0.14 12/26/2017 3:20 3.4 9:25 5.9 4.5 3:15 0.9 9:20 1.6 1.3 3:15 0.104 9:25 0.374 0.219 0.219 0.17 12/27/2017 3:20 3.3 10:00 6.0 4.4 3:25 0.9 10:00 1.7 1.3 3:25 0.097 10:00 0.410 0.209 0.209 0.00 12/28/2017 2:10 3.4 11:35 5.7 4.5 1:10 0.9 11:20 1.7 1.3 2:10 0.106 11:20 0.377 0.222 0.222 0.25 12/29/2017 0:05 4.1 10:45 8.3 6.3 0:00 1.1 10:35 2.4 1.8 0:00 0.161 10:35 0.840 0.486 0.486 1.57 12/30/2017 23:40 4.4 10:00 5.2 4.9 3:30 1.3 12:45 1.5 1.4 23:40 0.213 10:05 0.307 0.260 0.260 0.02 12/31/2017 5:10 4.0 11:05 4.9 4.5 5:45 1.2 11:05 1.4 1.3 5:45 0.168 11:05 0.269 0.211 0.211 0.00 ReportAvg 4.6 1.3 0.234 ReportTotal 2.343 2.25 ADS Environmental Services Pipe Height: 11.25 REN_MH2171\mp1\DFINAL (inches) REN_MH2171\mp1\VFINAL (feet/sec) REN_MH2171\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 1/1/2018 4:30 3.8 16:10 4.9 4.3 6:15 1.0 17:10 1.3 1.2 5:10 0.137 16:10 0.247 0.183 0.183 0.00 1/2/2018 3:20 3.6 8:00 5.9 4.6 3:20 1.0 8:25 1.7 1.3 3:20 0.124 8:25 0.408 0.238 0.238 0.01 1/3/2018 3:15 3.5 10:55 5.9 4.6 23:55 1.0 10:55 1.7 1.4 2:50 0.121 10:55 0.407 0.237 0.237 0.00 1/4/2018 3:45 3.2 12:40 5.7 4.5 2:10 0.9 8:55 1.7 1.3 3:45 0.099 8:55 0.370 0.225 0.225 0.09 1/5/2018 3:30 3.4 12:15 7.1 4.6 3:35 1.0 12:10 2.0 1.4 3:20 0.113 12:15 0.587 0.239 0.239 0.42 1/6/2018 3:00 3.7 14:05 4.7 4.3 3:05 1.1 10:20 1.4 1.3 3:00 0.137 14:05 0.246 0.198 0.198 0.24 1/7/2018 4:55 3.5 20:15 4.9 4.3 4:55 1.0 18:55 1.4 1.2 4:55 0.123 20:25 0.260 0.196 0.196 0.38 1/8/2018 1:20 3.9 8:55 7.1 4.8 1:40 1.2 8:55 2.0 1.4 2:00 0.163 8:55 0.605 0.261 0.261 0.14 1/9/2018 0:00 4.1 8:15 6.4 5.1 23:55 1.2 8:10 1.8 1.5 23:55 0.181 8:15 0.469 0.301 0.301 0.46 1/10/2018 2:05 3.9 7:25 6.0 4.8 1:45 1.1 10:30 1.7 1.5 2:10 0.161 7:25 0.411 0.271 0.271 0.22 1/11/2018 2:00 3.9 13:25 7.8 6.0 1:35 1.2 13:20 2.3 1.7 1:45 0.164 13:20 0.748 0.439 0.439 1.04 1/12/2018 23:40 4.6 9:05 6.6 5.5 23:35 1.4 9:05 2.0 1.6 23:40 0.244 9:05 0.541 0.356 0.356 0.20 1/13/2018 3:45 4.2 10:10 5.1 4.6 6:40 1.3 10:50 1.5 1.4 5:00 0.204 10:50 0.292 0.245 0.245 0.02 1/14/2018 5:20 4.0 11:50 5.1 4.5 23:50 1.2 11:15 1.4 1.3 4:40 0.170 11:15 0.270 0.216 0.216 0.00 1/15/2018 2:55 4.0 10:40 6.5 4.9 2:15 1.1 10:40 1.7 1.4 2:50 0.157 10:40 0.458 0.265 0.265 0.04 1/16/2018 23:50 3.8 7:40 5.8 4.7 23:40 1.1 8:45 1.7 1.4 23:45 0.149 8:45 0.389 0.249 0.249 0.26 1/17/2018 2:45 3.6 18:35 6.2 4.9 2:40 1.0 8:15 1.8 1.5 2:45 0.126 18:55 0.434 0.282 0.282 0.79 1/18/2018 2:05 4.4 7:15 6.6 5.4 1:30 1.3 9:05 1.9 1.6 2:05 0.218 7:10 0.518 0.339 0.339 0.40 1/19/2018 3:15 4.2 7:00 6.1 4.8 23:25 1.2 6:40 1.8 1.5 23:25 0.190 9:05 0.433 0.272 0.272 0.10 1/20/2018 5:20 3.8 10:30 4.7 4.3 5:15 1.1 9:35 1.4 1.3 5:15 0.152 9:35 0.250 0.202 0.202 0.10 1/21/2018 4:25 3.8 17:00 5.2 4.3 4:00 1.1 17:00 1.6 1.3 4:00 0.140 17:00 0.325 0.198 0.198 0.16 1/22/2018 1:20 3.7 8:10 6.3 4.9 0:45 1.1 7:45 1.8 1.5 1:15 0.139 7:45 0.465 0.283 0.283 0.34 1/23/2018 2:25 3.7 16:00 6.6 5.2 3:40 1.1 16:10 1.8 1.5 3:00 0.143 16:00 0.491 0.321 0.321 0.79 1/24/2018 3:35 4.9 14:00 7.0 5.9 2:50 1.5 14:05 2.1 1.7 3:35 0.280 14:05 0.593 0.406 0.406 0.51 1/25/2018 23:55 4.5 10:55 6.6 5.4 23:30 1.3 7:15 1.9 1.6 23:55 0.226 10:55 0.520 0.347 0.347 0.14 1/26/2018 3:20 4.3 10:30 7.1 5.3 1:35 1.3 10:35 1.9 1.6 3:20 0.202 10:30 0.566 0.329 0.329 0.36 1/27/2018 0:15 4.7 11:05 6.3 5.6 0:10 1.4 10:55 1.8 1.7 0:10 0.251 11:00 0.464 0.367 0.367 0.61 1/28/2018 5:25 4.5 11:20 5.3 4.9 6:15 1.4 13:00 1.6 1.5 6:15 0.232 12:55 0.332 0.283 0.283 0.07 1/29/2018 2:50 4.3 15:25 8.0 5.9 3:45 1.3 16:15 2.3 1.7 3:40 0.203 15:25 0.773 0.417 0.417 0.90 1/30/2018 23:45 4.5 8:15 7.1 5.6 23:45 1.4 9:10 2.1 1.7 23:45 0.233 9:10 0.583 0.372 0.372 0.00 1/31/2018 23:55 4.2 7:40 6.2 5.0 23:45 1.3 7:45 1.8 1.5 23:50 0.196 7:45 0.465 0.299 0.299 0.00 ReportAvg 5.0 1.5 0.285 ReportTotal 8.837 8.79 ADS Environmental Services Pipe Height: 11.25 REN_MH2171\mp1\DFINAL (inches) REN_MH2171\mp1\VFINAL (feet/sec) REN_MH2171\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 2/1/2018 3:05 4.0 7:10 6.2 5.1 3:10 1.2 7:10 1.7 1.5 3:35 0.166 7:10 0.439 0.306 0.306 0.66 2/2/2018 23:55 4.4 8:30 6.3 5.1 23:25 1.3 6:40 1.8 1.5 23:40 0.218 6:40 0.457 0.309 0.309 0.04 2/3/2018 5:50 4.0 11:00 5.1 4.5 2:55 1.2 18:15 1.5 1.4 4:35 0.177 18:35 0.296 0.233 0.233 0.31 2/4/2018 3:50 4.1 13:00 5.1 4.5 23:55 1.2 11:10 1.5 1.3 23:55 0.179 13:00 0.290 0.225 0.225 0.02 2/5/2018 3:45 3.9 7:55 6.1 4.8 2:30 1.1 7:15 1.7 1.4 3:45 0.157 7:10 0.410 0.258 0.258 0.04 2/6/2018 23:55 3.7 8:50 6.2 4.6 3:10 1.1 18:10 1.7 1.4 3:10 0.140 8:50 0.432 0.245 0.245 0.00 2/7/2018 3:40 3.5 7:20 5.9 4.4 1:30 1.1 7:30 1.8 1.4 3:00 0.130 7:30 0.406 0.228 0.228 0.00 2/8/2018 3:20 3.5 8:30 5.6 4.4 2:20 1.0 6:35 1.7 1.3 2:20 0.124 6:35 0.378 0.219 0.219 0.09 2/9/2018 3:30 3.4 9:35 5.6 4.3 3:25 1.0 8:20 1.6 1.3 3:30 0.113 9:35 0.352 0.212 0.212 0.01 2/10/2018 4:20 3.2 10:40 4.6 3.8 3:10 0.9 10:00 1.3 1.2 4:20 0.100 10:00 0.219 0.157 0.157 0.01 2/11/2018 3:35 3.2 14:30 4.9 3.8 5:55 1.0 14:30 1.5 1.2 3:35 0.102 14:30 0.276 0.153 0.153 0.00 2/12/2018 2:25 3.2 13:15 5.5 4.1 3:40 0.9 13:15 1.6 1.2 3:40 0.096 13:15 0.351 0.187 0.187 0.00 2/13/2018 2:50 3.0 7:15 5.3 4.1 2:30 0.9 7:15 1.6 1.3 2:30 0.091 7:15 0.330 0.189 0.189 0.17 2/14/2018 3:20 3.2 13:15 5.3 4.2 3:40 1.0 9:45 1.6 1.3 3:20 0.104 9:45 0.322 0.205 0.205 0.15 2/15/2018 3:15 3.2 17:15 5.2 4.1 3:20 1.0 8:15 1.6 1.2 2:25 0.101 6:50 0.308 0.188 0.188 0.00 2/16/2018 2:05 3.3 10:40 5.6 4.2 1:40 1.0 7:15 1.6 1.2 1:50 0.106 7:15 0.352 0.192 0.192 0.15 2/17/2018 3:15 3.2 9:20 5.2 4.0 4:00 0.9 9:25 1.4 1.2 3:55 0.093 9:20 0.285 0.171 0.171 0.32 2/18/2018 4:50 3.2 10:20 4.3 3.7 5:45 1.0 10:05 1.4 1.2 4:50 0.110 10:20 0.219 0.156 0.156 0.01 2/19/2018 3:30 3.1 13:30 5.7 4.2 3:15 1.0 9:05 1.6 1.3 3:15 0.096 13:30 0.373 0.200 0.200 0.00 2/20/2018 3:30 3.0 14:40 5.6 4.1 4:10 0.9 14:45 1.7 1.3 3:40 0.090 14:45 0.375 0.188 0.188 0.00 2/21/2018 3:00 3.0 7:25 5.2 4.0 3:25 1.0 8:10 1.6 1.3 3:25 0.093 8:10 0.314 0.187 0.187 0.00 2/22/2018 2:55 3.0 14:15 5.2 4.1 2:20 0.9 12:10 1.6 1.3 2:55 0.086 12:10 0.316 0.190 0.190 0.07 2/23/2018 3:20 2.9 11:00 5.5 4.0 2:15 0.9 12:20 1.6 1.2 3:20 0.086 11:00 0.351 0.178 0.178 0.01 2/24/2018 5:05 2.9 10:20 4.1 3.6 6:00 1.0 9:10 1.3 1.1 5:05 0.088 10:20 0.191 0.138 0.138 0.13 2/25/2018 4:15 2.9 18:50 4.3 3.7 4:25 1.0 10:45 1.3 1.2 4:15 0.091 18:50 0.203 0.147 0.147 0.11 2/26/2018 3:00 3.0 6:35 5.5 4.0 3:00 0.9 6:35 1.6 1.2 3:00 0.089 6:35 0.351 0.184 0.184 0.00 2/27/2018 3:50 2.9 8:30 5.7 3.9 3:35 1.1 14:35 1.8 1.3 3:50 0.095 14:35 0.390 0.187 0.187 0.19 2/28/2018 3:30 3.0 17:20 5.2 4.1 3:05 1.0 17:20 1.7 1.4 3:45 0.098 17:20 0.339 0.207 0.207 0.35 ReportAvg 4.2 1.3 0.201 ReportTotal 5.640 2.84 ADS Environmental Services Pipe Height: 11.25 REN_MH2171\mp1\DFINAL (inches) REN_MH2171\mp1\VFINAL (feet/sec) REN_MH2171\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 3/1/2018 2:25 3.1 9:20 5.5 4.1 3:40 1.1 9:20 1.7 1.3 3:00 0.108 9:20 0.368 0.200 0.200 0.01 3/2/2018 1:20 3.1 8:15 5.7 4.1 1:40 1.1 8:15 1.7 1.3 1:20 0.106 8:15 0.388 0.205 0.205 0.07 3/3/2018 5:30 2.9 10:20 4.3 3.6 23:50 1.0 10:25 1.4 1.2 4:35 0.095 10:20 0.208 0.146 0.146 0.00 3/4/2018 4:45 3.0 17:35 4.5 3.7 6:15 0.9 17:00 1.4 1.1 4:35 0.091 17:35 0.219 0.145 0.145 0.12 3/5/2018 2:45 3.0 15:55 5.2 4.1 1:10 0.9 7:50 1.6 1.3 3:15 0.087 7:50 0.311 0.190 0.190 0.00 3/6/2018 2:25 3.0 21:10 5.3 4.0 3:30 1.0 13:10 1.7 1.3 3:35 0.099 13:10 0.343 0.196 0.196 0.00 3/7/2018 4:05 3.0 15:10 5.4 4.0 2:40 1.0 15:15 1.7 1.3 2:40 0.098 15:15 0.353 0.192 0.192 0.03 3/8/2018 3:10 3.0 9:15 5.4 4.3 0:30 0.9 20:40 1.7 1.4 3:10 0.090 20:40 0.356 0.222 0.222 0.37 3/9/2018 3:40 3.0 10:40 5.5 4.1 2:10 1.0 10:40 1.7 1.3 3:40 0.102 10:40 0.361 0.197 0.197 0.00 3/10/2018 5:15 2.8 19:15 4.2 3.5 3:10 0.9 10:10 1.3 1.1 5:25 0.085 10:15 0.187 0.137 0.137 0.00 3/11/2018 2:55 3.0 9:45 4.7 3.5 4:25 0.9 9:40 1.5 1.1 2:55 0.088 9:40 0.255 0.136 0.136 0.00 3/12/2018 3:15 3.0 13:25 5.4 4.0 1:25 0.9 6:10 1.6 1.2 1:20 0.085 13:25 0.329 0.184 0.184 0.00 3/13/2018 2:25 2.9 12:05 5.4 4.1 3:10 0.9 15:15 1.6 1.3 2:25 0.083 12:05 0.326 0.200 0.200 0.31 3/14/2018 2:55 2.9 9:45 6.1 4.1 2:55 1.0 9:45 1.8 1.3 2:55 0.089 9:45 0.445 0.197 0.197 0.04 3/15/2018 1:55 2.8 8:50 6.1 4.1 2:15 1.0 8:45 1.8 1.3 2:00 0.085 8:50 0.447 0.202 0.202 0.00 3/16/2018 3:05 2.9 12:00 6.3 4.1 1:50 0.8 11:45 1.9 1.3 1:50 0.079 12:00 0.488 0.210 0.210 0.00 3/17/2018 3:40 2.8 10:25 4.2 3.5 4:40 0.9 11:40 1.3 1.1 4:00 0.080 11:05 0.183 0.133 0.133 0.00 3/18/2018 4:55 2.7 8:50 4.2 3.4 2:45 0.9 10:05 1.3 1.1 4:55 0.079 8:50 0.194 0.132 0.132 0.00 3/19/2018 2:35 2.8 8:40 6.4 3.9 1:50 0.9 8:40 1.9 1.3 2:35 0.082 8:40 0.502 0.188 0.188 0.00 3/20/2018 0:50 2.8 6:15 5.3 3.8 23:50 0.9 6:10 1.7 1.2 23:50 0.078 6:10 0.349 0.164 0.164 0.00 3/21/2018 2:00 2.7 7:20 5.3 3.9 3:00 0.8 7:20 1.6 1.2 1:55 0.069 7:20 0.333 0.171 0.171 0.10 3/22/2018 2:45 2.9 11:50 6.3 4.1 2:35 0.9 11:45 1.8 1.3 2:45 0.079 11:45 0.448 0.196 0.196 0.48 3/23/2018 2:25 2.8 8:40 6.0 4.2 3:05 0.9 9:05 1.8 1.3 2:25 0.077 9:05 0.420 0.201 0.201 0.31 3/24/2018 2:05 3.1 10:35 4.2 3.7 1:55 1.0 9:55 1.3 1.1 2:05 0.096 10:35 0.193 0.147 0.147 0.28 3/25/2018 3:30 2.8 13:50 4.8 3.5 3:35 0.9 13:50 1.4 1.1 3:35 0.080 13:50 0.245 0.134 0.134 0.01 3/26/2018 3:05 2.8 6:10 5.9 4.1 3:10 0.9 11:15 1.7 1.2 3:15 0.078 11:15 0.396 0.185 0.185 0.17 3/27/2018 3:00 2.8 5:55 5.5 4.0 2:00 0.9 16:35 1.6 1.2 3:00 0.080 5:55 0.337 0.178 0.178 0.02 3/28/2018 2:50 2.9 13:10 5.7 4.0 1:15 0.9 13:10 1.7 1.2 2:45 0.084 13:10 0.375 0.177 0.177 0.01 3/29/2018 1:35 2.8 10:10 5.7 3.9 2:05 0.9 10:10 1.6 1.2 2:05 0.074 10:10 0.365 0.174 0.174 0.00 3/30/2018 3:00 2.8 13:40 5.4 3.9 3:05 0.9 13:40 1.6 1.2 3:00 0.077 13:40 0.345 0.169 0.169 0.00 3/31/2018 2:20 2.7 8:35 4.1 3.4 2:20 0.9 8:30 1.3 1.0 2:20 0.070 8:30 0.184 0.120 0.120 0.00 ReportAvg 3.9 1.2 0.175 ReportTotal 5.429 2.33 ADS Environmental Services Pipe Height: 11.25 REN_MH2171\mp1\DFINAL (inches) REN_MH2171\mp1\VFINAL (feet/sec) REN_MH2171\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 4/1/2018 2:55 2.7 9:30 4.0 3.4 2:30 0.8 9:35 1.2 1.0 2:55 0.070 9:30 0.175 0.121 0.121 0.10 4/2/2018 2:55 2.7 14:55 5.2 3.8 1:45 0.8 14:55 1.5 1.2 2:55 0.067 14:55 0.306 0.165 0.165 0.00 4/3/2018 1:50 2.8 17:20 5.2 3.9 1:20 0.9 6:15 1.6 1.2 1:40 0.075 17:25 0.303 0.169 0.169 0.00 4/4/2018 0:20 2.7 6:05 5.3 3.9 2:20 0.8 12:00 1.6 1.2 1:25 0.068 6:10 0.321 0.176 0.176 0.39 4/5/2018 1:35 2.9 15:25 5.0 4.0 2:20 0.9 15:30 1.5 1.2 2:40 0.078 15:25 0.290 0.184 0.184 0.25 4/6/2018 2:05 2.9 8:40 5.0 3.8 23:30 0.9 7:10 1.5 1.2 2:55 0.086 6:00 0.283 0.163 0.163 0.00 4/7/2018 1:50 3.0 5:15 5.8 4.1 1:05 0.8 5:15 1.7 1.2 1:05 0.083 5:15 0.393 0.190 0.190 0.88 4/8/2018 2:10 3.4 9:40 4.9 4.2 23:55 1.1 9:55 1.5 1.3 2:10 0.120 8:15 0.281 0.196 0.196 0.45 4/9/2018 23:05 3.3 7:10 5.7 4.2 2:10 1.0 7:10 1.7 1.3 23:05 0.112 7:10 0.380 0.205 0.205 0.00 4/10/2018 23:55 3.1 7:35 5.9 4.1 23:55 1.0 7:35 1.8 1.3 23:55 0.096 7:35 0.413 0.200 0.200 0.23 4/11/2018 0:00 3.1 7:05 5.5 4.1 1:40 0.9 7:05 1.7 1.3 2:30 0.091 7:05 0.358 0.197 0.197 0.31 4/12/2018 23:50 3.3 8:40 5.2 4.1 2:30 0.9 8:40 1.7 1.3 1:55 0.104 8:40 0.338 0.193 0.193 0.11 4/13/2018 1:00 3.1 8:10 5.1 4.2 0:40 0.9 8:25 1.6 1.3 1:00 0.096 8:25 0.297 0.205 0.205 0.51 4/14/2018 2:45 3.9 17:00 7.0 5.5 4:25 1.2 19:15 2.0 1.6 2:45 0.168 17:00 0.574 0.353 0.353 1.52 4/15/2018 23:45 4.6 0:00 6.6 5.6 20:25 1.5 1:00 1.9 1.7 23:55 0.258 1:00 0.516 0.366 0.366 0.21 4/16/2018 2:45 4.4 15:00 6.7 5.6 2:40 1.4 14:30 2.0 1.7 2:40 0.224 14:15 0.531 0.369 0.369 0.71 4/17/2018 23:45 4.2 5:50 6.1 5.2 23:05 1.3 5:25 1.8 1.6 23:45 0.201 5:45 0.433 0.315 0.315 0.01 4/18/2018 2:30 4.0 6:15 5.8 4.7 23:15 1.2 6:40 1.7 1.4 23:25 0.172 5:50 0.385 0.259 0.259 0.12 4/19/2018 2:30 3.8 6:00 5.7 4.6 2:35 1.1 5:55 1.7 1.4 2:35 0.145 5:55 0.387 0.246 0.246 0.00 4/20/2018 2:05 3.5 8:40 5.5 4.4 2:00 1.0 8:40 1.6 1.3 2:05 0.123 8:40 0.355 0.226 0.226 0.00 4/21/2018 3:55 3.4 9:00 4.6 3.9 0:40 1.0 9:00 1.4 1.2 4:05 0.115 9:00 0.246 0.161 0.161 0.05 4/22/2018 23:50 3.3 19:50 4.5 3.8 3:40 0.9 19:50 1.4 1.2 3:40 0.102 19:50 0.226 0.157 0.157 0.00 ReportAvg 4.3 1.3 0.219 ReportTotal 4.814 5.85 REN_MH2252 Located At: NE Corner of Rainier and Grady Way (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 18” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did not surcharge during the monitoring period. The dry weather 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 upward ultrasonic sensor. 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 Raw Percentage Uptime 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 2.49 3.39 0.326 14% Maximum 6.65 7.64 2.865 37% Average 3.57 5.10 0.847 20% Latitude: 47.471006° Longitude:-122.207887° Site Sketch Plan View or Photo Additional Site Info. / Comments: Site located in pedestrian walkway area. Moderate, fast flow Good Antenna Location Communication Information: Active Drop Connections Air Quality: Communication Type Normal 22275.11.325 ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Manhole Cover Manhole Frame Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Concrete Wireless Pipe Material Located in sidewalk infront of large parking area. Park in parking lot and carry equipment to location. Sensors / Devices: 18.00'' x 18.00'' 0.25" Manhole / Pipe Information: Installation Type: Pressure Sensor Range (psi) Confirmation Time: Site Sketch Profile View or Photo Pipe Size (H x W) Topside / Area Photo Peak Combo (CS4), Smart Depth (CS5) Pipe Size (HxW) 8:50:00 AM Monitoring Location (Sensors): Depth of Flow (Wet DOF) (in)Range (Air DOF) (in) ~3.50'' Velocity Sensor Offset (in) ~6.00 FPS Temporary 18.00'' x 18.00'' REN_MH2252 Access Traffic TRITON+ System Characteristics Location Type Pipe Shape Renton.Carollo.I&I.WA17 LightDrive Site Access Details: Site Address /Location: Site Name Northeast Corner of Rainier Ave and S Grady Way 0 - 5 psi Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: 12.01.17 Upstream 0-5 FT Manhole MH2252 Other Map Flow Monitoring Site Report 0 Downlooker Physical Offset (in)Measurement Confidence (in) 1.38'' Peak Velocity (fps) Silt (in) ~8' Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: Pipe Condition: Single Good Manhole Pick / Vent Hole Manhole Condition: No Concrete 20'' NormalUnbolted 20'' Additional Photos Flow Direction Monitoring Point Top Down Location Location Upstream Downstream Side Inlet ADS Environmental Services Pipe Height: 18.00 REN_MH2252\mp1\DFINAL (inches) REN_MH2252\mp1\VFINAL (feet/sec) REN_MH2252\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 12/22/2017 3:35 2.7 12:55 4.1 3.3 3:45 4.2 12:50 6.4 5.2 3:45 0.445 12:50 1.258 0.759 0.759 0.10 12/23/2017 5:20 2.7 12:40 3.7 3.2 4:10 4.0 11:20 5.7 5.0 4:10 0.425 11:20 0.954 0.707 0.707 0.00 12/24/2017 4:40 2.6 12:05 3.9 3.3 4:30 3.7 12:30 5.6 4.8 4:30 0.370 12:30 1.004 0.696 0.696 0.00 12/25/2017 4:25 2.7 14:10 3.9 3.4 4:30 3.6 14:10 5.6 4.9 4:30 0.392 14:10 1.034 0.750 0.750 0.14 12/26/2017 2:40 3.1 14:20 4.7 3.8 2:40 4.6 14:20 6.3 5.4 2:40 0.599 14:20 1.488 0.961 0.961 0.17 12/27/2017 3:55 3.0 11:10 4.0 3.7 3:55 4.5 11:10 5.7 5.4 3:55 0.573 11:10 1.095 0.927 0.927 0.00 12/28/2017 3:20 3.0 16:05 4.3 3.7 3:20 4.5 16:05 6.0 5.4 3:20 0.562 16:05 1.242 0.934 0.934 0.25 12/29/2017 1:15 3.7 11:05 6.7 4.8 2:45 5.1 12:35 7.6 6.5 2:45 0.869 11:10 2.865 1.643 1.643 1.57 12/30/2017 5:25 3.4 11:25 4.1 3.7 5:30 5.2 10:25 6.4 5.8 5:30 0.782 10:25 1.241 0.994 0.994 0.02 12/31/2017 5:40 3.1 11:05 4.0 3.5 5:25 4.5 11:25 6.0 5.3 5:25 0.593 11:25 1.117 0.844 0.844 0.00 ReportAvg 3.7 5.3 0.921 ReportTotal 9.215 2.25 ADS Environmental Services Pipe Height: 18.00 REN_MH2252\mp1\DFINAL (inches) REN_MH2252\mp1\VFINAL (feet/sec) REN_MH2252\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 1/1/2018 4:55 2.9 12:45 4.0 3.5 6:05 4.0 12:45 5.8 5.0 5:20 0.499 12:45 1.103 0.795 0.795 0.00 1/2/2018 3:45 2.8 19:25 3.8 3.4 3:40 3.9 12:05 5.5 4.8 3:40 0.446 20:40 0.935 0.749 0.749 0.01 1/3/2018 2:15 2.9 20:40 3.9 3.4 2:40 3.9 20:40 5.5 4.8 2:40 0.467 20:40 0.991 0.719 0.719 0.00 1/4/2018 4:00 2.8 18:40 3.8 3.4 5:45 4.2 21:45 5.4 4.8 4:00 0.491 18:35 0.930 0.737 0.737 0.09 1/5/2018 3:00 2.9 10:35 4.1 3.6 2:45 4.0 10:45 5.8 5.1 3:00 0.476 10:45 1.121 0.833 0.833 0.42 1/6/2018 3:35 3.2 11:35 4.4 3.9 4:00 4.4 11:35 6.0 5.5 4:00 0.619 11:35 1.291 0.992 0.992 0.24 1/7/2018 3:35 3.1 20:45 4.7 4.0 3:35 4.6 20:45 6.3 5.6 3:35 0.607 20:45 1.513 1.104 1.104 0.38 1/8/2018 4:00 3.8 8:55 4.8 4.1 4:00 5.4 8:55 6.4 5.8 4:00 0.943 8:55 1.563 1.150 1.150 0.14 1/9/2018 4:00 3.7 8:40 5.1 4.4 4:00 5.3 8:40 6.6 6.0 4:00 0.896 8:40 1.756 1.307 1.307 0.46 1/10/2018 3:45 3.8 7:00 4.6 4.2 3:45 5.5 7:00 6.2 5.9 3:45 0.957 7:00 1.439 1.184 1.184 0.22 1/11/2018 2:50 3.8 13:40 6.4 4.9 2:50 5.4 14:10 7.3 6.4 2:50 0.948 13:40 2.669 1.627 1.627 1.04 1/12/2018 4:10 3.6 8:25 4.8 3.9 2:20 5.1 8:20 6.8 5.8 4:10 0.823 8:20 1.644 1.074 1.074 0.20 1/13/2018 5:10 3.3 11:55 4.2 3.8 5:10 4.8 11:00 6.3 5.5 5:10 0.688 11:50 1.263 0.964 0.964 0.02 1/14/2018 4:40 3.2 10:30 4.2 3.7 4:15 4.4 19:20 6.1 5.3 4:20 0.608 10:30 1.186 0.912 0.912 0.00 1/15/2018 3:30 3.1 19:55 3.9 3.6 2:55 4.3 18:40 5.7 5.2 2:55 0.569 19:50 1.042 0.861 0.861 0.04 1/16/2018 5:05 3.2 7:10 4.0 3.6 0:45 4.5 7:20 5.9 5.2 4:30 0.628 7:20 1.097 0.862 0.862 0.26 1/17/2018 4:05 2.9 18:40 5.1 3.7 4:30 4.0 18:35 6.6 5.3 4:30 0.492 18:35 1.761 0.910 0.910 0.79 1/18/2018 2:45 3.5 7:10 4.9 4.1 2:35 4.8 7:55 6.5 5.7 2:35 0.734 7:30 1.600 1.125 1.125 0.40 1/19/2018 4:05 3.3 9:35 3.9 3.7 2:45 4.7 9:40 6.0 5.5 2:45 0.684 9:40 1.088 0.935 0.935 0.10 1/20/2018 3:20 3.1 11:40 4.1 3.7 2:45 4.7 10:45 6.1 5.3 3:20 0.642 10:45 1.164 0.909 0.909 0.10 1/21/2018 5:45 3.0 17:20 4.7 3.9 3:50 4.4 17:20 6.4 5.5 3:50 0.576 17:20 1.530 1.031 1.031 0.16 1/22/2018 4:20 3.3 7:55 5.3 4.1 4:10 4.6 7:55 6.7 5.7 4:10 0.684 7:55 1.901 1.116 1.116 0.34 1/23/2018 3:40 3.2 18:35 5.8 4.5 4:00 4.4 18:35 7.0 6.0 4:15 0.617 18:35 2.247 1.366 1.366 0.79 1/24/2018 3:40 4.5 18:40 5.4 4.9 21:35 6.0 18:40 6.8 6.4 3:40 1.345 18:40 1.986 1.603 1.603 0.51 1/25/2018 23:50 4.0 12:25 5.1 4.3 4:40 5.3 12:25 6.6 5.9 3:55 1.017 12:25 1.750 1.249 1.249 0.14 1/26/2018 3:25 3.5 9:35 4.8 4.0 3:00 4.8 9:35 6.5 5.6 3:15 0.765 9:35 1.574 1.076 1.076 0.36 1/27/2018 0:35 3.8 11:45 6.0 4.4 0:30 5.3 11:45 7.2 6.1 0:30 0.942 11:45 2.384 1.336 1.336 0.61 1/28/2018 6:40 3.7 10:40 4.4 4.0 4:35 5.0 12:15 6.3 5.7 5:40 0.844 12:15 1.368 1.099 1.099 0.07 1/29/2018 4:05 3.3 16:40 6.5 4.4 3:40 4.7 15:15 7.5 6.1 3:40 0.668 16:35 2.735 1.392 1.392 0.90 1/30/2018 23:55 3.6 8:40 4.7 4.0 23:45 5.0 8:35 6.6 5.8 23:50 0.825 8:35 1.571 1.102 1.102 0.00 1/31/2018 3:35 3.3 8:55 4.2 3.7 2:45 4.7 8:55 6.4 5.6 3:35 0.671 8:55 1.304 0.932 0.932 0.00 ReportAvg 4.0 5.6 1.066 ReportTotal 33.05 8.79 ADS Environmental Services Pipe Height: 18.00 REN_MH2252\mp1\DFINAL (inches) REN_MH2252\mp1\VFINAL (feet/sec) REN_MH2252\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 2/1/2018 3:40 3.0 3:35 4.6 3.6 2:45 4.5 21:05 6.5 5.7 3:40 0.569 3:35 1.467 0.946 0.946 0.66 2/2/2018 4:15 3.3 8:50 4.1 3.7 2:55 5.0 6:55 6.4 5.9 2:55 0.745 8:45 1.250 1.000 1.000 0.04 2/3/2018 5:25 3.1 12:50 4.1 3.6 3:30 4.9 9:45 6.4 5.8 5:15 0.638 12:50 1.223 0.949 0.949 0.31 2/4/2018 5:55 3.1 13:20 4.1 3.6 5:00 5.0 11:00 6.3 5.7 5:00 0.639 13:15 1.232 0.936 0.936 0.02 2/5/2018 3:45 2.9 15:20 3.9 3.4 1:50 4.8 12:45 6.1 5.6 4:35 0.596 15:20 1.083 0.852 0.852 0.04 2/6/2018 3:20 2.8 21:00 3.8 3.4 3:15 4.6 19:25 5.9 5.3 3:15 0.526 19:25 1.011 0.805 0.805 0.00 2/7/2018 2:55 2.8 21:00 4.0 3.4 1:45 4.3 6:50 5.7 5.1 1:45 0.513 21:05 1.053 0.789 0.789 0.00 2/8/2018 3:15 2.8 20:55 4.0 3.5 2:25 4.2 20:55 5.7 5.1 3:25 0.486 20:55 1.102 0.805 0.805 0.09 2/9/2018 4:35 3.1 12:35 4.0 3.6 4:40 4.2 12:35 5.7 5.2 4:40 0.540 12:35 1.100 0.856 0.856 0.01 2/10/2018 6:45 3.1 11:45 4.2 3.7 7:10 4.4 11:45 5.9 5.3 6:45 0.601 11:45 1.219 0.894 0.894 0.01 2/11/2018 6:40 3.0 11:20 4.2 3.6 6:45 4.1 11:20 5.9 5.2 6:45 0.530 11:20 1.191 0.875 0.875 0.00 2/12/2018 3:45 3.0 20:30 3.7 3.4 0:30 4.3 19:35 5.4 4.8 3:45 0.560 19:35 0.919 0.720 0.720 0.00 2/13/2018 4:25 2.7 17:50 3.7 3.3 4:35 3.7 17:25 5.2 4.7 4:35 0.410 17:55 0.875 0.670 0.670 0.17 2/14/2018 4:15 2.8 19:50 3.7 3.4 4:35 3.9 21:20 5.4 4.8 4:10 0.458 21:20 0.922 0.714 0.714 0.15 2/15/2018 3:30 2.8 14:15 3.9 3.3 4:35 3.8 14:10 5.7 4.7 4:35 0.445 14:10 1.023 0.684 0.684 0.00 2/16/2018 2:15 2.6 20:00 3.5 3.2 1:25 3.7 8:25 5.2 4.6 2:10 0.387 20:10 0.814 0.648 0.648 0.15 2/17/2018 2:50 2.6 12:15 4.4 3.6 2:55 3.6 12:15 6.1 5.1 2:55 0.374 12:15 1.319 0.834 0.834 0.32 2/18/2018 5:15 2.7 10:45 3.9 3.4 5:35 3.7 11:25 5.5 4.8 5:05 0.404 11:25 0.974 0.717 0.717 0.01 2/19/2018 3:35 2.6 20:00 3.8 3.3 3:35 3.5 12:25 5.3 4.7 3:35 0.369 12:25 0.894 0.685 0.685 0.00 2/20/2018 4:35 2.7 20:40 3.7 3.2 3:50 3.6 20:45 5.4 4.6 3:50 0.388 20:45 0.923 0.651 0.651 0.00 2/21/2018 4:55 2.8 19:45 3.8 3.3 5:25 3.8 19:45 5.5 4.8 4:45 0.438 19:45 0.958 0.709 0.709 0.00 2/22/2018 4:50 2.9 19:00 3.6 3.3 4:50 4.0 19:00 5.2 4.8 4:50 0.473 19:00 0.838 0.699 0.699 0.07 2/23/2018 5:30 2.8 10:10 3.6 3.2 1:05 3.7 10:10 5.2 4.7 5:30 0.418 10:10 0.831 0.666 0.666 0.01 2/24/2018 3:35 2.7 11:55 3.9 3.3 3:25 3.7 11:55 5.6 4.8 3:25 0.405 11:55 1.038 0.719 0.719 0.13 2/25/2018 2:05 2.8 11:00 3.9 3.4 3:20 3.9 11:00 5.6 4.9 3:20 0.448 11:00 1.019 0.763 0.763 0.11 2/26/2018 1:20 2.8 20:05 3.7 3.2 1:35 3.8 20:05 5.3 4.6 1:35 0.424 20:05 0.902 0.652 0.652 0.00 2/27/2018 4:00 2.7 20:30 3.8 3.2 1:25 3.8 20:25 5.5 4.7 5:05 0.426 20:25 0.959 0.660 0.660 0.19 2/28/2018 5:10 2.7 18:55 4.0 3.3 5:10 3.8 18:55 5.6 4.8 5:10 0.411 18:55 1.053 0.708 0.708 0.35 ReportAvg 3.4 5.0 0.772 ReportTotal 21.61 2.84 ADS Environmental Services Pipe Height: 18.00 REN_MH2252\mp1\DFINAL (inches) REN_MH2252\mp1\VFINAL (feet/sec) REN_MH2252\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 3/1/2018 4:30 2.7 19:25 3.6 3.2 4:25 3.7 19:50 5.3 4.6 4:25 0.400 19:50 0.846 0.645 0.645 0.01 3/2/2018 3:30 2.7 8:10 3.6 3.3 1:55 3.6 7:45 5.2 4.6 1:55 0.383 8:10 0.811 0.653 0.653 0.07 3/3/2018 4:15 2.6 10:55 3.8 3.2 4:05 3.5 11:20 5.4 4.6 4:05 0.356 11:20 0.945 0.655 0.655 0.00 3/4/2018 3:45 2.6 11:35 3.8 3.3 3:50 3.5 11:10 5.5 4.7 3:50 0.362 11:10 0.960 0.702 0.702 0.12 3/5/2018 2:25 2.7 20:15 3.7 3.2 2:05 3.7 20:20 5.3 4.6 2:05 0.388 20:20 0.871 0.648 0.648 0.00 3/6/2018 1:35 2.7 20:30 3.7 3.2 1:15 3.6 20:35 5.3 4.6 1:15 0.395 20:35 0.897 0.638 0.638 0.00 3/7/2018 5:15 2.7 16:35 4.9 3.2 1:35 3.8 16:35 6.4 4.7 1:35 0.413 16:35 1.602 0.662 0.662 0.03 3/8/2018 4:55 2.7 21:30 4.4 3.3 3:40 3.7 21:10 5.8 4.7 3:40 0.414 21:30 1.241 0.690 0.690 0.37 3/9/2018 4:40 2.7 12:05 3.6 3.3 5:05 3.7 12:10 5.2 4.6 4:40 0.410 12:10 0.824 0.655 0.655 0.00 3/10/2018 4:25 2.6 11:35 3.8 3.2 4:20 3.5 11:40 5.4 4.6 4:20 0.348 11:40 0.938 0.643 0.643 0.00 3/11/2018 4:15 2.6 11:15 3.8 3.3 2:55 3.5 11:15 5.4 4.7 4:15 0.364 11:15 0.938 0.675 0.675 0.00 3/12/2018 4:00 2.6 10:00 3.9 3.2 4:05 3.5 10:05 5.6 4.7 4:05 0.366 10:05 1.017 0.670 0.670 0.00 3/13/2018 4:05 2.7 18:45 3.9 3.3 1:30 3.8 18:45 5.6 4.7 4:20 0.421 18:45 1.019 0.686 0.686 0.31 3/14/2018 2:55 2.7 19:40 3.7 3.3 3:50 3.7 19:40 5.4 4.7 3:40 0.394 19:40 0.930 0.680 0.680 0.04 3/15/2018 3:40 2.7 19:45 3.6 3.2 3:45 3.6 19:40 5.3 4.6 3:45 0.375 19:40 0.866 0.633 0.633 0.00 3/16/2018 2:50 2.6 8:55 3.5 3.2 3:15 3.6 8:55 5.2 4.5 3:15 0.366 8:55 0.820 0.621 0.621 0.00 3/17/2018 5:05 2.5 10:05 3.8 3.2 3:45 3.4 10:05 5.5 4.6 3:45 0.339 10:05 0.985 0.665 0.665 0.00 3/18/2018 1:45 2.6 11:10 3.8 3.3 5:15 3.5 11:10 5.5 4.7 5:15 0.365 11:10 0.986 0.694 0.694 0.00 3/19/2018 3:25 2.7 8:55 3.9 3.2 0:55 3.6 9:00 5.5 4.6 0:55 0.380 9:00 0.981 0.636 0.636 0.00 3/20/2018 2:45 2.5 20:10 3.7 3.2 2:15 3.5 20:10 5.4 4.6 2:15 0.355 20:10 0.926 0.637 0.637 0.00 3/21/2018 4:00 2.7 19:25 3.6 3.2 2:35 3.7 19:20 5.3 4.6 2:35 0.396 19:20 0.865 0.649 0.649 0.10 3/22/2018 4:20 2.7 7:30 4.0 3.3 4:15 3.7 7:45 5.6 4.8 4:15 0.398 7:45 1.020 0.721 0.721 0.48 3/23/2018 4:00 2.7 9:45 4.1 3.4 4:10 3.7 9:40 5.8 4.8 4:10 0.407 9:40 1.124 0.734 0.734 0.31 3/24/2018 3:00 2.7 10:10 3.9 3.4 2:30 3.7 10:30 5.5 4.7 2:55 0.397 10:10 0.986 0.709 0.709 0.28 3/25/2018 3:50 2.6 9:40 3.8 3.3 3:40 3.5 11:40 5.4 4.6 3:45 0.350 11:40 0.926 0.679 0.679 0.01 3/26/2018 3:05 2.5 19:20 3.7 3.3 2:35 3.4 19:30 5.4 4.6 2:35 0.341 19:30 0.905 0.666 0.666 0.17 3/27/2018 3:05 2.5 20:05 3.6 3.2 2:15 3.5 19:55 5.3 4.5 2:15 0.347 19:55 0.872 0.621 0.621 0.02 3/28/2018 1:50 2.5 19:55 3.7 3.2 1:50 3.4 20:00 5.3 4.5 1:50 0.335 20:00 0.895 0.615 0.615 0.01 3/29/2018 3:20 2.6 19:50 3.7 3.2 3:00 3.5 19:50 5.4 4.5 3:00 0.357 19:50 0.914 0.633 0.633 0.00 3/30/2018 3:50 2.5 18:35 3.5 3.1 2:40 3.5 18:35 5.1 4.5 2:45 0.346 18:35 0.785 0.604 0.604 0.00 3/31/2018 3:25 2.5 10:30 3.8 3.2 3:30 3.4 10:30 5.5 4.6 3:30 0.326 10:30 0.977 0.650 0.650 0.00 ReportAvg 3.2 4.6 0.660 ReportTotal 20.47 2.33 ADS Environmental Services Pipe Height: 18.00 REN_MH2252\mp1\DFINAL (inches) REN_MH2252\mp1\VFINAL (feet/sec) REN_MH2252\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 4/1/2018 5:15 2.5 10:10 3.9 3.2 5:55 3.4 10:10 5.5 4.7 5:55 0.341 10:10 0.992 0.675 0.675 0.10 4/2/2018 2:20 2.6 20:10 3.6 3.2 4:30 3.6 20:10 5.3 4.6 4:30 0.377 20:10 0.874 0.621 0.621 0.00 4/3/2018 2:20 2.6 20:25 3.7 3.2 4:15 3.5 20:25 5.4 4.6 4:15 0.350 20:25 0.919 0.631 0.631 0.00 4/4/2018 2:15 2.6 18:30 3.9 3.4 3:40 3.5 18:30 5.6 4.9 3:40 0.371 18:30 1.010 0.752 0.752 0.39 4/5/2018 2:15 2.7 18:50 4.1 3.4 2:15 3.8 18:50 5.8 4.9 2:15 0.408 18:50 1.119 0.745 0.745 0.25 4/6/2018 4:30 2.8 14:30 3.5 3.3 3:55 4.1 14:30 5.2 4.8 4:30 0.474 14:30 0.822 0.699 0.699 0.00 4/7/2018 2:40 2.7 8:40 4.8 3.9 2:45 3.8 8:40 6.4 5.4 2:45 0.409 8:40 1.569 1.013 1.013 0.88 4/8/2018 2:55 3.1 9:40 4.5 3.8 3:00 4.3 10:35 6.2 5.4 3:00 0.568 10:35 1.384 0.961 0.961 0.45 4/9/2018 2:45 3.0 6:35 3.8 3.4 23:50 4.1 19:40 5.4 4.8 3:50 0.508 6:35 0.922 0.737 0.737 0.00 4/10/2018 3:00 2.8 8:20 3.7 3.4 2:15 3.8 19:45 5.4 4.8 2:40 0.441 8:20 0.917 0.722 0.722 0.23 4/11/2018 2:35 2.7 19:35 3.9 3.4 2:35 3.7 19:25 5.5 4.7 2:35 0.401 19:35 0.971 0.703 0.703 0.31 4/12/2018 2:00 2.8 19:50 3.7 3.4 2:40 3.9 20:05 5.3 4.8 2:40 0.451 19:40 0.887 0.705 0.705 0.11 4/13/2018 1:30 2.8 15:10 4.3 3.6 1:10 3.7 19:20 5.9 5.0 1:10 0.419 15:10 1.211 0.826 0.826 0.51 4/14/2018 3:10 3.5 19:25 5.6 4.6 4:50 4.8 19:25 7.0 6.0 4:50 0.756 19:25 2.121 1.437 1.437 1.52 4/15/2018 23:55 3.9 9:30 5.3 4.8 23:15 5.3 8:50 6.8 6.2 23:55 0.998 10:25 1.860 1.545 1.545 0.21 4/16/2018 3:20 3.6 19:35 5.1 4.4 4:20 5.0 20:25 6.7 6.0 4:00 0.851 19:35 1.744 1.302 1.302 0.71 4/17/2018 23:50 3.5 7:20 4.7 4.1 22:35 5.0 7:35 6.4 5.6 23:50 0.774 7:35 1.517 1.078 1.078 0.01 4/18/2018 23:55 3.1 8:45 4.3 3.7 23:50 4.3 8:45 6.1 5.2 23:50 0.581 8:45 1.298 0.890 0.890 0.12 4/19/2018 23:55 3.0 7:15 4.3 3.5 1:40 4.1 7:10 6.4 5.0 1:40 0.515 7:10 1.312 0.786 0.786 0.00 4/20/2018 2:50 2.7 10:10 4.2 3.3 1:55 3.9 9:40 6.0 4.8 1:55 0.430 9:55 1.218 0.708 0.708 0.00 4/21/2018 3:50 2.7 9:10 3.8 3.3 3:35 3.9 10:20 5.5 4.8 3:35 0.414 9:35 0.971 0.701 0.701 0.05 4/22/2018 3:05 2.7 11:05 3.8 3.3 5:05 3.9 8:40 5.5 4.8 5:05 0.417 10:55 0.946 0.704 0.704 0.00 ReportAvg 3.6 5.1 0.861 ReportTotal 18.94 5.85 REN_MH2999 Located At: 3431 Shattuck Ave S (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 8” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did not surcharge during the monitoring period. The dry weather 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 upward ultrasonic sensor. 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 Raw Percentage Uptime 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 1.28 3.51 0.087 16% Maximum 3.28 7.12 0.609 41% Average 1.81 5.58 0.218 23% Latitude: 47.448386° Longitude:-122.212824° Site Sketch Plan View or Photo Additional Site Info. / Comments: Traffic control required. Fast, low flow Good Antenna Location Communication Information: Active Drop Connections Air Quality: Communication Type Normal 22275.11.325 ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Manhole Cover Manhole Frame Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Concrete Wireless Pipe Material Located in roadway at end of residential neighborhood. Sensors / Devices: 8.00'' x 8.00'' 0.25" Manhole / Pipe Information: Installation Type: Pressure Sensor Range (psi) Confirmation Time: Site Sketch Profile View or Photo Pipe Size (H x W) Topside / Area Photo Peak Combo (CS4), Smart Depth (CS5) Pipe Size (HxW) 9:22:00 AM Monitoring Location (Sensors): Depth of Flow (Wet DOF) (in)Range (Air DOF) (in) ~2.63'' Velocity Sensor Offset (in) ~7.5 FPS Temporary 8.00'' x 8.00'' REN_MH2999 Access Traffic TRITON+ System Characteristics Location Type Pipe Shape Renton.Carollo.I&I.WA17 Medium Drive Site Access Details: Site Address /Location: Site Name 3431 Shattuck Ave S 0 - 5 psi Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: 12.19.17 Upstream 0-5 FT Manhole MH2999 Other Map Flow Monitoring Site Report 0 Downlooker Physical Offset (in)Measurement Confidence (in) 1.25'' Peak Velocity (fps) Silt (in) ~8' Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: Pipe Condition: Single Good Manhole Pick / Vent Hole Manhole Condition: No Concrete 20'' NormalUnbolted 20'' Additional Photos Flow Direction Monitoring Point Top Down Location Location Upstream Downstream Side Inlet ADS Environmental Services Pipe Height: 8.00 REN_MH2999\mp1\DFINAL (inches) REN_MH2999\mp1\VFINAL (feet/sec) REN_MH2999\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 12/22/2017 1:20 1.6 13:25 2.2 1.8 3:00 5.1 9:35 6.8 5.9 1:20 0.171 11:30 0.335 0.232 0.232 0.10 12/23/2017 5:25 1.5 9:55 2.1 1.8 5:25 5.0 11:05 6.5 5.7 5:25 0.147 9:55 0.310 0.211 0.211 0.00 12/24/2017 5:10 1.4 10:45 2.2 1.8 3:40 4.8 10:45 6.5 5.7 5:05 0.136 10:45 0.326 0.210 0.210 0.00 12/25/2017 5:45 1.5 12:10 2.2 1.8 5:45 4.8 12:10 6.4 5.6 5:45 0.136 12:10 0.317 0.209 0.209 0.14 12/26/2017 4:35 1.4 18:30 2.2 1.8 4:35 4.7 13:00 6.3 5.4 4:35 0.130 18:30 0.314 0.204 0.204 0.17 12/27/2017 3:55 1.4 19:50 2.1 1.7 3:05 4.6 19:50 6.3 5.4 4:00 0.128 19:50 0.291 0.195 0.195 0.00 12/28/2017 2:15 1.4 9:45 2.1 1.8 4:10 4.6 20:10 6.2 5.5 4:10 0.127 20:10 0.288 0.204 0.204 0.25 12/29/2017 0:45 1.7 10:40 3.3 2.4 1:05 5.1 11:55 7.1 6.4 1:05 0.185 10:40 0.609 0.383 0.383 1.57 12/30/2017 23:35 1.9 0:25 2.6 2.1 5:30 5.8 16:55 6.7 6.2 23:35 0.250 12:05 0.401 0.298 0.298 0.02 12/31/2017 3:05 1.8 10:40 2.4 2.0 5:05 5.4 10:40 6.6 6.0 5:20 0.206 10:40 0.371 0.260 0.260 0.00 ReportAvg 1.9 5.8 0.241 ReportTotal 2.407 2.25 ADS Environmental Services Pipe Height: 8.00 REN_MH2999\mp1\DFINAL (inches) REN_MH2999\mp1\VFINAL (feet/sec) REN_MH2999\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 1/1/2018 6:35 1.6 10:30 2.4 1.9 6:05 5.1 11:25 6.8 5.9 7:20 0.171 10:30 0.381 0.238 0.238 0.00 1/2/2018 2:50 1.5 6:55 2.1 1.8 1:50 4.9 6:55 6.4 5.7 2:50 0.147 6:55 0.296 0.215 0.215 0.01 1/3/2018 2:50 1.5 18:45 2.1 1.8 23:00 4.9 18:45 6.4 5.6 2:40 0.141 18:45 0.292 0.206 0.206 0.00 1/4/2018 3:35 1.4 9:55 2.1 1.7 3:50 4.6 8:35 6.4 5.4 3:50 0.129 9:55 0.292 0.192 0.192 0.09 1/5/2018 2:10 1.5 20:05 2.2 1.8 4:05 4.6 16:05 6.3 5.5 2:20 0.134 20:05 0.312 0.221 0.221 0.42 1/6/2018 2:50 1.6 11:05 2.4 2.0 3:00 4.9 9:15 6.3 5.7 2:50 0.157 11:05 0.359 0.247 0.247 0.24 1/7/2018 3:10 1.6 12:15 2.5 2.0 4:25 4.9 10:20 6.6 5.7 5:10 0.154 12:15 0.393 0.249 0.249 0.38 1/8/2018 2:40 1.7 8:45 2.3 2.0 2:35 5.0 11:45 6.4 5.8 2:35 0.179 8:45 0.345 0.254 0.254 0.14 1/9/2018 3:25 1.8 6:55 2.4 2.0 3:30 5.3 6:55 6.4 5.9 3:30 0.209 6:55 0.362 0.268 0.268 0.46 1/10/2018 4:10 1.7 22:35 2.2 2.0 2:50 5.1 9:20 6.3 5.7 2:55 0.181 22:35 0.318 0.247 0.247 0.22 1/11/2018 2:40 1.7 15:10 3.0 2.3 2:10 5.2 13:05 6.7 6.1 2:35 0.181 15:10 0.515 0.331 0.331 1.04 1/12/2018 23:55 2.0 19:10 2.7 2.2 2:40 5.6 19:55 6.5 6.0 23:55 0.261 19:10 0.421 0.302 0.302 0.20 1/13/2018 4:25 1.9 11:35 2.4 2.1 4:10 5.3 12:25 6.5 5.9 4:25 0.221 12:25 0.372 0.277 0.277 0.02 1/14/2018 5:50 1.7 10:05 2.5 2.0 2:50 5.0 10:05 6.5 5.7 5:50 0.176 10:05 0.392 0.254 0.254 0.00 1/15/2018 4:05 1.6 19:40 2.2 1.9 1:55 4.8 19:40 6.4 5.6 2:50 0.155 19:40 0.320 0.232 0.232 0.04 1/16/2018 3:35 1.6 20:45 2.2 1.9 3:35 4.8 7:15 6.3 5.6 3:35 0.155 20:45 0.318 0.232 0.232 0.26 1/17/2018 3:40 1.6 19:05 2.8 2.0 3:10 4.6 19:05 6.6 5.6 3:10 0.148 19:05 0.462 0.246 0.246 0.79 1/18/2018 1:30 1.9 9:00 2.7 2.2 1:55 5.3 9:00 6.4 6.0 1:35 0.229 9:00 0.421 0.297 0.297 0.40 1/19/2018 3:20 1.9 8:30 2.5 2.1 3:15 5.1 18:45 6.5 5.8 3:15 0.205 18:45 0.381 0.267 0.267 0.10 1/20/2018 3:10 1.7 10:30 2.4 2.0 2:15 4.9 10:30 6.3 5.6 3:10 0.180 10:30 0.349 0.253 0.253 0.10 1/21/2018 6:00 1.6 9:45 2.4 2.0 4:20 4.8 11:35 6.4 5.6 2:50 0.161 9:45 0.364 0.249 0.249 0.16 1/22/2018 2:20 1.6 10:40 2.5 2.0 4:30 4.8 7:45 6.4 5.7 2:20 0.162 10:40 0.373 0.255 0.255 0.34 1/23/2018 2:15 1.7 18:45 2.7 2.1 3:55 4.8 20:10 6.5 5.8 3:55 0.165 18:45 0.419 0.274 0.274 0.79 1/24/2018 4:30 2.0 6:30 2.7 2.2 3:20 5.6 19:25 6.6 6.2 4:30 0.258 6:30 0.443 0.314 0.314 0.51 1/25/2018 2:45 2.0 20:35 2.6 2.1 3:35 5.6 20:35 6.6 6.1 2:40 0.250 20:35 0.425 0.294 0.294 0.14 1/26/2018 4:30 1.9 23:20 2.4 2.1 3:10 5.4 13:00 6.5 6.0 3:35 0.218 23:20 0.374 0.277 0.277 0.36 1/27/2018 0:05 2.0 10:50 2.6 2.2 0:10 5.9 20:55 6.9 6.4 0:10 0.261 10:50 0.440 0.323 0.323 0.61 1/28/2018 5:20 1.9 10:05 2.5 2.0 5:30 5.7 10:05 6.7 6.2 5:20 0.236 10:05 0.398 0.282 0.282 0.07 1/29/2018 2:45 1.8 16:50 3.0 2.2 3:15 5.3 18:05 7.1 6.3 3:15 0.204 16:55 0.540 0.317 0.317 0.90 1/30/2018 23:35 1.9 16:20 2.4 2.0 23:15 6.0 22:35 6.8 6.3 23:30 0.243 16:20 0.389 0.287 0.287 0.00 1/31/2018 4:00 1.8 6:30 2.3 1.9 3:30 5.4 6:30 6.7 6.0 3:45 0.200 6:30 0.363 0.249 0.249 0.00 ReportAvg 2.0 5.9 0.263 ReportTotal 8.150 8.79 ADS Environmental Services Pipe Height: 8.00 REN_MH2999\mp1\DFINAL (inches) REN_MH2999\mp1\VFINAL (feet/sec) REN_MH2999\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 2/1/2018 3:40 1.7 21:55 2.5 1.9 4:05 5.3 22:50 6.9 6.0 3:40 0.180 21:55 0.400 0.246 0.246 0.66 2/2/2018 3:00 1.8 8:15 2.4 2.0 23:00 5.8 11:00 6.8 6.2 3:00 0.223 8:15 0.373 0.265 0.265 0.04 2/3/2018 3:45 1.7 10:20 2.3 1.9 4:10 5.3 12:55 6.7 6.0 4:10 0.187 10:20 0.352 0.249 0.249 0.31 2/4/2018 3:50 1.7 20:35 2.3 1.9 4:30 5.3 11:05 6.7 6.0 3:05 0.186 20:35 0.352 0.247 0.247 0.02 2/5/2018 3:40 1.6 20:55 2.3 1.8 2:50 5.0 12:55 6.6 5.8 3:15 0.164 20:55 0.338 0.224 0.224 0.04 2/6/2018 3:30 1.6 17:50 2.1 1.8 1:45 4.9 17:50 6.5 5.7 1:45 0.160 17:50 0.307 0.217 0.217 0.00 2/7/2018 2:45 1.5 10:25 2.2 1.8 3:30 4.8 10:25 6.5 5.6 3:00 0.147 10:25 0.330 0.209 0.209 0.00 2/8/2018 2:40 1.5 18:20 2.1 1.7 2:45 4.7 18:20 6.4 5.5 2:45 0.136 18:20 0.300 0.197 0.197 0.09 2/9/2018 3:20 1.4 8:55 2.0 1.7 2:15 4.8 8:00 6.3 5.5 3:15 0.132 8:55 0.270 0.194 0.194 0.01 2/10/2018 4:00 1.4 10:25 2.1 1.7 5:20 4.8 10:20 6.4 5.5 3:55 0.130 10:25 0.298 0.194 0.194 0.01 2/11/2018 5:20 1.4 13:50 2.1 1.7 3:15 4.6 16:50 6.3 5.5 5:05 0.125 13:50 0.291 0.197 0.197 0.00 2/12/2018 3:30 1.4 8:55 2.0 1.6 2:20 4.4 21:30 6.2 5.3 4:25 0.118 8:55 0.275 0.178 0.178 0.00 2/13/2018 3:05 1.4 20:55 1.9 1.6 4:30 4.3 20:55 6.2 5.3 2:50 0.111 20:55 0.253 0.173 0.173 0.17 2/14/2018 4:35 1.4 7:35 2.0 1.7 4:30 4.6 7:35 6.3 5.4 4:35 0.124 7:35 0.277 0.189 0.189 0.15 2/15/2018 2:55 1.4 21:20 1.9 1.6 2:45 4.4 21:20 6.2 5.3 2:50 0.115 21:20 0.256 0.178 0.178 0.00 2/16/2018 2:55 1.4 10:00 2.0 1.7 1:20 4.5 17:35 6.3 5.3 1:20 0.119 10:00 0.272 0.181 0.181 0.15 2/17/2018 3:25 1.4 10:45 2.2 1.8 3:25 4.5 11:30 6.6 5.6 3:25 0.117 10:45 0.328 0.211 0.211 0.32 2/18/2018 5:00 1.5 9:25 2.1 1.8 5:00 4.9 9:25 6.3 5.6 5:00 0.139 9:25 0.296 0.206 0.206 0.01 2/19/2018 2:55 1.4 21:25 2.0 1.7 2:55 4.7 21:25 6.3 5.4 2:55 0.127 21:25 0.286 0.191 0.191 0.00 2/20/2018 3:35 1.4 19:45 1.9 1.7 3:35 4.5 21:00 6.3 5.4 3:35 0.120 19:45 0.260 0.183 0.183 0.00 2/21/2018 3:15 1.4 21:25 1.9 1.6 4:05 4.3 21:25 6.2 5.3 3:10 0.114 21:25 0.260 0.177 0.177 0.00 2/22/2018 3:00 1.4 17:35 2.0 1.6 3:45 4.4 20:05 6.2 5.2 2:50 0.114 17:35 0.277 0.177 0.177 0.07 2/23/2018 3:15 1.4 22:45 2.0 1.6 3:25 4.2 9:10 6.0 5.2 3:25 0.109 22:50 0.267 0.170 0.170 0.01 2/24/2018 5:00 1.4 10:10 2.1 1.7 4:45 4.2 10:15 6.2 5.2 4:45 0.111 10:10 0.293 0.177 0.177 0.13 2/25/2018 4:40 1.4 9:50 2.1 1.7 3:15 4.3 14:10 6.2 5.4 3:15 0.115 9:50 0.294 0.193 0.193 0.11 2/26/2018 4:05 1.4 21:10 2.0 1.6 4:10 4.3 19:40 6.1 5.2 4:10 0.111 21:10 0.264 0.174 0.174 0.00 2/27/2018 2:40 1.3 20:35 2.0 1.6 2:15 4.2 7:45 6.1 5.2 2:40 0.101 20:35 0.264 0.168 0.168 0.19 2/28/2018 3:40 1.4 19:05 2.1 1.7 4:15 4.1 19:05 6.3 5.3 3:35 0.106 19:05 0.297 0.181 0.181 0.35 ReportAvg 1.7 5.5 0.198 ReportTotal 5.546 2.84 ADS Environmental Services Pipe Height: 8.00 REN_MH2999\mp1\DFINAL (inches) REN_MH2999\mp1\VFINAL (feet/sec) REN_MH2999\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 3/1/2018 3:50 1.4 21:20 2.0 1.7 3:05 4.5 21:20 6.2 5.3 2:55 0.124 21:20 0.278 0.186 0.186 0.01 3/2/2018 2:00 1.4 7:40 2.0 1.7 1:30 4.5 8:55 6.2 5.4 1:30 0.122 7:40 0.273 0.194 0.194 0.07 3/3/2018 3:30 1.4 9:15 2.1 1.7 3:20 4.5 9:20 6.2 5.4 3:20 0.122 9:20 0.298 0.190 0.190 0.00 3/4/2018 4:20 1.4 9:50 2.1 1.7 2:35 4.3 13:20 6.2 5.4 2:35 0.116 9:50 0.294 0.196 0.196 0.12 3/5/2018 3:50 1.4 9:40 2.1 1.7 2:30 4.4 19:55 6.1 5.3 3:50 0.116 9:40 0.281 0.188 0.188 0.00 3/6/2018 3:10 1.4 18:15 2.1 1.6 1:40 4.3 19:55 6.1 5.2 2:45 0.112 18:15 0.285 0.174 0.174 0.00 3/7/2018 2:40 1.4 9:00 2.1 1.6 2:30 4.2 7:40 6.1 5.2 2:30 0.109 9:00 0.279 0.174 0.174 0.03 3/8/2018 2:30 1.4 21:05 2.1 1.7 2:30 4.1 21:10 6.1 5.2 2:30 0.104 21:05 0.290 0.179 0.179 0.37 3/9/2018 3:25 1.4 9:20 2.1 1.7 3:15 4.4 18:50 6.1 5.2 3:15 0.117 18:50 0.286 0.179 0.179 0.00 3/10/2018 3:00 1.4 11:35 2.2 1.7 2:45 4.1 8:40 6.1 5.2 2:45 0.107 11:40 0.292 0.182 0.182 0.00 3/11/2018 2:20 1.4 10:10 2.2 1.7 2:10 4.0 19:05 6.0 5.1 2:10 0.103 21:35 0.293 0.179 0.179 0.00 3/12/2018 2:40 1.4 20:00 2.1 1.6 1:55 3.9 20:00 6.0 5.1 1:55 0.099 20:00 0.278 0.167 0.167 0.00 3/13/2018 2:10 1.4 18:50 2.2 1.6 1:20 4.0 18:00 6.2 5.1 1:20 0.105 18:50 0.304 0.174 0.174 0.31 3/14/2018 23:55 1.4 9:25 2.0 1.7 2:05 4.3 5:35 6.1 5.2 2:05 0.117 5:35 0.278 0.177 0.177 0.04 3/15/2018 2:55 1.4 7:50 2.1 1.6 2:30 4.1 19:35 6.1 5.2 2:30 0.107 7:50 0.279 0.173 0.173 0.00 3/16/2018 2:25 1.4 19:35 2.0 1.6 1:10 4.0 19:30 6.0 5.0 1:10 0.102 19:35 0.271 0.163 0.163 0.00 3/17/2018 3:20 1.3 11:20 2.1 1.6 2:25 3.8 8:25 6.1 5.0 2:25 0.096 11:20 0.282 0.165 0.165 0.00 3/18/2018 3:10 1.3 18:05 2.1 1.6 4:25 3.7 9:40 6.1 5.0 3:10 0.094 18:05 0.286 0.168 0.168 0.00 3/19/2018 2:00 1.3 18:35 2.0 1.6 1:45 3.7 18:35 6.1 4.9 2:00 0.093 18:35 0.278 0.156 0.156 0.00 3/20/2018 2:55 1.3 9:05 2.2 1.6 1:45 3.6 9:05 6.2 5.0 2:15 0.091 9:05 0.306 0.155 0.155 0.00 3/21/2018 2:00 1.3 7:15 2.0 1.5 0:45 3.5 7:15 6.0 4.9 0:45 0.087 7:15 0.259 0.152 0.152 0.10 3/22/2018 2:45 1.3 19:45 2.0 1.6 2:15 3.9 21:00 6.3 5.3 2:15 0.097 19:45 0.270 0.179 0.179 0.48 3/23/2018 2:00 1.4 10:30 2.1 1.7 2:25 4.3 11:20 6.3 5.4 2:25 0.114 10:30 0.296 0.192 0.192 0.31 3/24/2018 2:45 1.4 10:10 2.2 1.8 2:15 4.6 14:10 6.3 5.6 2:15 0.127 10:10 0.317 0.210 0.210 0.28 3/25/2018 2:55 1.4 9:05 2.1 1.7 2:55 4.7 8:15 6.4 5.5 2:55 0.126 9:05 0.311 0.196 0.196 0.01 3/26/2018 2:35 1.4 7:50 2.1 1.7 1:35 4.3 18:50 6.4 5.5 1:35 0.111 7:50 0.304 0.190 0.190 0.17 3/27/2018 2:20 1.4 8:20 2.2 1.7 0:30 4.6 8:20 6.4 5.4 2:05 0.125 8:20 0.314 0.185 0.185 0.02 3/28/2018 2:40 1.4 7:15 1.9 1.6 0:15 4.3 18:10 6.3 5.4 2:40 0.116 7:15 0.250 0.176 0.176 0.01 3/29/2018 2:50 1.4 18:50 2.0 1.6 2:40 4.5 17:35 6.2 5.3 2:40 0.116 18:50 0.275 0.174 0.174 0.00 3/30/2018 2:20 1.3 8:45 2.3 1.6 1:10 4.4 8:45 6.4 5.2 1:55 0.112 8:45 0.347 0.172 0.172 0.00 3/31/2018 3:05 1.4 15:05 2.0 1.6 2:05 4.2 9:45 6.2 5.2 2:05 0.108 15:05 0.276 0.175 0.175 0.00 ReportAvg 1.6 5.2 0.178 ReportTotal 5.518 2.33 ADS Environmental Services Pipe Height: 8.00 REN_MH2999\mp1\DFINAL (inches) REN_MH2999\mp1\VFINAL (feet/sec) REN_MH2999\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 4/1/2018 5:40 1.3 12:35 2.0 1.7 3:25 4.1 12:35 6.2 5.2 3:25 0.104 12:35 0.284 0.179 0.179 0.10 4/2/2018 2:30 1.3 18:30 2.0 1.6 2:30 3.9 20:15 6.2 5.1 2:30 0.096 20:15 0.264 0.167 0.167 0.00 4/3/2018 23:55 1.4 21:05 1.9 1.6 0:35 3.6 19:35 6.1 5.0 0:35 0.102 7:35 0.252 0.164 0.164 0.00 4/4/2018 2:10 1.3 20:10 2.0 1.6 2:00 3.7 18:50 6.2 5.1 2:00 0.091 20:10 0.269 0.168 0.168 0.39 4/5/2018 3:05 1.4 18:45 2.0 1.7 2:00 4.1 19:40 6.3 5.2 2:00 0.107 19:40 0.282 0.178 0.178 0.25 4/6/2018 2:40 1.4 8:40 2.0 1.7 2:35 4.4 8:40 6.2 5.3 2:40 0.122 8:40 0.279 0.182 0.182 0.00 4/7/2018 2:10 1.4 9:05 2.5 1.9 2:00 4.3 9:05 6.6 5.8 2:00 0.114 9:05 0.387 0.240 0.240 0.88 4/8/2018 2:35 1.7 10:50 2.5 2.0 3:00 5.0 7:55 6.8 6.0 3:05 0.172 10:50 0.408 0.260 0.260 0.45 4/9/2018 2:35 1.6 19:40 2.2 1.8 2:35 5.1 18:45 6.7 5.8 2:35 0.169 19:40 0.337 0.230 0.230 0.00 4/10/2018 3:00 1.6 8:30 2.3 1.8 1:20 5.0 8:30 6.7 5.8 3:00 0.160 8:30 0.354 0.223 0.223 0.23 4/11/2018 3:20 1.6 19:20 2.2 1.8 2:50 5.0 19:15 6.7 5.7 3:20 0.155 19:20 0.336 0.216 0.216 0.31 4/12/2018 3:25 1.6 7:40 2.1 1.8 2:00 5.1 7:40 6.5 5.7 2:00 0.163 7:40 0.312 0.218 0.218 0.11 4/13/2018 1:30 1.5 22:45 2.3 1.8 1:45 4.9 22:45 6.5 5.7 1:45 0.148 22:45 0.351 0.224 0.224 0.51 4/14/2018 3:30 1.7 20:40 2.9 2.3 3:25 5.3 21:55 6.9 6.3 3:25 0.195 19:25 0.500 0.340 0.340 1.52 4/15/2018 23:55 1.9 1:00 2.9 2.3 23:40 5.8 9:20 6.9 6.5 23:55 0.249 1:00 0.505 0.349 0.349 0.21 4/16/2018 3:20 1.9 16:35 2.6 2.1 1:45 5.7 16:35 7.0 6.3 3:05 0.230 16:35 0.443 0.300 0.300 0.71 4/17/2018 23:40 1.8 20:45 2.3 2.0 23:20 5.7 6:15 6.8 6.2 23:25 0.220 7:05 0.366 0.276 0.276 0.01 4/18/2018 23:50 1.7 7:30 2.2 1.9 2:25 5.4 20:25 6.6 5.9 23:50 0.195 7:30 0.341 0.244 0.244 0.12 4/19/2018 2:35 1.6 7:35 2.2 1.8 2:00 5.0 7:35 6.6 5.8 2:35 0.166 7:35 0.322 0.223 0.223 0.00 4/20/2018 1:35 1.6 8:35 2.1 1.8 3:40 4.9 7:30 6.3 5.6 3:40 0.155 8:35 0.298 0.213 0.213 0.00 4/21/2018 3:55 1.5 9:15 2.2 1.8 3:55 4.9 9:10 6.4 5.5 3:55 0.149 9:15 0.317 0.212 0.212 0.05 4/22/2018 4:30 1.5 8:55 2.2 1.8 23:50 4.7 17:50 6.3 5.5 4:30 0.138 8:55 0.316 0.210 0.210 0.00 ReportAvg 1.8 5.7 0.228 ReportTotal 5.019 5.85 REN_MH3216 Located At: West of 4022 Talbot Rd S (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 7.38” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did not surcharge during the monitoring period. The dry weather 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 upward ultrasonic sensor and the pressure sensor. 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 Raw Percentage Uptime Final Depth (in) 100% 94% Velocity (f/s) 100% 94% Quantity (mgd) 100% 94% 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 1.41 0.33 0.011 19% Maximum 6.76 2.41 0.445 92% Average 2.55 0.96 0.059 35% Latitude: 47.444195° Longitude:-122.216122° Pipe Condition: Single Good Manhole Pick / Vent Hole Manhole Condition: No PVC 20'' NormalVented 20'' 0 Downlooker Physical Offset (in)Measurement Confidence (in) 1.38'' Peak Velocity (fps) Silt (in) ~8' Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: Renton.Carollo.I&I.WA17 LightDrive Site Access Details: Site Address /Location: Site Name West of 4033 Talbot Rd S, Renton, WA 98055, USA 0 - 5 psi Installation Information Circular Monitor Series Monitor Location: Doppler Special Installation Manhole # Installation Date: 12.14.17 Upstream 0-5 FT Manhole MH5519 Other Map Flow Monitoring Site Report Temporary 10.25'' x 10.25'' REN_MH5519 Access Traffic TRITON+ System Characteristics Location Type Pipe ShapeOff of Talbot Rd, down brush area from parking lot west of Valley Medical Center Sensors / Devices: 10.25'' x 10.25'' 0.25" Manhole / Pipe Information: Installation Type: Pressure Sensor Range (psi) Confirmation Time: Site Sketch Profile View or Photo Pipe Size (H x W) Topside / Area Photo Peak Combo (CS4) Pipe Size (HxW) - Monitoring Location (Sensors): Depth of Flow (Wet DOF) (in)Range (Air DOF) (in) ~2.25'' Velocity Sensor Offset (in) ~6.00 FPS Site Sketch Plan View or Photo Additional Site Info. / Comments: Off trail. Confirmation information available from ADS. Low, fast flow Good Antenna Location Communication Information: Active Drop Connections Air Quality: Communication Type Normal 22275.11.325 ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Manhole Cover Manhole Frame Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Concrete Wireless Pipe Material Additional Photos Flow Direction Monitoring Point Side Inlet Second Side Inlet (usually dry)Top Down Secondary Top Down - Outlet Oriented Location Upstream Downstream ADS Environmental Services Pipe Height: 7.38 REN_MH3216\mp1\DFINAL (inches) REN_MH3216\mp1\VFINAL (feet/sec) REN_MH3216\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 12/22/2017 3:45 2.1 19:30 4.4 3.0 4:15 0.7 18:20 1.9 1.2 3:45 0.031 19:30 0.218 0.098 0.098 12/23/2017 23:55 2.3 4:50 4.7 4.0 23:15 0.8 4:50 2.1 1.7 23:55 0.040 4:50 0.265 0.182 0.182 12/24/2017 4:10 1.9 13:40 3.2 2.4 3:30 0.6 13:40 1.3 0.9 4:10 0.024 13:40 0.100 0.049 0.049 12/25/2017 4:15 1.8 12:20 3.3 2.3 4:20 0.5 12:20 1.4 0.8 4:20 0.019 12:20 0.120 0.045 0.045 12/26/2017 3:25 1.8 9:40 6.8 3.0 3:50 0.5 9:40 2.4 1.1 3:50 0.016 9:40 0.445 0.095 0.095 12/27/2017 2:00 2.0 16:00 3.7 2.7 4:25 0.3 7:15 1.3 0.8 2:00 0.021 7:15 0.121 0.052 0.052 12/28/2017 3:10 2.2 17:50 3.9 2.8 23:25 0.5 13:25 1.5 0.8 3:10 0.026 13:25 0.144 0.056 0.056 12/29/2017 1:25 2.5 11:05 4.3 3.4 1:20 0.4 12:50 1.2 0.6 1:20 0.024 10:50 0.113 0.057 0.057 12/30/2017 5:05 2.9 13:10 3.8 3.3 20:25 0.4 10:05 0.8 0.6 23:00 0.029 10:00 0.069 0.046 0.046 12/31/2017 3:15 2.8 16:45 3.7 3.2 6:05 0.4 8:45 0.7 0.5 6:05 0.024 8:45 0.069 0.044 0.044 ReportAvg 3.0 0.9 0.072 ReportTotal 0.723 ADS Environmental Services Pipe Height: 7.38 REN_MH3216\mp1\DFINAL (inches) REN_MH3216\mp1\VFINAL (feet/sec) REN_MH3216\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 1/1/2018 6:55 2.7 13:05 3.7 3.1 6:55 0.4 10:25 0.8 0.5 6:55 0.025 10:25 0.066 0.040 0.040 1/2/2018 3:30 2.7 15:40 3.7 3.2 3:50 0.4 9:35 0.9 0.5 3:30 0.025 9:35 0.083 0.044 0.044 1/3/2018 4:25 3.0 12:45 3.6 3.3 2:50 0.3 9:00 0.9 0.6 2:50 0.026 9:00 0.085 0.046 0.027 1/4/2018 -- 1/5/2018 -- 1/6/2018 -- 1/7/2018 -- 1/8/2018 -- 1/9/2018 -- 1/10/2018 -- 1/11/2018 21:15 2.8 11:05 5.5 3.3 10:55 0.5 11:55 1.7 1.2 23:30 0.056 11:55 0.165 0.095 0.054 1/12/2018 2:45 2.5 8:40 4.2 3.2 23:50 0.6 8:40 1.4 0.9 23:50 0.042 8:40 0.156 0.075 0.075 1/13/2018 20:55 2.2 7:00 3.9 2.8 3:55 0.5 12:20 1.6 1.0 3:55 0.034 7:00 0.157 0.065 0.065 1/14/2018 4:50 2.0 9:10 3.5 2.5 6:30 0.6 10:20 1.5 1.0 4:30 0.026 9:10 0.114 0.059 0.059 1/15/2018 4:25 1.9 10:40 3.8 2.8 2:45 0.7 10:40 1.7 1.2 3:00 0.029 10:40 0.173 0.085 0.085 1/16/2018 22:35 2.2 10:55 3.5 2.7 22:35 0.8 12:00 1.7 1.2 22:35 0.041 10:55 0.149 0.080 0.080 1/17/2018 2:40 2.0 18:35 3.7 2.6 3:00 0.7 16:35 1.7 1.1 3:00 0.029 19:05 0.161 0.072 0.072 1/18/2018 2:55 2.3 9:35 3.9 2.8 2:20 0.9 9:35 1.9 1.2 2:40 0.045 9:35 0.191 0.085 0.085 1/19/2018 3:25 2.2 10:10 3.5 2.7 1:15 0.8 14:35 1.7 1.2 1:15 0.038 14:35 0.154 0.076 0.076 1/20/2018 4:15 2.1 10:00 3.7 2.5 0:40 0.7 9:20 1.7 1.1 23:35 0.037 9:20 0.162 0.065 0.065 1/21/2018 5:00 1.9 13:10 3.4 2.6 4:10 0.6 11:55 1.6 1.1 4:10 0.024 11:55 0.132 0.065 0.065 1/22/2018 3:10 2.1 9:30 3.5 2.7 2:15 0.7 9:30 1.6 1.1 2:15 0.033 9:30 0.150 0.073 0.073 1/23/2018 3:35 2.2 15:00 3.8 2.7 2:15 0.7 15:00 1.6 1.1 2:15 0.035 15:00 0.160 0.073 0.073 1/24/2018 3:45 2.4 15:00 3.7 2.9 3:20 0.9 15:00 1.7 1.2 3:20 0.047 15:00 0.160 0.086 0.086 1/25/2018 1:30 2.4 9:30 3.8 2.8 1:20 0.9 9:30 1.8 1.2 1:25 0.052 9:30 0.176 0.086 0.086 1/26/2018 2:25 2.3 10:15 3.8 2.8 3:10 0.8 11:15 1.6 1.2 3:15 0.041 10:15 0.163 0.079 0.079 1/27/2018 23:15 2.3 10:40 3.7 2.8 23:55 0.8 10:40 1.7 1.2 23:55 0.044 10:40 0.157 0.078 0.078 1/28/2018 3:45 2.2 9:35 3.4 2.6 4:00 0.8 14:15 1.5 1.1 4:00 0.036 9:35 0.133 0.068 0.068 1/29/2018 3:10 2.0 14:55 4.0 2.7 3:00 0.8 14:55 1.8 1.1 3:00 0.033 14:55 0.196 0.075 0.075 1/30/2018 23:25 2.2 13:10 3.8 2.7 3:20 0.9 10:40 1.7 1.2 3:20 0.044 9:15 0.158 0.076 0.076 1/31/2018 2:35 2.1 12:15 3.6 2.7 23:50 0.8 12:15 1.7 1.1 2:35 0.038 12:15 0.157 0.071 0.071 ReportAvg 2.8 1.1 0.072 ReportTotal 1.658 ADS Environmental Services Pipe Height: 7.38 REN_MH3216\mp1\DFINAL (inches) REN_MH3216\mp1\VFINAL (feet/sec) REN_MH3216\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 2/1/2018 4:30 1.9 15:10 3.6 2.6 4:00 0.6 15:10 1.6 1.1 4:00 0.029 15:10 0.153 0.069 0.069 2/2/2018 3:00 2.2 10:05 3.9 2.7 3:45 0.8 10:35 1.7 1.2 3:45 0.040 10:35 0.164 0.075 0.075 2/3/2018 3:15 2.2 19:55 3.4 2.6 4:45 0.8 10:55 1.5 1.1 4:45 0.044 19:55 0.124 0.068 0.068 2/4/2018 23:55 2.1 10:10 4.0 2.6 2:40 0.8 10:10 1.9 1.1 23:55 0.040 10:10 0.201 0.068 0.068 2/5/2018 4:20 2.0 15:05 3.7 2.6 2:25 0.7 15:05 1.8 1.1 2:25 0.028 15:05 0.177 0.069 0.069 2/6/2018 3:40 2.0 12:10 3.4 2.6 1:35 0.7 12:10 1.6 1.1 1:35 0.033 12:10 0.137 0.066 0.066 2/7/2018 23:40 2.1 19:50 3.7 2.6 0:45 0.8 16:00 1.6 1.1 0:45 0.039 19:50 0.152 0.066 0.066 2/8/2018 3:50 1.9 11:50 3.7 2.5 2:55 0.8 11:50 1.6 1.1 2:55 0.031 11:50 0.158 0.064 0.064 2/9/2018 4:10 1.9 13:55 3.7 2.5 1:40 0.7 13:55 1.6 1.1 1:40 0.029 13:55 0.159 0.066 0.066 2/10/2018 3:25 2.1 13:45 3.5 2.5 20:45 0.8 13:45 1.6 1.1 3:25 0.035 13:45 0.146 0.061 0.061 2/11/2018 3:45 1.9 12:20 3.5 2.4 1:25 0.6 12:20 1.7 1.0 1:30 0.026 12:20 0.147 0.056 0.056 2/12/2018 0:40 1.8 11:10 3.7 2.4 0:30 0.5 14:25 1.6 1.0 0:30 0.019 11:10 0.148 0.057 0.057 2/13/2018 3:10 1.7 17:25 3.5 2.3 3:05 0.4 17:25 1.6 0.9 3:05 0.012 17:25 0.142 0.051 0.051 2/14/2018 1:25 1.8 14:10 3.6 2.5 1:55 0.5 14:10 1.7 1.0 1:55 0.020 14:10 0.155 0.061 0.061 2/15/2018 22:55 2.0 8:50 3.4 2.5 23:55 0.7 8:50 1.6 1.0 23:55 0.027 8:50 0.137 0.061 0.061 2/16/2018 1:40 1.6 17:15 3.7 2.4 2:50 0.6 17:15 1.6 1.0 2:50 0.020 17:15 0.160 0.057 0.057 2/17/2018 3:15 1.7 23:00 3.3 2.4 4:00 0.5 23:00 1.4 1.0 4:00 0.020 23:00 0.116 0.057 0.057 2/18/2018 3:55 2.0 9:00 3.5 2.5 5:20 0.7 9:00 1.6 1.0 3:20 0.031 9:00 0.140 0.059 0.059 2/19/2018 3:40 1.9 11:40 3.3 2.5 3:15 0.8 9:55 1.5 1.0 3:40 0.030 11:40 0.121 0.059 0.059 2/20/2018 2:45 1.7 7:15 3.8 2.4 4:15 0.5 7:15 1.8 1.0 4:15 0.018 7:15 0.181 0.055 0.055 2/21/2018 1:40 1.8 19:25 3.4 2.4 2:10 0.6 19:25 1.6 1.0 2:10 0.021 19:25 0.133 0.056 0.056 2/22/2018 4:55 1.7 13:40 3.6 2.4 3:25 0.5 15:00 1.5 0.9 3:25 0.017 15:00 0.135 0.052 0.052 2/23/2018 3:55 1.8 10:15 4.0 2.4 2:55 0.6 10:15 1.7 1.0 3:45 0.024 10:15 0.184 0.054 0.054 2/24/2018 4:20 1.8 14:30 3.2 2.3 3:45 0.6 14:30 1.4 0.9 3:45 0.022 14:30 0.109 0.047 0.047 2/25/2018 3:15 1.6 18:25 3.6 2.3 1:30 0.5 18:25 1.5 0.9 1:30 0.017 18:25 0.137 0.046 0.046 2/26/2018 3:05 1.7 15:20 3.6 2.4 0:30 0.5 15:20 1.5 0.9 2:25 0.018 15:20 0.143 0.053 0.053 2/27/2018 23:50 1.9 10:20 3.6 2.4 0:45 0.6 10:20 1.6 0.9 0:45 0.028 10:20 0.150 0.053 0.053 2/28/2018 1:15 1.6 10:55 3.5 2.4 2:25 0.6 10:55 1.4 0.9 0:40 0.020 10:55 0.129 0.051 0.051 ReportAvg 2.5 1.0 0.059 ReportTotal 1.657 ADS Environmental Services Pipe Height: 7.38 REN_MH3216\mp1\DFINAL (inches) REN_MH3216\mp1\VFINAL (feet/sec) REN_MH3216\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 3/1/2018 2:40 1.8 10:25 3.7 2.4 4:05 0.5 10:00 1.5 0.9 2:40 0.020 10:25 0.140 0.051 0.051 3/2/2018 4:00 1.7 10:45 3.6 2.4 3:50 0.5 10:45 1.6 1.0 3:50 0.020 10:45 0.149 0.056 0.056 3/3/2018 2:55 1.7 11:10 3.1 2.2 4:35 0.4 11:10 1.3 0.8 4:35 0.015 11:10 0.100 0.043 0.043 3/4/2018 4:55 1.6 13:30 3.3 2.3 4:45 0.5 15:10 1.4 0.9 4:45 0.015 15:10 0.115 0.045 0.045 3/5/2018 23:55 1.6 10:40 3.2 2.1 2:30 0.4 10:25 1.3 0.8 2:30 0.014 10:40 0.099 0.038 0.038 3/6/2018 4:35 1.4 12:05 3.6 2.3 4:35 0.4 12:05 1.5 0.9 4:35 0.011 12:05 0.142 0.047 0.047 3/7/2018 3:25 1.7 13:10 3.4 2.3 3:25 0.4 13:10 1.3 0.9 3:25 0.013 13:10 0.116 0.048 0.048 3/8/2018 3:05 1.8 13:30 3.5 2.4 3:00 0.5 10:05 1.4 0.9 3:00 0.018 13:30 0.127 0.048 0.048 3/9/2018 4:10 1.7 10:55 3.5 2.3 2:00 0.5 10:55 1.4 0.9 4:10 0.018 10:55 0.126 0.048 0.048 3/10/2018 3:15 1.7 8:45 3.3 2.2 3:25 0.5 8:45 1.3 0.8 3:25 0.017 8:45 0.112 0.043 0.043 3/11/2018 2:45 1.6 9:25 3.2 2.3 2:35 0.5 9:25 1.4 0.8 2:35 0.015 9:25 0.112 0.044 0.044 3/12/2018 3:05 1.7 14:15 3.6 2.4 1:15 0.6 14:15 1.5 0.9 3:05 0.020 14:15 0.136 0.052 0.052 3/13/2018 2:25 1.7 11:15 3.5 2.3 2:25 0.5 11:15 1.5 0.9 2:25 0.018 11:15 0.135 0.048 0.048 3/14/2018 2:05 1.6 14:05 3.4 2.4 3:30 0.5 12:05 1.5 0.9 2:05 0.017 16:05 0.124 0.049 0.049 3/15/2018 23:55 1.7 10:20 3.8 2.4 2:40 0.6 10:20 1.6 0.9 23:55 0.021 10:20 0.162 0.051 0.051 3/16/2018 3:50 1.6 9:35 3.7 2.3 3:50 0.5 7:15 1.4 0.9 3:50 0.015 9:35 0.138 0.046 0.046 3/17/2018 2:25 1.8 7:40 3.4 2.3 2:25 0.6 8:20 1.4 0.9 2:25 0.023 7:40 0.119 0.047 0.047 3/18/2018 3:45 1.7 11:25 3.4 2.3 4:10 0.5 11:25 1.4 0.9 4:10 0.019 11:25 0.120 0.047 0.047 3/19/2018 3:00 1.8 13:45 3.7 2.4 3:20 0.6 13:45 1.6 0.9 3:00 0.021 13:45 0.154 0.048 0.048 3/20/2018 23:10 1.7 9:10 3.5 2.3 23:55 0.5 11:00 1.4 0.9 23:55 0.018 9:10 0.121 0.047 0.047 3/21/2018 1:50 1.5 13:55 3.5 2.2 3:15 0.5 15:30 1.5 0.8 2:35 0.015 13:55 0.133 0.042 0.042 3/22/2018 2:35 1.5 7:50 3.6 2.3 3:10 0.4 7:50 1.6 0.9 3:10 0.012 7:50 0.147 0.048 0.048 3/23/2018 1:30 1.6 8:35 3.8 2.4 1:20 0.5 8:35 1.6 0.9 1:20 0.016 8:35 0.159 0.053 0.053 3/24/2018 2:25 1.9 8:20 3.3 2.4 2:25 0.7 8:20 1.4 0.9 2:25 0.025 8:20 0.121 0.052 0.052 3/25/2018 23:30 1.7 13:25 3.3 2.3 3:55 0.5 13:25 1.5 0.9 23:30 0.018 13:25 0.124 0.048 0.048 3/26/2018 3:05 1.6 15:35 3.4 2.4 3:20 0.5 15:35 1.4 0.9 3:05 0.016 15:35 0.120 0.049 0.049 3/27/2018 23:40 1.7 13:40 3.4 2.4 23:40 0.6 8:25 1.4 0.9 23:40 0.020 8:25 0.122 0.049 0.049 3/28/2018 2:10 1.6 9:55 3.5 2.3 2:25 0.5 8:55 1.4 0.9 2:25 0.016 9:55 0.116 0.046 0.046 3/29/2018 0:45 1.7 9:20 3.6 2.4 0:45 0.6 9:20 1.5 0.9 0:45 0.019 9:20 0.137 0.047 0.047 3/30/2018 3:25 1.6 11:50 3.2 2.3 0:05 0.4 12:10 1.3 0.9 0:05 0.015 11:50 0.102 0.046 0.046 3/31/2018 3:25 1.6 8:45 3.5 2.2 4:35 0.5 8:45 1.4 0.8 4:35 0.016 8:45 0.129 0.043 0.043 ReportAvg 2.3 0.9 0.047 ReportTotal 1.470 ADS Environmental Services Pipe Height: 7.38 REN_MH3216\mp1\DFINAL (inches) REN_MH3216\mp1\VFINAL (feet/sec) REN_MH3216\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 4/1/2018 2:20 1.6 8:55 3.2 2.2 3:30 0.4 8:55 1.2 0.8 3:30 0.012 8:55 0.098 0.042 0.042 4/2/2018 2:05 1.6 10:45 3.4 2.3 2:05 0.4 10:45 1.5 0.8 2:05 0.013 10:45 0.128 0.044 0.044 4/3/2018 23:45 1.7 12:15 3.4 2.3 1:30 0.5 12:15 1.4 0.9 23:45 0.018 12:15 0.127 0.047 0.047 4/4/2018 2:00 1.5 12:50 3.4 2.3 2:00 0.5 12:50 1.4 0.8 2:00 0.014 12:50 0.120 0.044 0.044 4/5/2018 2:05 1.6 9:45 3.4 2.4 2:05 0.5 9:55 1.4 0.9 2:05 0.017 9:45 0.119 0.050 0.050 4/6/2018 2:10 1.8 11:20 3.6 2.4 1:20 0.6 11:20 1.5 0.9 23:45 0.023 11:20 0.143 0.049 0.049 4/7/2018 2:35 1.7 10:00 3.3 2.4 0:25 0.5 10:00 1.4 0.9 2:30 0.018 10:00 0.114 0.053 0.053 4/8/2018 1:45 1.9 12:15 3.4 2.5 1:50 0.7 12:15 1.4 0.9 1:45 0.028 12:15 0.120 0.056 0.056 4/9/2018 2:45 1.9 11:55 3.5 2.5 2:10 0.6 11:55 1.4 0.9 2:10 0.025 11:55 0.132 0.054 0.054 4/10/2018 3:05 1.9 11:45 3.6 2.5 2:50 0.7 11:45 1.5 0.9 3:05 0.026 11:45 0.141 0.054 0.054 4/11/2018 3:00 1.9 15:45 3.5 2.5 0:20 0.6 11:20 1.5 1.0 0:20 0.027 15:45 0.127 0.058 0.058 4/12/2018 2:25 1.9 9:05 3.5 2.5 1:00 0.6 12:00 1.5 0.9 1:00 0.026 12:00 0.135 0.056 0.056 4/13/2018 2:00 1.8 11:00 3.6 2.5 0:30 0.6 11:00 1.5 0.9 3:05 0.024 11:00 0.140 0.054 0.054 4/14/2018 3:35 2.0 19:00 3.6 2.7 3:35 0.7 7:50 1.5 1.0 3:35 0.028 7:50 0.134 0.067 0.067 4/15/2018 23:40 2.2 9:35 3.5 2.8 23:40 0.8 13:10 1.5 1.1 23:40 0.038 9:35 0.130 0.073 0.073 4/16/2018 3:20 2.1 7:40 4.0 2.8 2:25 0.7 7:40 1.8 1.1 2:25 0.032 7:40 0.195 0.072 0.072 4/17/2018 23:40 2.1 8:00 4.1 2.7 23:35 0.8 8:00 1.8 1.0 23:40 0.035 8:00 0.199 0.064 0.064 4/18/2018 23:40 2.0 12:50 3.6 2.6 3:10 0.7 13:10 1.4 1.0 3:10 0.031 13:10 0.131 0.060 0.060 4/19/2018 22:15 2.0 11:25 3.6 2.6 22:25 0.6 11:25 1.5 1.0 22:15 0.026 11:25 0.136 0.060 0.060 4/20/2018 2:00 1.9 14:40 3.7 2.5 2:00 0.6 14:40 1.6 0.9 2:00 0.023 14:40 0.150 0.057 0.057 4/21/2018 2:05 1.8 6:35 3.3 2.4 1:55 0.6 6:35 1.3 0.9 2:05 0.023 6:35 0.114 0.051 0.051 4/22/2018 23:55 1.9 9:55 3.3 2.4 23:55 0.6 9:55 1.3 0.9 23:55 0.024 9:55 0.111 0.050 0.050 ReportAvg 2.5 0.9 0.055 ReportTotal 1.217 REN_MH3625 Located At: 4201 NE Sunset Blvd (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 12” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did not surcharge during the monitoring period. The dry weather 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 upward ultrasonic sensor. 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 Raw Percentage Uptime 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 3.28 1.71 0.198 27% Maximum 11.73 3.67 1.855 98% Average 5.86 2.78 0.702 49% Latitude: 47.503555° Longitude:-122.163503° REN_MH3625 TRITON+ System Characteristics Location Type Pipe ShapeSite located between trees and bus top, park in lot Renton. Carollo.I&I.WA17 NoneDrive Site Access Details: Site Address /Location: Site Name 4201 NE Sunset Blvd Flow Monitoring Site Report Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: Pipe Size (H x W) Topside / Area Photo Wednesday, November 29, 2017 Access Temporary 12.00" x 12.00" Traffic MH5505 Residential / Commercial Map Installation Type: Monitoring Location (Sensors): Peak Combo (CS4), Smart Depth (CS5) Pipe Size (HxW) 0.00'' CS5 Physical Offset (in)Measurement Confidence (in) 1.38" Peak Velocity (fps) Silt (in) 11:50:00 AM 12.00" x 12.00"Site Sketch Profile View or Photo Smooth flow with some ripples 0 - 5 psi Depth of Flow (Wet DOF) (in) 4.38'' Velocity Sensor Offset (in) 3.27' Downstream 0-5 FT Manhole Sensors / Devices: Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: 0'' Sanitary Sewer Overflow 0.25" Manhole / Pipe Information: Pressure Sensor Range (psi) Confirmation Time: 20''20'' Manhole Cover Manhole Frame Pipe Condition: Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Brick Good 11' Manhole Condition: 22275.11.325 Additional Site Info. / Comments: ADS Project Name: ADS Project Number: Renton. Carollo.I&I.WA17 Wireless Pipe Material Antenna Location Communication Information: Manhole Pick / Vent Hole Yes, Inside Vitrified Clay Pipe NormalSteel Fair Active Connections None. Air Quality: Communication Type Normal Additional Photos Flow Direction Monitoring Point KEY Top Down Location Location Map Inlet Outlet ADS Environmental Services Pipe Height: 12.00 REN_MH3625\mp1\DFINAL (inches) REN_MH3625\mp1\VFINAL (feet/sec) REN_MH3625\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 12/22/2017 3:40 4.5 10:40 8.6 5.8 2:55 2.4 11:35 3.3 2.8 3:40 0.418 10:40 1.237 0.683 0.683 0.10 12/23/2017 3:40 4.3 11:50 8.6 5.7 4:55 2.1 11:00 3.3 2.7 4:55 0.346 13:35 1.243 0.656 0.656 0.00 12/24/2017 4:30 3.9 11:10 9.0 5.5 4:20 2.2 14:15 3.3 2.7 4:20 0.320 11:10 1.324 0.625 0.625 0.00 12/25/2017 4:55 3.8 10:50 8.4 5.3 5:45 2.2 13:15 3.3 2.7 4:55 0.306 10:50 1.229 0.595 0.595 0.14 12/26/2017 4:30 3.9 9:20 7.9 5.3 5:10 2.1 20:05 3.3 2.6 4:25 0.301 17:55 1.147 0.579 0.579 0.17 12/27/2017 3:50 3.7 20:30 7.8 5.2 3:45 2.1 18:00 3.1 2.5 3:45 0.279 20:30 1.066 0.546 0.546 0.00 12/28/2017 4:05 3.6 22:20 7.8 5.2 4:15 2.0 11:55 3.2 2.5 4:15 0.264 22:20 1.098 0.553 0.553 0.25 12/29/2017 2:50 4.6 11:50 11.4 7.8 2:05 2.3 11:50 3.5 3.0 2:50 0.418 11:50 1.746 1.043 1.043 1.57 12/30/2017 23:50 6.3 10:20 10.3 7.4 5:40 2.8 10:20 3.3 3.1 5:35 0.798 10:20 1.544 0.995 0.995 0.02 12/31/2017 4:50 5.3 13:30 9.6 6.6 6:40 2.7 22:00 3.4 3.0 5:45 0.592 14:15 1.400 0.852 0.852 0.00 ReportAvg 6.0 2.8 0.713 ReportTotal 7.126 2.25 ADS Environmental Services Pipe Height: 12.00 REN_MH3625\mp1\DFINAL (inches) REN_MH3625\mp1\VFINAL (feet/sec) REN_MH3625\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 1/1/2018 6:25 4.7 15:25 9.0 6.1 3:35 2.5 21:30 3.4 2.9 6:20 0.476 21:30 1.324 0.751 0.751 0.00 1/2/2018 3:45 4.5 20:35 8.5 5.7 3:30 2.3 19:35 3.4 2.8 3:30 0.400 19:35 1.300 0.666 0.666 0.01 1/3/2018 3:50 4.1 20:35 8.7 5.5 5:05 2.1 20:35 3.4 2.7 3:50 0.330 20:35 1.337 0.636 0.636 0.00 1/4/2018 3:45 4.2 19:40 8.2 5.4 3:45 2.2 19:40 3.3 2.7 3:45 0.342 19:40 1.227 0.617 0.617 0.09 1/5/2018 2:20 4.0 18:40 8.2 5.5 3:20 2.2 18:40 3.4 2.8 3:20 0.326 18:40 1.253 0.632 0.632 0.42 1/6/2018 3:10 4.4 12:05 9.1 6.0 3:20 2.5 10:40 3.3 2.9 3:10 0.421 12:05 1.277 0.745 0.745 0.24 1/7/2018 4:20 4.4 19:45 9.4 6.1 2:55 2.5 9:55 3.4 2.9 4:20 0.440 9:55 1.387 0.764 0.764 0.38 1/8/2018 3:00 5.0 20:40 9.2 6.4 16:30 2.6 19:55 3.3 2.9 3:00 0.526 19:00 1.340 0.808 0.808 0.14 1/9/2018 4:00 5.2 19:30 9.7 6.7 4:20 2.5 17:35 3.3 3.0 4:20 0.539 6:00 1.419 0.875 0.875 0.46 1/10/2018 4:15 5.5 21:55 9.4 6.6 15:00 2.7 0:25 3.4 2.9 4:25 0.630 19:10 1.313 0.850 0.850 0.22 1/11/2018 3:20 5.2 20:45 11.6 7.6 4:40 2.6 19:55 3.5 3.1 3:20 0.552 20:45 1.730 1.047 1.047 1.04 1/12/2018 4:00 6.7 8:00 10.3 7.5 22:40 2.9 11:55 3.4 3.2 4:15 0.880 7:15 1.536 1.061 1.061 0.20 1/13/2018 5:10 6.0 10:50 10.8 7.1 7:00 2.8 11:00 3.3 3.1 3:30 0.723 10:50 1.591 0.959 0.959 0.02 1/14/2018 4:40 5.4 11:10 9.7 6.7 4:10 2.6 9:40 3.4 3.0 4:05 0.594 10:25 1.388 0.872 0.872 0.00 1/15/2018 3:50 5.0 11:10 9.0 6.4 5:50 2.6 16:30 3.3 2.9 3:25 0.523 19:15 1.298 0.802 0.802 0.04 1/16/2018 4:05 4.7 19:40 9.0 6.1 4:30 2.5 18:45 3.3 2.9 4:20 0.479 7:30 1.285 0.750 0.750 0.26 1/17/2018 3:35 4.5 22:05 9.9 6.2 14:55 2.5 6:40 3.3 2.9 3:35 0.437 22:05 1.444 0.770 0.770 0.79 1/18/2018 1:50 5.8 7:15 10.2 7.4 13:30 2.8 7:25 3.3 3.0 2:45 0.682 7:15 1.522 0.981 0.981 0.40 1/19/2018 3:20 5.8 7:15 9.5 6.9 3:30 2.8 12:20 3.3 3.0 3:20 0.682 7:15 1.325 0.905 0.905 0.10 1/20/2018 3:55 5.4 10:05 9.6 6.7 2:25 2.6 10:10 3.3 2.9 4:15 0.587 10:05 1.347 0.852 0.852 0.10 1/21/2018 4:15 4.9 18:55 9.3 6.5 4:10 2.4 19:00 3.3 2.9 4:10 0.472 20:30 1.347 0.818 0.818 0.16 1/22/2018 1:20 4.9 21:05 9.2 6.4 1:30 2.5 10:40 3.3 2.9 2:25 0.486 21:05 1.295 0.799 0.799 0.34 1/23/2018 2:30 4.9 21:20 10.2 6.7 3:10 2.5 14:45 3.3 3.0 3:10 0.501 21:20 1.460 0.859 0.859 0.79 1/24/2018 3:00 6.5 19:15 10.8 7.8 0:40 2.8 9:30 3.4 3.1 3:05 0.840 19:15 1.602 1.087 1.087 0.51 1/25/2018 23:35 6.5 8:05 10.3 7.4 10:05 2.9 23:55 3.3 3.1 3:45 0.827 8:05 1.527 1.018 1.018 0.14 1/26/2018 3:20 5.7 21:10 9.4 6.9 2:55 2.6 13:25 3.4 3.1 2:55 0.642 13:20 1.402 0.924 0.924 0.36 1/27/2018 0:55 6.5 11:35 11.2 8.0 23:55 2.9 11:35 3.5 3.2 23:55 0.836 11:35 1.731 1.138 1.138 0.61 1/28/2018 4:55 6.5 12:10 10.7 7.4 4:55 2.9 22:05 3.4 3.1 4:55 0.797 12:10 1.588 1.029 1.029 0.07 1/29/2018 2:30 5.7 20:45 11.7 7.6 12:40 2.7 20:45 3.5 3.1 2:30 0.673 20:45 1.791 1.061 1.061 0.90 1/30/2018 23:40 6.5 7:15 10.3 7.5 6:50 2.8 17:55 3.4 3.2 23:55 0.840 7:15 1.517 1.055 1.055 0.00 1/31/2018 2:30 5.9 21:15 9.6 6.7 12:50 2.6 5:55 3.3 3.1 2:10 0.726 21:15 1.411 0.899 0.899 0.00 ReportAvg 6.7 3.0 0.872 ReportTotal 27.03 8.79 ADS Environmental Services Pipe Height: 12.00 REN_MH3625\mp1\DFINAL (inches) REN_MH3625\mp1\VFINAL (feet/sec) REN_MH3625\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 2/1/2018 2:35 5.2 21:20 9.8 6.5 13:35 2.6 13:55 3.3 3.0 2:40 0.555 21:20 1.434 0.835 0.835 0.66 2/2/2018 4:05 5.9 6:50 9.2 6.8 4:05 2.8 23:25 3.4 3.1 4:05 0.694 7:35 1.318 0.916 0.916 0.04 2/3/2018 4:20 5.4 9:55 9.8 6.8 4:45 2.7 18:05 3.3 3.0 4:10 0.611 9:55 1.422 0.896 0.896 0.31 2/4/2018 4:20 5.7 14:30 10.1 7.0 6:40 2.6 9:20 3.4 3.0 4:20 0.652 14:30 1.487 0.934 0.934 0.02 2/5/2018 3:15 5.2 20:35 9.1 6.4 2:20 2.6 13:50 3.3 3.0 3:15 0.561 20:35 1.286 0.818 0.818 0.04 2/6/2018 3:50 4.8 20:40 9.0 6.1 3:10 2.5 6:50 3.3 2.9 3:10 0.488 6:50 1.338 0.753 0.753 0.00 2/7/2018 2:30 4.6 7:30 8.6 5.8 2:35 2.5 1:20 3.3 2.9 2:35 0.453 8:25 1.207 0.708 0.708 0.00 2/8/2018 4:10 4.4 20:25 8.7 5.7 2:30 2.4 8:50 3.3 2.8 3:25 0.420 20:25 1.256 0.678 0.678 0.09 2/9/2018 3:30 4.3 8:15 8.4 5.5 2:20 2.4 18:45 3.3 2.8 2:15 0.399 8:15 1.242 0.648 0.648 0.01 2/10/2018 3:50 4.2 10:25 9.0 5.6 3:05 2.3 20:20 3.3 2.7 3:50 0.366 10:25 1.211 0.653 0.653 0.01 2/11/2018 4:15 4.0 18:40 8.3 5.6 4:05 2.1 19:30 3.3 2.8 4:05 0.323 18:40 1.199 0.659 0.659 0.00 2/12/2018 2:05 3.9 7:20 8.1 5.3 2:50 2.1 11:25 3.2 2.7 3:50 0.310 7:20 1.172 0.582 0.582 0.00 2/13/2018 3:50 3.8 21:15 7.8 5.2 2:10 2.1 16:20 3.3 2.7 2:10 0.297 21:15 1.106 0.572 0.572 0.17 2/14/2018 3:00 3.8 21:10 8.5 5.2 4:05 2.1 21:10 3.3 2.7 2:40 0.302 21:10 1.251 0.584 0.584 0.15 2/15/2018 2:20 3.9 7:15 8.0 5.2 2:45 2.1 18:25 3.3 2.6 2:40 0.307 7:15 1.110 0.565 0.565 0.00 2/16/2018 4:15 3.9 19:50 7.5 5.2 1:50 2.1 6:05 3.3 2.6 2:30 0.314 6:05 1.010 0.564 0.564 0.15 2/17/2018 2:55 3.9 9:50 8.1 5.6 3:25 2.1 10:40 3.3 2.7 3:25 0.304 9:50 1.154 0.645 0.645 0.32 2/18/2018 4:25 4.0 11:35 8.2 5.5 6:30 2.3 16:35 3.2 2.7 4:25 0.344 11:35 1.159 0.619 0.619 0.01 2/19/2018 3:30 4.0 20:10 7.9 5.3 3:55 2.1 14:35 3.3 2.7 3:55 0.313 20:10 1.116 0.597 0.597 0.00 2/20/2018 3:20 3.8 9:50 7.2 5.1 4:50 2.2 18:00 3.2 2.7 3:20 0.312 16:55 1.002 0.561 0.561 0.00 2/21/2018 3:00 3.7 18:50 7.2 5.0 3:00 2.1 22:00 3.2 2.6 3:00 0.273 18:50 1.020 0.536 0.536 0.00 2/22/2018 3:25 3.7 20:15 7.2 5.0 2:40 2.0 13:45 3.2 2.6 2:40 0.276 20:15 0.999 0.531 0.531 0.07 2/23/2018 2:55 3.5 19:50 7.3 4.9 3:15 2.0 18:45 3.2 2.6 3:30 0.251 19:50 1.027 0.517 0.517 0.01 2/24/2018 3:00 3.6 10:45 8.1 4.9 0:20 2.1 12:35 3.2 2.7 3:00 0.270 10:45 1.178 0.534 0.534 0.13 2/25/2018 4:30 3.6 11:20 8.1 5.2 3:25 2.2 10:35 3.3 2.7 4:10 0.294 10:35 1.199 0.586 0.586 0.11 2/26/2018 3:20 3.5 6:55 7.9 5.0 3:05 1.9 21:05 3.3 2.6 3:05 0.247 21:05 1.168 0.524 0.524 0.00 2/27/2018 3:45 3.4 20:10 8.2 4.9 3:15 2.1 7:15 3.3 2.6 3:15 0.249 20:10 1.096 0.524 0.524 0.19 2/28/2018 3:25 3.5 20:40 8.8 5.2 3:05 2.1 15:30 3.2 2.6 3:05 0.259 20:40 1.181 0.556 0.556 0.35 ReportAvg 5.6 2.7 0.646 ReportTotal 18.10 2.84 ADS Environmental Services Pipe Height: 12.00 REN_MH3625\mp1\DFINAL (inches) REN_MH3625\mp1\VFINAL (feet/sec) REN_MH3625\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 3/1/2018 3:40 4.0 20:55 8.3 5.4 3:25 2.1 19:05 3.2 2.7 3:25 0.304 20:05 1.102 0.593 0.593 0.01 3/2/2018 3:20 4.0 20:40 7.7 5.3 3:00 2.2 9:05 3.2 2.7 3:05 0.328 9:05 1.076 0.593 0.593 0.07 3/3/2018 4:05 4.0 9:45 8.1 5.4 3:15 2.1 16:50 3.2 2.7 3:15 0.309 9:45 1.135 0.600 0.600 0.00 3/4/2018 4:45 3.8 20:35 8.1 5.4 4:50 2.0 14:15 3.2 2.7 4:50 0.279 10:00 1.089 0.606 0.606 0.12 3/5/2018 3:45 3.8 21:15 8.0 5.1 4:15 2.0 20:20 3.1 2.6 3:40 0.278 21:15 1.121 0.553 0.553 0.00 3/6/2018 2:45 3.7 8:10 7.8 5.1 2:40 2.0 7:20 3.2 2.6 2:40 0.263 7:20 1.102 0.540 0.540 0.00 3/7/2018 2:40 3.6 21:05 7.6 5.1 1:50 2.0 6:40 3.1 2.6 2:40 0.260 21:05 1.046 0.532 0.532 0.03 3/8/2018 2:00 3.7 21:05 8.0 5.2 5:10 2.0 6:25 3.2 2.6 3:25 0.277 19:20 1.118 0.555 0.555 0.37 3/9/2018 2:45 3.8 20:25 7.7 5.2 2:55 2.2 8:40 3.1 2.6 2:55 0.305 8:40 1.060 0.566 0.566 0.00 3/10/2018 4:15 3.8 10:20 8.7 5.3 3:15 2.1 8:45 3.1 2.6 3:50 0.296 10:20 1.163 0.578 0.578 0.00 3/11/2018 4:35 3.6 19:45 7.8 5.3 4:25 2.0 18:05 3.2 2.6 4:25 0.261 19:45 1.104 0.576 0.576 0.00 3/12/2018 1:25 3.6 20:00 8.3 5.1 3:35 2.0 20:50 3.1 2.5 1:55 0.258 20:00 1.142 0.529 0.529 0.00 3/13/2018 2:35 3.5 18:40 8.4 5.1 2:50 1.8 17:50 3.1 2.5 2:50 0.231 18:40 1.124 0.522 0.522 0.31 3/14/2018 2:20 3.6 20:35 7.9 5.1 2:15 1.9 6:30 3.1 2.5 2:15 0.247 20:35 1.045 0.528 0.528 0.04 3/15/2018 2:25 3.6 20:10 7.7 5.1 2:55 2.0 20:10 3.2 2.5 2:25 0.259 20:10 1.089 0.532 0.532 0.00 3/16/2018 2:20 3.4 17:15 7.5 5.0 2:10 1.9 5:30 3.1 2.5 2:10 0.228 17:15 1.006 0.514 0.514 0.00 3/17/2018 4:20 3.7 8:55 8.6 5.2 1:40 1.8 21:10 3.1 2.5 1:25 0.245 8:55 1.153 0.537 0.537 0.00 3/18/2018 3:30 3.3 19:15 7.8 5.2 1:45 1.9 10:30 3.2 2.5 3:30 0.233 10:30 1.105 0.538 0.538 0.00 3/19/2018 2:00 3.4 19:30 7.6 4.9 2:25 1.7 18:45 3.2 2.4 2:25 0.203 19:30 1.007 0.486 0.486 0.00 3/20/2018 2:50 3.3 20:50 7.7 4.8 2:20 1.7 5:35 3.1 2.4 2:20 0.198 20:50 1.068 0.474 0.474 0.00 3/21/2018 2:10 3.3 19:25 7.6 4.8 1:15 1.9 18:30 3.1 2.4 1:30 0.213 18:30 1.011 0.467 0.467 0.10 3/22/2018 2:25 3.3 20:00 8.3 5.0 1:30 1.8 20:00 3.1 2.4 2:25 0.210 20:00 1.158 0.500 0.500 0.48 3/23/2018 2:15 3.5 18:10 7.8 5.1 1:15 1.8 21:25 3.1 2.5 2:15 0.221 15:55 1.043 0.523 0.523 0.31 3/24/2018 2:10 3.8 9:55 8.8 5.5 2:30 2.0 8:15 3.2 2.6 2:10 0.282 9:55 1.150 0.602 0.602 0.28 3/25/2018 3:30 3.8 18:30 8.1 5.5 3:05 2.1 20:55 3.1 2.6 3:15 0.295 18:30 1.124 0.599 0.599 0.01 3/26/2018 2:35 3.8 21:00 8.8 5.2 2:20 2.0 5:25 3.1 2.5 2:20 0.282 21:00 1.241 0.552 0.552 0.17 3/27/2018 2:50 3.9 19:40 8.1 5.1 0:45 1.9 19:40 3.2 2.6 0:45 0.273 19:40 1.155 0.544 0.544 0.02 3/28/2018 2:00 3.8 19:40 7.8 5.1 0:45 2.0 19:40 3.1 2.6 2:35 0.277 19:40 1.102 0.540 0.540 0.01 3/29/2018 2:25 3.6 17:50 7.7 5.0 0:40 2.1 7:35 3.2 2.6 2:20 0.277 5:55 1.014 0.534 0.534 0.00 3/30/2018 2:20 3.6 7:50 7.1 4.9 1:30 2.1 19:55 3.1 2.7 2:15 0.269 7:50 0.952 0.528 0.528 0.00 3/31/2018 2:55 3.3 8:55 8.0 5.0 3:15 2.0 9:40 3.3 2.8 3:15 0.261 8:10 1.091 0.569 0.569 0.00 ReportAvg 5.1 2.6 0.546 ReportTotal 16.91 2.33 ADS Environmental Services Pipe Height: 12.00 REN_MH3625\mp1\DFINAL (inches) REN_MH3625\mp1\VFINAL (feet/sec) REN_MH3625\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 4/1/2018 2:00 3.4 10:00 7.6 5.2 3:45 2.1 9:15 3.3 2.7 3:45 0.254 8:35 1.054 0.573 0.573 0.10 4/2/2018 2:15 3.6 20:05 7.7 5.0 2:35 1.9 18:30 3.3 2.5 2:35 0.243 20:05 1.119 0.522 0.522 0.00 4/3/2018 2:55 3.5 19:35 7.6 4.8 3:25 2.0 10:10 3.4 2.7 0:50 0.255 19:35 1.034 0.515 0.515 0.00 4/4/2018 2:25 3.4 20:10 7.5 4.9 2:45 2.0 7:30 3.1 2.6 2:20 0.237 20:10 1.018 0.522 0.522 0.39 4/5/2018 2:50 3.5 19:05 7.6 5.0 4:25 2.0 21:45 3.2 2.6 2:40 0.256 19:55 1.003 0.525 0.525 0.25 4/6/2018 2:15 3.6 6:55 7.2 4.9 4:00 2.1 19:05 3.4 2.8 2:50 0.278 21:10 0.951 0.556 0.556 0.00 4/7/2018 1:00 3.5 9:55 8.4 5.6 1:05 2.4 23:10 3.4 2.9 1:05 0.309 9:55 1.190 0.690 0.690 0.88 4/8/2018 0:55 4.5 11:20 9.8 6.3 23:15 2.7 13:40 3.3 3.0 0:45 0.521 11:20 1.455 0.806 0.806 0.45 4/9/2018 23:50 4.6 20:25 8.3 5.9 2:15 2.5 16:00 3.2 2.8 23:50 0.458 21:20 1.159 0.708 0.708 0.00 4/10/2018 2:30 4.6 20:05 8.2 5.8 23:10 2.3 6:20 3.3 2.8 2:05 0.429 6:20 1.219 0.673 0.673 0.23 4/11/2018 0:15 4.6 20:05 8.4 5.7 3:40 2.2 17:05 3.4 2.8 3:40 0.420 18:15 1.208 0.680 0.680 0.31 4/12/2018 0:30 4.4 20:10 8.1 5.7 1:20 2.4 21:10 3.3 2.8 0:30 0.430 6:00 1.198 0.669 0.669 0.11 4/13/2018 1:20 4.5 18:50 8.2 5.8 1:15 2.3 16:35 3.3 2.8 1:20 0.402 16:35 1.132 0.675 0.675 0.51 4/14/2018 2:10 4.9 19:45 11.7 7.7 1:35 2.5 19:45 3.6 3.0 2:10 0.517 19:45 1.811 1.045 1.045 1.52 4/15/2018 23:15 6.7 8:30 11.7 8.9 23:05 2.9 9:55 3.7 3.2 23:20 0.875 9:55 1.855 1.284 1.284 0.21 4/16/2018 2:45 6.2 21:00 11.3 7.7 9:15 2.8 10:20 3.5 3.1 2:20 0.779 21:00 1.669 1.080 1.080 0.71 4/17/2018 23:55 6.1 7:00 10.4 7.3 23:45 2.8 18:55 3.4 3.1 23:55 0.736 5:25 1.532 1.018 1.018 0.01 4/18/2018 23:55 5.3 20:45 9.8 6.9 23:40 2.7 16:15 3.5 3.1 23:40 0.590 12:00 1.415 0.930 0.930 0.12 4/19/2018 23:55 4.8 6:15 9.1 6.4 23:55 2.6 8:55 3.5 3.0 23:55 0.490 6:15 1.381 0.816 0.816 0.00 4/20/2018 3:10 4.5 8:35 8.7 5.9 0:25 2.4 6:45 3.4 2.8 3:15 0.442 6:45 1.309 0.720 0.720 0.00 4/21/2018 4:05 4.3 7:15 8.8 5.9 4:20 2.4 7:15 3.4 2.8 4:20 0.402 7:15 1.353 0.706 0.706 0.05 4/22/2018 3:20 4.4 11:15 8.7 5.9 0:45 2.2 8:50 3.3 2.8 4:05 0.389 12:05 1.240 0.704 0.704 0.00 ReportAvg 6.0 2.8 0.746 ReportTotal 16.42 5.85 REN_MH4628 Located At: 766 Monroe Ave NE (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 10.38” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did not surcharge during the monitoring period. The dry weather 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 upward ultrasonic sensor. 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 Raw Percentage Uptime 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 1.45 2.46 0.086 14% Maximum 3.86 6.75 0.787 37% Average 2.11 4.64 0.261 20% Latitude: 47.495741° Longitude:-122.175081° 22275.11.325 Additional Site Info. / Comments: ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Wireless Pipe Material Antenna Location Communication Information: Manhole Pick / Vent Hole Yes, Inside Vitrified Clay Pipe NormalSteel Fair Active Connections Renton traffic control required. Air Quality: Communication Type Normal 20''20'' Manhole Cover Manhole Frame Pipe Condition: Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Concrete Good 13' Manhole Condition: Downstream 0-5 FT Manhole Sensors / Devices: Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: 0'' Sanitary Sewer Overflow 0.25" Manhole / Pipe Information: Pressure Sensor Range (psi) Confirmation Time: Peak Combo (CS4), Smart Depth (CS5) Pipe Size (HxW) 0.00'' CS5 Physical Offset (in)Measurement Confidence (in) 1.38" Peak Velocity (fps) Silt (in) 2:50:00 PM 10.38" x 10.00"Site Sketch Profile View or Photo Straight, Some Ripples 0 - 5 psi Depth of Flow (Wet DOF) (in) 2.38'' Velocity Sensor Offset (in) 3.00' Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: Pipe Size (H x W) Topside / Area Photo Wednesday, November 29, 2017 Access Temporary 10.38" x 10.00" Traffic MH4628 Residential / Commercial Map Installation Type: Monitoring Location (Sensors): REN_MH4628 TRITON+ System Characteristics Location Type Pipe ShapeSite located In roadway Renton.Carollo.I&I.WA17 Medium Drive Site Access Details: Site Address /Location: Site Name 766 Monroe Ave NE Flow Monitoring Site Report Additional Photos Flow Direction Monitoring Point Inlet Outlet Side connect Top Down Location Location Map KEY ADS Environmental Services Pipe Height: 10.38 REN_MH4628\mp1\DFINAL (inches) REN_MH4628\mp1\VFINAL (feet/sec) REN_MH4628\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 12/22/2017 0:10 1.8 17:30 2.2 2.0 0:10 4.2 16:15 5.1 4.8 0:10 0.184 17:30 0.272 0.233 0.233 0.10 12/23/2017 23:00 1.8 6:55 2.1 2.0 23:55 4.1 8:35 5.1 4.6 23:55 0.179 8:35 0.266 0.227 0.227 0.00 12/24/2017 0:25 1.6 9:00 2.1 1.9 0:25 3.5 8:45 5.1 4.4 0:25 0.131 8:45 0.260 0.201 0.201 0.00 12/25/2017 2:40 1.5 9:25 2.1 1.9 4:00 3.2 10:25 4.8 4.2 2:40 0.112 9:20 0.246 0.194 0.194 0.14 12/26/2017 3:35 1.5 17:40 2.0 1.8 1:30 3.0 13:40 4.8 4.1 3:40 0.112 13:40 0.234 0.182 0.182 0.17 12/27/2017 1:05 1.6 13:05 2.1 1.8 0:20 3.0 17:25 4.7 3.9 2:30 0.112 17:25 0.235 0.172 0.172 0.00 12/28/2017 0:20 1.7 17:55 2.0 1.9 0:20 3.3 17:55 4.7 4.1 0:20 0.128 17:55 0.235 0.191 0.191 0.25 12/29/2017 0:05 1.9 13:40 3.7 3.0 1:10 4.0 14:40 6.7 6.0 1:10 0.184 13:40 0.768 0.549 0.549 1.57 12/30/2017 23:55 2.3 0:05 2.9 2.7 23:55 5.6 9:30 6.2 6.0 23:55 0.333 0:05 0.525 0.446 0.446 0.02 12/31/2017 23:00 2.0 11:55 2.4 2.2 23:00 5.1 11:55 6.0 5.5 23:00 0.244 11:55 0.389 0.318 0.318 0.00 ReportAvg 2.1 4.8 0.271 ReportTotal 2.713 2.25 ADS Environmental Services Pipe Height: 10.38 REN_MH4628\mp1\DFINAL (inches) REN_MH4628\mp1\VFINAL (feet/sec) REN_MH4628\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 1/1/2018 23:40 1.9 11:35 2.2 2.0 22:40 4.6 11:35 5.5 5.2 23:35 0.209 11:35 0.302 0.253 0.253 0.00 1/2/2018 3:55 1.9 5:55 2.0 1.9 23:35 4.5 17:50 5.4 4.9 23:40 0.200 17:50 0.263 0.226 0.226 0.01 1/3/2018 23:55 1.8 18:30 1.9 1.9 23:30 4.3 19:10 5.1 4.7 23:30 0.184 18:20 0.235 0.213 0.213 0.00 1/4/2018 0:20 1.8 20:35 1.9 1.9 0:50 4.0 19:45 5.0 4.6 0:50 0.175 19:45 0.234 0.207 0.207 0.09 1/5/2018 3:15 1.8 19:45 2.0 1.9 4:15 3.9 20:25 5.0 4.6 4:15 0.164 20:25 0.244 0.213 0.213 0.42 1/6/2018 2:55 1.9 12:30 2.2 2.0 3:35 4.4 11:55 5.4 5.0 3:35 0.200 12:35 0.307 0.253 0.253 0.24 1/7/2018 5:00 1.9 19:15 2.3 2.1 3:55 4.4 21:30 5.4 5.1 3:55 0.213 19:20 0.322 0.265 0.265 0.38 1/8/2018 4:05 2.0 20:10 2.3 2.1 3:10 5.0 20:10 5.4 5.3 3:10 0.254 20:10 0.327 0.283 0.283 0.14 1/9/2018 0:30 2.0 20:05 2.7 2.4 0:30 5.1 20:00 5.8 5.5 0:30 0.262 20:05 0.443 0.347 0.347 0.46 1/10/2018 15:15 2.1 7:30 2.4 2.2 15:00 5.2 8:10 5.5 5.3 13:50 0.277 7:30 0.350 0.305 0.305 0.22 1/11/2018 2:05 2.1 15:50 3.6 2.9 4:00 5.1 14:40 6.4 5.9 3:30 0.270 15:50 0.709 0.499 0.499 1.04 1/12/2018 18:25 2.8 0:00 3.1 3.0 18:30 5.7 0:00 6.1 5.9 18:30 0.450 0:00 0.568 0.506 0.506 0.20 1/13/2018 23:35 2.4 10:45 2.8 2.6 23:30 5.3 9:50 5.8 5.5 23:35 0.340 9:50 0.464 0.407 0.407 0.02 1/14/2018 23:55 2.1 10:45 2.6 2.3 23:30 5.1 11:20 5.6 5.3 23:30 0.280 10:45 0.399 0.320 0.320 0.00 1/15/2018 2:10 2.1 12:50 2.3 2.2 23:55 4.6 10:20 5.3 5.1 23:55 0.255 10:40 0.311 0.282 0.282 0.04 1/16/2018 0:50 2.1 13:15 2.2 2.2 2:10 4.4 21:05 5.3 4.9 2:10 0.239 19:20 0.298 0.275 0.275 0.26 1/17/2018 2:30 2.1 20:20 2.8 2.3 4:45 4.4 21:10 5.8 5.0 3:50 0.236 20:25 0.466 0.304 0.304 0.79 1/18/2018 2:35 2.5 7:20 3.0 2.8 1:50 5.3 7:45 5.9 5.7 2:35 0.360 7:05 0.527 0.465 0.465 0.40 1/19/2018 23:35 2.3 0:00 2.7 2.5 4:05 5.3 7:50 5.6 5.4 23:35 0.322 0:00 0.434 0.376 0.376 0.10 1/20/2018 3:20 2.2 11:05 2.6 2.3 5:20 5.2 10:15 5.5 5.3 5:20 0.291 11:05 0.385 0.319 0.319 0.10 1/21/2018 1:40 2.2 11:05 2.4 2.2 23:40 4.8 9:35 5.4 5.2 3:15 0.271 11:05 0.350 0.300 0.300 0.16 1/22/2018 1:10 2.2 7:10 2.4 2.2 5:00 4.6 18:35 5.5 5.2 1:20 0.259 7:15 0.340 0.301 0.301 0.34 1/23/2018 1:50 2.2 19:45 3.0 2.5 3:55 4.6 19:55 5.9 5.3 3:55 0.266 19:55 0.523 0.365 0.365 0.79 1/24/2018 0:15 3.0 20:55 3.4 3.2 2:25 5.6 16:00 6.3 5.9 0:15 0.485 20:50 0.643 0.555 0.555 0.51 1/25/2018 23:55 2.8 0:00 3.2 3.0 23:15 5.4 0:25 6.0 5.8 23:50 0.434 0:00 0.585 0.515 0.515 0.14 1/26/2018 4:10 2.5 18:50 2.9 2.8 3:50 5.3 13:25 5.7 5.5 3:55 0.371 18:50 0.475 0.430 0.430 0.36 1/27/2018 0:00 2.8 12:45 3.4 3.2 0:10 5.5 9:50 6.3 6.0 0:10 0.445 12:45 0.665 0.590 0.590 0.61 1/28/2018 23:55 2.7 9:50 3.1 3.0 23:40 5.5 9:15 5.9 5.7 23:55 0.412 9:10 0.538 0.493 0.493 0.07 1/29/2018 3:55 2.5 19:10 3.9 3.1 3:40 5.3 19:35 6.4 5.8 3:55 0.364 19:10 0.787 0.531 0.531 0.90 1/30/2018 23:50 2.8 0:05 3.4 3.1 23:45 5.5 0:20 6.2 5.8 23:45 0.441 0:05 0.642 0.545 0.545 0.00 1/31/2018 23:40 2.4 7:35 2.8 2.6 23:05 5.3 6:55 5.6 5.4 23:40 0.336 6:55 0.452 0.393 0.393 0.00 ReportAvg 2.5 5.4 0.366 ReportTotal 11.34 8.79 ADS Environmental Services Pipe Height: 10.38 REN_MH4628\mp1\DFINAL (inches) REN_MH4628\mp1\VFINAL (feet/sec) REN_MH4628\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 2/1/2018 3:55 2.2 22:05 3.0 2.5 4:50 5.1 22:40 5.8 5.3 3:55 0.294 22:05 0.522 0.358 0.358 0.66 2/2/2018 23:40 2.6 6:45 3.0 2.8 22:10 5.3 9:10 5.7 5.5 23:40 0.374 7:40 0.496 0.443 0.443 0.04 2/3/2018 5:40 2.4 21:35 2.9 2.6 5:35 5.1 10:00 5.4 5.3 5:35 0.326 21:35 0.441 0.381 0.381 0.31 2/4/2018 23:45 2.5 10:35 3.1 2.7 23:30 5.0 10:35 5.5 5.2 23:40 0.341 10:35 0.492 0.388 0.388 0.02 2/5/2018 23:50 2.4 5:30 2.5 2.5 3:30 4.7 19:10 5.3 5.0 23:50 0.307 7:50 0.358 0.336 0.336 0.04 2/6/2018 2:45 2.3 7:40 2.4 2.4 3:55 4.4 18:50 5.2 4.8 3:55 0.269 7:00 0.325 0.302 0.302 0.00 2/7/2018 3:30 2.1 7:55 2.3 2.2 4:10 4.4 19:10 5.2 4.8 4:10 0.238 19:20 0.303 0.271 0.271 0.00 2/8/2018 2:05 2.1 7:30 2.2 2.1 3:50 4.3 19:00 5.0 4.7 3:50 0.223 22:05 0.282 0.254 0.254 0.09 2/9/2018 4:00 2.0 19:35 2.2 2.1 4:00 4.2 10:05 5.0 4.6 4:00 0.208 10:05 0.281 0.239 0.239 0.01 2/10/2018 2:15 2.1 17:50 2.3 2.2 4:35 3.8 10:35 5.0 4.4 2:15 0.206 11:05 0.285 0.246 0.246 0.01 2/11/2018 4:35 2.1 21:05 2.4 2.3 4:40 3.6 9:20 4.7 4.3 4:40 0.195 18:50 0.280 0.252 0.252 0.00 2/12/2018 2:10 1.9 20:15 2.4 2.2 3:50 3.5 20:20 4.4 4.0 3:50 0.162 20:20 0.289 0.230 0.230 0.00 2/13/2018 2:55 1.9 8:10 2.4 2.2 4:10 3.4 19:10 4.4 4.0 4:10 0.153 19:10 0.281 0.221 0.221 0.17 2/14/2018 4:35 1.9 7:35 2.3 2.1 3:10 3.6 19:20 4.6 4.2 4:15 0.175 7:35 0.277 0.229 0.229 0.15 2/15/2018 3:50 1.9 7:35 2.2 2.0 2:55 3.5 20:10 4.5 4.2 2:55 0.158 7:35 0.243 0.209 0.209 0.00 2/16/2018 23:50 1.8 8:50 2.2 2.0 0:55 3.7 19:35 4.5 4.2 2:10 0.164 7:55 0.249 0.207 0.207 0.15 2/17/2018 4:30 1.7 9:40 2.3 2.0 2:50 3.7 10:25 4.8 4.4 2:50 0.149 9:40 0.284 0.222 0.222 0.32 2/18/2018 4:15 1.8 10:40 2.1 1.9 4:55 4.0 10:35 4.9 4.4 4:15 0.164 10:40 0.250 0.207 0.207 0.01 2/19/2018 3:00 1.6 19:15 2.0 1.8 2:35 3.8 19:15 4.8 4.3 3:00 0.134 19:15 0.231 0.189 0.189 0.00 2/20/2018 2:40 1.6 20:25 1.9 1.8 2:25 3.6 21:30 4.6 4.2 2:25 0.128 20:25 0.213 0.179 0.179 0.00 2/21/2018 5:05 1.6 19:20 1.9 1.8 3:40 3.3 19:05 4.6 4.1 3:40 0.127 19:15 0.217 0.176 0.176 0.00 2/22/2018 5:40 1.6 10:35 1.9 1.8 3:10 3.0 17:05 4.5 4.0 3:10 0.113 20:25 0.201 0.169 0.169 0.07 2/23/2018 5:20 1.6 19:40 1.9 1.8 2:15 2.8 18:50 4.5 4.0 1:50 0.106 18:50 0.199 0.163 0.163 0.01 2/24/2018 0:30 1.6 10:35 1.9 1.8 4:05 2.8 17:25 4.6 4.0 4:05 0.108 10:15 0.210 0.167 0.167 0.13 2/25/2018 0:20 1.6 10:15 2.0 1.8 2:05 2.7 10:10 4.7 4.0 2:05 0.109 10:10 0.232 0.178 0.178 0.11 2/26/2018 3:00 1.7 21:05 2.0 1.8 2:05 2.5 21:15 4.5 3.8 2:05 0.104 21:15 0.215 0.161 0.161 0.00 2/27/2018 10:45 1.7 19:55 2.0 1.8 2:20 2.7 19:40 4.6 3.8 1:35 0.106 19:55 0.221 0.161 0.161 0.19 2/28/2018 3:25 1.7 19:35 2.1 1.9 2:20 2.8 19:30 4.8 4.0 2:20 0.112 19:30 0.253 0.184 0.184 0.35 ReportAvg 2.1 4.4 0.240 ReportTotal 6.722 2.84 ADS Environmental Services Pipe Height: 10.38 REN_MH4628\mp1\DFINAL (inches) REN_MH4628\mp1\VFINAL (feet/sec) REN_MH4628\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 3/1/2018 2:40 1.7 21:20 2.1 1.9 4:00 3.5 19:40 4.9 4.3 3:25 0.147 21:15 0.244 0.199 0.199 0.01 3/2/2018 2:55 1.7 8:05 2.0 1.9 3:25 3.6 8:05 4.9 4.3 2:55 0.147 8:05 0.240 0.195 0.195 0.07 3/3/2018 1:30 1.7 9:55 2.0 1.9 4:00 3.4 13:40 4.7 4.2 1:10 0.142 9:45 0.230 0.191 0.191 0.00 3/4/2018 1:05 1.7 11:35 2.0 1.9 4:40 3.2 9:45 4.8 4.2 3:00 0.133 11:35 0.238 0.188 0.188 0.12 3/5/2018 0:50 1.7 19:50 1.9 1.8 4:15 3.0 20:05 4.6 4.0 4:15 0.118 20:05 0.214 0.175 0.175 0.00 3/6/2018 2:50 1.6 19:45 1.9 1.8 2:15 3.0 19:40 4.6 4.0 2:50 0.114 19:40 0.219 0.170 0.170 0.00 3/7/2018 2:15 1.7 19:45 2.0 1.8 2:10 2.7 21:25 4.6 4.0 2:10 0.105 21:25 0.218 0.171 0.171 0.03 3/8/2018 4:05 1.7 21:30 2.0 1.8 3:05 2.9 21:25 4.7 4.0 3:00 0.113 21:25 0.237 0.174 0.174 0.37 3/9/2018 23:35 1.8 9:25 2.0 1.9 3:20 3.3 9:25 4.6 4.1 3:20 0.137 9:25 0.222 0.182 0.182 0.00 3/10/2018 3:25 1.7 10:40 2.0 1.9 3:50 3.0 10:45 4.6 4.0 3:50 0.117 10:45 0.234 0.180 0.180 0.00 3/11/2018 5:10 1.7 9:25 2.0 1.9 3:50 2.7 9:10 4.7 4.0 3:50 0.110 9:30 0.224 0.178 0.178 0.00 3/12/2018 14:15 1.7 19:15 2.0 1.8 2:45 2.5 18:40 4.6 3.9 2:45 0.099 18:40 0.215 0.164 0.164 0.00 3/13/2018 11:00 1.7 18:55 2.0 1.8 1:25 2.5 18:15 4.6 3.9 2:40 0.097 18:45 0.223 0.164 0.164 0.31 3/14/2018 1:25 1.7 20:30 2.0 1.8 2:50 2.7 7:30 4.6 3.9 1:25 0.108 7:30 0.222 0.168 0.168 0.04 3/15/2018 1:25 1.7 19:55 2.0 1.8 1:20 2.8 17:45 4.5 3.8 1:20 0.105 19:50 0.224 0.170 0.170 0.00 3/16/2018 3:00 1.7 16:40 2.0 1.8 1:45 2.8 16:40 4.4 3.7 1:45 0.111 16:40 0.210 0.162 0.162 0.00 3/17/2018 22:30 1.7 11:05 2.1 1.8 4:25 2.5 9:15 4.5 3.7 3:35 0.102 9:15 0.230 0.165 0.165 0.00 3/18/2018 4:00 1.4 9:35 2.0 1.8 4:55 2.6 10:50 4.5 3.6 4:00 0.086 10:50 0.221 0.160 0.160 0.00 3/19/2018 2:05 1.5 19:30 2.0 1.8 1:55 2.6 19:20 4.5 3.6 1:55 0.086 19:25 0.215 0.150 0.150 0.00 3/20/2018 3:00 1.5 20:05 1.9 1.7 1:40 2.6 18:25 4.4 3.5 2:25 0.088 18:25 0.208 0.142 0.142 0.00 3/21/2018 3:00 1.5 18:35 2.0 1.7 0:05 2.8 18:50 4.4 3.5 3:40 0.098 18:50 0.215 0.144 0.144 0.10 3/22/2018 1:40 1.5 20:30 1.9 1.8 0:50 2.5 19:10 4.3 3.7 0:50 0.093 16:55 0.196 0.151 0.151 0.48 3/23/2018 4:25 1.6 9:45 1.9 1.8 3:20 2.5 18:20 4.5 3.8 3:20 0.096 18:00 0.208 0.165 0.165 0.31 3/24/2018 2:55 1.6 9:00 2.0 1.8 1:10 3.0 9:55 4.7 4.1 2:55 0.114 9:55 0.232 0.182 0.182 0.28 3/25/2018 4:20 1.6 9:15 1.9 1.8 23:55 3.2 9:15 4.8 4.2 4:20 0.124 9:15 0.226 0.180 0.180 0.01 3/26/2018 2:40 1.6 18:40 1.9 1.8 3:45 3.2 18:35 4.7 4.1 2:35 0.116 18:35 0.208 0.173 0.173 0.17 3/27/2018 3:50 1.6 16:50 1.8 1.8 3:15 3.2 16:40 4.7 4.1 3:15 0.118 16:50 0.204 0.169 0.169 0.02 3/28/2018 1:55 1.5 19:25 1.8 1.7 2:40 3.2 17:45 4.7 4.1 2:40 0.109 17:45 0.205 0.166 0.166 0.01 3/29/2018 3:00 1.5 18:30 1.8 1.7 1:00 3.1 19:50 4.6 4.0 3:00 0.101 18:30 0.202 0.160 0.160 0.00 3/30/2018 2:30 1.5 20:55 1.8 1.7 1:05 3.1 9:15 4.5 3.9 3:15 0.103 7:20 0.190 0.156 0.156 0.00 3/31/2018 2:05 1.5 9:50 1.9 1.7 0:25 2.9 9:45 4.8 4.0 2:25 0.101 9:45 0.221 0.161 0.161 0.00 ReportAvg 1.8 3.9 0.170 ReportTotal 5.255 2.33 ADS Environmental Services Pipe Height: 10.38 REN_MH4628\mp1\DFINAL (inches) REN_MH4628\mp1\VFINAL (feet/sec) REN_MH4628\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 4/1/2018 2:15 1.5 9:30 1.9 1.7 3:25 2.8 9:05 4.7 4.0 2:20 0.097 9:30 0.214 0.162 0.162 0.10 4/2/2018 0:00 1.5 7:25 1.8 1.7 0:35 2.7 20:30 4.5 3.8 0:35 0.094 20:30 0.194 0.145 0.145 0.00 4/3/2018 22:40 1.6 20:20 1.8 1.7 3:10 2.6 21:10 4.6 3.7 2:45 0.094 21:10 0.199 0.141 0.141 0.00 4/4/2018 1:45 1.5 20:10 1.9 1.7 0:55 2.6 20:10 4.7 3.7 1:45 0.088 20:10 0.217 0.147 0.147 0.39 4/5/2018 0:25 1.6 18:55 1.9 1.7 3:00 2.6 18:55 4.6 3.9 3:00 0.096 18:55 0.208 0.155 0.155 0.25 4/6/2018 23:35 1.6 19:40 1.8 1.7 1:55 2.9 7:50 4.5 3.9 2:25 0.106 19:40 0.196 0.156 0.156 0.00 4/7/2018 3:30 1.6 9:40 2.0 1.8 1:40 2.9 9:45 5.0 4.4 1:40 0.107 9:40 0.257 0.196 0.196 0.88 4/8/2018 4:35 1.8 10:20 2.2 1.9 2:15 4.1 10:20 5.4 4.9 2:15 0.174 10:20 0.315 0.232 0.232 0.45 4/9/2018 23:55 1.8 19:35 1.9 1.9 0:50 4.4 18:35 5.2 4.8 23:55 0.194 20:20 0.245 0.218 0.218 0.00 4/10/2018 2:45 1.8 19:05 1.9 1.9 3:05 4.2 17:20 5.1 4.7 3:05 0.178 19:05 0.238 0.211 0.211 0.23 4/11/2018 2:30 1.8 20:50 1.9 1.8 2:55 4.2 9:05 5.1 4.7 2:55 0.177 20:50 0.235 0.208 0.208 0.31 4/12/2018 12:15 1.7 11:50 3.0 1.9 2:05 4.4 11:50 6.3 4.7 12:20 0.179 11:50 0.545 0.211 0.211 0.11 4/13/2018 3:30 1.8 20:50 1.9 1.9 2:15 4.2 20:50 5.2 4.8 2:15 0.176 20:50 0.242 0.212 0.212 0.51 4/14/2018 0:45 1.9 23:55 3.5 2.6 2:10 4.9 23:40 6.7 5.8 2:10 0.223 23:55 0.725 0.431 0.431 1.52 4/15/2018 23:55 2.7 2:10 3.6 3.3 23:00 6.1 1:30 6.7 6.5 23:40 0.467 1:35 0.759 0.644 0.644 0.21 4/16/2018 3:35 2.7 18:00 3.1 2.9 3:35 5.9 20:55 6.6 6.2 3:35 0.445 20:05 0.612 0.511 0.511 0.71 4/17/2018 23:50 2.4 0:05 2.9 2.7 23:50 5.8 5:30 6.4 6.1 23:50 0.366 5:40 0.534 0.470 0.470 0.01 4/18/2018 23:55 2.1 6:35 2.5 2.4 23:55 5.3 6:05 6.0 5.7 23:55 0.280 6:20 0.411 0.360 0.360 0.12 4/19/2018 23:55 1.9 6:55 2.4 2.1 23:40 5.1 6:05 5.7 5.4 23:55 0.232 6:55 0.355 0.288 0.288 0.00 4/20/2018 2:30 1.9 6:30 2.1 2.0 23:55 4.7 18:15 5.5 5.1 23:55 0.212 6:30 0.293 0.244 0.244 0.00 4/21/2018 5:00 1.9 9:05 2.0 1.9 2:00 4.5 9:05 5.4 4.9 2:00 0.203 9:05 0.273 0.227 0.227 0.05 4/22/2018 2:10 1.8 9:10 2.0 1.9 2:25 4.3 11:20 5.2 4.8 2:25 0.187 9:10 0.252 0.219 0.219 0.00 ReportAvg 2.0 4.9 0.263 ReportTotal 5.788 5.85 REN_MH4646 Located At: 582 Bronson Way NE (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 8” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did not surcharge during the monitoring period. The dry weather 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 downward ultrasonic sensor. 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 Raw Percentage Uptime 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 1.02 6.57 0.138 13% Maximum 1.82 11.44 0.387 23% Average 1.34 9.28 0.225 17% Latitude: 47.491659° Longitude:-122.190337° REN_MH4646 TRITON+ System Characteristics Location Type Pipe Shapelocated in turn lane RENTON Medium Drive Site Access Details: Site Address /Location: Site Name 582 Bronson Way NE Flow Monitoring Site Report Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: Pipe Size (H x W) Topside / Area Photo Wednesday, December 13, 2017 Access Temporary 8.00" x 7.75" Traffic MH4646 Residential Map Installation Type: Monitoring Location (Sensors): Peak Combo (CS4), Smart Depth (CS5) 4 0.00'' CS5 Physical Offset (in)Measurement Confidence (in) Peak Velocity (fps) Silt (in) 12:28:00 PM 8.00" x 7.75"Site Sketch Profile View or Photo low flow 0 - 5 psi Depth of Flow (Wet DOF) (in) 1.13 Velocity Sensor Offset (in) 10.75 Downstream 0-5 FT Manhole Sensors / Devices: Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: 0'' Sanitary Sewer Overflow 0.25" Manhole / Pipe Information: Pressure Sensor Range (psi) Confirmation Time: 20''20'' Manhole Cover Manhole Frame Pipe Condition: Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Concrete Good 10 Manhole Condition: 22275.11.325 Additional Site Info. / Comments: ADS Project Name: ADS Project Number: Renton Wireless Pipe Material Antenna Location Communication Information: Manhole Pick / Vent Hole Yes, Inside Vitrified Clay Pipe NormalSteel Fair Active Connections Renton traffic control Needed Air Quality: Communication Type Normal Additional Photos Flow Direction Monitoring Point Side inlet KEY Google Earth Map Top Down Location Location Map Inlet Outlet Location Map ADS Environmental Services Pipe Height: 8.00 REN_MH4646\mp1\DFINAL (inches) REN_MH4646\mp1\VFINAL (feet/sec) REN_MH4646\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 12/22/2017 1:10 1.2 11:40 1.6 1.4 4:10 8.5 16:15 10.0 9.2 4:10 0.174 17:00 0.280 0.232 0.232 0.10 12/23/2017 6:05 1.1 10:45 1.6 1.4 3:40 8.2 12:05 10.2 9.1 6:05 0.163 10:45 0.301 0.230 0.230 0.00 12/24/2017 3:50 1.2 10:40 1.6 1.3 2:30 7.7 11:00 10.3 9.0 2:30 0.161 10:40 0.301 0.218 0.218 0.00 12/25/2017 2:10 1.2 9:05 1.5 1.3 4:40 7.7 10:20 10.6 8.9 2:10 0.157 11:20 0.287 0.210 0.210 0.14 12/26/2017 4:25 1.2 14:30 1.5 1.3 5:20 7.6 12:25 9.8 8.9 4:50 0.155 14:30 0.273 0.210 0.210 0.17 12/27/2017 2:05 1.1 11:45 1.5 1.3 4:10 7.5 10:35 10.0 9.0 2:05 0.144 11:45 0.286 0.214 0.214 0.00 12/28/2017 2:40 1.1 14:55 1.5 1.3 2:35 7.2 17:55 10.2 8.9 2:40 0.140 14:55 0.262 0.205 0.205 0.25 12/29/2017 2:45 1.1 10:25 1.6 1.4 2:05 8.3 13:00 11.3 9.7 2:45 0.166 10:25 0.329 0.248 0.248 1.57 12/30/2017 5:30 1.2 13:30 1.6 1.4 4:10 8.7 17:00 10.5 9.6 5:30 0.182 13:30 0.317 0.238 0.238 0.02 12/31/2017 3:10 1.2 13:00 1.5 1.4 4:05 8.8 11:20 10.6 9.5 4:10 0.186 12:55 0.306 0.236 0.236 0.00 ReportAvg 1.3 9.2 0.224 ReportTotal 2.241 2.25 ADS Environmental Services Pipe Height: 8.00 REN_MH4646\mp1\DFINAL (inches) REN_MH4646\mp1\VFINAL (feet/sec) REN_MH4646\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 1/1/2018 21:20 1.2 11:05 1.5 1.3 6:15 8.7 10:45 11.3 9.5 7:50 0.184 10:45 0.308 0.229 0.229 0.00 1/2/2018 5:00 1.2 19:40 1.5 1.3 3:40 8.2 19:40 10.5 9.3 3:40 0.167 19:40 0.294 0.221 0.221 0.01 1/3/2018 4:25 1.2 18:00 1.5 1.3 3:50 8.3 16:30 10.3 9.2 23:45 0.171 19:45 0.285 0.225 0.225 0.00 1/4/2018 0:45 1.2 19:00 1.5 1.3 3:35 8.1 19:15 10.4 9.1 1:50 0.170 19:15 0.279 0.219 0.219 0.09 1/5/2018 1:40 1.2 19:55 1.5 1.3 3:35 7.8 13:00 10.2 9.1 3:35 0.157 19:55 0.270 0.210 0.210 0.42 1/6/2018 3:05 1.2 13:10 1.6 1.4 2:40 8.2 11:35 10.2 9.2 3:05 0.168 11:35 0.297 0.225 0.225 0.24 1/7/2018 2:50 1.1 10:25 1.5 1.3 3:55 7.9 23:10 10.4 9.1 2:55 0.157 9:15 0.270 0.214 0.214 0.38 1/8/2018 1:20 1.1 18:45 1.5 1.3 2:35 8.1 9:35 9.9 9.1 3:45 0.157 18:45 0.268 0.206 0.206 0.14 1/9/2018 1:50 1.2 9:40 1.5 1.3 3:10 8.2 17:15 10.1 9.2 3:10 0.169 22:20 0.274 0.219 0.219 0.46 1/10/2018 3:35 1.1 13:50 1.5 1.3 2:10 8.2 20:35 10.5 9.3 4:35 0.161 16:10 0.286 0.225 0.225 0.22 1/11/2018 3:20 1.3 11:10 1.7 1.5 1:45 8.6 16:40 10.7 9.7 1:40 0.204 20:15 0.346 0.276 0.276 1.04 1/12/2018 16:55 1.3 6:20 1.8 1.5 2:55 9.1 18:40 10.7 9.7 5:20 0.229 6:20 0.359 0.275 0.275 0.20 1/13/2018 2:45 1.3 9:05 1.7 1.5 4:10 8.9 9:55 10.6 9.6 2:45 0.203 9:00 0.326 0.266 0.266 0.02 1/14/2018 3:00 1.3 11:30 1.7 1.5 3:35 8.7 16:10 10.5 9.5 3:00 0.196 11:50 0.338 0.258 0.258 0.00 1/15/2018 5:00 1.3 18:35 1.6 1.5 23:55 8.6 18:05 10.7 9.5 23:55 0.199 18:35 0.339 0.257 0.257 0.04 1/16/2018 2:35 1.2 19:50 1.7 1.4 3:45 8.5 21:35 10.6 9.3 2:35 0.187 19:50 0.329 0.243 0.243 0.26 1/17/2018 0:50 1.2 18:30 1.6 1.4 3:05 8.4 20:15 10.6 9.3 3:15 0.180 18:40 0.329 0.236 0.236 0.79 1/18/2018 12:35 1.2 18:20 1.6 1.4 2:20 8.7 18:35 10.2 9.6 2:30 0.185 18:20 0.312 0.246 0.246 0.40 1/19/2018 13:45 1.2 9:45 1.6 1.4 2:50 8.6 12:00 10.5 9.5 3:10 0.188 9:45 0.298 0.237 0.237 0.10 1/20/2018 1:00 1.2 10:05 1.7 1.4 5:15 8.6 11:45 11.0 9.5 3:10 0.178 10:05 0.335 0.250 0.250 0.10 1/21/2018 4:10 1.2 14:50 1.7 1.4 3:00 8.4 13:35 10.5 9.4 4:10 0.176 14:50 0.361 0.246 0.246 0.16 1/22/2018 8:30 1.2 6:50 1.6 1.4 3:45 8.4 6:20 10.5 9.4 8:30 0.186 20:00 0.324 0.246 0.246 0.34 1/23/2018 0:10 1.2 19:00 1.6 1.5 2:35 8.9 19:10 10.4 9.6 0:10 0.190 19:10 0.332 0.261 0.261 0.79 1/24/2018 23:55 1.2 19:50 1.8 1.5 3:40 9.1 20:25 10.6 9.8 23:55 0.207 19:50 0.380 0.285 0.285 0.51 1/25/2018 2:50 1.2 20:00 1.7 1.5 4:10 9.2 20:20 10.7 9.8 2:50 0.195 19:45 0.351 0.279 0.279 0.14 1/26/2018 1:50 1.3 20:00 1.7 1.5 3:05 8.9 10:20 10.6 9.7 3:05 0.203 13:05 0.344 0.275 0.275 0.36 1/27/2018 18:20 1.4 9:30 1.8 1.6 2:20 9.4 12:50 11.3 10.1 3:40 0.248 9:30 0.379 0.300 0.300 0.61 1/28/2018 0:40 1.3 13:50 1.8 1.5 5:00 9.2 9:35 11.1 10.0 0:40 0.236 13:50 0.387 0.294 0.294 0.07 1/29/2018 11:05 1.3 19:50 1.7 1.5 3:00 9.0 21:40 11.4 10.0 5:15 0.210 16:50 0.369 0.280 0.280 0.90 1/30/2018 11:40 1.2 5:55 1.7 1.5 23:35 9.5 18:25 11.1 10.1 11:40 0.205 8:35 0.352 0.276 0.276 0.00 1/31/2018 17:20 1.2 7:10 1.7 1.4 3:25 9.1 12:50 10.6 9.8 23:45 0.189 7:10 0.345 0.259 0.259 0.00 ReportAvg 1.4 9.5 0.250 ReportTotal 7.740 8.79 ADS Environmental Services Pipe Height: 8.00 REN_MH4646\mp1\DFINAL (inches) REN_MH4646\mp1\VFINAL (feet/sec) REN_MH4646\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 2/1/2018 3:50 1.1 16:35 1.8 1.4 3:25 9.0 19:05 10.8 9.7 3:50 0.160 16:35 0.354 0.249 0.249 0.66 2/2/2018 5:20 1.1 6:15 1.6 1.4 2:50 9.1 10:45 10.7 9.7 5:20 0.183 16:30 0.329 0.237 0.237 0.04 2/3/2018 2:20 1.2 13:15 1.8 1.5 3:45 8.7 14:45 10.8 9.6 2:20 0.175 13:15 0.373 0.261 0.261 0.31 2/4/2018 0:05 1.2 16:00 1.7 1.5 3:10 8.7 11:45 10.8 9.7 0:05 0.190 9:55 0.338 0.270 0.270 0.02 2/5/2018 2:25 1.1 16:40 1.7 1.4 1:55 8.9 19:00 10.4 9.7 2:25 0.168 16:40 0.343 0.260 0.260 0.04 2/6/2018 3:45 1.1 17:55 1.7 1.5 2:55 8.7 10:15 10.4 9.5 3:45 0.174 17:55 0.338 0.259 0.259 0.00 2/7/2018 12:40 1.1 19:25 1.5 1.3 2:15 8.5 19:35 10.3 9.5 2:10 0.165 6:25 0.286 0.228 0.228 0.00 2/8/2018 0:05 1.1 6:20 1.6 1.3 3:10 8.5 20:25 10.7 9.4 2:25 0.178 6:20 0.302 0.226 0.226 0.09 2/9/2018 0:55 1.1 8:40 1.6 1.4 3:10 8.3 16:25 10.3 9.2 1:00 0.159 8:40 0.305 0.227 0.227 0.01 2/10/2018 3:10 1.2 13:50 1.6 1.4 1:55 8.6 12:50 10.7 9.3 3:10 0.172 10:35 0.306 0.234 0.234 0.01 2/11/2018 23:50 1.1 10:30 1.6 1.4 5:15 8.2 11:45 10.6 9.3 23:50 0.169 11:55 0.321 0.234 0.234 0.00 2/12/2018 0:25 1.1 22:10 1.6 1.3 3:10 7.7 19:20 10.0 9.0 3:35 0.153 22:10 0.305 0.211 0.211 0.00 2/13/2018 3:40 1.1 21:30 1.5 1.3 2:20 8.2 20:05 10.1 9.1 3:40 0.153 21:30 0.276 0.209 0.209 0.17 2/14/2018 23:40 1.1 22:30 1.6 1.3 3:15 7.9 19:00 10.5 9.2 2:55 0.152 22:30 0.291 0.203 0.203 0.15 2/15/2018 9:05 1.1 8:00 1.5 1.2 2:50 7.8 18:10 9.9 9.1 4:05 0.144 8:00 0.266 0.194 0.194 0.00 2/16/2018 22:00 1.1 9:15 1.5 1.2 2:45 7.8 20:45 10.5 9.1 1:10 0.145 9:15 0.277 0.198 0.198 0.15 2/17/2018 18:30 1.1 23:10 1.5 1.3 3:55 7.9 10:55 11.1 9.3 2:55 0.150 10:55 0.320 0.208 0.208 0.32 2/18/2018 5:15 1.1 21:25 1.5 1.2 4:35 7.9 14:20 10.9 9.3 5:15 0.138 14:25 0.291 0.202 0.202 0.01 2/19/2018 23:35 1.1 21:20 1.6 1.3 3:45 7.9 12:15 10.3 9.1 4:45 0.153 21:20 0.305 0.219 0.219 0.00 2/20/2018 0:25 1.1 20:20 1.4 1.3 2:20 7.7 20:50 10.3 9.0 0:30 0.153 20:30 0.249 0.201 0.201 0.00 2/21/2018 1:15 1.1 0:00 1.6 1.3 4:10 7.6 13:30 10.2 9.0 1:15 0.144 0:00 0.280 0.206 0.206 0.00 2/22/2018 8:55 1.1 20:00 1.6 1.3 2:30 7.3 16:55 10.2 8.9 2:30 0.153 20:00 0.304 0.211 0.211 0.07 2/23/2018 0:50 1.1 21:35 1.5 1.3 3:10 7.6 9:05 10.3 9.0 3:55 0.147 21:35 0.269 0.210 0.210 0.01 2/24/2018 3:55 1.1 14:25 1.6 1.3 4:05 7.5 9:55 10.3 9.0 3:50 0.140 14:25 0.303 0.217 0.217 0.13 2/25/2018 7:30 1.2 10:40 1.6 1.4 3:20 7.6 10:25 10.0 9.1 3:20 0.156 10:40 0.299 0.223 0.223 0.11 2/26/2018 2:15 1.2 19:25 1.5 1.3 3:50 7.5 19:30 10.6 8.9 2:15 0.160 18:35 0.269 0.206 0.206 0.00 2/27/2018 2:20 1.2 20:30 1.6 1.3 2:20 7.3 21:40 10.0 8.9 2:20 0.144 20:30 0.309 0.216 0.216 0.19 2/28/2018 3:15 1.2 0:00 1.6 1.3 2:10 7.3 19:55 10.1 9.0 3:50 0.155 21:35 0.281 0.216 0.216 0.35 ReportAvg 1.3 9.2 0.223 ReportTotal 6.233 2.84 ADS Environmental Services Pipe Height: 8.00 REN_MH4646\mp1\DFINAL (inches) REN_MH4646\mp1\VFINAL (feet/sec) REN_MH4646\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 3/1/2018 4:45 1.2 21:30 1.5 1.3 2:05 7.5 17:15 10.4 9.0 1:55 0.155 21:30 0.268 0.199 0.199 0.01 3/2/2018 3:25 1.2 9:05 1.5 1.3 2:55 7.8 18:45 10.3 9.0 2:50 0.156 9:05 0.262 0.204 0.204 0.07 3/3/2018 4:35 1.2 10:40 1.6 1.3 4:30 7.2 10:25 10.4 8.9 4:35 0.143 10:25 0.328 0.209 0.209 0.00 3/4/2018 12:20 1.1 9:25 1.7 1.3 5:50 7.4 15:35 10.8 9.0 5:50 0.143 9:30 0.318 0.200 0.200 0.12 3/5/2018 3:25 1.1 18:30 1.4 1.3 3:10 7.4 12:10 10.5 8.9 3:45 0.146 18:30 0.249 0.198 0.198 0.00 3/6/2018 0:55 1.1 6:40 1.4 1.2 3:30 7.3 18:30 10.6 8.9 3:30 0.142 7:10 0.247 0.189 0.189 0.00 3/7/2018 16:05 1.2 17:05 1.5 1.3 1:50 7.4 18:45 9.9 8.9 3:00 0.155 17:05 0.263 0.200 0.200 0.03 3/8/2018 3:35 1.2 20:55 1.6 1.3 3:30 7.6 20:45 10.4 9.0 3:35 0.150 20:55 0.304 0.200 0.200 0.37 3/9/2018 4:35 1.2 18:05 1.6 1.3 2:05 7.7 19:00 10.2 9.0 5:15 0.162 18:05 0.298 0.206 0.206 0.00 3/10/2018 15:45 1.2 10:20 1.5 1.3 4:25 7.1 10:40 10.7 9.1 4:25 0.156 10:20 0.274 0.204 0.204 0.00 3/11/2018 5:10 1.2 10:10 1.4 1.3 4:10 7.4 9:40 10.8 9.1 4:05 0.150 9:40 0.277 0.201 0.201 0.00 3/12/2018 0:10 1.2 20:30 1.4 1.2 2:00 7.0 17:20 10.8 9.0 2:00 0.148 20:30 0.256 0.195 0.195 0.00 3/13/2018 3:00 1.2 18:00 1.4 1.2 1:50 7.8 17:05 10.3 9.2 2:25 0.158 18:00 0.261 0.200 0.200 0.31 3/14/2018 0:20 1.2 20:25 1.5 1.3 2:05 7.7 9:10 10.6 9.2 1:05 0.154 20:25 0.265 0.202 0.202 0.04 3/15/2018 3:20 1.2 19:45 1.4 1.3 1:50 7.7 9:30 10.3 9.1 3:20 0.151 19:45 0.257 0.199 0.199 0.00 3/16/2018 0:50 1.2 6:00 1.5 1.3 2:55 7.5 9:50 10.2 9.1 1:35 0.154 6:00 0.262 0.202 0.202 0.00 3/17/2018 1:15 1.2 12:45 1.5 1.3 0:25 7.8 8:55 10.8 9.1 5:15 0.153 12:45 0.277 0.204 0.204 0.00 3/18/2018 1:20 1.2 9:30 1.6 1.3 4:35 7.1 11:20 10.2 9.0 4:35 0.149 9:30 0.310 0.202 0.202 0.00 3/19/2018 23:55 1.2 17:45 1.5 1.2 2:35 7.2 20:40 10.1 8.9 2:20 0.145 17:45 0.270 0.194 0.194 0.00 3/20/2018 1:25 1.2 20:15 1.5 1.2 23:45 7.8 7:45 10.2 8.9 23:50 0.151 20:15 0.255 0.192 0.192 0.00 3/21/2018 1:15 1.2 19:20 1.5 1.2 0:20 7.2 11:55 9.8 8.8 1:45 0.145 19:20 0.275 0.188 0.188 0.10 3/22/2018 0:45 1.2 4:35 1.5 1.3 2:05 7.4 12:25 9.9 8.9 3:10 0.151 19:15 0.280 0.206 0.206 0.48 3/23/2018 0:45 1.2 5:20 1.6 1.3 1:00 7.5 8:20 10.0 9.0 0:50 0.158 10:10 0.285 0.207 0.207 0.31 3/24/2018 2:45 1.2 11:40 1.6 1.3 2:40 7.7 11:20 10.1 9.0 1:05 0.163 11:40 0.288 0.208 0.208 0.28 3/25/2018 4:35 1.2 19:35 1.6 1.3 4:15 7.5 19:05 10.4 8.9 3:25 0.152 19:25 0.293 0.208 0.208 0.01 3/26/2018 0:25 1.2 17:30 1.6 1.3 1:10 7.3 8:40 10.3 9.0 2:40 0.152 20:35 0.286 0.205 0.205 0.17 3/27/2018 4:40 1.2 19:15 1.5 1.3 0:45 7.7 19:40 10.3 9.1 1:00 0.164 19:15 0.283 0.206 0.206 0.02 3/28/2018 1:15 1.2 4:40 1.5 1.3 2:00 8.0 19:50 10.2 9.1 1:15 0.164 18:55 0.262 0.216 0.216 0.01 3/29/2018 1:15 1.2 8:20 1.4 1.3 1:35 7.9 14:25 10.1 9.1 1:45 0.175 18:00 0.256 0.217 0.217 0.00 3/30/2018 0:00 1.2 7:40 1.4 1.3 2:00 7.4 17:55 9.7 9.0 2:40 0.164 7:40 0.248 0.214 0.214 0.00 3/31/2018 1:25 1.2 9:20 1.4 1.3 1:55 7.8 11:40 10.2 9.0 0:15 0.164 9:15 0.254 0.211 0.211 0.00 ReportAvg 1.3 9.0 0.203 ReportTotal 6.289 2.33 ADS Environmental Services Pipe Height: 8.00 REN_MH4646\mp1\DFINAL (inches) REN_MH4646\mp1\VFINAL (feet/sec) REN_MH4646\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 4/1/2018 0:30 1.2 7:55 1.4 1.3 2:55 7.2 16:25 10.4 8.9 4:00 0.155 8:50 0.257 0.206 0.206 0.10 4/2/2018 23:50 1.1 17:15 1.4 1.3 2:30 7.1 17:20 10.5 8.7 23:50 0.154 17:20 0.261 0.201 0.201 0.00 4/3/2018 22:45 1.1 6:00 1.4 1.3 2:00 6.6 10:45 10.1 8.7 2:00 0.142 6:00 0.233 0.195 0.195 0.00 4/4/2018 22:45 1.2 19:40 1.4 1.3 1:30 6.9 18:05 9.7 8.8 0:10 0.154 17:20 0.232 0.196 0.196 0.39 4/5/2018 23:50 1.1 3:25 1.3 1.3 1:45 7.1 18:25 10.4 8.9 2:35 0.149 18:25 0.223 0.195 0.195 0.25 4/6/2018 13:15 1.1 2:50 1.3 1.2 1:50 7.3 8:25 10.1 8.9 23:45 0.153 6:20 0.225 0.189 0.189 0.00 4/7/2018 20:45 1.0 5:55 1.3 1.2 0:20 7.5 14:40 10.4 9.2 20:45 0.153 8:50 0.245 0.190 0.190 0.88 4/8/2018 1:15 1.0 9:20 1.4 1.3 2:30 8.2 13:00 10.9 9.4 1:15 0.141 16:30 0.259 0.213 0.213 0.45 4/9/2018 20:30 1.2 6:25 1.4 1.3 2:15 8.1 17:00 10.3 9.2 2:15 0.185 17:00 0.247 0.216 0.216 0.00 4/10/2018 23:35 1.2 8:05 1.4 1.3 2:40 8.2 12:30 10.0 9.2 2:45 0.181 8:05 0.264 0.217 0.217 0.23 4/11/2018 19:25 1.2 8:00 1.4 1.3 2:45 7.9 21:15 10.6 9.5 2:45 0.181 8:00 0.264 0.225 0.225 0.31 4/12/2018 0:35 1.2 4:55 1.5 1.3 1:50 8.1 13:25 10.3 9.4 1:50 0.179 7:00 0.273 0.227 0.227 0.11 4/13/2018 21:00 1.3 21:20 1.4 1.3 1:30 8.0 15:20 10.7 9.3 1:40 0.184 15:20 0.264 0.223 0.223 0.51 4/14/2018 11:50 1.1 22:45 1.5 1.3 1:55 8.7 17:15 11.4 9.9 0:40 0.185 22:25 0.302 0.235 0.235 1.52 4/15/2018 13:25 1.2 3:40 1.5 1.4 22:00 9.6 13:20 11.3 10.3 19:15 0.216 18:40 0.285 0.252 0.252 0.21 4/16/2018 0:30 1.2 20:05 1.5 1.4 1:55 9.5 14:30 11.4 10.2 0:30 0.203 20:05 0.309 0.264 0.264 0.71 4/17/2018 21:15 1.3 8:35 1.5 1.4 23:45 9.7 19:00 10.8 10.2 22:25 0.235 17:10 0.305 0.272 0.272 0.01 4/18/2018 21:35 1.3 4:30 1.5 1.4 2:40 9.3 19:30 10.6 10.0 1:05 0.220 7:35 0.292 0.261 0.261 0.12 4/19/2018 2:45 1.3 5:35 1.5 1.4 1:25 9.3 12:40 10.6 9.9 2:45 0.212 5:40 0.290 0.252 0.252 0.00 4/20/2018 23:25 1.2 23:30 1.4 1.4 2:05 9.0 23:25 11.0 9.8 3:00 0.208 7:50 0.271 0.240 0.240 0.00 4/21/2018 13:20 1.3 23:55 1.4 1.3 4:00 8.8 18:30 11.3 9.8 4:25 0.202 18:30 0.280 0.237 0.237 0.05 4/22/2018 11:05 1.2 7:40 1.5 1.4 2:40 8.8 16:45 11.0 9.9 1:20 0.207 7:40 0.277 0.244 0.244 0.00 ReportAvg 1.3 9.4 0.225 ReportTotal 4.951 5.85 REN_MH5302 Located At: Royal Hills and SE Harrington Pl S (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 19.88” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did not surcharge during the monitoring period. The dry weather 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 upward ultrasonic sensor. 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 Raw Percentage Uptime 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 5.87 2.33 0.826 30% Maximum 13.86 5.18 5.184 70% Average 9.08 3.54 2.169 46% Latitude: 47.471174° Longitude:-122.180840° Site Sketch Plan View or Photo Additional Site Info. / Comments: Off trail. Confirmation information available from ADS. Moderate, smooth flow Good Antenna Location Communication Information: Active Drop Connections Air Quality: Communication Type Normal 22275.11.325 ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Manhole Cover Manhole Frame Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Concrete Wireless Pipe Material Access via trail going under power lines, off main road. Sensors / Devices: 14.00'' x 14.00'' 0.25" Manhole / Pipe Information: Installation Type: Pressure Sensor Range (psi) Confirmation Time: Site Sketch Profile View or Photo Pipe Size (H x W) Topside / Area Photo Peak Combo (CS4) Pipe Size (HxW) 11:04:00 AM Monitoring Location (Sensors): Depth of Flow (Wet DOF) (in)Range (Air DOF) (in) 10.00'' Velocity Sensor Offset (in) ~4.63 FPS .50'' Temporary 14.00'' x 14.00'' REN_MH5302 Access Traffic TRITON+ System Characteristics Location Type Pipe Shape Renton.Carollo.I&I.WA17 LightDrive Site Access Details: Site Address /Location: Site Name Acces Via Royal Hills + SE Harrington Pl S 0 - 5 psi Installation Information Circular Monitor Series Monitor Location: Doppler Special Installation Manhole # Installation Date: 12.20.17 Upstream 0-5 FT Manhole MH3216 Other Map Flow Monitoring Site Report 0 Downlooker Physical Offset (in)Measurement Confidence (in) - Peak Velocity (fps) Silt (in) ~8' Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: Pipe Condition: Single Good Manhole Pick / Vent Hole Manhole Condition: No PVC 20'' NormalVented 20'' Additional Photos Flow Direction Monitoring Point Location Upstream Downstream Side Inlet Top Down Location ADS Environmental Services Pipe Height: 19.88 REN_MH5302\mp1\DFINAL (inches) REN_MH5302\mp1\VFINAL (feet/sec) REN_MH5302\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 12/22/2017 3:50 8.2 9:25 9.9 9.3 2:55 3.4 9:25 4.1 3.7 4:40 1.804 9:25 2.735 2.301 2.301 0.10 12/23/2017 5:30 7.8 10:55 9.8 9.0 6:40 3.3 14:40 4.0 3.6 5:45 1.619 12:45 2.606 2.158 2.158 0.00 12/24/2017 4:45 7.4 11:25 9.8 8.7 3:50 3.1 11:15 4.1 3.6 4:40 1.460 11:25 2.669 2.050 2.050 0.00 12/25/2017 5:25 7.3 12:15 9.5 8.5 7:05 3.1 16:30 3.9 3.5 5:00 1.419 16:30 2.433 1.956 1.956 0.14 12/26/2017 4:30 7.3 11:55 9.4 8.5 4:10 3.1 11:50 3.9 3.5 4:15 1.383 11:50 2.447 1.948 1.948 0.17 12/27/2017 4:10 7.2 12:20 9.3 8.4 4:05 3.0 12:20 3.8 3.5 4:10 1.337 12:20 2.395 1.895 1.895 0.00 12/28/2017 4:20 7.2 23:55 9.6 8.6 6:30 3.0 19:35 4.0 3.5 4:15 1.323 19:35 2.550 2.004 2.004 0.25 12/29/2017 0:55 9.1 12:20 13.9 11.9 2:40 3.5 12:00 5.2 4.5 2:40 2.144 12:00 5.184 3.849 3.849 1.57 12/30/2017 23:55 10.2 0:35 11.4 10.7 21:10 3.6 0:35 4.5 4.1 21:10 2.613 0:35 3.577 3.022 3.022 0.02 12/31/2017 5:05 9.7 12:10 10.6 10.1 6:40 3.6 17:15 4.2 3.8 6:40 2.345 17:15 2.999 2.649 2.649 0.00 ReportAvg 9.4 3.7 2.383 ReportTotal 23.83 2.25 ADS Environmental Services Pipe Height: 19.88 REN_MH5302\mp1\DFINAL (inches) REN_MH5302\mp1\VFINAL (feet/sec) REN_MH5302\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 1/1/2018 6:00 8.6 13:30 10.3 9.6 6:50 3.2 13:30 3.9 3.7 6:50 1.778 13:30 2.766 2.369 2.369 0.00 1/2/2018 4:35 8.1 20:55 9.8 9.2 3:10 3.1 12:15 3.9 3.5 3:10 1.641 20:55 2.588 2.136 2.136 0.01 1/3/2018 4:40 7.7 20:50 9.6 8.9 3:10 3.1 18:55 3.9 3.5 3:10 1.541 18:55 2.470 2.032 2.032 0.00 1/4/2018 4:10 7.4 18:40 9.5 8.6 3:30 3.1 21:40 3.9 3.5 3:30 1.446 21:40 2.430 1.954 1.954 0.09 1/5/2018 4:20 7.4 18:35 9.7 8.9 3:45 3.1 18:35 3.9 3.5 3:45 1.446 18:35 2.534 2.076 2.076 0.42 1/6/2018 4:10 8.4 10:35 10.3 9.5 4:25 3.3 12:00 4.1 3.7 4:25 1.776 12:00 2.894 2.393 2.393 0.24 1/7/2018 5:35 8.2 20:35 10.4 9.5 6:05 3.2 18:50 4.1 3.7 5:25 1.718 20:35 2.868 2.366 2.366 0.38 1/8/2018 4:20 9.0 19:55 10.2 9.7 3:05 3.4 21:45 4.0 3.8 4:20 2.035 19:55 2.777 2.475 2.475 0.14 1/9/2018 0:25 9.5 19:10 10.5 9.9 0:25 3.6 20:50 4.2 3.9 0:25 2.309 20:50 2.970 2.648 2.648 0.46 1/10/2018 3:55 8.8 21:25 10.0 9.6 5:00 3.3 12:25 4.0 3.7 3:20 1.933 21:25 2.694 2.395 2.395 0.22 1/11/2018 4:25 9.1 15:20 13.2 11.1 2:15 3.4 14:40 5.1 4.3 2:15 2.102 14:50 4.733 3.401 3.401 1.04 1/12/2018 23:55 10.3 0:00 11.1 10.6 14:55 4.0 0:10 4.4 4.2 14:55 2.853 0:00 3.427 3.059 3.059 0.20 1/13/2018 4:20 9.9 10:20 10.8 10.2 4:20 3.8 11:55 4.3 4.0 4:20 2.560 10:20 3.144 2.781 2.781 0.02 1/14/2018 4:35 9.3 10:30 10.4 9.8 3:55 3.4 10:25 4.2 3.8 3:55 2.151 10:25 3.005 2.542 2.542 0.00 1/15/2018 4:45 8.6 19:00 10.0 9.4 3:55 3.4 20:30 4.0 3.7 3:55 1.901 20:30 2.681 2.335 2.335 0.04 1/16/2018 4:30 8.6 9:05 10.0 9.4 3:15 3.3 6:50 4.1 3.7 3:15 1.892 6:50 2.736 2.344 2.344 0.26 1/17/2018 4:45 8.2 20:00 11.6 9.6 3:35 3.3 20:05 4.6 3.8 4:20 1.760 20:05 3.669 2.447 2.447 0.79 1/18/2018 2:50 10.1 7:25 11.6 10.7 23:15 3.9 7:10 4.5 4.2 2:50 2.755 7:25 3.635 3.120 3.120 0.40 1/19/2018 23:20 9.8 8:40 10.5 10.1 23:15 3.8 6:45 4.2 4.0 23:15 2.528 8:40 3.009 2.747 2.747 0.10 1/20/2018 3:45 9.4 10:20 10.4 9.9 3:10 3.6 11:55 4.1 3.9 3:10 2.265 11:55 2.941 2.593 2.593 0.10 1/21/2018 5:10 8.8 17:15 10.3 9.7 4:35 3.4 10:40 4.1 3.8 4:35 1.996 17:15 2.857 2.466 2.466 0.16 1/22/2018 4:05 8.7 7:30 10.4 9.7 2:10 3.3 7:10 4.2 3.8 2:10 1.891 7:10 2.962 2.511 2.511 0.34 1/23/2018 4:25 8.7 19:35 11.4 10.0 3:30 3.4 19:55 4.5 3.9 3:30 1.937 19:55 3.515 2.699 2.699 0.79 1/24/2018 3:55 10.4 19:45 11.7 10.8 13:15 3.9 19:50 4.5 4.3 13:15 2.862 19:50 3.744 3.198 3.198 0.51 1/25/2018 23:55 10.2 7:40 10.8 10.5 10:55 3.8 7:40 4.3 4.1 10:55 2.738 7:40 3.229 2.959 2.959 0.14 1/26/2018 3:15 9.8 18:25 10.7 10.2 2:25 3.8 22:50 4.3 4.0 2:25 2.516 22:50 3.111 2.800 2.800 0.36 1/27/2018 0:15 10.3 7:55 12.2 11.2 23:25 3.9 11:00 4.7 4.3 0:15 2.843 11:05 4.073 3.388 3.388 0.61 1/28/2018 23:50 10.1 17:15 10.7 10.4 23:45 3.7 11:20 4.3 4.0 23:50 2.515 11:20 3.157 2.872 2.872 0.07 1/29/2018 4:15 9.6 16:55 13.0 10.9 3:40 3.2 20:20 4.7 3.9 3:40 2.096 20:20 4.253 2.997 2.997 0.90 1/30/2018 23:55 10.1 0:20 11.3 10.6 20:40 3.9 0:20 4.4 4.1 23:50 2.715 0:20 3.463 2.992 2.992 0.00 1/31/2018 23:55 9.7 19:40 10.4 10.1 23:10 3.5 8:05 4.1 3.8 23:10 2.342 8:05 2.890 2.627 2.627 0.00 ReportAvg 9.9 3.9 2.636 ReportTotal 81.72 8.79 ADS Environmental Services Pipe Height: 19.88 REN_MH5302\mp1\DFINAL (inches) REN_MH5302\mp1\VFINAL (feet/sec) REN_MH5302\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 2/1/2018 3:20 8.9 22:25 11.3 9.9 3:25 3.3 22:30 4.2 3.7 3:20 1.957 22:25 3.346 2.519 2.519 0.66 2/2/2018 23:55 10.1 8:15 10.8 10.5 22:25 3.7 13:35 4.2 3.9 23:50 2.580 13:35 3.114 2.844 2.844 0.04 2/3/2018 4:50 9.4 21:30 10.6 10.1 5:50 3.5 18:10 4.1 3.8 5:50 2.208 18:10 2.978 2.632 2.632 0.31 2/4/2018 5:15 9.4 11:45 10.8 10.2 17:15 3.4 11:35 4.0 3.7 5:15 2.206 11:50 2.944 2.568 2.568 0.02 2/5/2018 4:30 8.9 8:05 10.5 9.6 1:35 3.3 8:00 3.8 3.5 4:00 1.995 8:00 2.773 2.290 2.290 0.04 2/6/2018 4:15 8.6 20:40 10.2 9.2 3:25 3.2 20:40 3.7 3.5 3:25 1.836 20:40 2.586 2.132 2.132 0.00 2/7/2018 4:25 8.4 7:55 10.1 9.0 2:45 3.0 19:50 3.7 3.5 2:45 1.669 19:50 2.500 2.058 2.058 0.00 2/8/2018 4:10 8.1 21:05 9.8 8.9 4:40 3.1 21:05 3.6 3.4 4:35 1.614 21:05 2.412 1.999 1.999 0.09 2/9/2018 4:25 7.9 9:20 9.6 8.8 4:15 3.0 8:55 3.6 3.4 4:15 1.542 9:25 2.292 1.945 1.945 0.01 2/10/2018 5:30 7.7 10:40 10.1 8.7 7:05 2.9 10:45 3.6 3.4 7:05 1.468 10:45 2.462 1.923 1.923 0.01 2/11/2018 6:10 7.6 12:20 9.7 8.7 5:25 2.8 15:45 3.6 3.4 5:25 1.351 12:25 2.349 1.902 1.902 0.00 2/12/2018 3:55 7.2 20:05 9.4 8.4 5:10 2.5 20:05 3.5 3.3 4:00 1.155 20:05 2.233 1.788 1.788 0.00 2/13/2018 4:10 7.0 18:55 9.3 8.4 3:30 2.5 18:55 3.5 3.2 3:30 1.079 18:55 2.183 1.756 1.756 0.17 2/14/2018 4:15 7.8 20:10 9.4 8.6 4:10 2.8 10:30 3.6 3.3 4:10 1.360 20:10 2.249 1.870 1.870 0.15 2/15/2018 4:25 7.2 19:05 9.3 8.5 3:50 2.6 22:20 3.5 3.2 4:00 1.192 22:25 2.150 1.793 1.793 0.00 2/16/2018 4:05 7.3 8:05 9.3 8.5 3:25 2.5 9:55 3.6 3.3 3:25 1.140 19:45 2.179 1.824 1.824 0.15 2/17/2018 4:45 7.3 10:35 10.5 9.0 4:25 2.5 12:10 3.9 3.4 4:25 1.140 12:10 2.788 2.052 2.052 0.32 2/18/2018 6:00 7.9 10:30 10.1 8.9 5:40 3.0 12:45 3.7 3.4 5:40 1.488 10:30 2.527 2.011 2.011 0.01 2/19/2018 4:05 7.6 12:45 10.1 8.6 4:15 2.9 12:45 3.7 3.3 4:15 1.379 12:45 2.526 1.872 1.872 0.00 2/20/2018 4:05 7.3 19:05 9.3 8.4 3:10 2.7 20:35 3.6 3.3 4:05 1.204 19:05 2.145 1.796 1.796 0.00 2/21/2018 4:15 6.9 18:40 9.1 8.3 2:50 2.7 20:10 3.6 3.3 3:50 1.131 22:20 2.150 1.769 1.769 0.00 2/22/2018 4:25 6.9 20:25 9.1 8.3 4:20 2.6 20:25 3.6 3.2 4:20 1.095 20:25 2.169 1.734 1.734 0.07 2/23/2018 4:10 6.8 20:20 8.9 8.2 3:55 2.5 12:45 3.6 3.2 3:55 1.033 12:45 2.030 1.714 1.714 0.01 2/24/2018 5:45 6.9 10:20 9.6 8.3 7:20 2.6 12:00 3.6 3.2 5:45 1.111 10:25 2.340 1.738 1.738 0.13 2/25/2018 5:15 6.8 10:30 9.7 8.3 5:20 2.6 13:00 3.7 3.3 5:20 1.083 13:00 2.365 1.802 1.802 0.11 2/26/2018 4:25 6.7 20:40 9.0 8.2 4:40 2.6 20:30 3.6 3.2 4:40 1.048 20:50 2.073 1.710 1.710 0.00 2/27/2018 3:40 6.6 20:55 9.3 8.2 4:20 2.5 20:55 3.6 3.2 4:20 0.997 20:55 2.223 1.693 1.693 0.19 2/28/2018 4:05 6.5 18:45 9.7 8.3 4:25 2.5 21:30 3.7 3.3 4:05 0.972 18:45 2.374 1.764 1.764 0.35 ReportAvg 8.8 3.4 1.982 ReportTotal 55.50 2.84 ADS Environmental Services Pipe Height: 19.88 REN_MH5302\mp1\DFINAL (inches) REN_MH5302\mp1\VFINAL (feet/sec) REN_MH5302\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 3/1/2018 4:25 7.3 20:50 9.5 8.5 3:20 2.7 20:55 3.7 3.3 3:20 1.222 20:55 2.367 1.854 1.854 0.01 3/2/2018 3:45 7.1 8:20 9.6 8.5 4:30 2.7 9:55 3.6 3.3 3:30 1.209 8:20 2.301 1.859 1.859 0.07 3/3/2018 4:30 7.0 10:10 9.7 8.5 4:40 2.7 12:45 3.6 3.3 4:30 1.126 10:10 2.332 1.827 1.827 0.00 3/4/2018 5:30 6.7 21:25 9.8 8.4 5:35 2.6 21:30 3.7 3.3 5:35 1.042 21:25 2.424 1.806 1.806 0.12 3/5/2018 4:15 6.7 19:15 9.3 8.3 4:40 2.6 10:10 3.6 3.3 4:15 1.041 19:15 2.167 1.749 1.749 0.00 3/6/2018 4:05 6.6 20:40 9.2 8.2 4:20 2.5 20:35 3.6 3.2 4:20 0.970 20:40 2.216 1.718 1.718 0.00 3/7/2018 4:10 6.6 20:00 9.1 8.2 3:05 2.6 8:25 3.6 3.2 4:15 1.036 20:00 2.149 1.705 1.705 0.03 3/8/2018 4:05 6.5 20:45 9.6 8.2 3:05 2.5 20:45 3.6 3.2 4:05 0.972 20:45 2.340 1.716 1.716 0.37 3/9/2018 4:10 6.5 12:45 9.1 8.2 2:35 2.5 22:00 3.6 3.2 4:00 0.971 12:45 2.124 1.694 1.694 0.00 3/10/2018 5:20 6.4 10:25 9.4 8.1 5:05 2.4 11:50 3.6 3.2 5:05 0.931 11:50 2.262 1.683 1.683 0.00 3/11/2018 5:45 6.3 20:15 9.4 8.1 4:10 2.4 13:55 3.6 3.2 4:10 0.886 20:15 2.274 1.684 1.684 0.00 3/12/2018 3:25 6.2 20:05 9.1 8.0 3:05 2.5 20:05 3.6 3.2 3:05 0.900 20:05 2.143 1.628 1.628 0.00 3/13/2018 3:00 6.2 19:00 9.5 8.0 4:15 2.4 19:00 3.7 3.2 3:05 0.886 19:00 2.362 1.664 1.664 0.31 3/14/2018 3:10 6.6 20:00 9.2 8.2 4:05 2.6 17:50 3.6 3.3 3:00 1.023 20:00 2.177 1.717 1.717 0.04 3/15/2018 3:00 6.4 19:55 9.3 8.1 3:00 2.5 19:55 3.6 3.2 3:00 0.956 19:55 2.221 1.675 1.675 0.00 3/16/2018 2:40 6.3 8:15 8.9 8.0 3:10 2.5 20:50 3.5 3.2 3:10 0.936 8:15 2.022 1.632 1.632 0.00 3/17/2018 4:00 6.2 10:45 9.2 7.9 3:50 2.5 14:20 3.6 3.2 3:50 0.888 10:45 2.141 1.627 1.627 0.00 3/18/2018 4:20 6.2 19:20 9.2 7.9 5:00 2.3 12:10 3.6 3.2 5:00 0.833 19:20 2.180 1.629 1.629 0.00 3/19/2018 2:55 5.9 19:55 9.0 7.8 2:40 2.4 20:30 3.6 3.1 2:40 0.831 19:55 2.095 1.572 1.572 0.00 3/20/2018 3:35 6.0 19:00 8.9 7.8 3:35 2.4 20:35 3.6 3.1 3:35 0.826 19:00 2.093 1.543 1.543 0.00 3/21/2018 3:50 6.0 20:50 8.9 7.7 5:05 2.5 20:50 3.5 3.1 3:50 0.866 20:50 2.082 1.539 1.539 0.10 3/22/2018 3:40 6.1 19:50 9.1 8.1 4:50 2.5 13:20 3.7 3.2 3:10 0.899 21:45 2.190 1.688 1.688 0.48 3/23/2018 3:05 6.3 12:45 9.9 8.3 2:45 2.5 12:50 3.7 3.3 2:45 0.936 12:45 2.450 1.767 1.767 0.31 3/24/2018 3:10 7.0 9:30 10.1 8.6 3:25 2.6 9:20 3.9 3.4 3:00 1.132 9:20 2.669 1.916 1.916 0.28 3/25/2018 4:20 7.0 11:35 9.7 8.5 4:45 2.8 19:35 3.7 3.4 4:45 1.187 11:35 2.413 1.855 1.855 0.01 3/26/2018 3:05 6.7 18:05 9.6 8.3 2:50 2.6 18:05 3.7 3.3 2:50 1.044 18:05 2.357 1.796 1.796 0.17 3/27/2018 2:50 6.9 19:50 9.4 8.3 2:50 2.6 9:45 3.7 3.3 2:50 1.084 19:50 2.304 1.768 1.768 0.02 3/28/2018 3:15 6.7 19:20 9.2 8.3 2:55 2.6 7:30 3.6 3.2 3:20 1.030 19:10 2.161 1.732 1.732 0.01 3/29/2018 3:10 6.6 18:45 9.1 8.1 3:25 2.5 19:00 3.6 3.3 3:20 0.976 18:45 2.171 1.704 1.704 0.00 3/30/2018 3:20 6.5 19:30 9.1 8.0 3:15 2.5 7:40 3.6 3.3 3:15 0.955 19:30 2.148 1.676 1.676 0.00 3/31/2018 4:35 6.3 8:50 9.3 8.0 3:40 2.5 10:25 3.7 3.3 4:25 0.954 8:50 2.284 1.684 1.684 0.00 ReportAvg 8.2 3.2 1.713 ReportTotal 53.11 2.33 ADS Environmental Services Pipe Height: 19.88 REN_MH5302\mp1\DFINAL (inches) REN_MH5302\mp1\VFINAL (feet/sec) REN_MH5302\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 4/1/2018 5:15 6.2 11:15 9.6 8.0 5:30 2.6 11:20 3.7 3.3 4:50 0.933 11:20 2.391 1.694 1.694 0.10 4/2/2018 3:35 6.2 19:45 8.9 7.8 3:15 2.6 19:55 3.6 3.2 3:40 0.938 19:45 2.107 1.611 1.611 0.00 4/3/2018 2:50 6.1 19:35 9.0 7.8 3:05 2.6 20:10 3.6 3.2 2:50 0.913 19:35 2.113 1.571 1.571 0.00 4/4/2018 3:35 6.1 21:15 9.1 7.9 3:25 2.4 21:20 3.6 3.2 3:25 0.850 21:15 2.163 1.632 1.632 0.39 4/5/2018 3:05 6.3 18:40 9.5 8.1 4:05 2.6 18:40 3.7 3.3 3:20 0.966 18:40 2.353 1.700 1.700 0.25 4/6/2018 3:15 6.7 7:45 9.2 8.2 3:10 2.7 20:15 3.6 3.3 3:10 1.067 7:45 2.177 1.743 1.743 0.00 4/7/2018 3:00 6.8 10:10 10.7 9.5 3:00 2.7 10:00 4.2 3.7 3:00 1.119 10:10 3.118 2.416 2.416 0.88 4/8/2018 3:40 8.5 11:45 10.9 9.9 3:05 3.3 9:50 4.3 3.8 3:40 1.850 11:50 3.196 2.595 2.595 0.45 4/9/2018 3:40 8.7 20:05 10.2 9.5 23:40 3.2 20:05 3.9 3.6 23:40 1.855 20:05 2.712 2.304 2.304 0.00 4/10/2018 3:20 8.2 20:15 10.1 9.3 7:35 3.2 18:20 3.9 3.5 3:25 1.719 18:25 2.660 2.169 2.169 0.23 4/11/2018 3:35 7.9 20:05 10.2 9.1 3:05 3.1 20:00 3.9 3.5 3:05 1.559 20:00 2.745 2.120 2.120 0.31 4/12/2018 3:10 8.3 18:20 10.2 9.2 2:45 3.2 20:20 3.8 3.5 2:45 1.740 18:20 2.610 2.162 2.162 0.11 4/13/2018 3:15 8.0 16:50 10.1 9.2 1:55 3.2 21:00 3.8 3.5 1:55 1.654 16:50 2.611 2.166 2.166 0.51 4/14/2018 3:35 9.4 19:50 13.0 11.2 4:40 3.4 21:30 4.9 4.2 4:40 2.173 19:50 4.537 3.334 3.334 1.52 4/15/2018 23:55 10.5 0:45 12.8 11.9 23:00 4.0 0:25 4.8 4.4 23:15 2.940 0:25 4.436 3.747 3.747 0.21 4/16/2018 1:45 10.4 19:35 12.1 11.1 4:45 3.8 17:25 4.5 4.2 4:45 2.765 15:55 3.836 3.215 3.215 0.71 4/17/2018 23:55 10.2 7:15 11.3 10.6 23:25 3.7 5:30 4.3 4.0 23:25 2.599 7:20 3.313 2.965 2.965 0.01 4/18/2018 23:55 9.5 6:25 10.6 10.2 23:45 3.5 6:25 4.2 3.8 23:45 2.199 6:25 3.061 2.661 2.661 0.12 4/19/2018 3:15 8.9 6:20 10.4 9.7 23:55 3.4 6:25 3.9 3.6 23:55 1.980 6:25 2.796 2.387 2.387 0.00 4/20/2018 3:15 8.3 9:10 10.1 9.2 3:30 3.1 19:35 4.0 3.5 3:30 1.700 19:35 2.713 2.156 2.156 0.00 4/21/2018 4:30 8.0 11:20 10.2 9.0 5:05 3.1 8:25 3.8 3.5 4:30 1.607 8:25 2.606 2.068 2.068 0.05 4/22/2018 3:50 7.9 9:10 10.0 8.9 5:05 2.9 10:40 3.7 3.4 5:05 1.430 10:40 2.544 2.008 2.008 0.00 ReportAvg 9.3 3.6 2.292 ReportTotal 50.42 5.85 REN_MH5505 Located At: 4444 NE Sunset Blvd (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 10” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did not surcharge during the monitoring period. The dry weather 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 upward ultrasonic sensor. 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 Raw Percentage Uptime 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 1.29 4.30 0.132 13% Maximum 5.86 8.11 0.954 59% Average 1.83 6.45 0.293 18% Latitude: 47.504955° Longitude:-122.159403° 22275.11.325 Additional Site Info. / Comments: ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Wireless Pipe Material Antenna Location Communication Information: Manhole Pick / Vent Hole No Vitrified Clay Pipe NormalSteel Fair Active Connections None. Air Quality: Communication Type Normal 20''20'' Manhole Cover Manhole Frame Pipe Condition: Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Brick Good 11' Manhole Condition: Downstream 0-5 FT Manhole Sensors / Devices: Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: 0'' Sanitary Sewer Overflow 0.25" Manhole / Pipe Information: Pressure Sensor Range (psi) Confirmation Time: Peak Combo (CS4), Smart Depth (CS5) Pipe Size (HxW) 0.00'' CS5 Physical Offset (in)Measurement Confidence (in) 1.38" Peak Velocity (fps) Silt (in) 11:50:00 AM 10.00" x 10.00"Site Sketch Profile View or Photo Straight, Some Ripples 0 - 5 psi Depth of Flow (Wet DOF) (in) 0.38'' Velocity Sensor Offset (in) 3.27' Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: Pipe Size (H x W) Topside / Area Photo Wednesday, December 13, 2017 Access Temporary 10.00" x 10.00" Traffic MH5505 Residential / Commercial Map Installation Type: Monitoring Location (Sensors): REN_MH5505 TRITON+ System Characteristics Location Type Pipe ShapeSite located between trees, park in lot Renton.Carollo.I&I.WA17 NoneDrive Site Access Details: Site Address /Location: Site Name 4444 NE Sunset Blvd Flow Monitoring Site Report Additional Photos Flow Direction Monitoring Point Inlet Outlet Top Down Location Location Map Utility Map KEY ADS Environmental Services Pipe Height: 10.00 REN_MH5505\mp1\DFINAL (inches) REN_MH5505\mp1\VFINAL (feet/sec) REN_MH5505\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 12/22/2017 3:30 1.6 10:55 2.0 1.8 3:30 6.3 11:30 7.2 6.7 3:30 0.231 10:55 0.369 0.296 0.296 12/23/2017 5:40 1.5 10:55 2.0 1.8 5:25 6.1 9:45 7.2 6.6 5:35 0.214 10:55 0.365 0.276 0.276 12/24/2017 4:30 1.5 11:10 2.0 1.7 5:45 6.0 9:55 7.1 6.5 3:50 0.204 11:05 0.362 0.262 0.262 12/25/2017 7:30 1.5 12:25 2.0 1.7 4:15 5.7 12:20 7.2 6.4 2:45 0.205 12:20 0.356 0.252 0.252 12/26/2017 8:00 1.5 10:20 1.9 1.7 5:25 5.7 10:15 6.9 6.3 5:55 0.206 10:15 0.328 0.242 0.242 12/27/2017 7:05 1.5 11:10 1.9 1.6 2:40 5.7 19:00 6.8 6.2 4:30 0.205 11:10 0.311 0.234 0.234 12/28/2017 7:50 1.5 21:20 1.9 1.7 4:10 5.6 14:35 6.9 6.2 4:10 0.201 21:20 0.313 0.238 0.238 12/29/2017 1:55 1.6 17:15 2.7 2.3 0:55 6.0 12:00 7.9 7.2 1:30 0.214 17:15 0.601 0.447 0.447 12/30/2017 23:55 2.1 10:10 2.4 2.3 23:45 7.1 12:00 7.8 7.3 23:55 0.370 0:40 0.502 0.447 0.447 12/31/2017 23:20 1.9 10:40 2.3 2.1 23:25 6.8 10:35 7.4 7.1 23:25 0.324 10:35 0.450 0.369 0.369 ReportAvg 1.9 6.7 0.306 ReportTotal 3.063 ADS Environmental Services Pipe Height: 10.00 REN_MH5505\mp1\DFINAL (inches) REN_MH5505\mp1\VFINAL (feet/sec) REN_MH5505\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 1/1/2018 5:15 1.8 19:45 2.2 1.9 5:45 6.5 19:45 7.3 6.8 7:45 0.270 19:45 0.423 0.327 0.327 1/2/2018 3:35 1.6 20:40 2.0 1.8 3:15 6.2 19:25 7.2 6.6 3:25 0.231 20:40 0.362 0.291 0.291 1/3/2018 4:30 1.6 8:20 5.9 1.8 8:35 4.3 7:40 7.1 6.4 8:40 0.207 8:20 0.954 0.274 0.274 1/4/2018 2:00 1.6 18:50 2.0 1.7 2:30 5.9 20:10 6.9 6.4 5:00 0.216 18:50 0.347 0.254 0.254 1/5/2018 0:40 1.6 18:40 2.0 1.7 3:25 5.7 10:30 6.8 6.4 1:35 0.221 18:40 0.337 0.262 0.262 1/6/2018 3:30 1.6 10:20 2.1 1.9 4:05 6.1 11:30 7.3 6.7 4:05 0.227 10:20 0.385 0.313 0.313 1/7/2018 6:25 1.6 22:00 2.1 1.9 5:00 6.2 22:00 7.3 6.8 6:25 0.237 22:00 0.386 0.319 0.319 1/8/2018 3:10 1.8 7:45 2.1 2.0 1:50 6.6 10:40 7.3 6.9 3:10 0.286 7:50 0.386 0.341 0.341 1/9/2018 2:55 1.9 22:40 2.4 2.1 2:55 6.6 18:40 7.4 7.1 2:55 0.300 22:40 0.464 0.378 0.378 1/10/2018 3:15 2.0 7:25 2.2 2.1 4:05 6.8 7:25 7.3 7.1 3:15 0.341 7:25 0.429 0.374 0.374 1/11/2018 3:05 1.9 18:45 3.0 2.3 4:05 6.7 19:30 7.9 7.4 3:05 0.312 18:45 0.680 0.458 0.458 1/12/2018 23:55 2.3 8:30 2.6 2.4 23:55 7.4 8:30 7.7 7.6 23:55 0.461 8:30 0.551 0.500 0.500 1/13/2018 23:55 2.2 10:55 2.4 2.3 23:55 7.3 10:55 7.6 7.4 23:55 0.413 10:55 0.504 0.454 0.454 1/14/2018 5:10 2.1 10:20 2.3 2.2 5:10 7.0 10:20 7.5 7.2 5:10 0.366 10:20 0.472 0.409 0.409 1/15/2018 3:10 1.9 19:30 2.2 2.1 3:10 6.7 19:30 7.4 7.0 3:10 0.311 19:30 0.435 0.370 0.370 1/16/2018 2:35 1.8 9:35 2.2 2.0 2:35 6.5 9:35 7.3 7.0 2:35 0.281 9:35 0.419 0.354 0.354 1/17/2018 3:55 1.8 19:50 2.4 2.1 3:55 6.6 19:50 7.5 7.0 3:55 0.289 19:50 0.487 0.369 0.369 1/18/2018 2:50 2.2 6:40 2.5 2.3 23:50 7.2 18:10 7.6 7.4 2:50 0.404 6:40 0.507 0.455 0.455 1/19/2018 23:15 2.0 8:30 2.4 2.1 23:35 6.9 8:35 7.5 7.2 23:15 0.349 8:30 0.475 0.396 0.396 1/20/2018 6:45 1.9 11:10 2.3 2.0 4:35 6.7 11:10 7.4 7.0 6:45 0.308 11:10 0.463 0.360 0.360 1/21/2018 5:15 1.7 12:00 2.3 2.0 3:55 6.4 12:00 7.2 6.9 3:55 0.264 12:00 0.432 0.339 0.339 1/22/2018 2:20 1.7 18:40 2.1 1.9 2:30 6.4 20:35 7.2 6.8 2:30 0.249 18:40 0.399 0.327 0.327 1/23/2018 3:20 1.7 19:20 2.4 2.0 3:15 6.3 19:15 7.4 6.9 3:15 0.250 19:20 0.479 0.354 0.354 1/24/2018 2:50 2.2 20:55 2.5 2.4 2:30 7.2 23:25 7.6 7.4 2:50 0.413 20:55 0.527 0.474 0.474 1/25/2018 23:55 2.2 8:05 2.4 2.3 23:55 7.2 7:45 7.6 7.4 23:55 0.407 8:00 0.503 0.458 0.458 1/26/2018 3:45 2.0 8:55 2.3 2.2 3:05 6.8 13:55 7.5 7.2 3:30 0.350 8:50 0.454 0.405 0.405 1/27/2018 0:50 2.1 12:50 2.6 2.4 0:50 7.1 11:30 7.8 7.5 0:50 0.384 10:45 0.560 0.491 0.491 1/28/2018 23:55 2.1 11:05 2.4 2.3 6:30 7.1 11:00 7.7 7.3 23:55 0.370 11:00 0.508 0.442 0.442 1/29/2018 3:30 2.0 20:35 2.7 2.3 2:50 6.8 19:35 8.0 7.3 3:30 0.332 20:35 0.590 0.444 0.444 1/30/2018 23:55 2.1 7:05 2.5 2.4 12:40 7.2 8:25 7.7 7.4 23:55 0.392 7:05 0.531 0.475 0.475 1/31/2018 23:35 1.9 7:10 2.3 2.1 23:55 6.8 8:20 7.4 7.1 23:35 0.328 7:10 0.454 0.378 0.378 ReportAvg 2.1 7.1 0.382 ReportTotal 11.84 ADS Environmental Services Pipe Height: 10.00 REN_MH5505\mp1\DFINAL (inches) REN_MH5505\mp1\VFINAL (feet/sec) REN_MH5505\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 2/1/2018 3:45 1.8 21:10 2.3 2.0 2:40 6.5 21:55 7.4 6.9 3:45 0.281 21:55 0.454 0.345 0.345 2/2/2018 4:15 2.0 8:40 2.4 2.1 4:10 6.9 8:45 7.4 7.2 4:10 0.347 8:40 0.476 0.393 0.393 2/3/2018 4:00 1.9 10:35 2.3 2.1 4:15 6.7 21:30 7.3 7.1 4:10 0.314 10:35 0.461 0.375 0.375 2/4/2018 5:10 1.9 12:05 2.4 2.1 23:25 6.7 12:05 7.5 7.1 23:25 0.325 12:05 0.487 0.387 0.387 2/5/2018 3:40 1.8 18:05 2.1 2.0 3:35 6.5 18:05 7.5 6.9 3:45 0.278 18:05 0.414 0.336 0.336 2/6/2018 3:40 1.7 21:10 2.0 1.8 3:40 6.3 7:20 7.2 6.7 3:40 0.246 21:05 0.368 0.302 0.302 2/7/2018 3:55 1.6 20:25 2.0 1.8 3:50 6.1 9:45 7.1 6.6 3:50 0.220 20:25 0.354 0.276 0.276 2/8/2018 3:55 1.6 18:30 2.0 1.7 3:30 6.0 7:45 7.0 6.4 3:55 0.217 18:30 0.341 0.260 0.260 2/9/2018 2:35 1.6 8:05 1.9 1.7 3:30 5.9 8:05 7.0 6.4 2:35 0.215 8:05 0.337 0.253 0.253 2/10/2018 6:50 1.6 10:25 1.9 1.7 4:25 5.8 10:25 6.8 6.3 5:00 0.217 10:25 0.330 0.252 0.252 2/11/2018 1:10 1.6 11:00 2.0 1.7 5:05 5.6 9:35 6.8 6.3 5:05 0.206 10:55 0.335 0.251 0.251 2/12/2018 2:55 1.5 20:40 1.8 1.6 3:15 5.5 21:25 6.7 6.1 3:15 0.190 20:40 0.288 0.231 0.231 2/13/2018 3:15 1.5 19:50 1.8 1.6 2:30 5.5 19:45 6.8 6.1 3:15 0.185 19:50 0.291 0.225 0.225 2/14/2018 3:35 1.5 19:25 1.9 1.7 2:15 5.6 8:30 6.6 6.1 3:35 0.186 19:25 0.298 0.233 0.233 2/15/2018 3:20 1.6 7:10 1.9 1.7 2:10 5.5 7:10 6.7 6.0 2:10 0.207 7:10 0.312 0.245 0.245 2/16/2018 1:25 1.6 8:00 2.0 1.7 2:30 5.4 7:50 6.5 6.0 1:25 0.200 7:55 0.312 0.245 0.245 2/17/2018 3:05 1.6 11:50 2.0 1.7 4:50 5.5 10:05 6.7 6.0 3:05 0.192 11:50 0.327 0.248 0.248 2/18/2018 3:35 1.6 12:35 1.9 1.7 3:25 5.5 12:40 6.4 5.9 3:25 0.207 12:35 0.306 0.245 0.245 2/19/2018 3:25 1.5 19:10 1.9 1.7 2:55 5.3 19:10 6.6 5.9 3:25 0.187 19:10 0.299 0.234 0.234 2/20/2018 3:30 1.5 8:15 1.8 1.7 3:10 5.4 19:55 6.4 5.8 3:30 0.183 8:15 0.269 0.223 0.223 2/21/2018 3:15 1.5 20:20 1.7 1.6 3:20 5.3 20:20 6.5 5.8 3:20 0.168 20:20 0.268 0.217 0.217 2/22/2018 2:40 1.4 20:15 1.8 1.6 3:20 5.2 13:15 6.4 5.7 2:40 0.165 20:15 0.267 0.211 0.211 2/23/2018 3:10 1.4 8:10 1.7 1.6 3:35 5.1 19:40 6.4 5.7 3:10 0.154 19:45 0.253 0.204 0.204 2/24/2018 4:00 1.4 11:35 1.8 1.6 2:50 5.1 10:20 6.4 5.7 4:00 0.155 11:30 0.275 0.210 0.210 2/25/2018 3:45 1.4 12:55 1.9 1.6 5:05 5.2 15:05 6.4 5.8 3:40 0.159 12:55 0.289 0.218 0.218 2/26/2018 4:05 1.4 20:25 1.7 1.6 4:20 5.1 19:15 6.3 5.7 4:15 0.152 20:25 0.257 0.208 0.208 2/27/2018 3:40 1.4 20:35 1.8 1.6 2:25 5.1 19:00 6.5 5.8 2:25 0.149 20:35 0.272 0.207 0.207 2/28/2018 3:45 1.4 20:40 1.9 1.6 2:45 5.2 20:40 6.6 5.9 2:45 0.160 20:40 0.297 0.218 0.218 ReportAvg 1.7 6.2 0.259 ReportTotal 7.250 ADS Environmental Services Pipe Height: 10.00 REN_MH5505\mp1\DFINAL (inches) REN_MH5505\mp1\VFINAL (feet/sec) REN_MH5505\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 3/1/2018 3:40 1.5 18:35 1.8 1.6 2:30 5.6 18:30 6.6 6.1 3:40 0.193 18:35 0.290 0.233 0.233 3/2/2018 3:15 1.5 8:45 1.8 1.6 3:25 5.6 8:00 6.7 6.1 3:25 0.192 8:05 0.292 0.234 0.234 3/3/2018 3:15 1.5 10:20 1.9 1.7 4:10 5.5 10:20 6.7 6.1 4:10 0.189 10:20 0.322 0.233 0.233 3/4/2018 4:30 1.5 20:30 1.8 1.6 4:30 5.4 20:30 6.7 6.0 4:30 0.177 20:30 0.292 0.228 0.228 3/5/2018 3:40 1.5 19:45 1.8 1.6 3:40 5.4 19:45 6.7 6.0 3:40 0.172 19:45 0.285 0.221 0.221 3/6/2018 2:35 1.4 20:20 1.7 1.6 2:35 5.3 20:20 6.8 5.9 2:35 0.166 20:20 0.281 0.215 0.215 3/7/2018 3:50 1.4 19:55 1.8 1.6 2:25 5.3 19:50 6.8 6.0 2:25 0.164 19:50 0.285 0.214 0.214 3/8/2018 3:20 1.4 21:10 1.8 1.6 3:15 5.4 21:10 6.8 6.0 3:15 0.162 21:10 0.287 0.212 0.212 3/9/2018 4:30 1.5 8:05 1.8 1.6 2:30 5.5 8:00 6.7 6.0 4:30 0.176 8:05 0.295 0.217 0.217 3/10/2018 3:40 1.4 9:15 1.9 1.6 4:35 5.5 11:05 6.8 6.1 3:35 0.172 11:05 0.309 0.220 0.220 3/11/2018 4:05 1.4 19:30 1.8 1.6 2:45 5.4 19:25 6.7 6.0 4:45 0.166 19:30 0.294 0.218 0.218 3/12/2018 2:10 1.4 20:50 1.8 1.6 2:55 5.3 20:10 6.6 5.9 2:55 0.159 20:50 0.287 0.209 0.209 3/13/2018 2:50 1.4 19:30 1.8 1.6 2:50 5.3 19:30 6.7 5.9 2:50 0.158 19:30 0.279 0.206 0.206 3/14/2018 1:20 1.4 20:10 1.7 1.6 2:05 5.3 20:05 6.6 5.9 2:05 0.160 20:05 0.261 0.209 0.209 3/15/2018 2:05 1.4 19:05 1.7 1.6 1:45 5.3 8:15 6.6 5.9 2:05 0.162 20:30 0.260 0.211 0.211 3/16/2018 2:00 1.4 8:40 1.7 1.6 2:25 5.4 13:40 6.6 5.8 2:00 0.155 8:40 0.271 0.205 0.205 3/17/2018 3:20 1.4 8:30 1.9 1.6 2:50 5.2 8:30 6.6 5.9 3:20 0.151 8:30 0.296 0.206 0.206 3/18/2018 4:35 1.3 10:40 1.8 1.6 3:30 5.2 10:40 6.6 5.8 4:15 0.146 10:40 0.293 0.206 0.206 3/19/2018 1:40 1.3 18:50 1.8 1.5 1:05 5.1 18:50 6.6 5.8 1:50 0.141 18:50 0.274 0.198 0.198 3/20/2018 2:35 1.3 20:25 1.7 1.5 1:30 5.1 18:05 6.4 5.7 1:30 0.141 20:25 0.247 0.193 0.193 3/21/2018 2:05 1.3 6:10 1.7 1.5 0:55 5.0 18:55 6.4 5.7 1:55 0.137 6:10 0.244 0.189 0.189 3/22/2018 2:20 1.3 19:50 1.7 1.5 1:40 4.8 19:50 6.4 5.7 1:35 0.132 19:50 0.258 0.198 0.198 3/23/2018 2:40 1.3 7:00 1.8 1.6 1:35 5.2 11:00 6.5 5.9 2:40 0.147 7:00 0.273 0.211 0.211 3/24/2018 3:40 1.5 10:35 2.0 1.7 3:00 5.4 10:35 7.0 6.0 3:15 0.173 10:35 0.361 0.249 0.249 3/25/2018 2:15 1.7 10:20 2.0 1.8 2:15 5.3 13:00 6.6 6.0 2:15 0.205 13:00 0.330 0.265 0.265 3/26/2018 2:10 1.7 19:20 2.0 1.8 2:45 5.3 20:20 6.6 5.9 2:45 0.209 19:20 0.336 0.256 0.256 3/27/2018 23:40 1.5 9:35 2.0 1.7 2:10 5.3 9:35 6.6 5.9 23:45 0.184 9:35 0.325 0.235 0.235 3/28/2018 2:30 1.4 18:05 1.8 1.6 1:35 5.2 18:00 6.6 5.9 1:35 0.168 18:00 0.276 0.217 0.217 3/29/2018 2:10 1.4 20:10 1.7 1.6 2:05 5.3 20:10 6.7 5.9 2:05 0.162 20:10 0.277 0.214 0.214 3/30/2018 2:15 1.4 8:15 1.7 1.6 1:45 5.2 8:15 6.6 5.8 2:15 0.155 8:15 0.272 0.211 0.211 3/31/2018 3:55 1.4 11:35 1.8 1.6 3:50 5.2 13:00 6.5 5.8 3:50 0.150 11:35 0.273 0.209 0.209 ReportAvg 1.6 5.9 0.217 ReportTotal 6.742 ADS Environmental Services Pipe Height: 10.00 REN_MH5505\mp1\DFINAL (inches) REN_MH5505\mp1\VFINAL (feet/sec) REN_MH5505\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 4/1/2018 4:20 1.3 8:25 1.8 1.6 3:50 5.1 8:25 6.7 5.8 4:20 0.144 8:25 0.297 0.216 0.216 4/2/2018 2:05 1.4 8:20 1.7 1.6 1:10 5.1 20:55 6.5 5.7 2:05 0.149 8:20 0.260 0.205 0.205 4/3/2018 2:25 1.3 19:00 1.7 1.5 2:25 5.0 19:00 6.5 5.7 2:25 0.140 19:00 0.265 0.200 0.200 4/4/2018 2:25 1.3 20:55 1.9 1.7 10:20 5.0 20:55 6.5 5.7 2:20 0.140 20:55 0.306 0.219 0.219 4/5/2018 1:05 1.5 19:35 1.9 1.7 0:40 5.2 19:35 6.6 5.8 1:05 0.174 19:35 0.301 0.237 0.237 4/6/2018 2:40 1.5 19:15 1.8 1.7 2:00 5.2 21:00 6.5 5.9 2:40 0.181 19:15 0.290 0.240 0.240 4/7/2018 1:25 1.4 9:50 2.1 1.8 2:00 5.3 19:00 7.1 6.3 1:25 0.170 9:50 0.369 0.279 0.279 4/8/2018 3:55 1.7 11:10 2.3 2.0 2:40 6.1 11:10 7.3 6.8 2:40 0.247 11:10 0.453 0.336 0.336 4/9/2018 23:55 1.7 20:00 2.1 1.9 1:15 6.3 7:05 7.2 6.7 23:55 0.252 20:00 0.389 0.304 0.304 4/10/2018 23:50 1.6 19:10 2.0 1.8 1:35 6.1 21:10 7.3 6.6 1:35 0.228 21:10 0.358 0.281 0.281 4/11/2018 1:55 1.6 21:05 2.0 1.7 1:50 6.0 20:15 7.0 6.5 1:55 0.217 21:05 0.338 0.265 0.265 4/12/2018 1:25 1.6 7:50 2.0 1.7 3:00 6.1 10:45 7.1 6.5 3:00 0.224 21:10 0.338 0.270 0.270 4/13/2018 1:40 1.6 18:50 1.9 1.7 1:15 6.0 9:30 7.1 6.5 1:25 0.217 9:35 0.340 0.268 0.268 4/14/2018 1:00 1.7 19:40 2.9 2.2 2:30 6.4 20:55 8.1 7.4 0:35 0.257 19:40 0.671 0.441 0.441 4/15/2018 23:40 2.3 8:45 2.9 2.6 23:45 7.5 0:15 8.1 7.9 23:45 0.462 8:45 0.670 0.580 0.580 4/16/2018 3:00 2.3 19:45 2.6 2.4 3:10 7.3 19:45 8.0 7.6 3:10 0.437 19:45 0.579 0.485 0.485 4/17/2018 23:40 2.0 6:20 2.4 2.3 23:35 6.9 6:20 7.8 7.5 23:35 0.355 6:20 0.517 0.462 0.462 4/18/2018 23:50 1.9 6:20 2.3 2.1 23:55 6.6 17:40 7.3 6.9 23:55 0.309 17:40 0.443 0.370 0.370 4/19/2018 23:55 1.8 7:35 2.3 2.0 23:55 6.4 20:40 7.1 6.8 23:55 0.273 7:35 0.422 0.330 0.330 4/20/2018 23:55 1.7 7:20 2.1 1.8 23:55 6.2 8:25 7.0 6.6 23:55 0.240 7:20 0.373 0.291 0.291 4/21/2018 23:45 1.6 8:20 2.1 1.8 2:30 5.9 12:00 6.9 6.4 2:30 0.212 8:20 0.362 0.267 0.267 4/22/2018 4:50 1.5 9:45 2.0 1.7 4:25 5.5 20:25 6.9 6.3 4:25 0.189 9:45 0.344 0.256 0.256 ReportAvg 1.9 6.5 0.309 ReportTotal 6.803 REN_MH5519 Located At: Access via Talbot Rd S (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 10.25” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did surcharge during the monitoring period. The dry weather 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 upward ultrasonic sensor. 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 Raw Percentage Uptime 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 1.25 0.38 0.073 12% Maximum 25.79 7.68 0.932 100% Average 3.59 5.32 0.319 35% Latitude:- Longitude:- Site Sketch Plan View or Photo Additional Site Info. / Comments: Off trail. Confirmation information available from ADS. Low, fast flow Good Antenna Location Communication Information: Active Drop Connections Air Quality: Communication Type Normal 22275.11.325 ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Manhole Cover Manhole Frame Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Concrete Wireless Pipe Material Off of Talbot Rd, in brush area. Sensors / Devices: 10.25'' x 10.25'' 0.25" Manhole / Pipe Information: Installation Type: Pressure Sensor Range (psi) Confirmation Time: Site Sketch Profile View or Photo Pipe Size (H x W) Topside / Area Photo Peak Combo (CS4) Pipe Size (HxW) - Monitoring Location (Sensors): Depth of Flow (Wet DOF) (in)Range (Air DOF) (in) ~2.25'' Velocity Sensor Offset (in) ~6.00 FPS Temporary 10.25'' x 10.25'' REN_MH5519 Access Traffic TRITON+ System Characteristics Location Type Pipe Shape Renton.Carollo.I&I.WA17 LightDrive Site Access Details: Site Address /Location: Site Name Access Via Talbot Rd S 0 - 5 psi Installation Information Circular Monitor Series Monitor Location: Doppler Special Installation Manhole # Installation Date: 12.14.17 Upstream 0-5 FT Manhole MH5519 Other Map Flow Monitoring Site Report 0 Downlooker Physical Offset (in)Measurement Confidence (in) 1.38'' Peak Velocity (fps) Silt (in) ~8' Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: Pipe Condition: Single Good Manhole Pick / Vent Hole Manhole Condition: No PVC 20'' NormalVented 20'' Additional Photos Flow Direction Monitoring Point Secondary Top Down - Outlet Oriented Location Upstream Downstream Side Inlet Second Side Inlet (usually dry)Top Down ADS Environmental Services Pipe Height: 10.25 REN_MH5519\mp1\DFINAL (inches) REN_MH5519\mp1\VFINAL (feet/sec) REN_MH5519\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 12/22/2017 2:15 1.7 18:45 2.4 2.0 2:35 4.2 10:30 7.1 5.8 2:35 0.164 18:45 0.467 0.302 0.302 0.10 12/23/2017 5:10 1.6 11:30 2.3 2.0 5:10 4.1 8:50 7.0 5.7 5:10 0.155 8:50 0.434 0.293 0.293 0.00 12/24/2017 4:00 1.6 12:55 2.4 2.0 4:00 3.7 14:05 7.3 5.6 4:00 0.131 14:05 0.484 0.286 0.286 0.00 12/25/2017 4:05 1.6 18:40 2.4 2.0 4:00 4.1 10:35 7.1 5.7 4:00 0.154 10:35 0.452 0.291 0.291 0.14 12/26/2017 3:20 1.6 14:15 2.4 2.0 3:00 3.6 13:25 7.5 5.8 3:20 0.129 13:25 0.492 0.307 0.307 0.17 12/27/2017 3:20 1.7 13:10 2.5 2.0 1:50 4.2 13:10 7.2 5.9 3:30 0.165 13:10 0.498 0.315 0.315 0.00 12/28/2017 2:50 1.6 16:15 2.5 2.1 3:15 3.9 9:35 7.2 5.9 2:35 0.145 16:15 0.507 0.317 0.317 0.25 12/29/2017 3:10 1.7 10:55 2.7 2.2 3:10 4.5 10:55 7.6 6.2 3:10 0.183 10:55 0.610 0.358 0.358 1.57 12/30/2017 5:05 1.7 9:45 2.3 2.0 5:00 4.5 20:55 6.9 5.9 5:05 0.178 10:50 0.430 0.309 0.309 0.02 12/31/2017 4:55 1.6 11:35 2.4 2.0 5:20 4.1 12:05 7.1 5.7 5:20 0.152 11:35 0.468 0.294 0.294 0.00 ReportAvg 2.0 5.8 0.307 ReportTotal 3.072 2.25 ADS Environmental Services Pipe Height: 10.25 REN_MH5519\mp1\DFINAL (inches) REN_MH5519\mp1\VFINAL (feet/sec) REN_MH5519\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 1/1/2018 5:15 1.6 9:05 2.4 2.0 5:15 3.7 15:15 7.2 5.7 5:15 0.132 15:15 0.474 0.298 0.298 0.00 1/2/2018 4:45 1.6 12:15 2.6 2.0 1:55 3.9 12:15 7.3 5.8 1:55 0.146 12:15 0.537 0.307 0.307 0.01 1/3/2018 3:00 1.6 13:05 2.6 2.0 2:50 3.8 9:40 7.0 5.8 4:30 0.144 13:05 0.520 0.309 0.309 0.00 1/4/2018 4:10 1.6 13:05 2.6 2.1 4:00 4.2 12:05 7.2 5.9 4:10 0.157 13:05 0.534 0.317 0.317 0.09 1/5/2018 3:20 1.6 11:05 2.7 2.0 2:50 3.9 11:05 7.3 5.8 2:50 0.146 11:05 0.557 0.305 0.305 0.42 1/6/2018 2:45 1.6 13:00 2.4 2.0 1:25 4.3 11:25 7.0 5.7 2:45 0.167 13:00 0.438 0.296 0.296 0.24 1/7/2018 4:50 1.6 19:05 2.5 2.0 4:35 3.7 19:05 7.3 5.9 4:45 0.135 19:05 0.508 0.315 0.315 0.38 1/8/2018 2:35 1.6 12:05 2.5 2.1 2:15 4.2 19:15 7.3 5.9 2:15 0.158 12:05 0.502 0.322 0.322 0.14 1/9/2018 3:40 1.7 11:15 2.5 2.1 3:40 4.5 11:15 7.3 6.0 3:40 0.177 11:15 0.524 0.327 0.327 0.46 1/10/2018 2:55 1.6 17:35 2.4 2.0 2:30 4.0 18:30 7.1 5.9 2:30 0.155 18:30 0.473 0.316 0.316 0.22 1/11/2018 2:30 1.7 13:10 3.0 2.1 2:30 3.9 13:10 7.6 6.1 2:30 0.152 13:10 0.675 0.352 0.352 1.04 1/12/2018 4:50 1.7 16:05 2.9 2.1 3:35 4.5 16:05 7.5 5.9 3:35 0.186 16:05 0.636 0.318 0.318 0.20 1/13/2018 4:35 1.7 11:30 2.4 2.0 1:45 4.1 11:30 7.1 5.8 1:45 0.163 11:30 0.463 0.305 0.305 0.02 1/14/2018 5:30 1.6 9:40 2.4 2.0 3:55 4.1 16:40 7.1 5.8 3:55 0.158 9:40 0.470 0.304 0.304 0.00 1/15/2018 4:00 1.6 11:25 2.5 2.1 3:05 4.1 14:45 7.3 5.8 3:05 0.156 14:45 0.515 0.322 0.322 0.04 1/16/2018 4:45 1.7 11:20 2.5 2.1 4:30 4.4 11:20 7.2 5.9 4:30 0.179 11:20 0.502 0.323 0.323 0.26 1/17/2018 4:10 1.6 18:35 2.6 2.1 4:10 4.2 18:35 7.2 5.9 4:10 0.156 18:35 0.530 0.331 0.331 0.79 1/18/2018 1:40 1.7 13:40 2.6 2.1 1:30 4.3 13:40 7.3 6.0 1:30 0.176 13:40 0.536 0.336 0.336 0.40 1/19/2018 3:30 1.6 19:20 2.5 2.1 3:30 4.0 12:35 7.1 6.0 3:30 0.151 19:20 0.490 0.323 0.323 0.10 1/20/2018 4:40 1.6 15:05 2.4 2.0 4:00 4.1 15:05 7.0 5.8 4:40 0.161 15:05 0.469 0.298 0.298 0.10 1/21/2018 3:40 1.6 20:00 2.5 2.0 4:10 3.9 11:55 7.1 5.8 4:10 0.141 20:00 0.500 0.309 0.309 0.16 1/22/2018 2:15 1.6 19:05 2.6 2.1 2:35 3.7 18:25 7.2 5.9 4:35 0.138 18:25 0.508 0.321 0.321 0.34 1/23/2018 3:55 1.6 14:35 2.7 2.1 3:25 4.0 14:35 7.4 5.9 3:25 0.154 14:35 0.587 0.327 0.327 0.79 1/24/2018 4:05 1.7 12:20 2.5 2.1 2:40 4.7 12:20 7.2 6.0 2:40 0.192 12:20 0.508 0.339 0.339 0.51 1/25/2018 2:30 1.7 14:05 2.4 2.1 1:55 4.5 14:00 7.0 6.0 2:30 0.184 14:05 0.467 0.330 0.330 0.14 1/26/2018 3:00 1.7 18:40 2.5 2.1 2:25 4.1 14:15 7.1 5.9 2:25 0.161 18:40 0.476 0.324 0.324 0.36 1/27/2018 5:20 1.8 15:20 2.4 2.1 6:10 5.0 17:40 7.0 6.1 6:10 0.214 15:20 0.462 0.331 0.331 0.61 1/28/2018 4:20 1.7 11:35 2.5 2.0 5:40 4.4 11:35 7.1 5.9 5:40 0.175 11:35 0.487 0.314 0.314 0.07 1/29/2018 2:35 1.6 13:35 2.7 2.1 2:20 4.0 13:35 7.5 6.1 2:20 0.157 13:35 0.592 0.342 0.342 0.90 1/30/2018 3:45 1.7 15:05 2.6 2.1 3:45 4.5 14:05 7.4 6.1 3:45 0.181 15:05 0.525 0.330 0.330 0.00 1/31/2018 3:25 1.6 10:10 2.6 2.1 2:45 3.8 10:10 7.5 6.0 2:45 0.148 10:10 0.560 0.324 0.324 0.00 ReportAvg 2.1 5.9 0.320 ReportTotal 9.914 8.79 ADS Environmental Services Pipe Height: 10.25 REN_MH5519\mp1\DFINAL (inches) REN_MH5519\mp1\VFINAL (feet/sec) REN_MH5519\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 2/1/2018 2:55 1.6 20:20 2.7 2.1 3:15 4.0 20:20 7.4 6.0 3:15 0.155 20:20 0.579 0.329 0.329 0.66 2/2/2018 3:30 1.7 19:40 2.6 2.1 3:55 4.3 19:40 7.4 6.0 3:55 0.168 19:40 0.537 0.323 0.323 0.04 2/3/2018 4:40 1.7 13:30 2.4 2.0 2:30 4.1 13:30 7.0 5.8 2:30 0.161 13:30 0.458 0.305 0.305 0.31 2/4/2018 4:55 1.6 14:35 2.5 2.0 4:35 4.2 14:35 7.1 5.9 4:35 0.163 14:35 0.490 0.313 0.313 0.02 2/5/2018 3:30 1.6 20:40 2.6 2.1 3:30 3.8 15:10 7.2 5.9 3:30 0.140 20:40 0.534 0.318 0.318 0.04 2/6/2018 3:35 1.6 20:00 2.5 2.0 3:45 3.7 11:20 7.1 5.8 3:45 0.141 20:00 0.493 0.311 0.311 0.00 2/7/2018 3:00 1.6 11:35 2.5 2.0 2:25 4.0 11:35 7.3 5.8 3:00 0.151 11:35 0.514 0.312 0.312 0.00 2/8/2018 4:00 1.6 20:50 2.4 2.1 3:55 4.1 9:30 7.0 5.9 3:55 0.157 16:25 0.435 0.315 0.315 0.09 2/9/2018 2:50 1.6 14:55 2.4 2.0 2:50 3.8 14:55 7.1 5.7 2:50 0.143 14:55 0.481 0.303 0.303 0.01 2/10/2018 3:05 1.6 10:35 2.4 2.0 2:40 3.7 12:00 7.5 5.7 2:40 0.137 12:00 0.493 0.294 0.294 0.01 2/11/2018 4:20 1.6 9:00 2.5 2.0 4:45 3.1 12:55 7.3 5.7 4:45 0.109 9:00 0.482 0.301 0.301 0.00 2/12/2018 1:50 1.6 9:15 2.5 2.0 3:50 3.4 7:30 7.1 5.7 3:50 0.122 9:15 0.493 0.304 0.304 0.00 2/13/2018 3:45 1.6 14:40 2.5 2.0 2:30 3.9 14:40 7.2 5.7 2:30 0.143 14:40 0.492 0.302 0.302 0.17 2/14/2018 4:40 1.6 18:00 2.5 2.1 4:25 3.9 17:20 7.1 5.8 4:25 0.145 18:00 0.500 0.316 0.316 0.15 2/15/2018 3:55 1.6 17:40 2.4 2.0 3:40 3.8 18:00 7.4 5.8 3:40 0.141 18:00 0.480 0.306 0.306 0.00 2/16/2018 2:50 1.6 15:00 2.5 2.0 2:50 3.9 15:00 7.2 5.8 2:50 0.144 15:00 0.504 0.305 0.305 0.15 2/17/2018 4:15 1.5 11:55 2.7 2.1 4:10 3.4 11:55 7.4 5.9 4:10 0.120 11:55 0.568 0.327 0.327 0.32 2/18/2018 4:45 1.6 11:15 2.7 2.0 1:45 3.6 13:30 7.4 5.7 1:45 0.136 13:30 0.562 0.304 0.304 0.01 2/19/2018 4:05 1.6 11:40 2.6 2.1 4:05 3.7 15:10 7.4 5.9 4:05 0.133 15:10 0.551 0.324 0.324 0.00 2/20/2018 2:55 1.6 13:45 2.5 2.1 2:55 3.9 11:20 7.0 5.8 2:55 0.143 13:45 0.489 0.314 0.314 0.00 2/21/2018 4:00 1.6 10:25 2.5 2.0 4:05 4.0 12:50 7.3 5.8 4:05 0.156 12:50 0.505 0.313 0.313 0.00 2/22/2018 4:35 1.6 17:45 2.5 2.1 2:55 4.1 17:45 7.3 5.9 4:15 0.161 17:45 0.505 0.319 0.319 0.07 2/23/2018 4:25 1.6 13:20 2.6 2.0 4:45 4.2 13:20 7.2 5.9 5:05 0.163 13:20 0.530 0.313 0.313 0.01 2/24/2018 4:05 1.6 12:20 2.6 2.0 4:05 4.0 12:45 7.2 5.7 4:05 0.145 12:20 0.527 0.298 0.298 0.13 2/25/2018 3:10 1.6 12:15 2.8 2.1 4:15 3.9 12:15 7.4 5.8 3:10 0.143 12:15 0.601 0.317 0.317 0.11 2/26/2018 3:40 1.6 12:35 2.5 2.1 4:40 3.9 10:40 7.4 5.9 4:40 0.143 12:35 0.509 0.323 0.323 0.00 2/27/2018 3:00 1.7 15:05 2.6 2.1 4:20 4.0 15:05 7.2 5.9 4:20 0.157 15:05 0.525 0.318 0.318 0.19 2/28/2018 3:50 1.6 19:05 2.6 2.0 3:30 3.9 19:05 6.9 5.8 3:30 0.149 19:05 0.504 0.311 0.311 0.35 ReportAvg 2.0 5.8 0.312 ReportTotal 8.738 2.84 ADS Environmental Services Pipe Height: 10.25 REN_MH5519\mp1\DFINAL (inches) REN_MH5519\mp1\VFINAL (feet/sec) REN_MH5519\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 3/1/2018 3:30 1.6 18:45 2.9 2.1 2:25 4.0 18:45 7.6 5.9 2:25 0.155 18:45 0.649 0.321 0.321 0.01 3/2/2018 2:10 1.7 14:00 2.6 2.1 1:20 4.4 14:00 7.2 5.9 4:05 0.179 14:00 0.517 0.317 0.317 0.07 3/3/2018 4:00 1.6 8:40 2.6 2.0 4:00 3.9 8:45 7.2 5.7 4:00 0.145 8:45 0.541 0.292 0.292 0.00 3/4/2018 3:20 1.6 11:55 2.5 2.0 2:25 4.0 12:30 7.2 5.8 2:25 0.148 11:55 0.487 0.304 0.304 0.12 3/5/2018 3:05 1.6 11:30 2.5 2.1 3:05 3.7 11:30 7.3 5.9 3:05 0.135 11:30 0.517 0.320 0.320 0.00 3/6/2018 3:15 1.6 7:05 2.7 2.1 3:00 3.9 7:05 7.3 6.0 3:00 0.142 7:05 0.571 0.334 0.334 0.00 3/7/2018 3:20 1.6 17:45 2.5 2.1 3:15 4.1 18:30 7.2 5.9 3:15 0.155 17:45 0.507 0.318 0.318 0.03 3/8/2018 3:30 1.6 18:35 2.8 2.1 1:05 4.0 18:45 7.4 6.0 1:05 0.151 18:35 0.604 0.333 0.333 0.37 3/9/2018 2:55 1.6 14:25 2.7 2.0 2:55 4.1 14:25 7.3 5.9 2:55 0.157 14:25 0.564 0.313 0.313 0.00 3/10/2018 5:15 1.6 10:05 2.5 2.0 3:25 4.0 10:35 7.2 5.7 3:25 0.152 10:35 0.507 0.297 0.297 0.00 3/11/2018 4:20 1.6 12:30 2.4 2.0 3:05 3.7 19:15 7.1 5.7 3:05 0.136 12:30 0.464 0.296 0.296 0.00 3/12/2018 3:20 1.6 13:30 2.5 2.1 2:30 3.8 14:45 7.2 5.8 2:30 0.140 14:45 0.500 0.314 0.314 0.00 3/13/2018 1:10 1.6 9:05 2.6 2.1 1:10 3.9 9:05 7.2 6.0 1:10 0.143 9:05 0.543 0.328 0.328 0.31 3/14/2018 3:00 1.6 17:05 3.0 2.1 2:55 4.0 17:05 7.7 6.0 2:55 0.150 17:05 0.693 0.342 0.342 0.04 3/15/2018 2:20 1.6 10:10 2.3 2.0 0:40 4.0 19:15 7.2 5.8 0:40 0.153 10:10 0.429 0.308 0.308 0.00 3/16/2018 2:10 1.6 7:35 2.5 2.0 2:05 4.1 7:35 7.2 5.8 2:05 0.159 7:35 0.499 0.312 0.312 0.00 3/17/2018 3:55 1.6 12:00 2.5 2.0 3:55 3.6 12:00 7.1 5.7 3:55 0.131 12:00 0.505 0.294 0.294 0.00 3/18/2018 1:40 1.6 10:25 2.7 2.0 1:40 3.8 10:25 7.2 5.8 1:40 0.141 10:25 0.562 0.304 0.304 0.00 3/19/2018 1:10 1.6 9:25 2.5 2.1 1:10 3.7 16:15 7.3 5.8 1:10 0.134 9:25 0.505 0.319 0.319 0.00 3/20/2018 2:45 1.6 16:20 2.7 2.1 2:45 3.7 12:45 7.2 5.9 2:45 0.137 16:20 0.549 0.329 0.329 0.00 3/21/2018 1:40 1.7 20:00 2.8 2.1 1:15 4.1 16:25 7.4 5.9 1:40 0.161 20:00 0.612 0.327 0.327 0.10 3/22/2018 2:20 1.6 10:20 2.6 2.1 2:20 3.9 10:20 7.3 5.9 2:20 0.147 10:20 0.550 0.327 0.327 0.48 3/23/2018 2:30 1.7 14:40 2.5 2.1 1:35 4.0 14:40 7.3 5.9 2:20 0.158 14:40 0.516 0.322 0.322 0.31 3/24/2018 3:30 1.6 11:00 2.6 2.0 3:20 4.2 11:00 7.4 5.8 3:20 0.166 11:00 0.535 0.311 0.311 0.28 3/25/2018 4:05 1.6 11:40 2.5 2.0 2:45 3.7 19:20 7.4 5.7 2:45 0.139 11:40 0.487 0.305 0.305 0.01 3/26/2018 2:15 1.6 13:00 2.8 2.1 1:05 3.6 13:00 7.4 5.9 1:05 0.140 13:00 0.619 0.339 0.339 0.17 3/27/2018 2:50 1.7 16:40 2.6 2.1 1:35 3.8 10:15 7.2 5.9 1:35 0.153 16:40 0.536 0.335 0.335 0.02 3/28/2018 2:25 1.7 9:55 2.6 2.1 1:35 4.1 9:55 7.2 5.9 1:35 0.168 9:55 0.548 0.335 0.335 0.01 3/29/2018 2:40 1.6 15:50 2.6 2.1 2:30 4.0 12:35 7.1 5.8 2:30 0.155 12:35 0.515 0.324 0.324 0.00 3/30/2018 2:25 1.7 8:50 2.5 2.1 2:55 4.1 8:50 7.0 5.8 2:25 0.167 8:50 0.494 0.312 0.312 0.00 3/31/2018 2:25 1.6 10:30 6.0 2.4 2:15 3.9 19:00 6.8 5.5 2:15 0.148 10:30 0.932 0.373 0.373 0.00 ReportAvg 2.1 5.8 0.320 ReportTotal 9.906 2.33 ADS Environmental Services Pipe Height: 10.25 REN_MH5519\mp1\DFINAL (inches) REN_MH5519\mp1\VFINAL (feet/sec) REN_MH5519\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 4/1/2018 3:30 1.6 18:35 3.1 2.3 1:15 4.2 10:40 7.4 5.7 3:30 0.154 10:50 0.618 0.351 0.351 0.10 4/2/2018 1:45 1.6 9:10 2.8 2.1 1:45 3.5 8:55 7.3 5.9 1:45 0.124 8:55 0.583 0.337 0.337 0.00 4/3/2018 2:25 1.7 22:55 4.8 2.2 23:45 3.3 10:05 7.5 5.8 2:25 0.171 21:55 0.689 0.345 0.345 0.00 4/4/2018 2:25 1.9 10:20 6.6 4.2 23:50 1.9 1:25 4.0 2.8 2:25 0.154 12:25 0.758 0.387 0.387 0.39 4/5/2018 2:30 2.2 13:50 8.4 5.5 18:40 0.9 6:35 3.0 1.6 2:00 0.109 6:35 0.646 0.295 0.295 0.25 4/6/2018 1:45 3.6 16:00 17.4 9.8 9:10 0.5 2:10 1.4 1.0 2:50 0.111 23:25 0.434 0.304 0.304 0.00 4/7/2018 1:45 7.8 10:00 24.9 17.3 1:45 0.6 8:30 1.4 0.9 1:45 0.173 8:30 0.533 0.336 0.336 0.88 4/8/2018 3:05 8.8 15:25 25.8 18.8 4:10 0.5 10:45 1.6 0.9 4:10 0.184 10:45 0.598 0.345 0.345 0.45 4/9/2018 3:10 9.8 18:45 25.2 20.4 3:10 0.5 12:50 1.7 1.0 3:10 0.188 12:50 0.634 0.356 0.356 0.00 4/10/2018 0:30 8.0 9:55 25.4 19.9 3:10 0.5 13:40 1.6 1.0 0:30 0.181 13:40 0.584 0.358 0.358 0.23 4/11/2018 23:55 7.6 9:35 24.9 20.0 23:55 0.5 13:00 1.3 0.9 23:55 0.161 13:00 0.481 0.343 0.343 0.31 4/12/2018 1:25 6.8 10:50 25.7 18.7 1:30 0.5 10:50 1.5 0.9 1:30 0.144 10:50 0.570 0.332 0.332 0.11 4/13/2018 1:05 4.8 13:10 24.4 18.1 1:10 0.5 13:10 1.2 0.8 1:05 0.108 13:10 0.442 0.301 0.301 0.51 4/14/2018 3:30 6.4 17:20 24.3 17.9 2:35 0.5 17:20 1.4 0.9 2:35 0.141 17:20 0.517 0.326 0.326 1.52 4/15/2018 23:55 6.4 9:40 23.9 16.6 23:55 0.4 10:10 1.2 0.8 23:55 0.105 10:10 0.435 0.290 0.290 0.21 4/16/2018 2:20 5.3 14:40 25.2 18.3 2:20 0.4 14:40 1.6 0.9 2:20 0.073 14:40 0.578 0.314 0.314 0.71 4/17/2018 12:50 1.3 11:25 24.8 10.3 2:05 0.5 19:15 7.1 3.3 2:05 0.139 10:35 0.566 0.335 0.335 0.01 4/18/2018 2:30 1.7 6:45 2.7 2.2 1:50 3.8 16:05 7.4 5.9 1:50 0.163 16:05 0.570 0.344 0.344 0.12 4/19/2018 3:55 1.7 17:45 2.7 2.1 2:25 3.8 17:45 7.3 6.0 2:25 0.162 17:45 0.577 0.334 0.334 0.00 4/20/2018 2:00 1.7 6:45 2.6 2.1 2:05 4.0 6:05 7.0 5.9 2:00 0.164 6:45 0.516 0.321 0.321 0.00 4/21/2018 3:20 1.7 11:45 2.5 2.0 2:20 4.0 11:45 7.4 5.8 2:20 0.163 11:45 0.517 0.305 0.305 0.05 4/22/2018 3:50 1.7 11:40 2.7 2.0 4:10 3.5 11:35 7.4 5.8 4:10 0.144 11:40 0.553 0.312 0.312 0.00 ReportAvg 10.6 2.9 0.330 ReportTotal 7.270 5.85 REN_MH6041 Located At: Edmonds Ave and NE Sunset Blvd (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 8” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did not surcharge during the monitoring period. The dry weather 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 pressure sensor. 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 Raw Percentage Uptime 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 0.15 0.56 0.002 2% Maximum 5.66 8.17 0.640 71% Average 0.91 3.76 0.056 11% Latitude: 47.501053° Longitude:-122.185562° REN_MH6041 TRITON+ System Characteristics Location Type Pipe ShapeSite located In road, near pedestrian crosswalk Renton.Carollo.I&I.WA17 HeavyDrive Site Access Details: Site Address /Location: Site Name Edmonds ave NE and NE Sunset Blvd Flow Monitoring Site Report Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: Pipe Size (H x W) Topside / Area Photo Wednesday, December 13, 2017 Access Temporary 8" x 8" Traffic MH6041 Residential / Commercial Map Installation Type: Monitoring Location (Sensors): Peak Combo (CS4), Smart Depth (CS5) Pipe Size (HxW) 0.00'' CS5 Physical Offset (in)Measurement Confidence (in) 1.25" Peak Velocity (fps) Silt (in) ~10:00 AM 8" x 8"Site Sketch Profile View or Photo low flow 0 - 5 psi Depth of Flow (Wet DOF) (in) 2'' Velocity Sensor Offset (in) 2.7 FPS Downstream 0-5 FT Manhole Sensors / Devices: Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: 0'' Sanitary Sewer Overflow 0.25" Manhole / Pipe Information: Pressure Sensor Range (psi) Confirmation Time: 20''20'' Manhole Cover Manhole Frame Pipe Condition: Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Concrete Good 10' Manhole Condition: 22275.11.325 Additional Site Info. / Comments: ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Wireless Pipe Material Antenna Location Communication Information: Manhole Pick / Vent Hole No Concrete NormalSteel Fair Active Connections Renton traffic control Needed Air Quality: Communication Type Normal Additional Photos Flow Direction Monitoring Point Google Earth Map KEY Top Down Location Location Map Inlet Outlet Zoomed out inlet ADS Environmental Services Pipe Height: 8.00 REN_MH6041\mp1\DFINAL (inches) REN_MH6041\mp1\VFINAL (feet/sec) REN_MH6041\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 12/22/2017 1:35 1.5 13:30 2.8 1.8 14:05 1.3 19:15 4.5 2.5 1:35 0.040 7:05 0.176 0.097 0.097 12/23/2017 1:45 1.2 21:15 2.1 1.6 2:55 0.7 11:15 4.9 2.6 2:55 0.017 21:15 0.194 0.086 0.086 12/24/2017 4:55 1.3 17:00 2.3 1.7 6:20 0.6 16:20 5.3 2.9 6:20 0.015 16:20 0.243 0.110 0.110 12/25/2017 4:25 1.1 8:00 1.9 1.5 5:05 0.7 10:55 4.8 2.4 5:05 0.012 15:35 0.138 0.071 0.071 12/26/2017 3:25 1.1 12:30 2.2 1.7 1:30 0.7 14:25 4.1 2.7 1:30 0.014 12:35 0.198 0.103 0.103 12/27/2017 4:55 0.9 18:20 2.8 1.5 8:35 0.9 9:00 4.1 2.2 4:55 0.016 13:15 0.185 0.066 0.066 12/28/2017 2:20 1.1 15:00 2.5 1.5 1:50 0.7 20:55 3.9 2.3 1:50 0.014 15:00 0.185 0.077 0.077 12/29/2017 22:55 1.6 15:00 2.8 2.1 22:50 2.9 12:10 6.1 4.0 22:55 0.098 15:45 0.349 0.189 0.189 12/30/2017 20:55 1.3 13:30 2.7 1.6 3:15 1.9 13:30 5.5 3.1 3:15 0.055 13:30 0.362 0.105 0.105 12/31/2017 4:50 1.0 13:05 2.2 1.4 3:00 0.8 12:25 4.4 2.4 5:30 0.013 13:05 0.198 0.072 0.072 ReportAvg 1.6 2.7 0.097 ReportTotal 0.973 ADS Environmental Services Pipe Height: 8.00 REN_MH6041\mp1\DFINAL (inches) REN_MH6041\mp1\VFINAL (feet/sec) REN_MH6041\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 1/1/2018 3:50 1.2 18:00 2.2 1.5 3:35 0.7 9:00 4.3 2.2 3:35 0.016 16:55 0.195 0.073 0.073 1/2/2018 3:30 1.0 6:50 2.2 1.4 4:35 0.8 6:50 5.5 2.5 4:35 0.015 6:50 0.286 0.067 0.067 1/3/2018 3:05 1.0 6:40 1.8 1.3 4:50 0.8 12:00 5.2 2.7 4:50 0.015 12:00 0.189 0.065 0.065 1/4/2018 12:30 0.7 10:30 5.7 1.2 3:10 0.9 19:55 6.5 3.4 3:10 0.020 10:30 0.640 0.069 0.069 1/5/2018 5:15 0.6 20:50 1.1 0.9 3:15 1.8 13:20 6.3 3.7 4:15 0.017 13:20 0.120 0.054 0.054 1/6/2018 1:35 0.7 11:15 1.2 0.9 3:20 2.3 18:25 6.8 4.0 1:40 0.024 11:15 0.147 0.061 0.061 1/7/2018 7:30 0.7 22:20 1.3 1.0 5:30 2.1 10:50 6.3 4.1 5:30 0.022 10:50 0.153 0.066 0.066 1/8/2018 4:55 0.7 21:20 1.3 1.0 3:50 2.3 20:40 6.6 4.3 3:50 0.026 20:40 0.150 0.077 0.077 1/9/2018 3:00 0.7 17:50 1.4 1.0 4:05 2.6 18:30 6.4 4.5 3:00 0.029 11:10 0.143 0.075 0.075 1/10/2018 20:50 0.7 16:00 1.5 1.0 3:05 2.4 22:40 6.3 4.0 20:00 0.035 11:15 0.118 0.066 0.066 1/11/2018 2:40 0.5 22:00 1.3 1.0 2:55 2.0 9:15 6.7 5.1 2:40 0.011 22:00 0.140 0.087 0.087 1/12/2018 4:45 0.6 0:10 1.3 1.0 4:45 2.4 7:25 6.8 4.8 4:45 0.017 7:25 0.136 0.085 0.085 1/13/2018 7:20 0.6 20:40 1.7 0.9 4:40 2.3 20:50 7.7 3.7 5:40 0.021 20:40 0.269 0.056 0.056 1/14/2018 4:25 0.5 18:45 1.3 0.9 6:00 2.4 18:45 6.9 4.1 5:00 0.017 18:45 0.158 0.058 0.058 1/15/2018 5:25 0.5 22:35 1.2 0.9 3:55 2.6 16:20 6.4 3.9 1:15 0.017 22:35 0.129 0.055 0.055 1/16/2018 5:15 0.6 11:10 1.2 0.9 4:40 2.2 12:05 6.3 4.2 5:15 0.018 18:05 0.115 0.063 0.063 1/17/2018 4:25 0.5 21:35 1.2 0.9 2:50 2.5 18:35 6.8 4.4 4:25 0.017 21:35 0.144 0.066 0.066 1/18/2018 4:10 0.7 12:35 1.1 0.9 1:30 2.6 19:55 7.1 4.8 4:35 0.028 20:35 0.120 0.063 0.063 1/19/2018 6:05 0.5 14:00 1.2 0.8 4:05 2.8 10:20 7.4 4.4 4:35 0.017 14:00 0.138 0.054 0.054 1/20/2018 6:30 0.4 15:05 1.0 0.8 1:50 2.2 20:05 6.6 4.1 4:10 0.012 9:45 0.103 0.050 0.050 1/21/2018 4:30 0.3 21:45 1.2 0.8 5:30 2.0 15:00 6.7 4.1 4:30 0.007 13:30 0.101 0.051 0.051 1/22/2018 1:30 0.6 23:50 1.7 0.9 3:15 2.6 10:10 6.4 4.3 1:30 0.019 23:40 0.130 0.061 0.061 1/23/2018 3:50 0.4 0:30 1.5 0.9 3:00 2.3 21:20 6.8 4.7 3:50 0.012 21:20 0.153 0.069 0.069 1/24/2018 0:10 0.7 12:10 1.2 1.0 4:15 3.5 17:25 7.1 5.2 4:45 0.046 12:10 0.153 0.087 0.087 1/25/2018 4:00 0.6 10:45 1.1 1.0 23:20 3.1 18:50 6.6 4.9 4:00 0.026 8:15 0.118 0.076 0.076 1/26/2018 1:45 0.6 18:50 1.1 0.9 2:30 2.7 8:50 6.7 4.7 1:45 0.028 18:50 0.121 0.067 0.067 1/27/2018 4:25 0.7 15:15 1.1 0.9 0:20 3.9 11:50 6.9 5.3 4:25 0.044 15:15 0.115 0.081 0.081 1/28/2018 2:00 0.6 20:50 1.3 1.0 4:05 3.0 10:20 7.2 4.8 3:05 0.030 10:20 0.162 0.083 0.083 1/29/2018 4:00 0.7 13:55 1.3 1.1 4:10 2.8 19:55 8.2 5.0 4:00 0.027 19:55 0.170 0.091 0.091 1/30/2018 2:55 0.7 11:20 1.0 0.9 3:15 3.3 15:20 6.5 5.1 3:15 0.029 11:30 0.104 0.070 0.070 1/31/2018 2:35 0.5 14:00 1.3 0.8 2:05 2.9 19:50 7.5 4.7 2:35 0.020 14:00 0.159 0.061 0.061 ReportAvg 1.0 4.2 0.068 ReportTotal 2.107 ADS Environmental Services Pipe Height: 8.00 REN_MH6041\mp1\DFINAL (inches) REN_MH6041\mp1\VFINAL (feet/sec) REN_MH6041\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 2/1/2018 2:45 0.4 21:40 1.1 0.8 2:55 2.4 14:15 7.2 4.7 2:45 0.012 21:40 0.116 0.063 0.063 2/2/2018 5:50 0.6 9:50 1.2 0.9 1:40 3.1 6:35 6.6 4.8 5:50 0.030 19:20 0.119 0.072 0.072 2/3/2018 6:15 0.4 21:30 1.3 1.0 2:50 2.7 12:10 7.2 4.6 6:15 0.013 20:05 0.147 0.074 0.074 2/4/2018 5:10 0.6 13:20 1.3 1.0 3:55 2.5 11:35 6.7 4.5 5:10 0.022 11:35 0.141 0.077 0.077 2/5/2018 4:55 0.5 14:35 1.1 0.9 2:05 2.3 12:40 7.0 4.4 4:10 0.015 12:40 0.114 0.063 0.063 2/6/2018 5:05 0.4 21:10 1.2 0.9 2:05 2.5 16:00 7.2 4.4 5:05 0.010 21:10 0.145 0.063 0.063 2/7/2018 5:20 0.3 19:35 1.3 1.0 2:35 2.0 13:45 6.8 4.3 5:20 0.012 20:40 0.141 0.072 0.072 2/8/2018 23:10 0.5 9:35 1.2 0.9 3:05 2.0 20:55 6.3 4.2 3:05 0.012 9:35 0.116 0.065 0.065 2/9/2018 22:05 0.3 14:50 1.0 0.8 22:05 1.9 17:40 7.0 4.0 22:05 0.005 13:15 0.104 0.047 0.047 2/10/2018 4:10 0.3 21:45 1.0 0.7 3:30 1.7 9:20 7.1 3.8 4:10 0.005 15:00 0.103 0.040 0.040 2/11/2018 5:40 0.2 20:30 0.9 0.6 6:00 1.4 7:50 5.9 3.0 5:40 0.003 7:50 0.084 0.026 0.026 2/12/2018 1:45 0.3 20:05 1.0 0.6 4:10 1.3 12:40 6.4 2.8 1:45 0.004 20:05 0.089 0.024 0.024 2/13/2018 1:45 0.2 17:35 1.1 0.7 3:35 1.3 17:35 6.5 3.2 1:45 0.003 17:35 0.129 0.036 0.036 2/14/2018 3:15 0.3 14:20 1.2 0.7 4:05 1.3 14:20 7.0 3.5 3:15 0.003 14:20 0.148 0.042 0.042 2/15/2018 4:05 0.2 16:35 1.0 0.8 1:40 1.2 21:30 6.0 3.7 1:45 0.003 21:30 0.096 0.043 0.043 2/16/2018 6:05 0.3 13:40 0.9 0.7 22:20 1.7 12:10 5.8 3.1 6:05 0.006 13:40 0.075 0.030 0.030 2/17/2018 1:55 0.2 11:15 1.0 0.7 2:40 1.4 11:15 5.9 2.8 1:55 0.002 11:15 0.091 0.027 0.027 2/18/2018 23:55 0.4 13:25 1.0 0.7 3:00 1.6 13:25 5.9 3.0 23:55 0.012 13:25 0.094 0.031 0.031 2/19/2018 23:20 0.3 18:30 1.0 0.7 23:50 1.4 13:10 5.7 2.8 23:20 0.004 18:30 0.090 0.026 0.026 2/20/2018 6:00 0.2 20:00 1.0 0.6 1:25 1.1 19:40 5.3 2.4 6:00 0.003 20:00 0.070 0.020 0.020 2/21/2018 4:00 0.3 17:35 1.4 0.6 3:10 1.0 17:35 7.2 2.8 4:00 0.004 17:35 0.183 0.029 0.029 2/22/2018 22:30 0.3 7:20 1.7 0.7 22:30 1.9 7:20 7.9 3.5 22:30 0.005 7:20 0.279 0.040 0.040 2/23/2018 1:30 0.2 20:15 1.1 0.7 4:55 1.6 20:00 5.6 3.4 1:30 0.004 20:00 0.091 0.036 0.036 2/24/2018 12:25 0.5 14:00 1.0 0.8 5:15 1.7 14:00 6.2 3.6 5:05 0.015 14:00 0.108 0.040 0.040 2/25/2018 5:45 0.3 12:10 1.0 0.7 3:45 1.3 11:00 6.7 3.8 5:45 0.005 18:15 0.094 0.042 0.042 2/26/2018 23:15 0.3 18:20 1.0 0.7 4:00 2.0 18:20 5.5 3.7 23:15 0.005 18:20 0.088 0.036 0.036 2/27/2018 4:25 0.2 13:00 0.9 0.6 3:20 1.4 18:55 5.4 3.0 3:50 0.004 13:00 0.074 0.026 0.026 2/28/2018 1:45 0.2 5:55 1.0 0.6 2:15 1.5 9:15 5.4 3.2 5:00 0.003 19:45 0.090 0.028 0.028 ReportAvg 0.8 3.6 0.043 ReportTotal 1.218 ADS Environmental Services Pipe Height: 8.00 REN_MH6041\mp1\DFINAL (inches) REN_MH6041\mp1\VFINAL (feet/sec) REN_MH6041\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 3/1/2018 23:00 0.4 12:40 1.0 0.7 3:25 2.6 12:35 5.7 3.5 23:00 0.013 12:40 0.096 0.033 0.033 3/2/2018 3:05 0.4 18:10 1.0 0.7 1:15 2.8 13:15 6.2 3.7 5:00 0.016 18:10 0.091 0.037 0.037 3/3/2018 1:25 0.4 8:35 1.2 0.7 5:50 2.3 8:50 5.4 3.4 1:25 0.015 8:50 0.095 0.034 0.034 3/4/2018 17:45 0.4 21:10 1.1 0.7 6:05 2.1 11:45 5.8 3.1 17:45 0.014 12:55 0.085 0.030 0.030 3/5/2018 6:55 0.4 16:55 1.4 0.8 3:10 1.5 13:45 6.2 2.9 6:55 0.011 13:45 0.107 0.034 0.034 3/6/2018 17:00 0.4 23:15 1.6 0.9 23:50 2.1 10:15 5.8 3.3 17:00 0.014 23:40 0.095 0.044 0.044 3/7/2018 17:25 0.4 0:00 1.6 0.9 4:50 1.7 21:45 5.8 3.3 23:50 0.015 5:35 0.104 0.042 0.042 3/8/2018 7:20 0.4 20:30 1.1 0.7 2:00 2.7 20:30 5.9 3.7 7:20 0.012 20:30 0.107 0.040 0.040 3/9/2018 4:50 0.3 18:20 1.0 0.6 3:25 1.2 18:20 5.9 3.0 4:50 0.004 18:20 0.096 0.026 0.026 3/10/2018 7:15 0.3 11:00 1.0 0.7 16:35 2.1 9:20 5.9 3.1 7:15 0.005 11:00 0.089 0.028 0.028 3/11/2018 1:15 0.2 18:20 1.1 0.7 5:25 1.4 18:40 6.4 3.0 1:15 0.003 18:40 0.114 0.033 0.033 3/12/2018 3:15 0.3 20:25 1.1 0.8 23:50 1.5 10:45 6.1 3.2 3:15 0.004 10:45 0.109 0.037 0.037 3/13/2018 0:25 0.3 0:50 1.2 0.8 1:20 1.1 18:45 6.0 3.0 0:20 0.005 18:45 0.080 0.034 0.034 3/14/2018 0:10 0.3 10:30 1.9 0.8 2:40 1.9 10:40 7.9 3.8 0:05 0.007 10:30 0.319 0.054 0.054 3/15/2018 15:55 0.4 17:30 1.1 0.8 3:05 1.6 17:30 5.6 3.6 15:55 0.013 17:30 0.099 0.046 0.046 3/16/2018 2:15 0.4 18:50 0.9 0.8 3:10 1.7 16:55 6.2 3.6 2:15 0.009 16:55 0.085 0.041 0.041 3/17/2018 5:25 0.4 8:15 1.0 0.7 3:50 1.4 8:15 6.6 3.6 5:25 0.008 8:15 0.109 0.037 0.037 3/18/2018 1:35 0.3 13:15 1.0 0.7 3:05 1.6 7:25 7.2 3.6 1:55 0.008 7:25 0.092 0.041 0.041 3/19/2018 4:25 0.3 18:55 1.1 0.8 2:10 1.5 17:30 6.9 3.7 0:00 0.007 22:10 0.094 0.043 0.043 3/20/2018 0:20 0.4 15:20 1.0 0.8 2:20 1.4 20:15 6.3 3.6 0:20 0.007 20:15 0.101 0.044 0.044 3/21/2018 3:20 0.4 20:55 1.1 0.8 1:45 1.7 18:55 6.7 3.8 2:05 0.008 18:55 0.106 0.046 0.046 3/22/2018 3:40 0.4 8:10 1.1 0.8 3:15 1.6 8:10 6.0 3.9 0:50 0.010 8:10 0.106 0.050 0.050 3/23/2018 1:05 0.3 6:35 1.0 0.8 3:30 1.5 12:15 6.4 3.9 1:05 0.007 12:15 0.106 0.047 0.047 3/24/2018 1:15 0.3 10:05 1.1 0.8 1:30 1.9 9:25 6.0 3.9 1:15 0.007 10:05 0.105 0.046 0.046 3/25/2018 3:55 0.4 11:05 1.0 0.8 5:25 1.9 10:35 7.1 3.9 2:30 0.009 10:40 0.105 0.047 0.047 3/26/2018 2:20 0.4 19:15 1.0 0.8 2:40 1.9 12:50 6.7 4.0 1:10 0.009 12:50 0.105 0.048 0.048 3/27/2018 1:05 0.3 17:50 1.1 0.8 1:35 1.6 14:55 6.6 3.8 1:05 0.006 19:45 0.107 0.052 0.052 3/28/2018 0:45 0.4 15:10 1.1 0.8 2:20 1.6 20:45 6.1 3.8 2:25 0.008 20:45 0.105 0.050 0.050 3/29/2018 0:55 0.5 20:35 1.2 0.8 1:35 1.5 18:55 6.2 3.7 1:35 0.010 18:55 0.127 0.050 0.050 3/30/2018 2:30 0.4 17:25 1.2 0.9 3:20 1.5 17:25 6.2 3.6 2:10 0.008 17:25 0.126 0.050 0.050 3/31/2018 2:30 0.4 19:55 1.2 0.9 1:40 1.6 7:25 6.8 3.6 2:30 0.007 7:25 0.106 0.051 0.051 ReportAvg 0.8 3.5 0.042 ReportTotal 1.294 ADS Environmental Services Pipe Height: 8.00 REN_MH6041\mp1\DFINAL (inches) REN_MH6041\mp1\VFINAL (feet/sec) REN_MH6041\mp1\QFINAL (MGD - Total MG) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total 4/1/2018 1:10 0.4 19:20 1.1 0.9 4:05 1.4 9:30 6.7 3.8 1:10 0.009 18:10 0.114 0.052 0.052 4/2/2018 23:50 0.5 19:20 1.1 0.9 0:20 2.6 8:10 5.8 3.8 23:50 0.020 20:05 0.100 0.052 0.052 4/3/2018 1:40 0.4 18:55 1.1 0.9 2:00 1.4 11:45 6.8 3.8 1:40 0.006 11:45 0.124 0.055 0.055 4/4/2018 1:25 0.5 21:10 1.1 0.9 1:20 1.5 19:30 6.3 3.9 2:15 0.010 21:10 0.117 0.056 0.056 4/5/2018 2:30 0.4 19:15 1.1 0.9 2:40 1.6 9:00 5.9 3.9 1:55 0.008 19:15 0.114 0.056 0.056 4/6/2018 3:45 0.4 20:10 1.1 0.9 3:45 2.0 20:40 6.6 3.7 3:45 0.009 20:40 0.121 0.053 0.053 4/7/2018 1:30 0.4 12:55 1.2 1.0 1:30 2.0 19:30 7.2 4.2 1:30 0.010 19:30 0.143 0.067 0.067 4/8/2018 1:45 0.6 19:25 1.1 0.9 2:25 2.9 12:30 7.3 4.4 1:45 0.021 12:30 0.117 0.064 0.064 4/9/2018 3:35 0.4 21:05 1.1 0.8 2:35 2.7 9:50 7.1 3.9 3:35 0.016 21:05 0.115 0.051 0.051 4/10/2018 5:50 0.5 7:10 1.1 0.9 2:00 2.2 21:35 5.7 3.7 5:50 0.018 20:50 0.107 0.051 0.051 4/11/2018 2:25 0.4 17:00 1.0 0.8 2:25 1.7 20:00 5.7 3.7 2:25 0.006 20:00 0.094 0.047 0.047 4/12/2018 2:25 0.3 19:05 0.9 0.8 4:00 2.6 20:40 6.9 3.7 2:25 0.010 19:30 0.090 0.041 0.041 4/13/2018 0:45 0.4 9:30 0.9 0.7 2:50 2.5 21:20 6.1 3.7 1:35 0.011 21:20 0.075 0.040 0.040 4/14/2018 4:00 0.6 21:10 1.1 0.9 4:00 2.9 14:25 6.4 4.8 4:00 0.021 21:10 0.112 0.072 0.072 4/15/2018 18:55 0.7 20:15 1.1 1.0 23:25 3.8 19:05 7.8 5.4 23:35 0.053 10:40 0.119 0.085 0.085 4/16/2018 2:15 0.6 9:20 1.0 0.9 4:20 3.3 18:15 8.2 5.0 2:15 0.029 17:35 0.122 0.073 0.073 4/17/2018 22:50 0.6 6:40 1.0 0.9 23:55 3.1 13:15 6.0 4.6 22:50 0.032 12:05 0.092 0.062 0.062 4/18/2018 2:25 0.4 19:35 1.0 0.8 2:50 3.1 17:05 6.3 4.4 2:25 0.012 9:45 0.090 0.054 0.054 4/19/2018 0:55 0.3 11:15 1.0 0.8 1:00 2.9 16:25 6.8 4.1 0:55 0.006 16:25 0.108 0.054 0.054 4/20/2018 0:05 0.4 5:35 1.0 0.8 2:15 2.7 10:30 5.8 3.9 0:05 0.012 10:30 0.092 0.047 0.047 4/21/2018 4:50 0.3 14:35 1.0 0.8 2:30 2.2 7:50 6.3 3.7 4:50 0.010 14:35 0.099 0.045 0.045 4/22/2018 23:15 0.4 17:10 1.1 0.8 2:15 1.8 12:05 5.9 3.7 23:15 0.011 17:10 0.110 0.043 0.043 ReportAvg 0.9 4.1 0.055 ReportTotal 1.221 REN_MH6704 Located At: 2623 NE Sunset Blvd (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 Pipe Dimensions: 12” Finalized Silt Level: 0 mm Site Data Characteristics: This site is located in a sanitary sewer pipe. The scattergraph indicates site operated in free flow conditions. The site did not surcharge during the monitoring period. The dry weather 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 downward ultrasonic sensor. 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 Raw Percentage Uptime 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 0.53 3.62 0.035 4% Maximum 1.74 9.94 0.441 15% Average 1.02 6.14 0.132 9% Latitude: 47.499488° Longitude:-122.184027° REN_MH6704 TRITON+ System Characteristics Location Type Pipe ShapeWill have to park off road and walk to site, Renton.Carollo.I&I.WA17 NoneWalk (Residential) Site Access Details: Site Address /Location: Site Name 2623 NE Sunset Blvd Flow Monitoring Site Report Installation Information Circular Monitor Series Monitor Location: Doppler Standard Ring and Crank Manhole # Installation Date: Pipe Size (H x W) Topside / Area Photo Wednesday, December 13, 2017 Access Temporary 12 X 12 Traffic MH6704 Residential / Commercial Map Installation Type: Monitoring Location (Sensors): Peak Combo (CS4), Smart Depth (CS5) Pipe Size (HxW) 0.00'' CS5 Physical Offset (in)Measurement Confidence (in) 1.38" Peak Velocity (fps) Silt (in) 2:50:00 PM 12 X 12Site Sketch Profile View or Photo Straight, Some Ripples 0 - 5 psi Depth of Flow (Wet DOF) (in) 1.00'' Velocity Sensor Offset (in) 6.9 Downstream 0-5 FT Manhole Sensors / Devices: Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: 0'' Sanitary Sewer Overflow 0.25" Manhole / Pipe Information: Pressure Sensor Range (psi) Confirmation Time: 20''20'' Manhole Cover Manhole Frame Pipe Condition: Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration PVC Good 13' Manhole Condition: 22275.11.325 Additional Site Info. / Comments: ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Wireless Pipe Material Antenna Location Communication Information: Manhole Pick / Vent Hole No Vitrified Clay Pipe NormalBolted Fair Active Connections None. Air Quality: Communication Type Normal Additional Photos Flow Direction Monitoring Point KEY Top Down Location Location Map Inlet Outlet Location Map ADS Environmental Services Pipe Height: 12.00 REN_MH6704\mp1\DFINAL (inches) REN_MH6704\mp1\VFINAL (feet/sec) REN_MH6704\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 12/22/2017 1:20 0.8 11:55 1.3 1.1 3:25 5.1 11:55 9.2 7.3 2:50 0.082 11:55 0.287 0.172 0.172 0.10 12/23/2017 23:25 0.8 10:25 1.3 1.0 5:45 4.5 10:40 8.9 7.2 3:10 0.079 10:25 0.255 0.159 0.159 0.00 12/24/2017 4:15 0.6 9:05 1.2 1.0 3:35 4.5 10:40 9.2 7.1 4:30 0.047 10:40 0.252 0.141 0.141 0.00 12/25/2017 3:50 0.8 11:10 1.3 1.0 6:05 4.4 15:15 8.8 6.7 4:00 0.063 12:35 0.244 0.137 0.137 0.14 12/26/2017 23:15 0.7 16:45 1.4 1.0 3:40 4.3 15:15 8.8 7.1 3:35 0.055 16:10 0.276 0.160 0.160 0.17 12/27/2017 3:25 0.7 20:25 1.3 1.0 1:20 4.4 15:55 8.7 7.0 1:20 0.053 11:35 0.250 0.142 0.142 0.00 12/28/2017 2:50 0.7 21:30 1.5 1.0 4:50 4.3 13:40 8.8 7.1 2:50 0.067 21:35 0.280 0.154 0.154 0.25 12/29/2017 23:10 0.9 12:50 1.7 1.3 2:45 6.2 12:00 9.9 8.2 23:10 0.126 12:00 0.441 0.247 0.247 1.57 12/30/2017 2:15 0.8 12:25 1.5 1.1 2:30 4.9 12:15 9.0 7.4 2:30 0.081 11:00 0.310 0.182 0.182 0.02 12/31/2017 20:50 0.7 15:00 1.3 1.0 5:05 4.7 13:05 9.5 7.5 5:05 0.068 15:00 0.270 0.150 0.150 0.00 ReportAvg 1.1 7.3 0.164 ReportTotal 1.645 2.25 ADS Environmental Services Pipe Height: 12.00 REN_MH6704\mp1\DFINAL (inches) REN_MH6704\mp1\VFINAL (feet/sec) REN_MH6704\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 1/1/2018 0:40 0.7 18:25 1.2 1.0 4:55 5.6 18:20 9.2 7.7 0:40 0.073 18:20 0.237 0.153 0.153 0.00 1/2/2018 2:45 0.7 18:40 1.2 1.0 3:30 4.8 15:25 9.1 7.5 1:40 0.067 18:40 0.226 0.151 0.151 0.01 1/3/2018 4:40 0.8 19:00 1.3 0.9 2:55 5.0 19:00 9.3 7.4 2:55 0.073 19:00 0.290 0.139 0.139 0.00 1/4/2018 2:25 0.7 12:40 1.2 0.9 2:25 4.3 12:40 8.9 7.1 2:25 0.050 12:40 0.242 0.138 0.138 0.09 1/5/2018 23:35 0.8 12:35 1.2 1.0 2:05 4.9 17:05 9.4 7.4 2:05 0.077 12:55 0.230 0.150 0.150 0.42 1/6/2018 23:05 0.8 15:05 1.2 1.0 3:05 5.3 15:05 9.2 7.6 3:00 0.085 15:05 0.242 0.155 0.155 0.24 1/7/2018 6:00 0.7 13:45 1.4 1.0 3:20 4.5 18:30 9.7 7.5 6:00 0.060 18:30 0.301 0.162 0.162 0.38 1/8/2018 2:05 0.8 16:55 1.2 1.0 2:30 4.6 14:20 9.0 7.3 2:40 0.062 16:55 0.235 0.141 0.141 0.14 1/9/2018 4:05 0.8 20:15 1.2 1.0 3:30 4.9 20:15 9.0 7.4 3:30 0.072 20:15 0.236 0.151 0.151 0.46 1/10/2018 0:15 0.8 12:25 1.3 1.0 1:20 4.6 13:25 9.1 7.3 1:20 0.065 12:25 0.267 0.146 0.146 0.22 1/11/2018 3:35 0.8 14:40 1.4 1.1 3:55 4.7 14:40 9.0 7.2 3:55 0.075 14:40 0.314 0.167 0.167 1.04 1/12/2018 5:35 0.8 10:30 1.3 1.0 4:20 4.7 10:30 8.7 6.8 4:20 0.076 10:30 0.269 0.149 0.149 0.20 1/13/2018 4:05 0.8 12:35 1.2 1.0 4:25 4.2 11:40 8.5 6.5 4:25 0.063 11:50 0.223 0.141 0.141 0.02 1/14/2018 3:30 0.8 14:00 1.3 1.0 3:15 4.2 19:00 8.7 6.3 3:50 0.060 14:00 0.247 0.133 0.133 0.00 1/15/2018 3:30 0.8 11:05 1.2 1.0 3:45 4.3 17:00 8.1 6.4 3:30 0.060 12:40 0.199 0.135 0.135 0.04 1/16/2018 5:10 0.8 18:25 1.2 1.0 0:40 4.3 12:40 8.2 6.1 3:40 0.064 18:25 0.209 0.123 0.123 0.26 1/17/2018 2:50 0.7 18:10 1.3 1.0 1:45 4.2 15:40 8.2 6.2 2:50 0.055 20:50 0.232 0.132 0.132 0.79 1/18/2018 1:25 0.8 15:30 1.3 1.1 1:50 4.4 15:15 8.9 6.5 1:25 0.068 15:15 0.264 0.157 0.157 0.40 1/19/2018 23:15 0.7 17:30 1.3 1.1 1:55 4.3 18:00 8.2 6.1 23:15 0.063 18:00 0.223 0.143 0.143 0.10 1/20/2018 2:15 0.7 21:20 1.2 1.0 5:40 4.3 13:15 8.4 6.4 2:15 0.059 13:35 0.221 0.128 0.128 0.10 1/21/2018 4:20 0.6 11:25 1.2 1.0 5:50 4.3 18:10 9.0 6.4 4:20 0.044 18:10 0.235 0.131 0.131 0.16 1/22/2018 23:55 0.6 19:05 1.3 1.0 3:15 4.3 16:50 8.6 6.1 23:55 0.047 16:50 0.234 0.129 0.129 0.34 1/23/2018 3:50 0.5 18:40 1.4 0.9 1:20 4.2 12:20 8.9 6.2 3:55 0.035 18:40 0.268 0.116 0.116 0.79 1/24/2018 23:50 0.8 22:05 1.4 1.1 4:35 4.7 12:45 8.5 6.7 1:45 0.077 12:45 0.269 0.168 0.168 0.51 1/25/2018 23:10 0.8 20:05 1.3 1.1 2:30 4.7 17:25 8.0 6.4 23:20 0.083 16:50 0.224 0.144 0.144 0.14 1/26/2018 23:55 0.7 20:20 1.2 1.0 4:15 4.5 11:20 8.4 6.4 0:45 0.065 11:20 0.234 0.141 0.141 0.36 1/27/2018 0:05 0.7 21:25 1.2 1.0 4:10 4.8 16:35 8.5 6.8 0:05 0.065 16:35 0.213 0.133 0.133 0.61 1/28/2018 23:25 0.9 15:00 1.4 1.1 4:50 4.6 15:10 8.6 6.8 5:25 0.082 18:35 0.269 0.152 0.152 0.07 1/29/2018 9:25 0.8 20:25 1.4 1.0 3:20 4.3 18:55 8.8 6.5 4:40 0.073 20:25 0.264 0.142 0.142 0.90 1/30/2018 2:35 0.7 18:05 1.4 1.0 1:50 4.4 14:05 8.1 6.3 2:35 0.061 18:05 0.261 0.130 0.130 0.00 1/31/2018 8:35 0.9 20:35 1.4 1.1 3:10 4.4 20:10 8.5 6.0 3:15 0.078 20:10 0.266 0.144 0.144 0.00 ReportAvg 1.0 6.8 0.143 ReportTotal 4.426 8.79 ADS Environmental Services Pipe Height: 12.00 REN_MH6704\mp1\DFINAL (inches) REN_MH6704\mp1\VFINAL (feet/sec) REN_MH6704\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 2/1/2018 2:50 0.7 20:40 1.2 1.0 2:45 4.1 20:50 8.3 6.2 2:55 0.053 20:50 0.212 0.125 0.125 0.66 2/2/2018 3:45 0.7 12:25 1.2 0.9 3:10 4.6 7:40 8.7 6.3 4:05 0.061 12:25 0.234 0.114 0.114 0.04 2/3/2018 2:20 0.7 19:25 1.2 0.9 5:35 4.3 14:30 8.5 6.4 4:10 0.053 19:20 0.211 0.125 0.125 0.31 2/4/2018 3:40 0.7 8:15 1.3 1.0 3:15 4.5 15:25 8.6 6.4 3:40 0.057 15:15 0.218 0.130 0.130 0.02 2/5/2018 3:50 0.6 17:45 1.2 1.0 4:20 4.4 12:00 8.1 6.0 3:50 0.043 16:50 0.201 0.120 0.120 0.04 2/6/2018 2:55 0.6 9:50 1.7 1.0 3:20 4.2 9:50 9.0 6.0 2:55 0.040 9:50 0.381 0.119 0.119 0.00 2/7/2018 2:25 0.6 19:05 1.2 0.9 4:15 4.3 20:25 8.0 5.7 2:25 0.042 19:05 0.197 0.109 0.109 0.00 2/8/2018 3:25 0.6 17:05 1.2 0.9 4:35 4.1 20:15 8.0 5.6 3:25 0.041 17:05 0.188 0.102 0.102 0.09 2/9/2018 3:40 0.6 16:05 1.1 0.9 3:25 4.2 13:05 7.9 5.8 3:40 0.043 16:05 0.181 0.103 0.103 0.01 2/10/2018 4:05 0.6 10:45 1.2 0.9 5:40 4.1 21:40 8.7 5.9 4:05 0.041 21:40 0.198 0.114 0.114 0.01 2/11/2018 3:50 0.7 16:25 1.4 1.0 3:50 4.0 14:00 8.3 5.9 3:50 0.043 14:05 0.224 0.120 0.120 0.00 2/12/2018 4:10 0.7 9:00 1.2 0.9 2:00 4.2 21:00 8.0 5.6 4:05 0.048 21:00 0.191 0.102 0.102 0.00 2/13/2018 1:20 0.6 7:20 1.3 0.9 1:25 4.1 18:45 7.8 5.6 1:25 0.044 7:00 0.186 0.108 0.108 0.17 2/14/2018 4:00 0.6 19:45 1.2 0.9 2:30 4.1 12:40 8.2 5.6 4:00 0.043 13:00 0.215 0.105 0.105 0.15 2/15/2018 1:45 0.6 16:55 1.2 0.9 3:05 4.1 17:30 7.5 5.7 1:45 0.043 16:55 0.191 0.104 0.104 0.00 2/16/2018 4:45 0.6 11:05 1.3 0.9 4:45 4.2 11:00 8.6 5.7 4:45 0.043 11:05 0.224 0.103 0.103 0.15 2/17/2018 3:35 0.6 15:25 1.3 1.0 1:50 4.1 12:10 8.3 6.1 3:35 0.044 15:25 0.226 0.123 0.123 0.32 2/18/2018 4:55 0.6 11:30 1.2 1.0 5:25 4.2 11:45 8.1 6.0 5:10 0.045 11:45 0.228 0.122 0.122 0.01 2/19/2018 0:30 0.6 11:00 1.3 1.0 4:35 4.1 15:30 8.1 5.6 0:30 0.038 15:30 0.221 0.113 0.113 0.00 2/20/2018 5:00 0.6 16:35 1.3 1.0 3:30 4.0 19:35 7.7 5.6 2:40 0.041 16:35 0.210 0.110 0.110 0.00 2/21/2018 1:45 0.6 18:55 1.2 0.9 1:30 4.1 20:40 7.4 5.4 1:50 0.040 20:25 0.194 0.103 0.103 0.00 2/22/2018 2:40 0.6 18:10 1.2 0.9 4:45 4.1 15:05 7.7 5.5 2:40 0.043 18:10 0.188 0.102 0.102 0.07 2/23/2018 0:45 0.7 9:05 1.3 1.0 3:50 4.0 16:55 7.4 5.4 0:45 0.050 8:55 0.173 0.104 0.104 0.01 2/24/2018 2:55 0.7 10:55 1.2 0.9 4:50 4.1 12:30 7.9 5.6 1:45 0.051 10:55 0.202 0.106 0.106 0.13 2/25/2018 4:45 0.7 20:20 1.3 1.0 3:10 4.2 9:40 8.7 5.9 4:45 0.049 20:20 0.247 0.120 0.120 0.11 2/26/2018 0:15 0.7 13:30 1.4 1.0 4:15 4.0 9:30 8.1 5.6 0:15 0.050 13:30 0.254 0.120 0.120 0.00 2/27/2018 13:40 0.7 17:50 1.4 1.0 1:40 3.8 17:55 7.7 5.6 4:35 0.064 17:50 0.249 0.118 0.118 0.19 2/28/2018 0:50 0.7 18:40 1.3 1.0 2:55 3.8 17:20 7.9 5.6 3:55 0.048 19:05 0.207 0.116 0.116 0.35 ReportAvg 1.0 5.8 0.113 ReportTotal 3.157 2.84 ADS Environmental Services Pipe Height: 12.00 REN_MH6704\mp1\DFINAL (inches) REN_MH6704\mp1\VFINAL (feet/sec) REN_MH6704\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 3/1/2018 2:45 0.6 18:00 1.3 1.0 3:00 4.0 17:50 7.9 5.7 2:45 0.039 17:45 0.224 0.119 0.119 0.01 3/2/2018 3:55 0.8 19:10 1.2 1.0 3:15 4.1 18:55 7.6 5.6 3:55 0.056 18:55 0.202 0.116 0.116 0.07 3/3/2018 4:35 0.8 11:05 1.3 1.0 2:35 4.2 13:15 8.3 5.8 2:30 0.059 13:15 0.231 0.130 0.130 0.00 3/4/2018 3:30 0.7 13:30 1.3 1.0 4:05 3.7 11:50 8.1 5.9 3:30 0.049 13:30 0.231 0.135 0.135 0.12 3/5/2018 2:40 0.8 12:40 1.3 1.0 3:05 3.9 19:25 8.0 5.7 2:40 0.054 20:15 0.206 0.116 0.116 0.00 3/6/2018 4:05 0.6 20:15 1.3 1.0 3:25 3.9 20:40 8.0 5.5 4:00 0.041 20:40 0.219 0.106 0.106 0.00 3/7/2018 1:55 0.6 19:55 1.4 1.1 2:10 3.9 10:20 7.8 5.5 2:05 0.039 19:55 0.266 0.133 0.133 0.03 3/8/2018 2:30 0.8 21:05 1.5 1.2 2:45 3.8 18:15 8.5 5.7 2:30 0.061 18:15 0.293 0.153 0.153 0.37 3/9/2018 13:10 0.8 17:20 1.3 1.1 2:20 4.0 19:40 7.9 5.6 2:15 0.068 19:40 0.243 0.124 0.124 0.00 3/10/2018 2:55 0.8 11:10 1.5 1.1 3:35 3.6 13:55 8.3 5.5 2:55 0.050 11:10 0.280 0.141 0.141 0.00 3/11/2018 5:25 0.8 11:05 1.4 1.1 4:55 3.8 11:35 7.5 5.4 5:25 0.061 11:05 0.247 0.134 0.134 0.00 3/12/2018 4:20 0.8 18:20 1.4 1.1 1:50 3.8 20:05 7.5 5.3 2:35 0.061 19:45 0.228 0.122 0.122 0.00 3/13/2018 3:50 0.8 19:35 1.3 1.0 3:15 3.8 19:40 7.7 5.5 3:50 0.059 17:45 0.219 0.119 0.119 0.31 3/14/2018 1:05 0.8 20:05 1.3 1.0 0:55 3.9 6:45 7.4 5.5 0:55 0.061 20:05 0.215 0.121 0.121 0.04 3/15/2018 0:45 0.8 11:45 1.4 1.1 1:30 4.3 20:45 7.4 5.4 0:45 0.064 20:45 0.222 0.127 0.127 0.00 3/16/2018 3:25 0.9 17:10 1.3 1.1 0:35 4.1 9:10 7.2 5.5 3:25 0.070 17:25 0.215 0.134 0.134 0.00 3/17/2018 4:30 0.8 20:05 1.5 1.1 4:05 4.3 19:05 7.9 5.7 4:30 0.070 19:50 0.241 0.142 0.142 0.00 3/18/2018 3:45 0.8 10:05 1.5 1.2 2:30 4.2 13:30 8.6 6.0 3:45 0.061 11:00 0.299 0.157 0.157 0.00 3/19/2018 0:25 0.8 19:00 1.4 1.1 1:50 4.1 12:35 8.5 5.5 23:30 0.065 19:00 0.232 0.128 0.128 0.00 3/20/2018 23:30 0.8 19:45 1.3 1.1 2:25 3.8 10:55 7.8 5.4 2:25 0.057 10:55 0.232 0.126 0.126 0.00 3/21/2018 3:35 0.8 19:40 1.3 1.0 22:50 4.0 18:05 7.7 5.4 3:35 0.057 18:05 0.217 0.117 0.117 0.10 3/22/2018 2:20 0.8 18:35 1.3 1.1 1:35 4.0 9:40 7.6 5.5 3:20 0.060 9:40 0.218 0.125 0.125 0.48 3/23/2018 1:05 0.8 11:30 1.3 1.0 2:10 3.9 7:15 7.9 5.5 2:35 0.059 11:30 0.236 0.121 0.121 0.31 3/24/2018 0:50 0.8 16:35 1.3 1.1 4:55 4.1 13:35 8.5 5.7 2:10 0.061 13:35 0.246 0.136 0.136 0.28 3/25/2018 5:50 0.7 19:30 1.3 1.1 4:40 4.1 10:45 8.1 5.7 5:50 0.053 11:15 0.241 0.131 0.131 0.01 3/26/2018 23:15 0.8 16:40 1.3 1.0 1:10 4.1 20:10 7.7 5.6 23:35 0.056 19:50 0.221 0.121 0.121 0.17 3/27/2018 0:05 0.7 19:40 1.3 1.0 1:25 4.1 19:40 8.0 5.5 0:05 0.054 19:40 0.242 0.119 0.119 0.02 3/28/2018 23:55 0.7 19:25 1.3 1.0 3:20 4.1 18:25 7.9 5.5 0:10 0.055 18:25 0.219 0.116 0.116 0.01 3/29/2018 0:00 0.7 13:40 1.3 1.0 4:05 4.2 18:00 8.7 5.5 0:00 0.055 13:40 0.220 0.115 0.115 0.00 3/30/2018 0:05 0.7 19:20 1.3 1.0 1:25 4.1 10:55 7.5 5.5 0:05 0.052 17:55 0.203 0.120 0.120 0.00 3/31/2018 4:10 0.8 7:35 1.3 1.1 0:55 4.1 11:20 8.0 5.7 0:45 0.059 11:20 0.222 0.130 0.130 0.00 ReportAvg 1.1 5.6 0.127 ReportTotal 3.935 2.33 ADS Environmental Services Pipe Height: 12.00 REN_MH6704\mp1\DFINAL (inches) REN_MH6704\mp1\VFINAL (feet/sec) REN_MH6704\mp1\QFINAL (MGD - Total MG) REN_RG\mp1\RAIN (inches) Date Time Min. Time Max. Average Time Min. Time Max. Average Time Min. Time Max. Average Total Total 4/1/2018 18:30 0.8 10:45 1.3 1.0 3:45 4.0 10:20 8.1 5.7 3:45 0.059 10:20 0.242 0.128 0.128 0.10 4/2/2018 22:35 0.7 19:20 1.3 1.0 2:35 4.0 19:20 7.9 5.6 22:30 0.056 19:20 0.244 0.122 0.122 0.00 4/3/2018 7:10 0.8 18:20 1.3 1.0 1:00 4.1 17:10 7.7 5.5 0:45 0.060 9:20 0.205 0.110 0.110 0.00 4/4/2018 23:25 0.6 19:20 1.4 1.0 0:20 4.0 16:30 7.8 5.5 23:25 0.040 19:20 0.238 0.120 0.120 0.39 4/5/2018 12:20 0.7 20:20 1.2 0.9 0:50 4.1 19:10 8.2 5.6 22:05 0.057 19:25 0.190 0.108 0.108 0.25 4/6/2018 23:20 0.8 16:20 1.3 1.0 3:45 4.0 16:20 8.4 5.6 23:20 0.063 16:20 0.251 0.118 0.118 0.00 4/7/2018 13:55 0.7 5:25 1.4 1.0 1:15 4.1 10:15 8.2 5.8 1:15 0.058 8:55 0.237 0.130 0.130 0.88 4/8/2018 19:10 0.9 10:20 1.4 1.1 2:35 4.2 9:55 8.6 6.0 2:40 0.069 10:10 0.253 0.145 0.145 0.45 4/9/2018 21:55 0.8 9:45 1.3 1.0 1:15 4.2 10:30 7.7 5.7 3:30 0.066 9:50 0.227 0.125 0.125 0.00 4/10/2018 23:30 0.6 8:05 1.2 0.9 2:15 4.1 9:20 7.9 5.7 23:30 0.045 8:10 0.195 0.101 0.101 0.23 4/11/2018 0:20 0.6 15:35 1.2 0.9 0:45 4.0 20:20 8.0 5.7 0:30 0.041 15:30 0.186 0.095 0.095 0.31 4/12/2018 0:15 0.6 13:10 1.4 1.0 0:15 4.1 7:55 8.0 5.6 0:15 0.042 13:10 0.245 0.108 0.108 0.11 4/13/2018 0:30 0.7 5:50 1.3 1.0 4:45 4.2 13:55 8.2 5.9 0:30 0.053 9:30 0.202 0.115 0.115 0.51 4/14/2018 0:35 0.8 19:30 1.5 1.1 3:50 4.1 16:05 8.5 6.7 0:35 0.062 19:25 0.311 0.169 0.169 1.52 4/15/2018 23:35 1.0 10:25 1.5 1.2 4:10 4.9 13:40 8.7 7.0 23:40 0.102 10:25 0.300 0.189 0.189 0.21 4/16/2018 0:00 0.9 12:10 1.5 1.2 3:10 4.5 12:10 8.3 6.5 0:00 0.089 12:10 0.312 0.177 0.177 0.71 4/17/2018 22:40 0.9 7:05 1.4 1.2 2:05 4.5 12:15 8.4 6.5 22:40 0.083 7:05 0.246 0.168 0.168 0.01 4/18/2018 20:35 0.9 17:35 1.4 1.1 0:05 4.4 10:45 8.2 6.3 1:35 0.077 17:35 0.248 0.157 0.157 0.12 4/19/2018 21:25 0.9 8:35 1.4 1.1 1:25 4.4 18:25 8.3 6.3 1:35 0.083 18:25 0.259 0.148 0.148 0.00 4/20/2018 22:25 0.6 14:30 1.3 1.0 3:50 4.4 12:05 8.0 6.2 22:25 0.054 9:10 0.225 0.120 0.120 0.00 4/21/2018 23:45 0.5 9:35 1.3 1.0 3:45 4.3 17:05 8.1 6.3 23:45 0.036 9:35 0.247 0.125 0.125 0.05 4/22/2018 0:40 0.5 9:35 1.2 0.9 3:35 4.2 13:55 8.3 6.1 0:40 0.037 11:05 0.193 0.107 0.107 0.00 ReportAvg 1.0 6.0 0.131 ReportTotal 2.886 5.85 REN_RG Located At: 3555 Ne 2nd St (see attached site report for details) Monitoring Period: December 22, 2017 – April 22, 2018 RG Data Uptime: The data uptime achieved during the monitoring period is provided in the table below. Entity Percentage Uptime Raw Percentage Uptime Final Depth (in) 100% 100% Velocity (f/s) 100% 100% Quantity (mgd) 100% 100% Latitude: 47.484465° Longitude:-122.171921° Site Sketch Plan View or Photo Additional Site Info. / Comments: Located on paved goal of horseshoe tossing area outside of building. NA Antenna Location Communication Information: Active Drop Connections Air Quality: Communication Type Normal 22275.11.325 ADS Project Name: ADS Project Number: Renton.Carollo.I&I.WA17 Manhole Cover Manhole Frame Manhole Material: Manhole Diameter (Approx.): Manhole Depth (Approx. FT):Manhole Configuration Wireless Pipe Material Renton Public Works Maintenance division, in field on horseshoe goal. Sensors / Devices: NA Manhole / Pipe Information: Installation Type: Pressure Sensor Range (psi) Confirmation Time: Site Sketch Profile View or Photo Pipe Size (H x W) Topside / Area Photo Rain Gauge Tipping Bucket Pipe Size (HxW) - Monitoring Location (Sensors): Depth of Flow (Wet DOF) (in)Range (Air DOF) (in) - Velocity Sensor Offset (in) - Temporary NA REN_RG Access Traffic Rain Alert III System Characteristics Location Type Pipe Shape Renton.Carollo.I&I.WA17 LightDrive Site Access Details: Site Address /Location: Site Name 3555 NE 2nd St Installation Information Non-Standard Monitor Series Monitor Location: Rain Gauge Manhole # Installation Date: 12.22.17 Rooftop Building Rain Gauge Other Map Flow Monitoring Site Report - Downlooker Physical Offset (in)Measurement Confidence (in) - Peak Velocity (fps) Silt (in) - Installation Confirmation: Manhole Opening Diameter (in) Silt Type Hydraulic Comments: Pipe Condition: Single Manhole Condition: -- ADS Environmental Services REN_RG\mp1\RAIN (inches) Date Total 12/22/2017 0.10 12/23/2017 0.00 12/24/2017 0.00 12/25/2017 0.14 12/26/2017 0.17 12/27/2017 0.00 12/28/2017 0.25 12/29/2017 1.57 12/30/2017 0.02 12/31/2017 0.00 ReportAvg ReportTotal 2.25 ADS Environmental Services REN_RG\mp1\RAIN (inches) Date Total 1/1/2018 0.00 1/2/2018 0.01 1/3/2018 0.00 1/4/2018 0.09 1/5/2018 0.42 1/6/2018 0.24 1/7/2018 0.38 1/8/2018 0.14 1/9/2018 0.46 1/10/2018 0.22 1/11/2018 1.04 1/12/2018 0.20 1/13/2018 0.02 1/14/2018 0.00 1/15/2018 0.04 1/16/2018 0.26 1/17/2018 0.79 1/18/2018 0.40 1/19/2018 0.10 1/20/2018 0.10 1/21/2018 0.16 1/22/2018 0.34 1/23/2018 0.79 1/24/2018 0.51 1/25/2018 0.14 1/26/2018 0.36 1/27/2018 0.61 1/28/2018 0.07 1/29/2018 0.90 1/30/2018 0.00 1/31/2018 0.00 ReportAvg ReportTotal 8.79 ADS Environmental Services REN_RG\mp1\RAIN (inches) Date Total 2/1/2018 0.66 2/2/2018 0.04 2/3/2018 0.31 2/4/2018 0.02 2/5/2018 0.04 2/6/2018 0.00 2/7/2018 0.00 2/8/2018 0.09 2/9/2018 0.01 2/10/2018 0.01 2/11/2018 0.00 2/12/2018 0.00 2/13/2018 0.17 2/14/2018 0.15 2/15/2018 0.00 2/16/2018 0.15 2/17/2018 0.32 2/18/2018 0.01 2/19/2018 0.00 2/20/2018 0.00 2/21/2018 0.00 2/22/2018 0.07 2/23/2018 0.01 2/24/2018 0.13 2/25/2018 0.11 2/26/2018 0.00 2/27/2018 0.19 2/28/2018 0.35 ReportAvg ReportTotal 2.84 ADS Environmental Services REN_RG\mp1\RAIN (inches) Date Total 3/1/2018 0.01 3/2/2018 0.07 3/3/2018 0.00 3/4/2018 0.12 3/5/2018 0.00 3/6/2018 0.00 3/7/2018 0.03 3/8/2018 0.37 3/9/2018 0.00 3/10/2018 0.00 3/11/2018 0.00 3/12/2018 0.00 3/13/2018 0.31 3/14/2018 0.04 3/15/2018 0.00 3/16/2018 0.00 3/17/2018 0.00 3/18/2018 0.00 3/19/2018 0.00 3/20/2018 0.00 3/21/2018 0.10 3/22/2018 0.48 3/23/2018 0.31 3/24/2018 0.28 3/25/2018 0.01 3/26/2018 0.17 3/27/2018 0.02 3/28/2018 0.01 3/29/2018 0.00 3/30/2018 0.00 3/31/2018 0.00 ReportAvg ReportTotal 2.33 ADS Environmental Services REN_RG\mp1\RAIN (inches) Date Total 4/1/2018 0.10 4/2/2018 0.00 4/3/2018 0.00 4/4/2018 0.39 4/5/2018 0.25 4/6/2018 0.00 4/7/2018 0.88 4/8/2018 0.45 4/9/2018 0.00 4/10/2018 0.23 4/11/2018 0.31 4/12/2018 0.11 4/13/2018 0.51 4/14/2018 1.52 4/15/2018 0.21 4/16/2018 0.71 4/17/2018 0.01 4/18/2018 0.12 4/19/2018 0.00 4/20/2018 0.00 4/21/2018 0.05 4/22/2018 0.00 ReportAvg ReportTotal 5.85 RDII Analysis This section describes an evaluation of wet weather impacts on system flows by summarizing excess flow rates and volumes from the studied sewer shed areas (basins) associated with each flow monitoring site during rain events that occurred during the study period. This section also describes an evaluation of dry weather flow data for purposes of determining base wastewater flows (to compare wet weather flows against). Base Dry Weather Analysis Prior to conducting a wet weather analysis, a dry weather analysis must first be performed by reviewing data obtained during dry weather conditions. For this analysis, a dry day is defined as any day in which there was less than 0.10 in. of rain in the previous day, less than 0.40 in. of rain in the previous three days, and less than 1.00 in. of rain in the previous five days. This process automatically eliminates the selection of most wet weather events and the periods associated with recovery from these events. Once the initial dry days are selected, they are compared to one another to make sure that the flow pattern for each day is repeatable. Any days that have an inconsistent flow pattern are removed from consideration. The resulting dry days are then averaged to establish an average diurnal flow pattern from the site. The dry weather analysis evaluates the weekday pattern separate from the weekend pattern to account for differences often observed. Dry weather flows were evaluated for each basin during the study period. Recorded flow rates from the sanitary sewer monitoring location for each dry day are overlaid on a hydrograph, enabling a typical or average dry day flow (ADF) and minimum daily flow (MDF) to be determined for Weekdays and Weekends (gross flow basis) as depicted in Figure 1.1 for basin REN_MH1360. . Figure 1.1 summarizes the gross flow values for ADF for weekdays and weekends. It is possible to estimate the volume of flow from each sewer shed area that is attributable to groundwater infiltration (or Base Infiltration – BI) based on an evaluation of ADF and MDF values against expected wastewater flow generation rates from sewer shed areas comprised of typical residential/commercial land uses. The most refined empirical method to estimate BI is the Stevens/Schutzbach equation. The Equation below is the Stevens/Schutzbach equation that was used to estimate BI from these areas. BI = ______0.4 * MDF________ 1- 0.6 (MDF/ADF) ^ ADF 0.7 Reliability of BI calculations decreases in non-residential basins and in basins where the flow meter measures flow from cycling pump stations or other unusual flow patterns. It is important to understand that when only using flow data, BI is considered an estimate and only through more rigorous means of flow isolations (e.g. plugging all lateral connections in isolated small areas of the system and physically measuring continued flow during the plugging period) can actual BI values be determined. The BI as a percentage of average daily flow is presented below is Tables 1.1 and Table 1.2. The dry day weather flow for each site’s tributary area (or gross flow which includes any upstream basins) is presented in Table 1.1 below. Weekday dry days were calculated separately from weekend dry days due to the sites having different hydraulic patterns on weekdays compared to weekends. Table 1.2 presents the net dry weather flow summary for each basin (or net flow which subtracts flow from upstream basins). In order to isolate flows from Basins REN_MH3625 and REN_MH1360 subtraction of upstream site flows was required. To calculated net flow for these basins the following calculations were made: REN_MH1360 = REN_MH1360 - REN_MH4628; Also, REN_MH3625 = REN_MH3625 - REN_MH5505. Base Infiltration/ADF (%) Basin Weekdays Weekends Weekdays Weekends Weekdays Weekends Weekdays Weekends Weekdays REN_MH0166 0.015 0.005 0.007 0.002 0.027 0.011 0.002 0.002 13% REN_MH0286 0.073 0.048 0.055 0.045 0.095 0.053 0.052 0.045 71% REN_MH0537 0.317 0.317 0.207 0.204 0.399 0.408 0.164 0.161 52% REN_MH1360 0.203 0.211 0.126 0.121 0.257 0.283 0.104 0.096 51% REN_MH1763 0.167 0.178 0.071 0.080 0.233 0.273 0.054 0.061 32% REN_MH2116 0.574 0.571 0.411 0.391 0.654 0.721 0.315 0.292 55% REN_MH2171 0.184 0.146 0.093 0.098 0.282 0.188 0.072 0.086 39% REN_MH2252 0.648 0.674 0.432 0.390 0.838 0.930 0.311 0.259 48% REN_MH2999 0.175 0.186 0.122 0.126 0.214 0.232 0.106 0.108 61% REN_MH3216 0.050 0.046 0.022 0.023 0.070 0.072 0.020 0.020 40% REN_MH3625 0.533 0.587 0.301 0.313 0.738 0.817 0.206 0.205 39% REN_MH4628 0.163 0.171 0.118 0.117 0.196 0.214 0.104 0.101 64% REN_MH4646 0.296 0.205 0.171 0.168 0.229 0.246 0.158 0.153 53% REN_MH5302 1.689 1.690 1.078 0.981 2.012 2.084 0.628 0.540 37% REN_MH5505 0.211 0.212 0.167 0.157 0.238 0.250 0.150 0.138 71% REN_MH5519 0.319 0.297 0.187 0.174 0.385 0.399 0.142 0.133 45% REN_MH6041 0.047 0.041 0.017 0.017 0.067 0.060 0.014 0.015 30% REN_MH6704 0.114 0.129 0.063 0.066 0.157 0.190 0.053 0.054 46% Dry Weather Flow Summary (Gross) Average Daily Flow (mgd) Minimum Daily Flow (mgd) Maximum Daily Flow (mgd) Base Infiltration (mgd) Table 1.1 Summarizes the base infiltration and minimum, average, and maximum daily flows. Base Infiltration/ADF (%) Basin Weekdays Weekends Weekdays Weekends Weekdays Weekends Weekdays Weekends Weekdays REN_MH0166 0.015 0.005 0.007 0.002 0.027 0.011 0.002 0.002 13% REN_MH0286 0.073 0.048 0.055 0.045 0.095 0.053 0.052 0.045 71% REN_MH0537 0.317 0.317 0.207 0.204 0.399 0.408 0.164 0.161 52% REN_MH1360 (REN_MH1360‐REN_MH4628)0.041 0.040 0.007 0.002 0.620 0.740 0.000 0.000 <5% REN_MH1763 0.167 0.178 0.071 0.080 0.233 0.273 0.054 0.061 32% REN_MH2116 0.574 0.571 0.411 0.391 0.654 0.721 0.315 0.292 55% REN_MH2171 0.184 0.146 0.093 0.098 0.282 0.188 0.072 0.086 39% REN_MH2252 0.648 0.674 0.432 0.390 0.838 0.930 0.311 0.259 48% REN_MH2999 0.175 0.186 0.122 0.126 0.214 0.232 0.106 0.108 61% REN_MH3216 0.050 0.046 0.022 0.023 0.070 0.072 0.020 0.020 40% REN_MH3625 (REN_MH3625‐REN_MH5505)0.322 0.375 0.131 0.152 0.500 0.572 0.056 0.067 17% REN_MH4628 0.163 0.171 0.118 0.117 0.196 0.214 0.104 0.101 64% REN_MH4646 0.296 0.205 0.171 0.168 0.229 0.246 0.158 0.153 53% REN_MH5302 1.689 1.690 1.078 0.981 2.012 2.084 0.628 0.540 37% REN_MH5505 0.211 0.212 0.167 0.157 0.238 0.250 0.150 0.138 71% REN_MH5519 0.319 0.297 0.187 0.174 0.385 0.399 0.142 0.133 45% REN_MH6041 0.047 0.041 0.017 0.017 0.067 0.060 0.014 0.015 30% REN_MH6704 0.114 0.129 0.063 0.066 0.157 0.190 0.053 0.054 46% Dry Weather Flow Summary (Net) Average Daily Flow (mgd) Minimum Daily Flow (mgd) Maximum Daily Flow (mgd) Base Infiltration (mgd) Table 1.2 Summarizes the net base infiltration and net minimum, average, and maximum daily flows. Wet Weather Analysis A wet weather analysis is performed by comparing specific wet weather events to average dry weather flows (ADF). Four (4) rain events larger than one (1) inch were recorded and evaluated during the monitoring period. Based on these events, an analysis was conducted to characterize the impact of wet weather on flow measured in the basins. Rain totals for each of the Four (4) storms are presented in Table 1.3. Rain Event Totals RG (in) 1/23/2018 1.48 3/21/2018 1.17 4/7/2018 1.33 4/15/2018 2.95 Table 1.3 Storm Event Rain Totals Recorded flow rates for a specific storm event are plotted against average dry weather conditions. The difference observed represents the rain-dependent inflow and infiltration (RDII or I/I) entering the sanitary sewer system upstream from this monitoring location and is called a storm hydrograph. Figure 1.2 depicts a storm hydrograph for site/basin REN_MH1360 during the storm on April 13, 2018. Figure 1.2 Figure 1.2 Storm hydrograph for site REN_MH1360 I/I calculations are made for each storm event, as shown in the colored bands above. The first period following the onset of rain is referred to as the Storm Period. The following period is referred to as Recovery 1, and the next period is referred to as Recovery 2. The Recovery 2 period was restricted as needed to not overlap the next storm. The entire period including storm and events 1 and 2 is thie Event period. The storm hydrograph for this location showed a somewhat delayed but significant flow response to the rainfall during the April 13, 2018 storm. The brown line shown above displays the Gross I/I, while the lighter blue line displays the Net I/I contributed at the site after the flow was isolated from the upstream basin by subtracting flows upstream. For each storm event a pre-compensation (or “precomp”) of the ADF data pattern occurs just before the storm and is highlighted by the gray bar in Figure 1.2. The average dry weekend or weekday is moved up or down as necessary to obtain the best fit with the flow in the sewer just before the storm. This is done to estimate and compare against the dry flow pattern that “would have” occurred if the storm did not occur. In Figure 1.2, the upward shift or positive “precomp+” of the comparator ADF data is evident. This effectively isolates only the truly rain storm dependent I/I (or RDII) by ignoring the already elevated flow rate present at the onset of the storm. RDII Once the calculations were complete for each storm, the Net RDII per storm event were graphed. The RDII results per storm event (MG) are show in Figures 1.3 and Table 1.4 and are based on the entire event periods (storm periods plus recovery periods). Figure 1.3 is sorted from high to low based on the largest storm that occurred on April 13, 2018. Figure 1.3 NetII Volume Event for Various Storms (MG) 1/23/2018 (1.48 in) 3/21/2018 (1.17 in) 4/7/2018 (1.33 in) 4/13/2018 (2.95 in) REN_MH0166 0.64 0.14 0.18 1.21 REN_MH0286 0.02 0.01 0.04 0.12 REN_MH0537 0.22 0.04 0.07 0.20 REN_MH1360 0.06 <0.01 0.85 0.48 REN_MH1763 0.47 0.05 0.06 0.34 REN_MH2116 0.97 0.40 1.11 2.82 REN_MH2171 0.30 0.08 0.19 0.85 REN_MH2252 1.08 0.19 0.58 2.92 REN_MH2999 0.13 0.10 0.17 0.43 REN_MH3216 0.03 0.02 0.02 0.07 REN_MH3625 0.28 0.09 0.25 1.05 REN_MH4628 0.57 0.05 0.17 1.42 REN_MH4646 0.09 0.05 0.07 0.20 REN_MH5302 1.49 0.66 2.12 5.47 REN_MH5505 0.34 0.06 0.20 1.03 NetII Volume Event for Various Storms (MG) 1/23/2018 (1.48 in) 3/21/2018 (1.17 in) 4/7/2018 (1.33 in) 4/13/2018 (2.95 in) REN_MH5519 0.04 0.02 0.13 0.04 REN_MH6041 0.09 0.01 0.05 0.16 REN_MH6704 0.10 0.03 0.06 0.28 Total 6.92 2.00 6.32 19.08 Table 1.4 Net II Volume Events for Various Storms (MG). Normalized RDII To enable a comparison of RDII between basins of differing sizes, the RDII volumes for each basin were normalized by dividing each basin’s net RDII values by the area of each basin (acres); then dividing by inches of rainfall to yield volume of rainfall. This yielded the % rainfall entering the basin collection system. Table 1.5 summarizes the Acreage (used in this analysis) and pipe length associated with each basin. A summary of the normalized RDII in each basin during each storm event is summarized in Figure 1.4 and Table 1.6. Figure 1.4 is sorted from high to low based on the largest storm that occurred on April 13, 2018. Basin Pipe Length Acreage MH0166 7848 124 MH0286 7199 138 MH0537 59708 353 MH1360 30805 171 MH1763 53835 323 MH2116 76537 463 MH2171 27132 158 MH2252 40774 722 MH2999 27711 224 MH3216 6244 56 MH3625 86021 594 MH4628 20489 113 MH4646 15397 96 MH5302 36717 383 MH5505 23462 144 MH5519 12905 93 MH6041 13162 64 MH6704 20191 91Table 1.5 Basin Acreage and Pipe Length. Figure 1.4 Normalized NetII Volume Event for Various Storms (%Rainfall) 1/23/2018 (1.48 in) 3/21/2018 (1.17 in) 4/7/2018 (1.33 in) 4/13/2018 (2.95 in) REN_MH0166 12.84 3.65 4.01 12.20 REN_MH0286 0.31 0.29 0.83 1.09 REN_MH0537 1.53 0.35 0.54 0.70 REN_MH1360 0.92 <0.01 1.38 3.48 REN_MH1763 3.63 0.52 0.54 1.30 REN_MH2116 5.22 2.70 6.61 7.59 REN_MH2171 4.67 1.52 3.30 6.70 REN_MH2252 3.71 0.81 2.22 5.04 REN_MH2999 1.49 1.35 2.10 2.38 REN_MH3216 1.22 1.36 1.17 1.56 REN_MH3625 1.18 0.49 1.17 2.20 REN_MH4628 12.56 1.34 4.17 15.65 REN_MH4646 2.22 1.70 1.96 2.59 REN_MH5302 9.71 5.43 15.30 17.84 REN_MH5505 5.87 1.31 3.85 8.89 REN_MH5519 1.15 0.67 3.71 0.55 REN_MH6041 3.55 0.69 2.23 3.18 REN_MH6704 2.72 0.90 1.95 3.83 Table 1.6 Normalized Net II Volume Events for Various Storms (%rainfall). Wet Season Peaking Factors A hydraulic analysis was performed at each flow-monitoring site using gross wastewater flows to evaluate the entire tributary area for contribution of excess flow. The basis of this evaluation was to compare the peak-hour to average dry day flow ratios over the study period. The weekend or weekday ADF was selected for comparison based depending on if the peak hour occurred on a weekday or weekend. These flows are presented in Table 1.7. The Gross RDII peaking factors (defined as Gross Peak Hour / Gross ADF) are shown in Figure 1.5 Basin Gross ADF (mgd) Gross Peak Hour (mgd) Day Peak Hour Occurred MH0166 0.010 1.21 Weekday MH0286 0.073 0.13 Weekday MH0537 0.317 0.55 Weekday MH1360 0.203 1.00 Weekday MH1763 0.167 0.68 Weekday MH2116 0.574 2.21 Weekday MH2171 0.184 0.78 Weekday MH2252 0.648 2.80 Weekday MH2999 0.175 0.56 Weekday MH3216 0.050 0.22 Weekday MH3625 0.587 1.56 Weekend MH4628 0.163 0.76 Weekday MH4646 0.296 0.34 weekend MH5302 1.689 5.11 Weekday MH5505 0.212 0.64 Weekend MH5519 0.319 0.39 Weekday MH6041 0.047 0.30 Weekday MH6704 0.114 0.38 Weekday Table 1.6 ADF and Peak Hour Flow Figure 1.5 Peak Hour to Average Ratio The net RDII peaking factors for these locations range from 1.2 to 80.3. REN_MH0166 had the most significant peaking factor due to a combination of RDII response and occasional dry weather flow surges that may have been coincident with rain responses. Wet Weather RDI/I Volume Summary and Prioritization RDII was evaluated for each basin during the four principal storm events. The evaluation of these basins was done based on the normalized RDII volumes for each basin. Table 1.7 summarizes the BI as the percentage of ADF, net RDII, peaking factor (Gross Peak/ADF) and Normalized net RDII that occurred in each basin during the largest storm event which occurred on April 13, 2018. Basin Base Infiltration/ADF (%) Gross Peak Hour/ADF Net RDII (MG) Normalized Net RDII (%Rainfall ) REN_MH0166 13% 80.3 1.21 12.20 REN_MH0286 71% 1.8 0.12 1.09 REN_MH0537 52% 1.7 0.20 0.70 REN_MH1360 <5% 4.9 0.48 3.48 REN_MH1763 32% 4.1 0.34 1.30 REN_MH2116 55% 3.9 2.82 7.59 REN_MH2171 39% 4.3 0.85 6.70 Basin Base Infiltration/ADF (%) Gross Peak Hour/ADF Net RDII (MG) Normalized Net RDII (%Rainfall ) REN_MH2252 48% 4.3 2.92 5.04 REN_MH2999 61% 3.2 0.43 2.38 REN_MH3216 40% 4.4 0.07 1.56 REN_MH3625 17% 2.7 1.05 2.20 REN_MH4628 64% 4.6 1.42 15.65 REN_MH4646 53% 1.2 0.20 2.59 REN_MH5302 37% 3.0 5.47 17.84 REN_MH5505 71% 3.0 1.03 8.89 REN_MH5519 45% 1.2 0.04 0.55 REN_MH6041 30% 6.4 0.16 3.18 REN_MH6704 46% 3.4 0.28 3.83 Table 1.7 RDII Results summary There are seven locations with greater than 50% of their ADF comprised of BI. This suggests that groundwater infiltration is a predominant issue in these locations. The above net flow peaking factor yields basin REN_MH0166 as the highest priority basin for future evaluation for possible direct sources of inflow (e.g. areas drains or storm connection directly leading to the sanitary sewer). The normalized net RDII suggest basins REN_MH0166, REN_MH4628, REN_MH5302 and REN_MH4628 are the highest priority basins for future evaluation for RDII reduction. This may include CCTV verification of live leaks and lining of pipes, manholes and lateral connections. LRWWMP | TM 1 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ Attachment B ADWF DEVELOPMENT REVIEW PACKET APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 Appendix H TM 2 - MODEL DEVELOPMENT AND CALIBRATION TITLE | TM 1 | CLIENT City of Renton LRWWMP Technical Memorandum ͮ MODEL DEVELOPMENT AND CALIBRATION DRAFT | September ͮͬͭ͵ City of Renton LRWWMP Technical Memorandum ͮ MODEL DEVELOPMENT AND CALIBRATION DRAFT | September ͮͬͭ͵ This document is released for the purpose of information exchange review and planning only under the authority of Daniel L. Reisinger, September ͮͬ, ͮͬͭ͵ Washington PE License No. ͱͯͲͱͳ. LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | iii Contents Technical Memorandum 2 Model Development and Calibration 2-1 ͮ.ͭ Hydraulic Model Overview ͮ‐ͭ ͮ.ͭ.ͭ Hydraulic Modeling Software ͮ‐ͭ ͮ.ͭ.ͮ Elements of the Hydraulic Model ͮ‐ͭ ͮ.ͮ Hydraulic Model Expansion and refinement ͮ‐ͮ ͮ.ͮ.ͭ Model Update Process ͮ‐ͯ ͮ.ͮ.ͮ Wastewater Flow Allocation ͮ‐Ͱ ͮ.ͮ.ͯ Inflow and Infiltration: Time‐Area Model A and RDI ͮ‐ͱ ͮ.ͯ Hydraulic Model Calibration ͮ‐ͳ ͮ.ͯ.ͭ Calibration Standards ͮ‐ͳ ͮ.ͯ.ͮ Wet Weather Calibration Standards ͮ‐ͳ ͮ.ͯ.ͯ Dry Weather Flow Calibration ͮ‐ʹ ͮ.ͯ.Ͱ Wet Weather Flow Calibration ͮ‐ͭͬ ͮ.ͯ.ͱ Hydraulic Model Calibration Summary ͮ‐ͭͱ Attachments Attachment C RDII Parameters Attachment D Negative Slope Pipelines List Attachment E Basin Diurnal Patterns Attachment F Dry Weather Calibration Results Attachment G Wet Weather Calibration Results Tables Table ͮ.ͭ Dry Weather Flow Calibration Results ͮ‐͵ Table ͮ.ͮ Wet Weather Flow Calibration Results ͮ‐ͭͯ Figures Figure ͮ.ͭ Updated Model ͮ‐ͯ Figure ͮ.ͮ Model A and RDI Model ͮ‐Ͳ Figure ͮ.ͯ Example of Dry Weather Calibration (Site MHͱͯͬͮ) ͮ‐ͭͬ Figure ͮ.Ͱ Example of Wet Weather Calibration (Site MHͱͯͬͮ) ͮ‐ͭͰ LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | v Abbreviations ADWF Average Dry Weather Flow BWF base wastewater flow City City of Renton CIWEM Chartered Institution of Water and Environmental Management DWF dry weather flow FRC fast response corresponding gpd/ac gallons per day per acre I/I Inflow and Infiltration LRWWMP Long Range Wastewater Management Plan mgd million gallons per day PE Person Equivalent RDI Rainfall Dependent Infiltration RDII Rainfall Derived Infiltration and Inflows SRC slow response corresponding TM Technical Memorandum TP treatment plant UDG Urban Drainage Group WaPUG Wastewater Planning Users Group WWF wet weather flow LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͮ‐ͭ Technical Memorandum 2 MODEL DEVELOPMENT AND CALIBRATION This Technical Memorandum (TM) describes the City of Renton’s (City) collection system infrastructure, as well as the update and calibration of the City's collection system hydraulic model. 2.1 Hydraulic Model Overview A wastewater collection system model is a simplified representation of the real sewer system. Wastewater system models can assess the conveyance capacity of the collection system. The model can be used to size new infrastructure. In addition, sewer system models can perform “what if” scenarios to assess the impacts of future developments and land use changes. The City’s collection system hydraulic model was updated and expanded using a multi‐step process utilizing data from a variety of sources. This section summarizes the hydraulic model development process, including a description of the modeled collection system, the hydraulic model elements, and the model creation process. 2.1.1 Hydraulic Modeling Software The City's system hydraulic model was developed using the Mike Urban hydraulic modeling software package, developed by DHI. The latest version (ͮͬͭͲ) of Mike Urban was used for the hydraulic model update. More information about the modeling software can be found in the Mike Urban Collection Systems Guide1. The Mike Urban model is a full pipe model including all of the City’s GIS. The hydraulic modeling engine used within the Mike Urban software package is MOUSE, which is widely used throughout the world for planning, analysis, and design related to stormwater runoff, combined sewers, sanitary sewers, and other drainage systems. 2.1.2 Elements of the Hydraulic Model The following provides a brief overview of the various elements of the hydraulic model and the required input parameters associated with each. Figure ͮ.ͭ shows the hydraulic model, and associated infrastructure described above.  Junctions: Sewer manholes, cleanouts, and other locations where pipe sizes change or where pipelines intersect are represented by junctions in the hydraulic model. Required inputs for junctions include rim elevation, invert elevation, diameter, and surcharge depth (used to represent pressurized systems). Junctions are also used at locations where flows are split or diverted 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, friction factor (e.g., Manning’s n for gravity 1 Collection System Guide, Mike Urban ͮͬͭͲ. CITY OF RENTON | TM 2 | LRWWMP ͮ‐ͮ | SEPTEMBER ͮͬͭ͵ | DRAFT mains, Hazen Williams C for force mains), invert elevations, diameter, shape, and whether or not the pipe is a force main.  Storage Nodes: For sewer system modeling, storage nodes typically are used to represent pump station wet wells (although other storage basins, etc., can be modeled as storage nodes). 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 leaves the system. For sewer system modeling, an outfall typically represents an overflow point or the connection to the influent pump station at a wastewater treatment plant (TP).  Rain Gauges: Rain gauges are rainfall input locations for the hydraulic model for simulation of wet weather flows (WWF) that are historical, projected, or theoretical hourly rainfall events.  Subcatchments: Subcatchments represent the hydrologic units of land area whose topography and drainage characteristics direct flow into a single discharge point in the sewer system. Subcatchments can be used to route rainfall runoff to the system, using parameters that determine how much and how fast stormwater inflow and infiltration (I/I) enters the sewer system.  Inflows: There are two primary flow sources that enter into the 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 the week (e.g., weekday or weekend). The dry weather diurnal patterns are adjusted during the dry weather calibration process to match the known daily flow fluctuations. Two diurnal patterns were developed for each basin, respectively representing weekday and weekend days (see Appendix G, TM ͭ). - Rainfall Derived Infiltration and Inflows (RDII). RDII are flows into the collection system originating from rainfall. Several models are available in Mike Urban to capture these effects. The models have a number of parameters that are adjusted during the wet weather calibration process (see Section ͮ.ͮ.ͯ) to model the flows into the collection during different storm events. 2.2 Hydraulic Model Expansion and refinement This section describes the multi‐step process used to update the hydraulic model using recent GIS data information and other sources, such as field surveys and as‐built drawings. LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͮ‐ͯ Figure ͮ.ͭ Updated Model 2.2.1 Model Update Process The City’s hydraulic model combines information on the physical and operational characteristics of the wastewater collection system, and performs calculations to solve a series of mathematical equations to simulate flows in pipes. The model update focused on adding new infrastructure and updating diameter ad material information based on the City’s GIS.  Step ͭ: The City’s GIS shape files for the wastewater collection system were obtained.  Step ͮ: The GIS data was reviewed and formatted in Excel to allow easy update of the Mike Urban modeling platform.  Step ͯ: The City’s GIS data was separated based on existing, modeled pipes to be updated to match GIS data and new pipes to import into the model. CITY OF RENTON | TM 2 | LRWWMP ͮ‐Ͱ | SEPTEMBER ͮͬͭ͵ | DRAFT  Step Ͱ: The collection system pipeline data and facility data were imported into the modeling software and verified. Physical and operational data for the City’s wastewater collection facilities was not available from the GIS data. This type of data, such as wet well dimensions, pump stations, and other special features, was verified manually based on calibration. - Once all the relevant data was updated and input into the hydraulic model, the model was reviewed to verify that the model data was input correctly and that the flow direction and size of the modeled pipelines were logical. Additionally, the modeled pump stations were checked to verify that they operated correctly. - The GIS data showed several negative slope pipes. These pipelines are listed in Attachment D. The City should field check these pipe inverts when the opportunity arises. If numerous deficiencies are predicted in the vicinity of these pipes, a field investigation may be warranted prior to developing projects to verify the system deficiency.  Step ͱ: Dry weather wastewater flows were then allocated to the appropriate model junctions. Eighteen separate flow factors were used and updated for flow monitoring basins. These flows were scaled up or down, as necessary, to match the DWFs recorded during the flow monitoring period during the dry weather calibration. Unmetered basins were not updated at this time.  Step Ͳ: The hydraulic model contains run parameters that need to be set by the user at the beginning of the project. These include run dates, time steps, reporting parameters, output units, and flow routing method. Once the run parameters were established, the model was debugged to ensure that it ran without errors or critical warnings. 2.2.2 Wastewater Flow Allocation Defining the quantity of dry weather wastewater flows generated by a municipality and how the flows are distributed throughout the collection system is an important component of the hydraulic modeling process. Various techniques can be used to assign wastewater flows to individual model junctions, depending on the type of data that is available. Adequate estimates of the volume of sanitary wastewater flows are important in maintaining and sizing sewer system facilities, both for present and future conditions. Baseline wastewater flows were allocated (assigned to specific nodes) in the hydraulic model based on land use data provided by the City and wastewater flow coefficients developed previously (these are described in detail in TMͬͭ). The flow coefficients for specific land use category were used to estimate an average DWF, as described below:  Step ͭ: The City’s service area was broken up into ͱ,Ͱͳʹ catchments based on tax parcels and land use. Figure ͮ.ͭ shows the catchments developed to allocate flows in the hydraulic model, and the entirety of the hydraulic model. Each catchment represents the geographic area that contributes flows into a single model node (i.e., trunk system manhole).  Step ͮ: The baseline flows were calculated for each loading polygon using a Person Equivalent (PE). The PE for each catchment was based on zoning and employment data developed in Stantec’s ͮͬͭͱ Model Update Report, Appendix F, and additional information can be found in Chapter Ͱ of the Long Range Wastewater Management LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͮ‐ͱ Plan (LRWWMP). The total PE for each flow monitoring basin was determined based on upstream catchments. Using the total PE in each basin, a flow factor was developed for every basin to relate PE to Average Dry Weather Flow (ADWF) (see Appendix G, TM ͭ for additional detail).  Step ͯ: The hydraulic model’s load allocation assigned the calculated average DWF to the appropriate node in the sewer system model.  Step Ͱ: The allocated flows were adjusted as necessary during the DWF calibration process (see Section ͮ.ͯ.ͯ) to closely match the actual measured DWFs recorded during the flow monitoring period. 2.2.3 Inflow and Infiltration: Time-Area Model A and RDI Mike Urban has several modules to estimate the wet weather I/I in each basin. For this study, the MOUSE Time‐Area Model A (Inflow) and Rainfall Dependent Infiltration (RDI) methods were chosen to model I/I respectively. The MOUSE Model A includes three primary factors including: time of concentration, a reduction factor representing flow losses, and an initial loss. The model also includes curves representing basin rain response. Basin rain response is essentially how fast flow from different parts of the catchment basin reaches the collection system. The infiltration component of the RDI flow comes from three sources, conceptually represented by different storage zones through the soil column. Figure ͮ.ͮ shows the conceptual RDI model, from DHI (ͮͬͭͲ). The three sources of flow that enter the collection system as RDI are Overland Flow that enters the system rapidly after a storm, Interflow with a medium response time, and Base Flow with a slower response, which is different than the sanitary Base Flow coming from wastewater customers. The volume of water stored in each zone, the response time, and how water moves between the zones are described by a series of related equations. The equations include ͭ͵ parameters that are not directly measurable and must be determined through model calibration. An evapotranspiration term is included to simulate drying of the zones. Attachment C present the resulting parameters after model calibration. Two important I/I parameters are the areas of “connected pervious” and “connected impervious” land contributing flow to each basin’s collection system. These areas represent the equivalent area of land accumulating rainfall that produce the WWF measured at the downstream flow meter. For example, if a flow meter measures a fast response to a storm event, there may be a lot of impervious land that is accumulating rainfall and contributing surface runoff to the collection system. Connected pervious land represents the equivalent amount of land absorbing rainfall and slowly contributing WWF to the collection system when the ground is saturated. The RDI and Model A flow components combine to create a continuous hydrograph of rainfall derived flows (RDII) for each basin from each storm event. Often during wet periods, additional storms occur while tailing components of the preceding storm are still entering the system, creating complex hydrographs. CITY OF RENTON | TM 2 | LRWWMP ͮ‐Ͳ | SEPTEMBER ͮͬͭ͵ | DRAFT Figure ͮ.ͮ Model A and RDI Model LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͮ‐ͳ 2.3 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 were conducted at the ͭʹ metering sites presented in Appendix G, TM ͭ. DWF calibration ensures an accurate depiction of base wastewater flow (BWF) generated within the study area. WWF calibration consists of calibrating the hydraulic model to a specific storm event or events to accurately simulate the peak flow and volume of I/I into the sewer system. The amount of I/I is essentially the difference between the WWF and DWF components. 2.3.1 Calibration Standards The hydraulic model was calibrated in accordance with international modeling standards. 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 UDG2, as summarized below. 2.3.1.1 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 ͭ hour.  The peak flow rate should be within the range of ±ͭͬ percent.  The volume of flow (or the average rate of flow) should be within the range of ±ͭͬ percent. If applicable, care should be taken to exclude periods of missing or inaccurate data. 2.3.2 Wet Weather Calibration Standards For each meter, three separate storms need to be run through 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. 2 UDG, Code of Practice for the Hydraulic Modelling of Urban Drainage Systems, ͭst Edition CIWEM ͮͬͭͳ www.ciwem.org. CITY OF RENTON | TM 2 | LRWWMP ͮ‐ʹ | SEPTEMBER ͮͬͭ͵ | DRAFT In addition to the shape, the flow hydrographs should also meet the following criteria as a general guide:  The timing of the peaks and troughs should be similar with regard to the duration of the events.  The peak flow rates at significant peaks should be in the range of +ͮͱ percent to ‐ͭͱ percent and should be generally similar throughout.  Modeled volume of flow should be within +ͮͬ percent to ‐ͭͬ percent of measured volume of flow.  The depth of surcharge should be in the range of +ͮͬ‐inches to ‐Ͱ‐inches.  The unsurcharged depth should be within the range of ± Ͱ‐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 I/I response is no longer apparent in the measured data. 2.3.3 Dry Weather Flow Calibration 2.3.3.1 Dry Weather Calibration Process The DWF calibration process consists of several elements:  Divide the system into areas tributary to each flowmeter. The first step in the calibration process was to divide the City into flow meter tributary areas. Eighteen tributary areas were created, one for each flowmeter from the flow monitoring program. A map showing the locations of each flow monitoring site and their associated tributary area is provided in Appendix G, TM ͭ, along with a schematic of the flow meters.  Define flow volumes within each area. The next step was to define the flow volumes within each area, which was accomplished in the flow allocation step (see Section ͮ.ͮ.ͮ).  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 the variation in flow that occurs throughout the day. Two diurnal curves were developed for each flow monitoring tributary area, one representing weekday flow and one representing weekend flow. The diurnal patterns were initially developed based on the flow monitoring data and adjusted as part of the calibration process until the model‐ simulated flows closely matched the field‐measured flows. Figure ͮ.ͯ shows the calibrated weekday and weekend diurnal patterns for the area tributary to Meter Site MHͱͯͬͮ. Similar diurnal curves were developed for each of the meters and its tributary area. These additional curves are available in Attachment E. 2.3.3.2 Dry Weather Calibration Results Table ͮ.ͭ provides a summary of the DWF calibration using the average and daily peak flow results for both weekday and weekend conditions. As shown on Table ͮ.ͭ, with a few exceptions, the model‐simulated average and peak flows for both weekday and weekend DWF were all LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͮ‐͵ within ͭͬ percent. In general, the percent difference between the overall modeled and measured DWF ranged between ‐ʹ.ͳ and ͵.Ͳ percent, with most differences being less than ͱ percent. Attachment F contains a detailed DWF calibration summary sheet for each of the ͭʹ metering sites. Each calibration sheet provides plots that compare the model‐simulated and field‐ measured flow data for both weekday and weekend conditions. An example of the dry weather calibration for Meter Site MHͱͯͬͮ is shown on Figure ͮ.ͯ. Modeled level results were also checked against the recorded flow monitoring data at each of the ͭʹ sites. All sites meet the DUG criteria and are within Ͱ inches during unsurcharged conditions. Of the ͭʹ sites, ten of the flow meters were located on segments with steep slopes causing supercritical hydraulic conditions. These supercritical conditions are difficult to measure in the field, as well as simulate in the model. During calibration, modeling parameters, such as the node headlosses, were adjusted to meet calibration criteria. However, the model remains highly sensitivity at these sites to changes in level and flow changes. There is good overall correlation of the field‐measured data to the model output results. All ͭʹ of the sites are within a ͭͬ percent range of both peak and volume, and therefore meet CiWEM criteria. Therefore the model was considered calibrated for DWF. Table ͮ.ͭ Dry Weather Flow Calibration Results Flow Meter ID Weekday Flow Volume Difference (%) Weekday Peak Flow Difference (%) Weekday Max Level Diff (in) Weekend Flow Volume Difference (%) Weekend Peak Flow Difference (%) Weekend Max Level Diff (in) MHͬͭͲͲ ‐ͭ.ͯ ‐Ͳ.Ͱ ͬ.ͮͰ ͳ.ʹ ‐ͭ.ͳ ͬ.Ͱͱ MHͬͮʹͲ ͬ.ͳ ͬ.Ͳ ͬ.ͳͲ ͮ.ͭ ͭ.ͱ ͬ.ͳʹ MHͬͱͯͳ ‐ͬ.ͳ ‐ͯ.ͭ ͬ.Ͱͳ ‐ͬ.ͳ ‐ͳ.ͬ ͬ.Ͱͳ MHͭͯͲͬ Ͳ.ͭ ͮ.ͯ ͭ.ͱͱ ͮ.Ͱ ‐ͯ.ͭ ͭ.ͱͳ MHͭͳͲͯ ͬ.͵ ͭ.ͳ ͯ.ͱ͵ ‐ͱ.Ͳ ‐Ͳ.Ͱ ͯ.Ͳͳ MHͮͭͭͲ ‐ʹ.ͱ ͬ.ͭ ͭ.ͱͰ ‐ͳ.ͭ ͮ.͵ ͭ.ʹͯ MHͮͭͳͭ ‐ͬ.Ͱ ‐ͭ.ͳ ͭ.ͯͬ ‐ͬ.ͱ ‐ͭ.ͮ ͬ.ͳͲ MHͮͮͱͮ ͬ.ͮ ‐ͭ.ͬ ͬ.ͮͭ ‐ͯ.Ͱ ‐Ͱ.ͭ ͬ.ͮͯ MHͮ͵͵͵ ‐ʹ.Ͱ Ͳ.ͱ ͬ.ͳͱ ‐Ͱ.Ͱ ‐ͬ.͵ ͬ.Ͳ͵ MHͯͮͭͲ ‐ͮ.Ͱ ‐ͯ.ͯ ͬ.ͯʹ ͱ.ͬ Ͱ.ͯ ͬ.ͱͳ MHͯͲͮͱ ͬ.Ͱ ‐ͳ.ͳ ͬ.ʹͳ ‐͵.ͭ ‐ͱ.Ͱ ͭ.ͮͬ MHͰͲͮʹ ͭ.Ͱ ͭ.ͭ ͬ.ͮʹ ‐ͯ.Ͱ ‐ͯ.ͳ ͬ.ͯͮ MHͰͲͰͲ ͬ.ͬ ‐ͬ.ͭ ͯ.ͳͮ ͬ.ͬ ‐ͬ.ͮ ͯ.ͳͰ MHͱͯͬͮ ‐ʹ.ͳ ‐ͭ.ͳ ͮ.ͭͲ ‐ʹ.ͱ ͵.ʹ ͮ.Ͱͯ MHͱͱͬͱ ͬ.Ͳ ͭ.ͯ ͬ.ͱͲ ‐ͬ.ͭ ͬ.ͱ ͬ.ͱͳ MHͱͱͭ͵ ͭ.ͳ ͭ.ͱ ͬ.͵ͭ ͵.ͭ ʹ.͵ ͭ.ͬͱ MHͲͬͰͭ ‐ͯ.ͱ ‐Ͱ.ͱ ͭ.ͱͮ ͵.Ͳ ͵.ͬ ͭ.Ͳͮ MHͲͳͬͰ ͯ.Ͳ ͮ.ͳ ͭ.ͮͰ ‐ʹ.Ͳ ‐͵.ͳ ͭ.ͮͭ CITY OF RENTON | TM 2 | LRWWMP ͮ‐ͭͬ | SEPTEMBER ͮͬͭ͵ | DRAFT Figure ͮ.ͯ Example of Dry Weather Calibration (Site MHͱͯͬͮ) 2.3.4 Wet Weather Flow Calibration 2.3.4.1 Wet Weather Calibration Process The WWF calibration enables the hydraulic model to accurately simulate I/I entering the collection system during a large storm. As outlined below, the WWF calibration process consists of several elements:  Identify calibration rainfall events. The WWF calibration process consists of running model simulations of historic rainfall events based on data collected as part of a system flow monitoring program. The goal of any WWF monitoring program is to capture and characterize a system’s response to a significant rainfall event, preferably during wet antecedent moisture conditions.  The selection of a particular calibration storm or group of storms is based on a review of the flow and rainfall data. There is a good range of different event types available for the different meters. Major events were identified as part of Chapter No. ͮ. This section refines the analysis and shows the different storms selected for calibration for all meter sites. Data was recorded between ͮͬͭͳ and ͮͬͭʹ. 0.00 0.50 1.00 1.50 2.00 2.50 3.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Flow (mgd)Hour Flow Calibration Measured Flow Weekday Weekend 0.0 1.0 2.0 3.0 4.0 024681012141618202224262830323436384042444648Velocity (ft/s)Hour Velocity Calibration Measured Velocity Weekday Weekend 0.0 2.0 4.0 6.0 8.0 10.0 024681012141618202224262830323436384042444648Level (in)Hour Level Calibration Measured Level Weekday Weekend LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͮ‐ͭͭ  Define RDII tributary areas. For the WWF calibration, RDII flows are added to the DWF. The model calculates two types of response: a slow response corresponding (SRC) mainly to infiltration and a fast response corresponding (FRC) mainly to direct inflow. Impervious area, which is the fraction of the catchment considered to contribute to FRC runoff, and RDI Area, which is the fraction of the total catchment area that contributes to the SRC runoff component are two major model‐specific data in the model calculation of WWFs. These values were initially set based on engineering judgment, as well as the previously used values, and then adjusted until the model‐simulated flows (both peak flows and total volume) matched closely with the field‐measured flows.  Create I/I parameter database and modify to match field‐measured flows. The main step in the WWF calibration process involves adjusting both Model A and RDI parameters for each flow monitoring tributary area. The most important parameters were described in Section ͮ.ͮ.ͯ and Attachment C summarizes all calibrated parameters by flow monitoring site. As with the dry weather calibration, the wet weather calibration process compared the meter data with the model output. Comparisons were made for average and peak flows as well as the temporal distribution of flow until flows returned to their baseline levels. According to the UDG, a hydraulic model is generally considered to be satisfactorily calibrated to WWF conditions if the modeled peak flows are within +ͮͱ percent to ‐ͭͱ percent of the field‐measured data, and if the average modeled flows are within +ͮͬ percent to ‐ͭͬ percent of the field‐measured data.  Adjust model variables to match field‐measured velocity and flow depths. Once the model‐simulated flows matched the field‐measured flows within the acceptable limits, the model‐simulated velocity and flow depth were compared to the field‐measured velocity and flow depth. Adjustments were made to various model parameters until the modeled and measured velocity and depth closely matched one another. The primary varied parameters for this process are pipeline roughness (Manning’s n), although other parameters can also be adjusted as calibration results are generated. Sediment buildup and movement in the pipe will also influence the level and depth, but these are very difficult to quantify and can change frequently, therefore they are not included in the calibration. - Manning’s roughness coefficients, or n values, have industry accepted ranges based on a number of variables. Roughness coefficients can increase over time depending on the construction methods, installation quality, system maintenance, and other environmental factors. Certain factors can result in roughness coefficients that differ from the typical range. These could include joint misalignment, cracks, and debris (e.g., root intrusion, etc.) that lead to increased turbulence in a pipe and an increase in the apparent Manning’s n factor. - If the model is unable to reasonably match the field‐measured flow depth and velocity within the acceptable range of Manning’s roughness coefficients, further investigation should be conducted to help determine the cause of the discrepancy. Some issues that could cause such a discrepancy can include errors in the slope or diameter of a pipeline, downstream blockages, pipeline sags, and, in some cases, influences from downstream pump station operations. CITY OF RENTON | TM 2 | LRWWMP ͮ‐ͭͮ | SEPTEMBER ͮͬͭ͵ | DRAFT 2.3.4.2 Wet Weather Calibration Results Attachment H contains a detailed WWF calibration summary sheet for each of the ͭʹ meter sites. 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 Site MHͱͯͬͮ is shown on Figure ͮ.Ͱ. Table ͮ.ͮ provides a summary of the WWF calibration using the average and peak flow results. As shown on Table ͮ.ͮ, the model‐simulated average and peak flows at ͭͲ of ͭʹ 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. LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͮ‐ͭͯ Table ͮ.ͮ Wet Weather Flow Calibration Results Flow Meter ID Pipe Dia. (in) Storm ͭ Storm ͮ Storm ͯ Vol. Flow (%) Peak Flow (%) Level Diff. (ins) Vol. Flow (%) Peak Flow (%) Level Diff. (ins) Vol. Flow (%) Peak Flow (%) Level Diff. (ins) MHͬͭͲͲ ͭͮ ͯͭ.ͭ ‐ͭ.ͱ ͱ.ͭ ‐ͯ.ͬ ͭͭ.͵ ͮͭ.ͬ ͭͱ.Ͱ ‐ͬ.͵ ͳ.Ͱ MHͬͮʹͲ ͭͬ ͳ.ͮ ‐ͭ.ʹ ͭ.ͱ ͬ.ͭ ‐ͭͭ.͵ ͭ.ͳ ‐ͳ.ʹ ‐ͮͱ.ʹ ͭ.ʹ MHͬͱͯͳ ʹ ͭͬ.ͭ ͮ.ͬ ͬ.ͮ ͱ.ͮ ‐Ͳ.Ͳ ͬ.͵ ͭͳ.ͮ ͭͯ.ͯ ͭ.ͭ MHͭͯͲͬ ͭͬ.ͳͱ ͭʹ.ͭ ͵.ͳ ͱ.ͳ ‐ͭͮ.ʹ ͳ.ͮ ͱ.ʹ ͭͱ.ͭ ͮ.ͱ Ͳ.ͬ MHͭͳͲͯ ͭͱ ͭͯ.ͬ ͭͯ.ͳ Ͳ.ͮ ‐ͯʹ.͵ ‐ͭͱ.ͬ Ͳ.Ͱ ‐ͬ.ͯ ‐ͱ.ͬ ͱ.ͯ MHͮͭͭͲ ͭͰ.ͱ ‐ ‐ ‐ ‐͵.ͱ ‐ͭͮ.Ͳ Ͳ.ͬ ͯ.ͳ ͳ.ͯ Ͱ.ͬ MHͮͭͳͭ ͭͭ.ͮͱ Ͳ.ʹ ͭͬ.͵ ͯ.ͱ ‐Ͳ.ͳ ͳ.ͳ ͮ.Ͱ ͭͳ.ͯ ͭ͵.ͱ ͯ.ʹ MHͮͮͱͮ ͭʹ ‐ͮ.ͱ ‐ͱ.ʹ ͭ.Ͳ ‐͵.Ͱ ͭͮ.ͮ ͭ.Ͳ ʹ.ͭ ͱʹ.ͯ ͮ.ͬ MHͮ͵͵͵ ʹ ͭͭ.ͬ ‐ͭͬ.͵ ͭ.ͯ ͭͭ.ͯ ͭ.ʹ ͭ.ͯ ͭͲ.ʹ ͳ.ͬ ͭ.Ͱ MHͯͮͭͲ ͳ.ͯʹ ͭʹ.ʹ ‐Ͱ.Ͱ ͮ.͵ ‐ͭͭ.ͯ ͮͱ.ͮ ͭ.ͳ ͭͯ.ͱ Ͱͳ.ʹ ͭ.͵ MHͯͲͮͱ ͭͮ Ͱ.ͳ ͱ.ͬ ͯ.ͭ ‐ͭͰ.ͳ ‐Ͳ.ͭ ͯ.ʹ ‐ͭ.ͳ ‐ʹ.ͱ ͯ.ͳ MHͰͲͮʹ ͭͬ.ͯʹ ͭͬ.Ͱ ͯ.ͱ ͮ.ͮ ‐ͮͭ.ͮ ͭͱ.ͬ ͮ.Ͳ ͭͬ.͵ ‐ͭ.Ͳ ͮ.ͯ MHͰͲͰͲ ʹ ‐ͭ.͵ ‐Ͳ.Ͳ ͱ.Ͱ ‐ͭʹ.ͯ ‐ͭ͵.ͳ ͱ.Ͱ ‐ͮ.ͮ ͭ.͵ ͱ.Ͳ MHͱͯͬͮ ͭͰ ‐Ͱ.ͯ ‐ʹ.ͳ ͯ.ʹ ‐ͳ.͵ Ͳ.ͳ Ͱ.ͱ ‐ͭ.Ͳ ͬ.ʹ Ͱ.ͯ MHͱͱͬͱ ͭͬ Ͳ.Ͳ ‐ͭ.͵ ͭ.ͱ ‐͵.ͱ Ͳ.ͯ ͭ.ͮ ‐ͮ.ͮ ‐ͭͰ.ͳ ͮ.ʹ MHͱͱͭ͵ ͭͬ.ͮͱ ͭͮ.ͮ ͯͯ.ͭ ͭ.ͱ ͭͬ.͵ ͮͰ.ͬ ͭ.Ͱ ͵.ʹ ͭ.ͯ ͮͭ.ͯ MHͲͬͰͭ ʹ ‐ͭͰ.ͱ ‐ʹ.͵ ͮ.Ͳ ͭͲ.ͱ ͭ͵.ͳ ͮ.Ͳ ͯ͵.ͯ ͭͰͬ.ͯ ͯ.ͱ MHͲͳͬͰ ͭͮ ‐ʹ.Ͱ ‐ͭ͵.ͭ ͭ.͵ ͭͲ.ͳ ͮͭ.ʹ ͮ.ͬ ͭͱ.ͮ ͯ.ͬ ͭ.͵ CITY OF RENTON | TM 2 | LRWWMP ͮ‐ͭͰ | SEPTEMBER ͮͬͭ͵ | DRAFT Figure ͮ.Ͱ Example of Wet Weather Calibration (Site MHͱͯͬͮ) 2.3.4.3 Wet Weather Calibration Discussion Every meter data was compared to three storms recorded during the flow monitoring period for calibration, with the exception of MHͮͭͭͲ which had two, because the meter failed to record data during the initial storm event. 0.00000 0.10000 0.20000 0.30000 0.40000 0.50000 0.600000.8 1.3 1.8 2.3 2.8 3.3 3.8 4.3 4.8 5.3 5.8 12/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow Calibration Rai n 0.00000 0.10000 0.20000 0.30000 0.40000 0.50000 0.600000.0 1.0 2.0 3.0 4.0 5.0 6.0 12/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity Calibration Rain 0.00000 0.10000 0.20000 0.30000 0.40000 0.50000 0.600000 2 4 6 8 10 12 14 16 12/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level Calibration Rain LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ | ͮ‐ͭͱ Of the ͭʹ meters, ͭͲ had two or more storm events response within calibration standards for flows. Of the ͭʹ meters, ͭͮ met the level calibration standard of a maximum difference of four inches. As discussed previously in the dry weather calibration section, sites with super critical remain sensitive to flow and level changes in the hydraulic model. The following are discussions on specific sites:  Site MHͯͮͭͲ only reached calibration standards for one of the three storms. In general the model could not match the peak flows measured for the first two upfront storm events. The City’s collection system showed a more significant rainfall response in the first half of the flow monitoring period. Note, the flow monitoring was stopped for a two week period in January, and following this the meter showed less response than before the period of inactivity. Calibration parameters were calibrated to match Storm ͭ response, so the hydraulic model is more conservative.  Site MHͲͬͰͭ also only met calibration standards for one of the three calibration storms. Similar to Site MHͯͮͭͲ, MHͲͬͰͭ had significant changes in rainfall response throughout the flow monitoring period. Storm ͭ occurred in December and caused significant I/I response in the collection system, while Storms ͮ and ͯ showed almost no response in the later part of the season. The change in rainfall response made it difficult to match across the season, for this reason conservative parameters were used and the hydraulic model was calibrated to Storm ͭ. As a result of calibration, I/I metrics were estimated from the model results for existing conditions at the ͭʹ flow monitoring sites. Results show a large variation of I/I response throughout the system, from ͭͮ gallons per day per acre (gpd/ac) to ͭͯ,Ͱͬͬ gpd/. 2.3.5 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. Results indicated that the model correlated well with the field‐measured data for flows. All sites met the DUG standards for ADWF. PWWF calibration was achieved at ͭͲ of the ͭʹ meter sites used for model calibration, which is typical for this level of calibration. This provides 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. LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ Attachment C RDII PARAMETERS Table 1 Connected Basin Area Basin Area (acres) Connected Impervious (acres) Connected Pervious Total Connected Total Connected (acres) (acres) (%) MH0166 195.7 18.1 9.8 27.9 14.3% MH0286 374.5 0.4 1.9 2.2 0.6% MH0537 904.8 1.8 18.1 19.9 2.2% MH1360 757.8 2.3 47.7 50.0 6.6% MH1763 425.0 3.0 19.6 22.5 5.3% MH2116 418.6 8.8 79.1 87.9 21.0% MH2171 251.1 5.5 23.9 29.4 11.7% MH2252 760.5 16.7 47.1 63.9 8.4% MH2999 391.5 2.0 32.3 34.3 8.8% MH3216 46.0 0.0 2.1 2.1 4.5% MH3625 643.1 6.4 20.6 27.0 4.2% MH4628 187.7 7.5 33.8 41.3 22.0% MH4646 173.4 0.5 3.1 3.6 2.1% MH5302 698.5 6.3 52.4 58.7 8.4% MH5505 224.9 4.0 15.5 19.6 8.7% MH5519 47.6 0.0 2.5 2.5 5.3% MH6041 122.7 0.2 9.4 9.6 7.8% MH6704 180.0 1.2 9.7 10.9 6.1% Table 2 Model A Parameters Basin Impervious Time of Concentration Reduction Factor Initial Loss (%) (min) (in) MH0166 9.25 15 0.9 0.024 MH0286 0.1 15 0.9 0.024 MH0537 0.195 15 0.9 0.024 MH1360 0.3 15 0.9 0.024 MH1763 0.7 15 0.9 0.024 MH2116 2.1 15 0.9 0.024 MH2171 2.2 15 0.9 0.024 MH2252 2.2 15 0.9 0.024 MH2999 0.5 15 0.9 0.024 MH3216 0 15 0.9 0.024 MH3625 1 15 0.9 0.024 MH4628 4 15 0.9 0.024 MH4646 0.3 15 0.9 0.024 MH5302 0.9 15 0.9 0.024 MH5505 1.8 15 0.9 0.024 MH5519 0 15 0.9 0.024 MH6041 0.17 15 0.9 0.024 MH6704 0.65 15 0.9 0.024 Table 3 RDI Parameters Basin Percent RDI Area (%) Surface Storage (Umax) Root Zone Storage (Lmax) Overland Coefficient Groundwater Coefficient (Carea) TC Overland Flow (CKof) TC Interflow (CKif) TC Baseflow (CKbf) Overland Flow Threshold (Tof) Interflow Threshold (Tif) Groundwater Threshold (Tg) Initial Surface Storage (U) Initial Root Zone Moisture (L) Initial Groundwater Depth (GWL) Initial Overland Flow (OF) Initial Interflow (IF) Specific Yield (Sy) Minimum Groundwater Depth (GWLmin) Max GW depth causing Baseflow (GWLbf0) GW Depth for Unit Capillary flux (GWLfl1) (CQof) MH0166 5 0.5 4 0.45 1 12 360 1000 85 85 0 0.3 3 7 0 0 0.2 0 7 1 MH0286 0.5 0.5 4 0.45 1 12 360 1000 85 85 0 0.3 3 7 0 0 0.2 0 7 1 MH0537 2 0.5 4 0.3 1 10 160 1000 60 60 10 0.25 2.5 14 0 0 0.2 0 14 0.8 MH1360 6.3 0.5 8 0.3 1 10 80 1000 0 0 0 0.3 3 10 0 0 0.2 0 10 1 MH1763 4.6 0.55 6 0.25 1 7 210 1000 5 38 6 0.27 3.4 17 0 0 0.2 0 17 0.66 MH2116 18.9 0.5 4 0.35 1 7 80 2300 52 80 22 0.28 2.8 11.5 0 0 0.2 0 9 0.93 MH2171 9.5 0.48 4 0.35 1 6 165 2400 0 71 75 0.25 2.5 14 0 0 0.2 0 11 0.84 MH2252 6.2 0.3 3 0.2 1 8 790 3000 0.5 0.5 0 0.1 2.4 10 0 0 0.2 0 10 0 MH2999 8.25 0.5 4 0.2 1 7 100 3000 0 0 0 0.3 3 7 0 0 0.2 0 7 1 MH3216 4.5 0.5 4 0.9 1 8 200 2000 0 0 0 0.3 3 10 0 0 0.2 0 20 1 MH3625 3.2 0.6 4.8 0.18 1 15 340 3055 52 52 46 0.2 2 18 0 0 0.2 0 18 0.66 MH4628 18 0.5 4 0.3 1 15 100 1000 0 0 0 0.3 3 10 0 0 0.2 0 10 1 MH4646 1.8 0.6 7 0.4 1 7 20 300 60 80 10 0.4 5 10 0 0 0.2 0 10 1 MH5302 7.5 0.5 4 0.3 1 20 375 1150 0 25 0 0.3 3 10 0 0 0.2 0 10 1 MH5505 6.9 0.5 4 0.3 1 20 300 600 20 20 10 0.3 3 10 0 0 0.2 0 10 1 MH5519 5.3 0.5 4 0.6 1 6.4 260 1400 0 0 0 0.18 1.8 17 0 0 0.16 0 17 0.6 MH6041 7.65 0.8 4 0.9 1 15 600 6000 0 95 0 0.3 3 10 0 0 0.1 0 10 1 MH6704 5.4 0.5 4 0.3 1 8 400 5000 58 0 0 0.3 3 10 0 0 0.2 0 10 1 LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ Attachment D NEGATIVE SLOPE PIPELINES LIST MUID FROMNODE TONODE Up Level Down Level Diameter (ft) Length (ft) Slope 186l1 186 RE*SINT.R18A-09 0.7 0.8 9.00 41.00 0.00 188l1 188 RE*SINT.R18A-08 0.7 0.8 9.00 38.80 0.00 3234l3 MH1130 3234 357.6 357.7 0.67 35.05 0.00 439l1 439 440 2.3 2.4 7.00 13.52 -0.01 439l2 439 441 2.3 2.4 7.00 13.89 -0.01 443l1 443 444 2.3 2.4 7.00 13.52 -0.01 444l1 444 445 2.3 2.4 7.00 13.90 -0.01 5304275l1 5304275 MH5935 308.6 308.7 0.67 53.70 0.00 81l1 81 RE*SINT.R18-09 0.8 0.9 6.00 27.47 0.00 GM00020 MH0470 MH1376 314.9 315.0 1.33 16.13 0.00 GM00106 MH0204 MH0203 6.2 6.3 2.00 79.02 0.00 GM00117 MH4744 MH0051 339.6 339.7 1.25 93.40 0.00 GM00269 MH0820 MH6710 325.6 326.9 0.67 181.69 -0.01 GM00318 8bend MH3694 415.9 415.9 0.67 48.74 0.00 GM00378 MH4425 MH4463 434.0 434.0 0.67 50.04 0.00 GM00406 MH4367 MH4366 395.7 395.8 0.67 62.73 0.00 GM00506 MH0245 MH0244 2.3 2.4 1.00 54.42 0.00 GM00589 MH4366 MH4701 395.7 395.8 0.67 21.03 -0.01 GM00644 MH0285 MH0286 3.3 3.4 0.83 6.54 -0.02 GM00676 MH2239 MH2241 12.7 12.8 0.67 119.97 0.00 GM00727 MH0105 5318252 63.1 63.2 0.67 143.00 0.00 GM00757 MH0135 MH0134 21.5 21.6 1.00 64.40 0.00 GM00856 MH0526 MH2756 230.1 230.2 1.50 57.18 0.00 GM00886 MH3702 MH3636 385.4 385.4 0.67 43.68 0.00 GM01147 MH3631 MH3630 410.9 410.9 0.67 19.58 0.00 GM01258 MH3060 MH3601 411.8 411.9 0.67 49.21 0.00 GM01413 MH0460 MH0459 362.6 362.7 0.67 153.13 0.00 GM01479 MH1130 3234 357.6 357.7 0.67 35.05 0.00 GM01514 MH0839 MH0738 270.6 273.7 0.67 341.55 -0.01 GM01571 MH0520 MH0383 43.1 43.1 0.67 48.96 0.00 GM01609 MH1039 MH1040 420.1 420.2 0.67 47.36 0.00 GM01757 MH0678 MH0677 225.6 225.7 0.67 59.30 0.00 GM01797 MH0719 MH0445 21.7 21.7 0.83 38.71 0.00 GM01852 MH1064 MH1153 360.1 360.2 0.67 93.00 0.00 GM01896 MH0996 MH0995 406.7 406.8 0.67 126.24 0.00 GM01916 MH1007 MH1008 407.1 407.2 0.67 152.94 0.00 GM01922 MH1131 MH1129 363.6 363.7 0.67 86.83 0.00 GM02810 MH1862 MH1861 38.6 38.6 0.83 15.00 0.00 GM03035 MH2541 MH2539 14.4 14.4 0.50 70.34 0.00 GM03145 MH2373 MH0066 17.9 21.6 1.00 62.41 -0.06 GM03252 MH2127 MH2128 18.7 18.8 2.00 70.08 0.00 GM03254 MH2129 MH2130 18.4 18.4 2.00 50.00 0.00 GM03258 MH2133 MH2134 17.9 17.9 2.00 60.42 0.00 GM03323 MH2162 MH2161 31.6 31.7 1.00 84.99 0.00 GM03375 MH2418 MH2194 12.8 12.9 1.50 34.74 0.00 GM03787 MH3214 MH3213 142.2 142.3 0.67 157.69 0.00 GM03855 MH2907 MH2906 383.0 383.1 0.67 134.02 0.00 GM03960 MH3042 MH3034 105.8 105.9 0.67 128.45 0.00 GM04264 MH3307 MH3308 96.4 96.4 0.67 89.84 0.00 GM04664 MH4862 MH2210 307.5 307.7 0.67 86.65 0.00 GM04975 MH5053 MH5052 359.2 359.3 0.67 160.69 0.00 GM04976 MH5052 MH6825 359.2 359.3 0.83 160.43 0.00 GM04978 MH5050 MH5049 304.4 318.3 0.83 300.22 -0.05 GM04979 MH5049 MH2715 318.2 327.9 0.83 351.34 -0.03 GM05144 MH5167 MH5168 407.0 409.9 0.67 68.10 -0.04 GM05191 MH5195 MH5194 416.4 416.5 0.67 55.50 0.00 GM05245 MH5240 MH3726 319.9 322.0 0.67 134.80 -0.02 GM05417 MH5331 MH5332 28.5 28.6 1.00 89.96 0.00 MUID FROMNODE TONODE Up Level Down Level Diameter (ft) Length (ft) Slope GM05425 MH5330 MH5339 16.9 17.0 1.25 61.76 0.00 GM05478 MH2134 RE*BOERENT.RO1-36 17.8 17.9 2.00 56.61 0.00 GM05481 MH1762 RE*CEDAR2.R10-26A 52.1 55.8 1.25 50.03 -0.07 GM05760 MH5543 MH5542 150.6 150.7 0.67 138.22 0.00 GM05890 MH6259 MH5672 478.2 489.0 0.67 117.05 -0.09 GM05974 MH5738 MH5898 286.2 286.2 0.67 62.40 0.00 GM06289 MH5940 MH5943 315.9 317.2 0.67 265.23 0.00 GM06311 MH5959 MH5958 376.3 376.4 0.67 77.18 0.00 GM06618 MH6212 MH6217 390.1 390.2 0.67 195.30 0.00 GM06803 MH1638 MH1637 369.7 370.4 1.00 75.97 -0.01 GM06889 MH0924 MH0761 357.7 360.4 0.67 15.78 -0.17 GM07042 MH6360 MH6361 394.8 395.9 0.67 91.44 -0.01 GM07332 MH6612 MH6613 439.0 454.9 0.67 282.49 -0.06 GM07333 MH6613 MH6614 454.8 456.1 0.67 121.59 -0.01 GM07334 MH6614 MH6615 456.0 458.0 0.67 207.78 -0.01 GM07355 MH6626 MH6356 393.7 399.4 0.67 45.41 -0.13 Link_91 MH3090 FM0043-TEE 404.8 404.9 1.25 32.00 0.00 R18-01l1 R18-01 RE*SINT.RO1-68 -2.3 -2.1 7.50 123.83 0.00 R18A-13l1 RE*SINT.R18A-13 184 0.9 1.1 9.00 9.97 -0.01 RE*BOERENT.RO1-34l1 RE*BOERENT.RO1-34 RE*BOERENT.RO1-33 17.2 17.2 2.00 65.37 0.00 RE*CEDAR1.R10-25l1 RE*CEDAR1.R10-25 RE*CEDAR1.R10-24A 55.3 55.4 3.50 73.94 0.00 RE*CEDAR2.R10-26Al1 RE*CEDAR2.R10-26A RE*CEDAR1.R10-26 52.0 55.8 3.50 73.03 -0.05 RE*CEDAR3.R10-32Al1 RE*CEDAR3.R10-32A RE*CEDAR2.R10-32 61.5 61.6 3.50 84.06 0.00 RE*CEDAR3.R10-36l1 RE*CEDAR3.R10-36 RE*CEDAR3.R10-35 62.8 62.9 3.50 110.68 0.00 RE*ESI1.RO1-01Al1 1814 RE*ESI1.RO1-01 -2.3 -2.2 9.00 152.67 0.00 RE*ESI1.RO1-01Bl1 1735 RE*ESI1.RO1-01A -2.3 -2.2 9.00 43.26 0.00 RE*ESI1.RO1-18l1 RE*ESI1.RO1-18 RE*ESI1.RO1-17 4.0 4.1 9.00 76.23 0.00 RE*ESI1.RO1-25l1 RE*ESI1.RO1-25 RE*ESI1.RO1-25A 5.9 6.0 9.00 32.09 0.00 RE*ESI1.RO1-32l1 RE*ESI1.RO1-32 RE*ESI1.RO1-32A 6.8 6.8 9.00 61.79 0.00 RE*ESI2.RO2-16l1 RE*ESI2.RO2-16 RE*ESI2.RO2-15A 14.0 14.1 8.00 72.17 0.00 RE*SINT.R18-01l1 RE*SINT.R18-01 R18-01 -2.3 -2.2 7.50 21.63 -0.01 RE*SINT.R18-02l1 RE*SINT.R18-02 RE*SINT.R18-01 -2.3 -2.2 6.00 74.93 0.00 RE*SINT.R18-09l1 RE*SINT.R18-09 RE*SINT.R18-08B 0.8 0.8 6.00 73.99 0.00 RE*SINT.R18-18** RE*SINT.R18-18 RE*SINT.R18A-21 2.7 3.2 6.00 50.90 -0.01 RE*SINT.R18A-09l1 RE*SINT.R18A-09 188 0.7 0.8 9.00 106.38 0.00 RE*SINT.R18A-12l1 RE*SINT.R18A-12 RE*SINT.R18A-11 1.2 1.3 9.00 26.86 0.00 RE*SINT.R18A-13l1 184 RE*SINT.R18A-12 1.0 1.3 9.00 85.28 0.00 RE*SINT.R18A-18l1 RE*SINT.R18A-18 439 2.3 2.4 9.00 29.97 0.00 RE*SINT.R18A-21l1 RE*SINT.R18A-21 RE*SINT.R18A-20 3.1 3.2 4.50 20.25 0.00 RE*TUK.R18-20Al1 RE*TUK.R18-20A RE*TUK.R18-20 6.3 6.5 3.00 72.38 0.00 LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ Attachment E BASIN DIURNAL PATTERNS MH 0166 MH 0286 MH 0537 MH 1360 MH 1763 MH 2116 MH 2171 MH 2252 MH 2999 MH 3216 MH 3625 MH 4628 MH 4646 MH 5302 MH 5505 MH 5519 MH 6041 MH 6704 LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ Attachment F DRY WEATHER CALIBRATION RESULTS Table 1 Dry Weather Flow Calibration Results Long-range Wastewater Management Plan City of Renton Pipe Avg. Peak Avg. Avg. Avg. Peak Avg. Avg. Avg. Peak Max Meter Diameter Flow Flow Velocity Level Flow Flow Velocity Level Flow Flow Level Diff Number (in) (mgd) (mgd) (ft/s) (in) (mgd) (mgd) (ft/s) (in) (%) (%) (in) MH0166 12 0.015 0.026 0.30 1.2 0.014 0.024 0.73 1.1 -1.3% -6.4% 0.24 MH0286 9.88 0.073 0.095 0.66 3.5 0.073 0.095 0.98 2.9 0.7% 0.6% 0.76 MH0537 8 0.317 0.392 8.73 1.7 0.315 0.379 7.32 2.1 -0.7% -3.1% 0.47 MH1360 10.75 0.203 0.255 3.40 2.2 0.216 0.260 1.91 3.6 6.1% 2.3% 1.55 MH1763 15 0.167 0.231 0.40 7.8 0.168 0.234 0.74 6.1 0.9% 1.7% 3.59 MH2116 14.38 0.574 0.648 2.86 4.5 0.525 0.648 2.59 5.7 -8.5% 0.1% 1.54 MH2171 11.25 0.184 0.278 1.25 4.0 0.184 0.273 1.29 4.7 -0.4% -1.7% 1.30 MH2252 18 0.648 0.837 4.62 3.2 0.649 0.829 2.79 3.3 0.2% -1.0% 0.21 MH2999 8 0.175 0.208 5.22 1.6 0.160 0.221 3.99 2.0 -8.4% 6.5% 0.75 MH3216 7.38 0.050 0.069 0.89 2.4 0.048 0.066 1.02 2.5 -2.4% -3.3% 0.38 MH3625 12 0.533 0.729 2.57 5.0 0.535 0.673 2.74 4.7 0.4% -7.7% 0.87 MH4628 10.38 0.163 0.195 4.27 1.8 0.165 0.197 3.73 1.6 1.4% 1.1% 0.28 MH4646 8 0.205 0.229 9.02 1.3 0.205 0.228 7.95 4.5 0.0% -0.1% 3.72 MH5302 19.88 1.689 2.009 3.22 8.1 1.542 1.974 3.76 6.4 -8.7% -1.7% 2.16 MH5505 10 0.211 0.238 5.85 1.6 0.212 0.241 4.03 2.1 0.6% 1.3% 0.56 MH5519 10.25 0.319 0.380 5.84 2.1 0.325 0.386 5.14 2.8 1.7% 1.5% 0.91 MH6041 8 0.047 0.065 3.75 0.8 0.045 0.062 1.53 2.1 -3.5% -4.5% 1.52 MH6704 12 0.114 0.154 5.58 1.0 0.118 0.158 5.57 2.0 3.6% 2.7% 1.24 Notes: 1. Source: City of Renton 2018 Temporary Flow Monitoring Program, ADS 2. Average flow, level, and velocity are computed from hydraulic modeling results. Maximum flow values are hourly peaks. 3. Percent Difference = (Modeled - Measured)/Measured*100. Measured Data(1)Modeled Data(2)Percent Error(3) Weekday Dry Weather Flow Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.009 0.9 0.12 0.010 0.9 0.66 0.06 0.75 0.61 0.611 0.009 0.9 0.10 0.009 0.8 0.64 0.06 0.75 0.61 0.612 0.009 0.9 0.09 0.009 0.8 0.64 0.04 0.75 0.61 0.613 0.009 0.9 0.08 0.009 0.8 0.64 0.03 0.75 0.61 0.614 0.009 0.9 0.07 0.009 0.8 0.64 0.02 0.75 0.61 0.615 0.009 0.8 0.07 0.009 0.8 0.64 0.00 0.84 0.68 0.686 0.010 0.9 0.07 0.009 0.9 0.65 -0.01 0.75 0.61 0.617 0.009 0.9 0.08 0.009 0.9 0.65 0.00 1.00 0.82 0.828 0.012 1.1 0.22 0.011 0.9 0.68 0.12 1.67 1.36 1.369 0.020 1.2 0.31 0.016 1.1 0.77 0.02 1.51 1.23 1.2310 0.018 1.2 0.39 0.018 1.2 0.79 0.03 1.51 1.23 1.2311 0.018 1.3 0.43 0.018 1.2 0.78 0.13 1.42 1.16 1.1612 0.017 1.4 0.41 0.017 1.2 0.78 0.22 1.51 1.23 1.2313 0.018 1.4 0.41 0.018 1.2 0.78 0.23 1.93 1.57 1.5714 0.023 1.4 0.49 0.021 1.3 0.83 0.12 2.18 1.77 1.7715 0.026 1.5 0.48 0.024 1.4 0.86 0.06 1.93 1.57 1.5716 0.023 1.5 0.56 0.024 1.4 0.85 0.16 1.93 1.57 1.5717 0.023 1.5 0.56 0.022 1.3 0.84 0.15 1.51 1.23 1.2318 0.018 1.4 0.51 0.020 1.2 0.80 0.20 1.34 1.09 1.0919 0.016 1.3 0.42 0.017 1.1 0.76 0.19 1.09 0.89 0.8920 0.013 1.3 0.38 0.014 1.1 0.73 0.22 1.09 0.89 0.8921 0.013 1.2 0.36 0.013 1.0 0.71 0.24 0.84 0.68 0.6822 0.010 1.1 0.26 0.011 0.9 0.69 0.19 0.92 0.75 0.7523 0.011 1.1 0.23 0.010 0.9 0.67 0.20 0.75 0.61 0.6124 0.004 0.9 0.07 0.010 0.9 0.66 0.01 0.25 0.58 0.5825 0.003 0.9 0.06 0.007 0.7 0.58 0.17 0.25 0.58 0.5826 0.003 0.9 0.06 0.004 0.6 0.49 0.34 0.29 0.68 0.6827 0.004 0.9 0.05 0.003 0.5 0.48 0.35 0.21 0.49 0.4928 0.003 0.9 0.04 0.003 0.5 0.48 0.34 0.29 0.68 0.6829 0.004 0.8 0.03 0.003 0.5 0.48 0.34 0.25 0.58 0.5830 0.003 0.8 0.03 0.003 0.5 0.48 0.34 0.17 0.39 0.3931 0.002 0.8 0.03 0.003 0.5 0.47 0.36 0.21 0.49 0.4932 0.003 0.9 0.07 0.003 0.5 0.45 0.42 0.29 0.68 0.6833 0.004 0.9 0.11 0.003 0.5 0.47 0.45 0.42 0.97 0.9734 0.005 1.0 0.12 0.004 0.6 0.51 0.42 0.50 1.17 1.1735 0.006 1.0 0.15 0.005 0.7 0.56 0.39 0.54 1.27 1.2736 0.007 1.1 0.22 0.006 0.7 0.58 0.38 0.50 1.17 1.1737 0.006 1.1 0.19 0.006 0.7 0.58 0.36 0.54 1.27 1.2738 0.007 1.1 0.20 0.006 0.7 0.58 0.39 0.71 1.66 1.6639 0.009 1.1 0.17 0.007 0.8 0.61 0.29 0.84 1.95 1.9540 0.010 1.0 0.15 0.009 0.8 0.65 0.19 0.63 1.46 1.4641 0.008 1.0 0.13 0.009 0.8 0.64 0.17 0.67 1.56 1.5642 0.008 1.0 0.13 0.008 0.8 0.62 0.21 0.54 1.27 1.2743 0.007 1.0 0.14 0.007 0.8 0.60 0.24 0.42 0.97 0.9744 0.005 0.9 0.11 0.006 0.7 0.57 0.25 0.54 1.27 1.2745 0.007 0.9 0.11 0.006 0.7 0.57 0.26 0.54 1.27 1.2746 0.007 0.9 0.11 0.006 0.7 0.58 0.24 0.38 0.88 0.8847 0.005 0.9 0.07 0.006 0.7 0.56 0.24 0.29 0.68 0.68Weekday 0.015 1.2 0.30 0.014 1.1 0.73 1.23 1.00 1.00Weekend 0.005 1.0 0.11 0.006 0.7 0.55 0.43 1.00 1.00ADWF(1)0.012 1.1 0.24 0.012 0.9 0.681.00 1.001.00Weekday-1.3%0.24Weekend7.8%0.45Note:WeekdayWeekendAverage% ErrorCity of RentonLong-range Wastewater Management PlanMeasured DataModeled DataDiurnalFLOW MONITORING SITE MH0166 DRY WEATHER FLOW CALIBRATION0.000.010.010.020.020.030.03024681012141618202224262830323436384042444648Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekday Weekend0.00.20.40.60.81.0024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocityWeekday Weekend0.00.51.01.52.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Level (in)HourLevel CalibrationMeasured LevelModeled LevelWeekday Weekend0.00.51.01.52.00 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.51.01.52.02.501234567891011121314151617181920212223Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial ModifiedCalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve CurveDiurnal0 0.058 3.2 0.58 0.051 2.465 0.75 0.76 0.84 0.760.77 0.771 0.056 3.2 0.58 0.056 2.553 0.91 0.66 0.86 0.770.78 0.782 0.057 3.2 0.57 0.058 2.579 0.92 0.61 0.89 0.800.81 0.813 0.059 3.2 0.58 0.060 2.604 0.92 0.61 0.88 0.790.80 0.804 0.058 3.2 0.59 0.061 2.630 0.84 0.60 0.97 0.880.89 0.895 0.064 3.3 0.60 0.064 2.766 0.89 0.50 1.08 0.970.98 0.986 0.071 3.4 0.64 0.070 2.902 0.99 0.48 1.19 1.071.08 1.087 0.078 3.5 0.67 0.080 3.009 1.03 0.49 1.26 1.141.15 1.158 0.083 3.6 0.71 0.085 3.098 1.07 0.52 1.35 1.211.22 1.229 0.089 3.7 0.72 0.090 3.184 1.10 0.50 1.42 1.281.29 1.2910 0.094 3.8 0.75 0.094 3.251 1.12 0.51 1.43 1.291.30 1.3011 0.094 3.8 0.75 0.095 3.265 1.13 0.52 1.44 1.291.31 1.3112 0.095 3.8 0.76 0.095 3.266 1.13 0.54 1.41 1.271.29 1.2913 0.093 3.8 0.76 0.093 3.226 1.11 0.58 1.34 1.211.22 1.2214 0.088 3.8 0.75 0.088 3.140 1.08 0.61 1.27 1.141.16 1.1615 0.084 3.7 0.72 0.084 3.064 1.06 0.60 1.22 1.101.11 1.1116 0.081 3.6 0.71 0.080 2.977 1.03 0.65 1.11 1.001.01 1.0117 0.073 3.5 0.68 0.074 2.851 0.99 0.69 1.05 0.950.95 0.9518 0.069 3.4 0.65 0.070 2.771 0.96 0.68 1.01 0.910.92 0.9219 0.067 3.4 0.64 0.067 2.708 0.92 0.70 0.95 0.860.86 0.8620 0.063 3.4 0.62 0.063 2.639 0.94 0.71 0.92 0.830.84 0.8421 0.061 3.3 0.60 0.062 2.613 0.88 0.66 0.90 0.820.82 0.8222 0.060 3.3 0.60 0.060 2.587 0.90 0.67 0.87 0.780.79 0.7923 0.057 3.2 0.58 0.058 2.528 0.84 0.68 0.87 0.700.70 0.7024 0.048 3.1 0.53 0.050 2.425 0.75 0.64 0.71 0.970.90 0.9025 0.047 3.0 0.51 0.046 2.273 0.75 0.77 0.71 0.960.96 0.9626 0.047 3.0 0.51 0.048 2.315 0.80 0.71 0.69 0.930.94 0.9427 0.046 3.0 0.51 0.047 2.306 0.71 0.70 0.69 0.930.94 0.9428 0.046 3.0 0.51 0.046 2.310 0.75 0.69 0.70 0.950.95 0.9529 0.046 3.0 0.51 0.048 2.324 0.76 0.67 0.71 0.970.98 0.9830 0.047 3.0 0.51 0.049 2.338 0.81 0.69 0.72 0.980.99 0.9931 0.048 3.0 0.52 0.049 2.334 0.88 0.71 0.72 0.980.99 0.9932 0.048 3.1 0.52 0.050 2.323 0.86 0.73 0.73 0.991.00 1.0033 0.048 3.1 0.52 0.048 2.320 0.83 0.74 0.74 1.001.01 1.0134 0.049 3.1 0.53 0.050 2.327 0.74 0.74 0.75 1.011.02 1.0235 0.049 3.1 0.52 0.051 2.331 0.74 0.74 0.75 1.021.03 1.0336 0.050 3.1 0.53 0.051 2.348 0.82 0.75 0.78 1.051.06 1.0637 0.051 3.1 0.53 0.052 2.376 0.82 0.75 0.78 1.051.06 1.0638 0.051 3.1 0.53 0.050 2.374 0.82 0.75 0.75 1.021.03 1.0339 0.050 3.1 0.53 0.052 2.370 0.82 0.74 0.79 1.071.08 1.0840 0.052 3.1 0.54 0.051 2.407 0.80 0.71 0.78 1.051.06 1.0641 0.051 3.1 0.55 0.050 2.396 0.82 0.72 0.78 1.061.07 1.0742 0.052 3.1 0.55 0.053 2.393 0.87 0.73 0.75 1.021.03 1.0343 0.050 3.1 0.54 0.051 2.355 0.75 0.77 0.73 0.991.00 1.0044 0.048 3.1 0.52 0.047 2.325 0.71 0.76 0.71 0.970.98 0.9845 0.047 3.1 0.52 0.049 2.309 0.79 0.78 0.72 0.980.99 0.9946 0.048 3.0 0.52 0.047 2.330 0.77 0.72 0.72 0.980.99 0.9947 0.048 3.0 0.51 0.049 2.336 0.79 0.69 0.73 0.991.00 1.00Weekday 0.073 3.5 0.66 0.073 2.9 0.981.11 0.991.00 1.00Weekend 0.048 3.1 0.52 0.049 2.3 0.790.74 0.991.00 1.00ADWF(1)0.066 3.4 0.62 0.066 2.7 0.931.00 0.991.00Weekday0.7%0.76Weekend2.1%0.78Note:City of RentonLong-range Wastewater Management PlanFLOW MONITORING SITE MH0286 DRY WEATHER FLOW CALIBRATIONWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.020.040.060.080.100 2 4 6 8 1012141618202224262830323436384042444648Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday0.00.20.40.60.81.01.20 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.00.51.01.52.02.53.03.54.00 2 4 6 8 1012141618202224262830323436384042444648Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.20.40.60.81.01.21.40 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.20.40.60.81.01.224 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.247 1.6 8.22 0.266 1.9 6.95 -0.38 0.710.711 0.225 1.5 7.89 0.236 1.8 6.71 -0.34 0.680.682 0.217 1.4 7.65 0.219 1.8 6.56 -0.33 0.690.693 0.219 1.4 7.58 0.216 1.8 6.55 -0.33 0.750.754 0.240 1.5 7.90 0.231 1.8 6.69 -0.35 1.001.005 0.317 1.6 8.41 0.280 2.1 7.21 -0.47 1.201.206 0.380 1.8 9.04 0.347 2.3 7.62 -0.47 1.231.237 0.392 1.9 9.29 0.379 2.3 7.77 -0.43 1.141.148 0.363 1.9 9.20 0.370 2.3 7.65 -0.41 1.101.109 0.350 1.8 9.07 0.352 2.2 7.55 -0.42 1.021.0210 0.325 1.8 8.98 0.332 2.2 7.43 -0.40 0.990.9911 0.316 1.7 8.86 0.319 2.1 7.33 -0.40 0.990.9912 0.313 1.7 8.78 0.314 2.1 7.29 -0.41 0.970.9713 0.308 1.7 8.76 0.308 2.1 7.28 -0.41 0.990.9914 0.313 1.7 8.76 0.310 2.1 7.32 -0.43 0.990.9915 0.314 1.7 8.80 0.314 2.1 7.35 -0.43 1.041.0416 0.329 1.7 8.85 0.321 2.2 7.43 -0.46 1.081.0817 0.343 1.8 8.96 0.335 2.2 7.51 -0.46 1.151.1518 0.364 1.8 9.13 0.353 2.3 7.63 -0.46 1.181.1819 0.374 1.9 9.15 0.367 2.3 7.68 -0.45 1.201.2020 0.382 1.9 9.20 0.374 2.3 7.71 -0.44 1.161.1621 0.370 1.9 9.21 0.369 2.3 7.69 -0.41 1.061.0622 0.336 1.8 9.01 0.346 2.2 7.50 -0.40 0.900.9023 0.285 1.7 8.72 0.307 2.1 7.22 -0.37 0.780.7824 0.257 1.6 8.39 0.266 1.9 6.93 -0.34 0.740.7425 0.234 1.5 8.10 0.241 1.9 6.80 -0.36 0.690.6926 0.220 1.5 7.84 0.225 1.8 6.64 -0.34 0.660.6627 0.210 1.4 7.67 0.212 1.8 6.53 -0.32 0.670.6728 0.214 1.4 7.61 0.210 1.8 6.53 -0.34 0.750.7529 0.237 1.4 7.75 0.227 1.8 6.69 -0.38 0.890.8930 0.283 1.5 8.27 0.261 2.0 6.99 -0.43 1.101.1031 0.351 1.7 8.87 0.315 2.2 7.44 -0.47 1.251.2532 0.397 1.9 9.19 0.367 2.3 7.72 -0.46 1.121.1233 0.356 1.9 9.16 0.369 2.3 7.67 -0.43 1.171.1734 0.373 1.9 9.10 0.364 2.3 7.67 -0.42 1.131.1335 0.359 1.9 9.04 0.361 2.3 7.62 -0.41 1.121.1236 0.356 1.8 9.01 0.356 2.2 7.57 -0.44 1.101.1037 0.349 1.8 8.97 0.350 2.2 7.55 -0.42 1.091.0938 0.346 1.8 9.02 0.346 2.2 7.54 -0.42 1.081.0839 0.343 1.8 8.98 0.344 2.2 7.54 -0.43 1.111.1140 0.353 1.8 8.98 0.347 2.2 7.57 -0.45 1.071.0741 0.339 1.8 9.06 0.345 2.2 7.53 -0.41 1.151.1542 0.364 1.8 8.95 0.353 2.3 7.59 -0.43 1.121.1243 0.357 1.8 9.01 0.357 2.3 7.59 -0.44 1.141.1444 0.363 1.8 9.00 0.358 2.3 7.62 -0.43 1.121.1245 0.355 1.8 9.06 0.354 2.3 7.60 -0.43 1.011.0146 0.320 1.8 8.98 0.333 2.2 7.43 -0.38 0.900.9047 0.286 1.7 8.59 0.301 2.1 7.21 -0.40 0.810.81Weekday 0.317 1.7 8.73 0.315 2.1 7.321.00 #DIV/0! 1.00Weekend 0.317 1.7 8.69 0.315 2.1 7.311.00 #DIV/0! 1.00ADWF(1)0.317 1.7 8.72 0.315 2.1 7.321.00 #DIV/0! 1.00Weekday-0.7%0.47Weekend-0.7%0.47Note:City of RentonLong-range Wastewater Management PlanFLOW MONITORING SITE MH0537 DRY WEATHER FLOW CALIBRATIONWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.100.200.300.400.500 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday0.02.04.06.08.010.012.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.00.51.01.52.02.53.0024681012141618202224262830323436384042444648Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.20.40.60.81.01.21.40 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22Hourly MultiplierHourWeekday Diurnal Pattern0.00.20.40.60.81.01.21.424 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.140 1.9 3.06 0.166 3.2 1.76 -1.29 0.620.621 0.128 1.8 2.92 0.156 3.1 1.73 -1.30 0.610.612 0.126 1.8 2.89 0.153 3.1 1.72 -1.32 0.650.653 0.135 1.8 2.92 0.160 3.2 1.76 -1.39 0.840.844 0.173 1.9 3.16 0.188 3.4 1.85 -1.55 1.051.055 0.215 2.1 3.45 0.221 3.7 1.94 -1.55 1.141.146 0.234 2.3 3.61 0.240 3.8 1.98 -1.50 1.141.147 0.234 2.3 3.62 0.243 3.8 1.98 -1.45 1.091.098 0.224 2.3 3.57 0.237 3.7 1.96 -1.42 1.071.079 0.221 2.3 3.52 0.231 3.7 1.95 -1.41 1.041.0410 0.214 2.3 3.49 0.224 3.6 1.93 -1.37 1.021.0211 0.211 2.2 3.44 0.219 3.6 1.92 -1.38 1.031.0312 0.213 2.2 3.46 0.216 3.6 1.91 -1.34 1.001.0013 0.207 2.2 3.45 0.212 3.6 1.90 -1.34 0.980.9814 0.203 2.2 3.43 0.213 3.6 1.91 -1.37 1.031.0315 0.213 2.2 3.39 0.224 3.7 1.94 -1.46 1.111.1116 0.228 2.3 3.51 0.236 3.7 1.97 -1.46 1.181.1817 0.242 2.4 3.56 0.248 3.8 2.00 -1.48 1.241.2418 0.254 2.4 3.62 0.258 3.9 2.02 -1.47 1.241.2419 0.255 2.5 3.65 0.260 3.9 2.02 -1.44 1.211.2120 0.248 2.4 3.62 0.254 3.8 2.00 -1.41 1.091.0921 0.224 2.4 3.57 0.234 3.7 1.95 -1.32 0.920.9222 0.189 2.2 3.42 0.207 3.5 1.87 -1.27 0.760.7623 0.157 2.0 3.21 0.183 3.3 1.81 -1.29 0.680.6824 0.148 2.0 3.15 0.166 3.2 1.75 -1.21 0.630.6325 0.130 1.8 3.00 0.153 3.1 1.72 -1.23 0.590.5926 0.122 1.8 2.78 0.147 3.0 1.70 -1.25 0.620.6227 0.127 1.8 2.86 0.146 3.0 1.70 -1.27 0.630.6328 0.131 1.8 2.89 0.151 3.1 1.72 -1.32 0.720.7229 0.148 1.8 3.00 0.163 3.2 1.77 -1.39 0.890.8930 0.183 1.9 3.29 0.192 3.4 1.87 -1.50 1.121.1231 0.230 2.2 3.48 0.232 3.7 1.97 -1.57 1.301.3032 0.268 2.4 3.67 0.261 3.9 2.03 -1.53 1.341.3433 0.276 2.5 3.75 0.269 4.0 2.05 -1.43 1.351.3534 0.278 2.6 3.75 0.267 3.9 2.04 -1.39 1.251.2535 0.258 2.5 3.67 0.257 3.9 2.01 -1.35 1.211.2136 0.250 2.4 3.63 0.248 3.8 1.99 -1.35 1.191.1937 0.245 2.4 3.60 0.244 3.8 1.98 -1.37 1.171.1738 0.241 2.4 3.61 0.244 3.8 1.98 -1.39 1.171.1739 0.240 2.4 3.57 0.241 3.8 1.98 -1.39 1.171.1740 0.240 2.4 3.58 0.241 3.8 1.98 -1.40 1.201.2041 0.247 2.4 3.59 0.241 3.8 1.98 -1.39 1.231.2342 0.253 2.4 3.64 0.246 3.8 1.99 -1.38 1.201.2043 0.248 2.4 3.62 0.247 3.8 1.99 -1.37 1.161.1644 0.239 2.4 3.58 0.239 3.7 1.97 -1.33 1.051.0545 0.217 2.3 3.53 0.218 3.6 1.91 -1.24 0.900.9046 0.186 2.2 3.39 0.196 3.4 1.84 -1.21 0.810.8147 0.167 2.0 3.19 0.178 3.3 1.79 -1.24 0.720.72Weekday 0.203 2.2 3.40 0.216 3.6 1.910.99 #DIV/0! 0.99Weekend 0.211 2.2 3.41 0.216 3.6 1.901.03 #DIV/0! 1.03ADWF(1)0.206 2.2 3.40 0.216 3.6 1.911.00 #DIV/0! 1.00Weekday6.1%1.55Weekend2.4%1.57Note:City of RentonLong-range Wastewater Management PlanFLOW MONITORING SITE MH1360 DRY WEATHER FLOW CALIBRATIONWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.050.100.150.200.250.300.350.400 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday0.00.51.01.52.02.53.03.54.0024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.01.02.03.04.05.06.07.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.20.40.60.81.01.21.40 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.51.01.524 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.113 6.5 0.39 0.149 5.5 0.71 0.95 0.520.521 0.089 5.7 0.35 0.119 4.8 0.69 0.92 0.440.442 0.075 5.2 0.32 0.096 4.3 0.65 0.91 0.420.423 0.072 5.0 0.31 0.083 4.1 0.61 0.83 0.540.544 0.092 5.0 0.33 0.077 4.3 0.58 0.73 0.760.765 0.130 5.7 0.40 0.093 5.1 0.58 0.58 1.111.116 0.189 7.3 0.42 0.127 5.8 0.69 1.48 1.341.347 0.229 9.2 0.43 0.182 6.5 0.77 2.65 1.351.358 0.231 10.2 0.40 0.221 6.8 0.84 3.44 1.321.329 0.225 10.3 0.40 0.234 6.7 0.85 3.59 1.231.2310 0.210 9.9 0.39 0.221 6.7 0.83 3.22 1.131.1311 0.193 9.3 0.39 0.207 6.5 0.82 2.81 1.081.0812 0.184 8.8 0.39 0.200 6.5 0.77 2.31 1.001.0013 0.170 8.3 0.40 0.181 6.3 0.77 2.00 0.910.9114 0.156 7.8 0.40 0.168 6.3 0.72 1.46 0.930.9315 0.159 7.5 0.39 0.162 6.2 0.72 1.33 1.001.0016 0.170 7.5 0.42 0.163 6.3 0.71 1.22 1.071.0717 0.182 7.7 0.43 0.172 6.5 0.72 1.22 1.171.1718 0.199 8.1 0.44 0.185 6.8 0.74 1.36 1.251.2519 0.212 8.5 0.44 0.201 6.9 0.77 1.61 1.271.2720 0.216 8.8 0.45 0.214 6.9 0.80 1.91 1.181.1821 0.200 8.7 0.44 0.214 6.8 0.80 1.89 1.011.0122 0.171 8.2 0.42 0.195 6.5 0.78 1.69 0.840.8423 0.143 7.4 0.40 0.176 6.1 0.74 1.27 0.660.6624 0.140 6.8 0.45 0.141 5.5 0.72 1.28 0.660.6625 0.112 6.0 0.42 0.127 4.9 0.70 1.11 0.570.5726 0.097 5.3 0.40 0.107 4.3 0.72 1.06 0.500.5027 0.085 5.0 0.38 0.096 4.0 0.70 0.99 0.510.5128 0.087 4.8 0.37 0.087 3.9 0.67 0.93 0.700.7029 0.120 5.6 0.37 0.087 3.9 0.70 1.64 0.980.9830 0.168 7.3 0.38 0.109 4.6 0.74 2.71 1.191.1931 0.202 8.5 0.39 0.149 5.5 0.79 3.06 1.481.4832 0.252 9.8 0.41 0.197 6.6 0.80 3.27 1.591.5933 0.270 10.7 0.44 0.235 7.1 0.84 3.67 1.581.5834 0.270 10.6 0.46 0.253 7.4 0.85 3.19 1.401.4035 0.239 10.0 0.47 0.246 7.3 0.84 2.73 1.281.2836 0.217 9.3 0.44 0.225 7.1 0.80 2.19 1.151.1537 0.196 8.8 0.43 0.203 6.9 0.77 1.95 1.081.0838 0.184 8.5 0.40 0.188 6.7 0.74 1.84 1.061.0639 0.180 8.3 0.41 0.177 6.6 0.71 1.67 1.081.0840 0.184 8.2 0.40 0.172 6.5 0.72 1.62 1.131.1341 0.192 8.2 0.42 0.175 6.7 0.72 1.53 1.111.1142 0.189 8.3 0.42 0.179 6.6 0.73 1.68 1.161.1643 0.197 8.4 0.42 0.181 6.8 0.72 1.59 1.201.2044 0.204 8.6 0.44 0.186 6.8 0.74 1.80 1.061.0645 0.180 8.5 0.42 0.186 6.7 0.74 1.77 0.950.9546 0.162 7.9 0.40 0.171 6.3 0.73 1.67 0.910.9147 0.155 7.2 0.41 0.159 5.9 0.72 1.30 0.820.82Weekday 0.167 7.8 0.40 0.168 6.1 0.740.98 #DIV/0! 0.98Weekend 0.178 7.9 0.41 0.168 6.0 0.751.05 #DIV/0! 1.05ADWF(1)0.170 7.8 0.40 0.168 6.0 0.741.00 #DIV/0! 1.00Weekday0.9%3.59Weekend-5.6%3.67Note:City of RentonLong-range Wastewater Management PlanFLOW MONITORING SITE MH1763 DRY WEATHER FLOW CALIBRATIONWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.050.100.150.200.250.300 2 4 6 8 1012141618202224262830323436384042444648Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday0.00.20.40.60.81.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.02.04.06.08.010.012.014.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.51.01.50 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.51.01.52.00 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.439 4.1 2.66 0.399 4.8 2.46 -0.74 0.740.741 0.422 4.0 2.59 0.385 4.6 2.40 -0.68 0.720.722 0.414 3.9 2.56 0.344 4.9 2.50 -0.98 0.750.753 0.432 3.9 2.59 0.405 4.6 2.37 -0.65 0.850.854 0.485 4.1 2.65 0.377 4.8 2.44 -0.73 0.980.985 0.560 4.3 2.78 0.427 5.1 2.52 -0.82 1.091.096 0.624 4.6 2.94 0.482 5.5 2.57 -0.90 1.111.117 0.639 4.8 2.97 0.537 5.8 2.62 -1.01 1.121.128 0.640 4.8 2.96 0.585 6.1 2.71 -1.33 1.111.119 0.639 4.8 2.97 0.588 6.2 2.66 -1.36 1.111.1110 0.639 4.8 2.97 0.648 6.0 2.64 -1.20 1.091.0911 0.626 4.8 2.96 0.584 6.3 2.69 -1.54 1.091.0912 0.623 4.8 2.95 0.570 6.0 2.64 -1.20 1.081.0813 0.618 4.7 2.94 0.625 5.9 2.63 -1.16 1.051.0514 0.604 4.7 2.93 0.565 6.2 2.67 -1.50 1.071.0715 0.613 4.7 2.94 0.553 5.9 2.62 -1.23 1.101.1016 0.629 4.7 2.96 0.559 5.9 2.63 -1.17 1.131.1317 0.648 4.8 2.98 0.615 5.9 2.64 -1.14 1.131.1318 0.648 4.8 2.99 0.633 6.2 2.71 -1.36 1.121.1219 0.644 4.8 2.98 0.595 6.2 2.66 -1.36 1.081.0820 0.617 4.8 2.96 0.561 5.9 2.63 -1.11 1.001.0021 0.573 4.6 2.90 0.526 5.6 2.60 -1.01 0.910.9122 0.523 4.5 2.83 0.559 5.8 2.65 -1.35 0.840.8423 0.483 4.2 2.72 0.484 5.4 2.55 -1.15 0.770.7724 0.447 4.1 2.67 0.444 5.2 2.52 -1.06 0.700.7025 0.403 3.9 2.58 0.353 4.6 2.37 -0.66 0.690.6926 0.398 3.8 2.56 0.332 4.4 2.33 -0.60 0.700.7027 0.403 3.8 2.53 0.321 4.4 2.32 -0.58 0.690.6928 0.397 3.8 2.56 0.319 4.4 2.31 -0.52 0.760.7629 0.434 3.8 2.56 0.345 4.8 2.44 -1.01 0.900.9030 0.518 4.1 2.72 0.395 4.9 2.48 -0.84 1.071.0731 0.615 4.4 2.91 0.469 5.4 2.56 -0.97 1.161.1632 0.664 4.8 3.00 0.537 5.9 2.65 -1.08 1.251.2533 0.716 5.1 3.03 0.618 6.3 2.72 -1.27 1.241.2434 0.714 5.2 3.03 0.737 6.6 2.71 -1.40 1.211.2135 0.692 5.1 3.03 0.673 6.8 2.75 -1.75 1.201.2036 0.686 5.0 3.02 0.678 6.8 2.78 -1.83 1.161.1637 0.663 4.9 3.00 0.682 6.7 2.78 -1.75 1.151.1538 0.660 4.9 3.01 0.687 6.3 2.71 -1.47 1.131.1339 0.650 4.8 3.00 0.681 6.2 2.67 -1.41 1.121.1240 0.644 4.8 3.01 0.615 6.4 2.69 -1.59 1.131.1341 0.646 4.8 2.99 0.608 6.1 2.65 -1.25 1.131.1342 0.646 4.8 3.00 0.632 6.4 2.71 -1.61 1.101.1043 0.633 4.8 3.00 0.583 6.0 2.64 -1.24 1.021.0244 0.585 4.7 2.94 0.556 5.8 2.62 -1.11 0.960.9645 0.553 4.5 2.89 0.562 6.0 2.64 -1.41 0.870.8746 0.497 4.3 2.77 0.478 5.4 2.56 -1.06 0.800.8047 0.457 4.2 2.67 0.433 5.1 2.52 -0.95 0.780.78Weekday 0.574 4.5 2.86 0.525 5.7 2.591.00 #DIV/0!1.00Weekend 0.572 4.5 2.85 0.531 5.7 2.591.00 #DIV/0!1.00ADWF(1)0.573 4.5 2.86 0.527 5.7 2.591.00 #DIV/0!1.00Weekday-8.5%1.54Weekend-7.1%1.83Note:City of RentonLong-range Wastewater Management PlanFLOW MONITORING SITE MH2116 DRY WEATHER FLOW CALIBRATIONWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.200.400.600.801.000 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday0.00.51.01.52.02.53.03.54.0024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.01.02.03.04.05.06.07.08.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.20.40.60.81.01.20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.20.40.60.81.01.21.424 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.101 3.2 1.00 0.101 3.4 1.12 -0.22 0.55 0.52 0.551 0.095 3.1 0.97 0.097 3.4 1.11 -0.26 0.59 0.56 0.592 0.103 3.0 0.96 0.110 3.6 1.16 -0.58 0.95 0.89 0.953 0.165 3.5 1.09 0.160 4.5 1.26 -1.01 0.99 0.93 0.994 0.171 3.9 1.23 0.179 4.7 1.29 -0.84 1.28 1.21 1.285 0.223 4.1 1.27 0.226 5.4 1.37 -1.30 1.54 1.46 1.546 0.268 4.6 1.44 0.266 5.8 1.42 -1.19 1.60 1.51 1.607 0.278 4.9 1.50 0.273 5.9 1.43 -1.03 1.52 1.44 1.528 0.264 4.8 1.49 0.260 5.7 1.41 -0.92 1.41 1.33 1.419 0.244 4.7 1.43 0.240 5.5 1.38 -0.84 1.28 1.21 1.2810 0.223 4.5 1.39 0.220 5.2 1.35 -0.74 1.21 1.15 1.2111 0.211 4.3 1.34 0.210 5.1 1.34 -0.78 1.22 1.15 1.2212 0.212 4.3 1.33 0.210 5.1 1.34 -0.86 1.19 1.12 1.1913 0.206 4.3 1.32 0.207 5.1 1.34 -0.83 1.24 1.17 1.2414 0.215 4.3 1.32 0.211 5.1 1.34 -0.86 1.14 1.07 1.1415 0.197 4.3 1.32 0.199 5.0 1.32 -0.72 1.18 1.11 1.1816 0.204 4.2 1.30 0.199 5.0 1.32 -0.79 1.05 0.99 1.0517 0.183 4.2 1.30 0.179 4.7 1.28 -0.53 0.93 0.88 0.9318 0.161 3.9 1.20 0.163 4.5 1.26 -0.57 0.95 0.90 0.9519 0.165 3.9 1.20 0.163 4.5 1.26 -0.60 0.91 0.86 0.9120 0.159 3.9 1.19 0.156 4.4 1.24 -0.51 0.84 0.79 0.8421 0.146 3.8 1.17 0.143 4.2 1.21 -0.39 0.73 0.69 0.7322 0.126 3.6 1.11 0.126 3.9 1.17 -0.31 0.65 0.61 0.6523 0.112 3.4 1.05 0.112 3.6 1.14 -0.28 0.58 0.55 0.5824 0.113 3.3 1.06 0.102 3.4 1.12 -0.12 0.61 0.72 0.6125 0.106 3.2 1.03 0.105 3.5 1.13 -0.30 0.59 0.70 0.5926 0.102 3.2 1.00 0.102 3.5 1.12 -0.30 0.57 0.68 0.5727 0.099 3.1 0.99 0.099 3.4 1.11 -0.30 0.58 0.69 0.5828 0.100 3.1 0.99 0.101 3.5 1.12 -0.36 0.63 0.75 0.6329 0.110 3.2 1.00 0.111 3.6 1.15 -0.49 0.73 0.87 0.7330 0.127 3.3 1.05 0.129 4.0 1.19 -0.62 0.88 1.05 0.8831 0.153 3.6 1.12 0.154 4.4 1.25 -0.75 1.01 1.21 1.0132 0.176 3.9 1.22 0.175 4.7 1.28 -0.76 1.08 1.29 1.0833 0.188 4.0 1.26 0.185 4.8 1.30 -0.76 1.05 1.25 1.0534 0.182 4.1 1.28 0.181 4.7 1.29 -0.65 1.01 1.21 1.0135 0.176 4.0 1.26 0.174 4.6 1.28 -0.64 0.97 1.16 0.9736 0.169 3.9 1.24 0.168 4.5 1.27 -0.62 0.96 1.14 0.9637 0.166 3.9 1.22 0.166 4.5 1.26 -0.63 0.95 1.13 0.9538 0.165 3.9 1.22 0.164 4.5 1.26 -0.62 0.94 1.12 0.9439 0.163 3.8 1.21 0.163 4.5 1.26 -0.62 0.93 1.11 0.9340 0.162 3.8 1.21 0.161 4.4 1.25 -0.59 0.93 1.11 0.9341 0.161 3.8 1.21 0.162 4.5 1.26 -0.64 0.97 1.15 0.9742 0.168 3.9 1.20 0.168 4.5 1.27 -0.67 0.98 1.17 0.9843 0.170 3.9 1.22 0.167 4.5 1.26 -0.61 0.91 1.09 0.9144 0.159 3.9 1.22 0.156 4.4 1.24 -0.49 0.83 0.99 0.8345 0.144 3.7 1.17 0.142 4.1 1.21 -0.40 0.74 0.88 0.7446 0.129 3.6 1.12 0.128 3.9 1.18 -0.35 0.69 0.82 0.6947 0.120 3.4 1.06 0.119 3.8 1.16 -0.36 0.65 0.77 0.65Weekday 0.184 4.0 1.25 0.184 4.7 1.29 1.06 1.00 1.06Weekend 0.146 3.6 1.15 0.145 4.2 1.22 0.84 1.00 0.84ADWF(1)0.173 3.9 1.22 0.173 4.6 1.271.00 1.00 1.00Weekday-0.4%1.30Weekend-0.5%0.76Note:City of RentonLong-range Wastewater Management PlanFLOW MONITORING SITE MH2171 DRY WEATHER FLOW CALIBRATIONWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.050.100.150.200.250.300.350.400 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday0.00.51.01.52.02.53.0024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.01.02.03.04.05.06.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.51.01.52.00 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.20.40.60.81.01.20 1 2 3 4 5 6 7 8 9 1011121314151617181920212223Hourly MultiplierHourWeekday Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.457 2.8 4.13 0.474 2.9 2.54 -0.04 0.660.661 0.434 2.8 3.97 0.443 2.8 2.50 -0.06 0.660.662 0.433 2.7 3.96 0.435 2.8 2.49 -0.07 0.670.673 0.438 2.7 3.95 0.440 2.8 2.50 -0.08 0.740.744 0.483 2.8 4.00 0.479 2.9 2.58 -0.16 0.930.935 0.611 3.0 4.31 0.590 3.2 2.74 -0.21 1.091.096 0.711 3.3 4.68 0.688 3.4 2.87 -0.12 1.091.097 0.716 3.4 4.83 0.715 3.5 2.88 -0.07 1.081.088 0.710 3.4 4.82 0.712 3.5 2.88 -0.09 1.081.089 0.707 3.4 4.78 0.710 3.5 2.88 -0.10 1.091.0910 0.714 3.4 4.81 0.713 3.5 2.88 -0.10 1.071.0711 0.702 3.4 4.80 0.705 3.5 2.87 -0.09 1.051.0512 0.685 3.3 4.79 0.689 3.4 2.85 -0.10 1.021.0213 0.667 3.3 4.74 0.672 3.4 2.83 -0.10 1.001.0014 0.658 3.2 4.68 0.663 3.4 2.82 -0.12 1.041.0415 0.683 3.3 4.71 0.680 3.4 2.85 -0.13 1.081.0816 0.706 3.3 4.78 0.705 3.5 2.88 -0.13 1.141.1417 0.750 3.4 4.83 0.746 3.5 2.92 -0.15 1.231.2318 0.805 3.5 4.97 0.797 3.6 2.98 -0.14 1.281.2819 0.837 3.6 5.11 0.829 3.7 3.02 -0.11 1.221.2220 0.800 3.6 5.12 0.802 3.6 2.98 -0.05 1.091.0921 0.716 3.5 4.97 0.727 3.5 2.88 -0.02 0.930.9322 0.608 3.2 4.69 0.628 3.3 2.75 -0.01 0.790.7923 0.517 3.0 4.39 0.538 3.0 2.63 -0.02 0.700.7024 0.445 2.8 4.09 0.471 2.9 2.53 -0.05 0.620.6225 0.405 2.7 3.91 0.411 2.7 2.43 -0.02 0.600.6026 0.392 2.6 3.83 0.383 2.6 2.40 -0.01 0.600.6027 0.391 2.6 3.80 0.377 2.6 2.39 -0.01 0.600.6028 0.395 2.6 3.80 0.381 2.6 2.40 -0.02 0.650.6529 0.428 2.6 3.87 0.409 2.7 2.46 -0.10 0.810.8130 0.534 2.8 4.11 0.496 3.0 2.62 -0.19 1.091.0931 0.714 3.1 4.62 0.655 3.4 2.84 -0.23 1.311.3132 0.855 3.5 5.03 0.798 3.6 3.00 -0.13 1.401.4033 0.918 3.7 5.24 0.872 3.8 3.06 -0.04 1.411.4134 0.927 3.8 5.34 0.888 3.8 3.07 -0.02 1.371.3735 0.900 3.8 5.32 0.868 3.8 3.05 -0.01 1.321.3236 0.862 3.7 5.26 0.834 3.7 3.01 -0.03 1.241.2437 0.814 3.6 5.16 0.792 3.6 2.97 -0.03 1.201.2038 0.788 3.5 5.05 0.763 3.6 2.93 -0.05 1.171.1739 0.766 3.5 5.02 0.742 3.5 2.91 -0.04 1.151.1540 0.754 3.4 4.93 0.730 3.5 2.90 -0.06 1.171.1741 0.764 3.5 4.94 0.736 3.5 2.91 -0.06 1.211.2142 0.790 3.5 4.97 0.756 3.6 2.93 -0.07 1.231.2343 0.804 3.5 5.04 0.768 3.6 2.95 -0.04 1.171.1744 0.767 3.5 5.02 0.739 3.5 2.90 0.00 1.031.0345 0.676 3.4 4.86 0.664 3.3 2.80 0.06 0.890.8946 0.582 3.2 4.58 0.578 3.1 2.69 0.03 0.760.7647 0.501 3.0 4.34 0.500 3.0 2.58 0.01 0.680.68Weekday 0.648 3.2 4.62 0.649 3.3 2.790.99 #DIV/0! 0.99Weekend 0.674 3.3 4.67 0.650 3.3 2.781.03 #DIV/0! 1.03ADWF(1)0.655 3.2 4.63 0.649 3.3 2.791.00 #DIV/0! 1.00Weekday0.2%0.21Weekend-3.4%0.23Note:City of RentonLong-range Wastewater Management PlanFLOW MONITORING SITE MH2252 DRY WEATHER FLOW CALIBRATIONWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal-0.100.100.300.500.700.901.101.300 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday0.01.02.03.04.05.06.0024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.01.02.03.04.05.06.07.0024681012141618202224262830323436384042444648Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.20.40.60.81.01.21.40 1 2 3 4 5 6 7 8 9 1011121314151617181920212223Hourly MultiplierHourWeekday Diurnal Pattern0.00.51.01.524 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.136 1.5 4.78 0.070 1.4 3.19 0.08 0.710.711 0.126 1.5 4.64 0.065 1.4 3.13 0.09 0.710.712 0.126 1.4 4.53 0.065 1.4 3.17 0.05 0.780.783 0.139 1.5 4.72 0.070 1.4 3.23 0.03 0.860.864 0.153 1.5 4.86 0.081 1.5 3.33 -0.01 1.011.015 0.179 1.6 5.20 0.096 1.6 3.41 0.04 1.081.086 0.193 1.7 5.34 0.187 2.2 4.25 -0.57 1.121.127 0.199 1.7 5.49 0.212 2.3 4.28 -0.55 1.141.148 0.204 1.7 5.51 0.200 2.3 4.31 -0.57 1.081.089 0.193 1.7 5.48 0.189 2.4 4.43 -0.71 1.041.0410 0.186 1.7 5.40 0.179 2.3 4.24 -0.56 1.001.0011 0.178 1.7 5.31 0.174 2.2 4.16 -0.53 1.001.0012 0.178 1.6 5.30 0.188 2.2 4.15 -0.53 0.970.9713 0.173 1.6 5.25 0.193 2.1 4.12 -0.52 0.970.9714 0.172 1.6 5.26 0.187 2.1 4.11 -0.52 1.001.0015 0.179 1.6 5.29 0.185 2.2 4.21 -0.57 1.061.0616 0.189 1.7 5.34 0.187 2.4 4.41 -0.75 1.091.0917 0.194 1.7 5.41 0.188 2.3 4.30 -0.61 1.131.1318 0.201 1.7 5.54 0.193 2.3 4.30 -0.55 1.171.1719 0.208 1.8 5.56 0.221 2.3 4.35 -0.59 1.121.1220 0.200 1.7 5.50 0.211 2.4 4.43 -0.69 1.021.0221 0.182 1.7 5.46 0.185 2.2 4.20 -0.49 0.920.9222 0.165 1.6 5.21 0.165 2.1 4.06 -0.48 0.810.8123 0.144 1.5 5.00 0.148 2.0 3.92 -0.43 0.760.7624 0.147 1.5 4.88 0.142 1.9 3.85 -0.39 0.730.7325 0.131 1.5 4.74 0.143 1.9 3.86 -0.44 0.750.7526 0.134 1.5 4.63 0.120 1.9 3.83 -0.42 0.740.7427 0.131 1.5 4.64 0.120 1.8 3.74 -0.36 0.790.7928 0.140 1.5 4.72 0.128 1.9 3.80 -0.39 0.830.8329 0.148 1.5 4.85 0.143 1.9 3.87 -0.43 0.990.9930 0.176 1.6 5.07 0.170 2.1 4.07 -0.52 1.181.1831 0.210 1.7 5.43 0.193 2.3 4.27 -0.56 1.291.2932 0.230 1.8 5.68 0.206 2.5 4.54 -0.68 1.291.2933 0.230 1.9 5.74 0.211 2.4 4.43 -0.55 1.261.2634 0.225 1.9 5.69 0.228 2.4 4.36 -0.51 1.201.2035 0.214 1.8 5.65 0.203 2.4 4.44 -0.57 1.181.1836 0.210 1.8 5.56 0.192 2.4 4.36 -0.57 1.161.1637 0.207 1.8 5.51 0.187 2.3 4.27 -0.51 1.131.1338 0.201 1.8 5.44 0.191 2.2 4.22 -0.47 1.131.1339 0.201 1.8 5.46 0.207 2.2 4.23 -0.47 1.151.1540 0.206 1.8 5.46 0.196 2.5 4.45 -0.69 1.141.1441 0.203 1.8 5.46 0.188 2.3 4.29 -0.54 1.201.2042 0.214 1.8 5.48 0.191 2.3 4.29 -0.51 1.181.1843 0.210 1.8 5.57 0.190 2.3 4.26 -0.46 1.151.1544 0.205 1.8 5.50 0.210 2.4 4.44 -0.62 1.061.0645 0.189 1.8 5.43 0.190 2.3 4.26 -0.53 0.940.9446 0.168 1.7 5.18 0.167 2.1 4.08 -0.46 0.820.8247 0.146 1.6 4.96 0.155 2.1 4.01 -0.49 0.820.82Weekday 0.175 1.6 5.22 0.160 2.0 3.990.98 #DIV/0! 0.98Weekend 0.186 1.7 5.28 0.178 2.2 4.181.05 #DIV/0! 1.05ADWF(1)0.178 1.6 5.24 0.165 2.1 4.041.00 #DIV/0! 1.00Weekday-8.4%0.75Weekend-4.4%0.69Note:City of RentonLong-range Wastewater Management PlanFLOW MONITORING SITE MH2999 DRY WEATHER FLOW CALIBRATIONWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.050.100.150.200.250.300 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday0.01.02.03.04.05.06.0024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.01.02.03.04.05.0024681012141618202224262830323436384042444648Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.20.40.60.81.01.21.40 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.20.40.60.81.01.21.424 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.027 1.9 0.68 0.025 1.8 0.86 0.08 0.480.481 0.024 1.8 0.65 0.023 1.7 0.85 0.13 0.460.462 0.023 1.8 0.62 0.023 1.7 0.86 0.07 0.570.573 0.028 1.8 0.64 0.029 1.9 0.92 -0.10 0.750.754 0.037 2.0 0.73 0.039 2.3 0.99 -0.27 1.051.055 0.051 2.3 0.86 0.052 2.6 1.07 -0.36 1.251.256 0.061 2.5 0.96 0.061 2.9 1.11 -0.36 1.351.357 0.066 2.6 1.02 0.065 3.0 1.12 -0.38 1.411.418 0.069 2.7 1.04 0.066 3.0 1.12 -0.35 1.371.379 0.067 2.7 1.06 0.065 3.0 1.11 -0.28 1.341.3410 0.065 2.7 1.03 0.063 2.9 1.10 -0.30 1.281.2811 0.062 2.6 1.02 0.061 2.9 1.10 -0.30 1.341.3412 0.065 2.6 1.02 0.064 3.0 1.11 -0.36 1.361.3613 0.066 2.7 1.03 0.063 2.9 1.10 -0.28 1.231.2314 0.060 2.6 1.01 0.058 2.8 1.08 -0.21 1.181.1815 0.058 2.6 0.99 0.055 2.7 1.06 -0.18 1.081.0816 0.053 2.5 0.94 0.052 2.7 1.05 -0.23 1.161.1617 0.057 2.5 0.95 0.056 2.8 1.07 -0.29 1.211.2118 0.059 2.6 0.98 0.055 2.7 1.07 -0.19 1.051.0519 0.051 2.5 0.95 0.049 2.6 1.03 -0.09 0.960.9620 0.047 2.4 0.91 0.044 2.4 1.00 -0.03 0.820.8221 0.040 2.3 0.85 0.038 2.2 0.96 0.03 0.690.6922 0.034 2.1 0.78 0.032 2.0 0.91 0.08 0.580.5823 0.028 2.0 0.72 0.027 1.9 0.88 0.09 0.550.5524 0.028 2.0 0.69 0.026 1.8 0.87 0.11 0.490.4925 0.024 1.9 0.66 0.025 1.8 0.87 0.07 0.480.4826 0.024 1.8 0.63 0.025 1.8 0.88 0.02 0.520.5227 0.026 1.8 0.64 0.028 1.9 0.91 -0.07 0.630.6328 0.031 1.9 0.67 0.035 2.1 0.96 -0.22 0.850.8529 0.042 2.1 0.76 0.047 2.5 1.04 -0.38 1.121.1230 0.055 2.4 0.89 0.062 2.9 1.12 -0.48 1.441.4431 0.070 2.6 0.98 0.074 3.2 1.17 -0.57 1.451.4532 0.071 2.8 1.06 0.073 3.2 1.16 -0.40 1.361.3633 0.066 2.8 1.06 0.068 3.1 1.13 -0.30 1.261.2634 0.062 2.6 0.98 0.063 2.9 1.10 -0.34 1.151.1535 0.056 2.6 0.98 0.060 2.9 1.09 -0.28 1.231.2336 0.060 2.6 0.96 0.061 2.9 1.09 -0.37 1.131.1337 0.055 2.6 0.98 0.056 2.8 1.06 -0.17 1.011.0138 0.049 2.5 0.91 0.051 2.6 1.03 -0.17 0.940.9439 0.046 2.3 0.87 0.049 2.6 1.03 -0.26 1.001.0040 0.049 2.3 0.87 0.053 2.7 1.05 -0.37 1.131.1341 0.055 2.5 0.93 0.056 2.8 1.07 -0.32 1.051.0542 0.051 2.5 0.93 0.053 2.7 1.05 -0.22 1.001.0043 0.049 2.4 0.91 0.050 2.6 1.03 -0.17 0.890.8944 0.044 2.3 0.86 0.044 2.4 1.00 -0.11 0.780.7845 0.038 2.3 0.83 0.039 2.3 0.97 -0.02 0.670.6746 0.033 2.1 0.77 0.033 2.1 0.93 0.02 0.580.5847 0.028 2.0 0.71 0.030 2.0 0.90 0.00 0.570.57Weekday 0.050 2.4 0.89 0.048 2.5 1.021.02 #DIV/0! 1.02Weekend 0.046 2.3 0.86 0.048 2.5 1.020.95 #DIV/0! 0.95ADWF(1)0.049 2.3 0.88 0.048 2.5 1.021.00 #DIV/0! 1.00Weekday-2.4%0.38Weekend5.0%0.57Note:City of RentonLong-range Wastewater Management PlanFLOW MONITORING SITE MH3216 DRY WEATHER FLOW CALIBRATIONWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.020.040.060.080.100 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday-0.10.10.30.50.70.91.11.31.5024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.00.51.01.52.02.53.03.54.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.51.01.50 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.51.01.52.024 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.347 4.2 2.30 0.339 3.6 2.35 0.66 0.57 0.571 0.310 3.9 2.19 0.313 3.4 2.28 0.57 0.55 0.552 0.303 3.8 2.13 0.336 3.5 2.33 0.35 0.60 0.603 0.331 3.9 2.15 0.312 3.6 2.36 0.32 0.72 0.724 0.395 4.2 2.26 0.365 3.7 2.43 0.41 1.01 1.015 0.557 4.8 2.47 0.481 4.3 2.62 0.51 1.16 1.166 0.637 5.4 2.69 0.491 4.6 2.71 0.87 1.15 1.157 0.633 5.6 2.75 0.646 5.0 2.85 0.58 1.11 1.118 0.607 5.5 2.70 0.561 5.1 2.90 0.41 1.06 1.069 0.581 5.4 2.68 0.589 4.9 2.85 0.48 1.03 1.0310 0.565 5.2 2.64 0.540 5.3 2.94 -0.10 0.97 0.9711 0.533 5.2 2.63 0.538 4.8 2.78 0.39 0.97 0.9712 0.534 5.1 2.61 0.607 5.2 2.89 -0.08 0.97 0.9713 0.533 5.0 2.59 0.570 4.8 2.79 0.29 0.97 0.9714 0.532 5.0 2.59 0.613 5.2 2.90 -0.24 1.01 1.0115 0.552 5.1 2.63 0.565 4.8 2.83 0.29 1.09 1.0916 0.598 5.3 2.67 0.641 5.3 2.92 0.01 1.18 1.1817 0.648 5.5 2.72 0.634 4.9 2.80 0.65 1.26 1.2618 0.693 5.7 2.79 0.673 5.1 2.88 0.65 1.33 1.3319 0.729 5.9 2.82 0.656 5.3 2.96 0.58 1.25 1.2520 0.685 5.9 2.82 0.644 5.0 2.84 0.86 1.09 1.0921 0.598 5.6 2.76 0.666 5.3 2.89 0.38 0.88 0.8822 0.485 5.1 2.61 0.527 4.6 2.73 0.51 0.74 0.7423 0.406 4.6 2.47 0.537 5.0 2.83 -0.39 0.63 0.6324 0.402 4.5 2.45 0.354 3.5 2.35 0.97 0.64 0.6425 0.350 4.3 2.36 0.361 4.0 2.54 0.22 0.58 0.5826 0.320 4.0 2.25 0.435 4.2 2.54 -0.22 0.60 0.6027 0.332 3.9 2.22 0.301 3.7 2.37 0.28 0.63 0.6328 0.347 4.0 2.24 0.315 3.6 2.35 0.40 0.66 0.6629 0.364 4.1 2.29 0.340 4.4 2.67 -0.27 0.90 0.9030 0.496 4.4 2.43 0.444 4.4 2.70 0.00 1.16 1.1631 0.638 5.1 2.68 0.525 4.8 2.78 0.36 1.39 1.3932 0.764 6.0 2.83 0.667 5.3 2.96 0.72 1.44 1.4433 0.787 6.3 2.90 0.751 6.0 3.13 0.39 1.45 1.4534 0.794 6.4 2.88 0.675 5.2 2.92 1.20 1.36 1.3635 0.745 6.2 2.85 0.677 5.3 2.94 0.86 1.30 1.3036 0.711 6.0 2.83 0.634 5.0 2.83 1.06 1.25 1.2537 0.683 5.9 2.83 0.619 4.9 2.81 0.93 1.20 1.2038 0.659 5.8 2.77 0.603 5.7 3.06 0.05 1.19 1.1939 0.653 5.7 2.76 0.596 4.9 2.84 0.81 1.21 1.2140 0.662 5.7 2.77 0.670 5.1 2.90 0.54 1.26 1.2641 0.689 5.8 2.79 0.612 4.7 2.76 1.07 1.31 1.3142 0.716 5.8 2.79 0.621 4.9 2.83 0.89 1.29 1.2943 0.709 6.0 2.82 0.613 4.8 2.80 1.19 1.25 1.2544 0.683 5.9 2.78 0.628 4.7 2.77 1.17 1.11 1.1145 0.608 5.6 2.76 0.513 5.2 2.94 0.41 0.95 0.9546 0.521 5.2 2.66 0.450 4.3 2.65 0.96 0.84 0.8447 0.460 4.7 2.50 0.400 3.9 2.54 0.80 0.73 0.73Weekday 0.533 5.0 2.57 0.535 4.7 2.74 0.97 #DIV/0! 0.97Weekend 0.587 5.3 2.64 0.534 4.7 2.75 1.07 #DIV/0! 1.07ADWF(1)0.548 5.1 2.59 0.535 4.7 2.741.00 #DIV/0! 1.00Weekday0.4%0.87Weekend-9.1%1.20Note:FLOW MONITORING SITE MH3625 DRY WEATHER FLOW CALIBRATIONCity of RentonLong-range Wastewater Management PlanWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.200.400.600.801.00024681012141618202224262830323436384042444648Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday0.00.51.01.52.02.53.03.54.0024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.02.04.06.08.010.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.20.40.60.81.01.21.40 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.51.01.52.024 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.125 1.7 4.06 0.127 1.4 3.45 0.28 0.73 0.731 0.120 1.7 3.93 0.122 1.4 3.42 0.27 0.72 0.722 0.119 1.7 3.83 0.121 1.4 3.41 0.27 0.75 0.753 0.124 1.7 3.84 0.128 1.4 3.48 0.23 0.90 0.904 0.149 1.7 3.91 0.151 1.5 3.67 0.14 1.04 1.045 0.172 1.8 4.24 0.174 1.6 3.81 0.11 1.11 1.116 0.184 1.8 4.45 0.185 1.7 3.87 0.12 1.10 1.107 0.183 1.8 4.34 0.184 1.7 3.86 0.16 1.07 1.078 0.177 1.8 4.41 0.179 1.7 3.83 0.16 1.04 1.049 0.173 1.8 4.36 0.175 1.6 3.80 0.17 1.01 1.0110 0.167 1.8 4.38 0.169 1.6 3.77 0.17 0.99 0.9911 0.163 1.8 4.29 0.165 1.6 3.74 0.17 0.97 0.9712 0.161 1.8 4.26 0.163 1.6 3.73 0.17 0.95 0.9513 0.158 1.8 4.18 0.160 1.6 3.71 0.17 0.97 0.9714 0.160 1.7 4.24 0.163 1.6 3.73 0.15 1.03 1.0315 0.171 1.8 4.28 0.173 1.6 3.80 0.12 1.08 1.0816 0.178 1.8 4.58 0.181 1.7 3.85 0.12 1.13 1.1317 0.187 1.8 4.56 0.190 1.7 3.90 0.11 1.18 1.1818 0.195 1.9 4.51 0.197 1.7 3.94 0.12 1.18 1.1819 0.195 1.9 4.54 0.197 1.7 3.94 0.13 1.15 1.1520 0.190 1.9 4.47 0.191 1.7 3.90 0.16 1.04 1.0421 0.173 1.8 4.42 0.174 1.6 3.78 0.21 0.92 0.9222 0.152 1.8 4.27 0.154 1.5 3.65 0.23 0.83 0.8323 0.137 1.7 4.12 0.139 1.5 3.54 0.25 0.75 0.7524 0.128 1.7 4.09 0.127 1.4 3.45 0.31 0.74 0.7425 0.122 1.7 3.83 0.119 1.4 3.39 0.31 0.72 0.7226 0.120 1.7 3.81 0.116 1.3 3.36 0.32 0.72 0.7227 0.119 1.7 3.70 0.115 1.3 3.37 0.32 0.75 0.7528 0.125 1.7 3.56 0.121 1.4 3.42 0.30 0.81 0.8129 0.134 1.7 3.85 0.131 1.4 3.51 0.25 0.96 0.9630 0.159 1.7 3.95 0.155 1.6 3.69 0.16 1.16 1.1631 0.191 1.8 4.28 0.184 1.7 3.88 0.12 1.27 1.2732 0.210 1.9 4.49 0.201 1.8 3.97 0.14 1.28 1.2833 0.212 1.9 4.60 0.204 1.8 3.98 0.17 1.26 1.2634 0.209 1.9 4.54 0.200 1.8 3.96 0.18 1.21 1.2135 0.201 1.9 4.54 0.193 1.7 3.91 0.20 1.17 1.1736 0.193 1.9 4.47 0.186 1.7 3.87 0.20 1.16 1.1637 0.192 1.9 4.57 0.185 1.7 3.87 0.18 1.17 1.1738 0.193 1.9 4.42 0.186 1.7 3.87 0.19 1.15 1.1539 0.190 1.9 4.34 0.183 1.7 3.86 0.20 1.15 1.1540 0.190 1.9 4.36 0.183 1.7 3.85 0.19 1.14 1.1441 0.188 1.9 4.43 0.182 1.7 3.85 0.18 1.18 1.1842 0.195 1.9 4.46 0.187 1.7 3.88 0.17 1.18 1.1843 0.195 1.9 4.46 0.187 1.7 3.88 0.19 1.14 1.1444 0.188 1.9 4.42 0.179 1.7 3.82 0.21 1.02 1.0245 0.168 1.8 4.37 0.162 1.6 3.71 0.26 0.92 0.9246 0.152 1.8 4.24 0.146 1.5 3.60 0.26 0.84 0.8447 0.139 1.7 4.12 0.134 1.4 3.51 0.29 0.77 0.77Weekday 0.163 1.8 4.27 0.165 1.6 3.73 0.99 #DIV/0! 0.99Weekend 0.171 1.8 4.24 0.165 1.6 3.73 1.04 #DIV/0! 1.04ADWF(1)0.165 1.8 4.26 0.165 1.6 3.731.00 #DIV/0! 1.00Weekday1.4%0.28Weekend-3.4%0.32Note:FLOW MONITORING SITE MH4628 DRY WEATHER FLOW CALIBRATIONCity of RentonLong-range Wastewater Management PlanWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.050.100.150.200.250.30024681012141618202224262830323436384042444648Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday0.01.02.03.04.05.0024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.00.51.01.52.02.53.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.20.40.60.81.01.21.40 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.20.40.60.81.01.21.424 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.177 1.2 8.38 0.177 4.1 7.60 -2.84 0.83 0.831 0.172 1.2 8.09 0.172 4.0 7.55 -2.73 0.84 0.842 0.172 1.2 7.99 0.173 3.9 7.57 -2.69 0.86 0.863 0.178 1.2 8.10 0.180 3.9 7.66 -2.69 0.93 0.934 0.192 1.2 8.43 0.194 4.0 7.85 -2.78 1.03 1.035 0.213 1.3 8.91 0.212 4.3 8.04 -3.00 1.06 1.066 0.217 1.3 9.30 0.216 4.4 8.08 -3.13 1.05 1.057 0.215 1.3 9.27 0.215 4.9 8.06 -3.57 1.04 1.048 0.213 1.3 9.25 0.213 4.8 8.04 -3.52 1.03 1.039 0.211 1.3 9.27 0.211 4.9 8.02 -3.62 1.02 1.0210 0.209 1.3 9.21 0.209 4.7 8.00 -3.46 1.02 1.0211 0.210 1.3 9.17 0.209 4.7 8.00 -3.44 1.01 1.0112 0.208 1.3 9.14 0.208 4.6 7.98 -3.32 1.01 1.0113 0.208 1.3 9.13 0.208 4.6 7.98 -3.36 1.00 1.0014 0.206 1.3 9.10 0.207 4.6 7.97 -3.27 1.02 1.0215 0.210 1.3 9.13 0.211 4.6 8.03 -3.35 1.06 1.0616 0.219 1.3 9.29 0.219 4.6 8.12 -3.34 1.10 1.1017 0.226 1.3 9.45 0.226 4.8 8.19 -3.44 1.11 1.1118 0.229 1.3 9.56 0.228 4.8 8.21 -3.52 1.11 1.1119 0.228 1.3 9.57 0.227 4.9 8.19 -3.59 1.09 1.0920 0.223 1.3 9.54 0.221 5.0 8.13 -3.72 1.03 1.0321 0.213 1.3 9.38 0.211 4.8 8.01 -3.49 0.97 0.9722 0.200 1.3 9.08 0.199 4.6 7.87 -3.33 0.91 0.9123 0.188 1.3 8.75 0.187 4.4 7.73 -3.09 0.86 0.8624 0.177 1.2 8.36 0.178 4.2 7.61 -2.97 0.85 0.8525 0.175 1.2 8.13 0.174 4.0 7.57 -2.79 0.82 0.8226 0.170 1.2 8.03 0.171 3.9 7.53 -2.66 0.84 0.8427 0.173 1.2 7.93 0.172 3.9 7.55 -2.65 0.83 0.8328 0.172 1.2 7.94 0.173 3.9 7.57 -2.66 0.88 0.8829 0.181 1.2 8.10 0.183 4.0 7.71 -2.81 0.97 0.9730 0.199 1.3 8.60 0.202 4.3 7.94 -3.01 1.08 1.0831 0.222 1.3 9.22 0.223 4.5 8.17 -3.17 1.15 1.1532 0.236 1.3 9.62 0.237 4.9 8.31 -3.53 1.19 1.1933 0.244 1.4 9.73 0.243 4.9 8.37 -3.49 1.18 1.1834 0.243 1.4 9.69 0.240 5.0 8.32 -3.59 1.11 1.1135 0.228 1.4 9.61 0.227 5.1 8.19 -3.73 1.08 1.0836 0.221 1.3 9.48 0.222 4.9 8.14 -3.62 1.08 1.0837 0.222 1.3 9.42 0.220 5.0 8.11 -3.70 1.03 1.0338 0.211 1.3 9.36 0.212 4.9 8.02 -3.63 1.03 1.0339 0.211 1.3 9.25 0.211 4.9 8.02 -3.61 1.02 1.0240 0.210 1.3 9.31 0.211 4.9 8.03 -3.58 1.05 1.0541 0.216 1.3 9.32 0.217 4.9 8.09 -3.60 1.08 1.0842 0.222 1.3 9.50 0.219 5.0 8.11 -3.73 1.03 1.0343 0.212 1.3 9.39 0.213 5.0 8.03 -3.66 1.03 1.0344 0.212 1.3 9.38 0.210 5.0 8.00 -3.74 0.98 0.9845 0.202 1.3 9.23 0.201 4.8 7.90 -3.53 0.94 0.9446 0.194 1.3 8.96 0.192 4.6 7.79 -3.35 0.89 0.8947 0.182 1.2 8.64 0.182 4.4 7.67 -3.13 0.86 0.86Weekday 0.205 1.3 9.02 0.205 4.5 7.95 1.00 #DIV/0! 1.00Weekend 0.205 1.3 9.01 0.205 4.6 7.95 1.00 #DIV/0! 1.00ADWF(1)0.205 1.3 9.02 0.205 4.6 7.951.00 #DIV/0! 1.00Weekday0.0%3.72Weekend0.0%3.74Note:FLOW MONITORING SITE MH4646 DRY WEATHER FLOW CALIBRATIONCity of RentonLong-range Wastewater Management PlanWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.050.100.150.200.250.30024681012141618202224262830323436384042444648Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday0.02.04.06.08.010.0024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.01.02.03.04.05.06.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.20.40.60.81.01.20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.20.40.60.81.01.21.424 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 1.424 7.8 3.12 1.388 6.0 3.77 1.82 0.720.721 1.213 7.3 2.91 1.089 5.8 2.97 1.50 0.650.652 1.097 6.9 2.73 0.886 5.8 2.75 1.09 0.640.643 1.082 6.7 2.67 0.747 5.4 2.73 1.36 0.720.724 1.220 6.9 2.71 0.770 5.5 2.62 1.39 0.890.895 1.503 7.4 2.94 0.891 5.7 2.88 1.76 1.041.046 1.751 8.0 3.18 1.129 6.3 3.41 1.73 1.111.117 1.874 8.5 3.34 1.424 6.8 3.97 1.72 1.101.108 1.851 8.6 3.36 1.832 6.7 4.10 1.90 1.091.099 1.845 8.5 3.35 1.908 7.0 4.13 1.55 1.071.0710 1.810 8.5 3.33 1.806 6.7 4.13 1.72 1.061.0611 1.799 8.4 3.33 1.897 6.8 4.06 1.66 1.061.0612 1.795 8.4 3.32 1.790 6.8 4.07 1.62 1.041.0413 1.765 8.3 3.31 1.681 6.5 4.00 1.81 1.041.0414 1.752 8.3 3.30 1.644 6.4 3.95 1.92 1.051.0515 1.769 8.3 3.30 1.687 6.4 3.99 1.87 1.071.0716 1.805 8.3 3.32 1.572 6.4 3.91 1.96 1.121.1217 1.887 8.5 3.37 1.580 6.3 4.00 2.16 1.161.1618 1.960 8.6 3.42 1.808 6.7 4.09 1.89 1.191.1919 2.009 8.8 3.47 1.813 6.7 4.14 2.05 1.171.1720 1.983 8.8 3.48 1.956 7.0 4.19 1.75 1.141.1421 1.923 8.7 3.45 1.954 7.0 4.21 1.69 1.061.0622 1.793 8.5 3.40 1.974 6.9 4.10 1.59 0.970.9723 1.636 8.2 3.28 1.791 6.6 3.95 1.57 0.840.8424 1.430 7.8 3.13 1.377 5.9 3.73 1.86 0.720.7225 1.209 7.3 2.90 1.121 6.0 2.99 1.35 0.630.6326 1.060 6.8 2.72 0.864 5.8 2.79 1.07 0.600.6027 1.007 6.5 2.63 0.716 5.4 2.59 1.14 0.590.5928 0.990 6.5 2.61 0.714 5.3 2.50 1.21 0.610.6129 1.035 6.5 2.61 0.710 5.2 2.52 1.28 0.750.7530 1.260 6.8 2.73 0.701 5.3 2.67 1.52 0.940.9431 1.596 7.6 3.03 0.909 5.7 2.97 1.85 1.141.1432 1.918 8.3 3.28 1.194 6.5 3.58 1.87 1.221.2233 2.053 8.9 3.43 1.733 6.4 4.19 2.43 1.221.2234 2.069 9.0 3.50 2.112 7.3 4.32 1.73 1.221.2235 2.054 8.9 3.51 2.244 7.6 4.33 1.38 1.191.1936 2.016 8.9 3.51 2.272 7.4 4.30 1.48 1.181.1837 1.986 8.8 3.48 2.108 7.3 4.25 1.49 1.151.1538 1.938 8.7 3.46 2.109 7.1 4.19 1.53 1.141.1439 1.931 8.6 3.44 1.882 6.9 4.13 1.72 1.141.1440 1.925 8.6 3.44 1.882 6.7 4.11 1.85 1.151.1541 1.936 8.6 3.45 1.752 6.7 4.14 1.94 1.161.1642 1.968 8.6 3.45 1.870 6.7 4.15 1.91 1.181.1843 1.986 8.8 3.49 1.768 6.7 4.15 2.07 1.161.1644 1.956 8.7 3.48 1.913 6.9 4.15 1.82 1.111.1145 1.884 8.6 3.44 1.817 6.8 4.10 1.84 1.031.0346 1.745 8.4 3.38 1.764 6.6 4.05 1.75 0.950.9547 1.607 8.0 3.27 1.583 6.3 3.88 1.73 0.850.85Weekday 1.689 8.1 3.22 1.542 6.4 3.761.00 #DIV/0! 1.00Weekend 1.690 8.1 3.22 1.546 6.4 3.701.00 #DIV/0! 1.00ADWF(1)1.689 8.1 3.22 1.544 6.4 3.741.00 #DIV/0! 1.00Weekday-8.7%2.16Weekend-8.5%2.43Note:FLOW MONITORING SITE MH5302 DRY WEATHER FLOW CALIBRATIONCity of RentonLong-range Wastewater Management PlanWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.501.001.502.002.503.000 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday0.01.02.03.04.05.0024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.02.04.06.08.010.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.20.40.60.81.01.21.40 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.20.40.60.81.01.21.424 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.180 1.5 5.57 0.191 1.9 3.81 -0.37 0.800.801 0.169 1.5 5.42 0.172 1.8 3.75 -0.36 0.800.802 0.170 1.4 5.38 0.165 1.9 3.88 -0.48 0.830.833 0.175 1.4 5.43 0.171 1.9 3.85 -0.46 0.910.914 0.192 1.5 5.53 0.198 1.9 3.87 -0.44 1.011.015 0.214 1.6 5.76 0.210 2.1 4.09 -0.53 1.071.076 0.227 1.6 6.00 0.225 2.1 4.08 -0.49 1.101.107 0.232 1.6 6.09 0.232 2.2 4.21 -0.56 1.081.088 0.229 1.6 6.11 0.232 2.1 4.08 -0.45 1.051.059 0.223 1.6 6.01 0.223 2.2 4.15 -0.52 1.041.0410 0.220 1.6 5.95 0.223 2.1 4.03 -0.44 1.021.0211 0.216 1.6 5.90 0.218 2.1 4.10 -0.50 1.021.0212 0.216 1.6 5.90 0.216 2.0 4.01 -0.43 1.001.0013 0.213 1.6 5.87 0.216 2.1 4.08 -0.49 1.011.0114 0.213 1.6 5.81 0.210 2.0 3.99 -0.42 1.011.0115 0.214 1.6 5.84 0.220 2.1 4.09 -0.50 1.031.0316 0.219 1.6 5.88 0.213 2.0 4.02 -0.44 1.071.0717 0.226 1.6 5.98 0.231 2.2 4.14 -0.53 1.101.1018 0.234 1.6 6.09 0.228 2.2 4.14 -0.51 1.121.1219 0.238 1.7 6.18 0.241 2.2 4.15 -0.50 1.111.1120 0.234 1.7 6.15 0.235 2.2 4.22 -0.55 1.041.0421 0.220 1.6 6.04 0.223 2.1 4.03 -0.41 0.960.9622 0.204 1.6 5.83 0.206 2.1 4.07 -0.50 0.910.9123 0.194 1.5 5.70 0.201 1.9 3.89 -0.39 0.850.8524 0.176 1.5 5.56 0.179 1.9 3.86 -0.43 0.810.8125 0.172 1.5 5.50 0.167 1.9 3.87 -0.47 0.770.7726 0.163 1.4 5.44 0.169 1.8 3.73 -0.40 0.740.7427 0.158 1.4 5.34 0.167 1.8 3.66 -0.36 0.800.8028 0.169 1.4 5.40 0.171 1.8 3.70 -0.38 0.830.8329 0.175 1.4 5.48 0.173 1.9 3.83 -0.45 0.950.9530 0.201 1.5 5.65 0.189 2.0 4.01 -0.55 1.081.0831 0.229 1.6 5.95 0.230 2.1 4.05 -0.48 1.151.1532 0.244 1.6 6.27 0.234 2.2 4.22 -0.57 1.161.1633 0.246 1.7 6.28 0.250 2.2 4.24 -0.55 1.181.1834 0.249 1.7 6.33 0.247 2.2 4.17 -0.49 1.131.1335 0.240 1.7 6.25 0.237 2.2 4.21 -0.53 1.121.1236 0.236 1.7 6.18 0.243 2.2 4.17 -0.51 1.111.1137 0.235 1.7 6.12 0.228 2.1 4.12 -0.47 1.071.0738 0.227 1.6 6.05 0.234 2.2 4.18 -0.53 1.051.0539 0.222 1.6 6.02 0.216 2.1 4.04 -0.43 1.061.0640 0.224 1.6 5.95 0.229 2.2 4.16 -0.55 1.091.0941 0.231 1.6 6.08 0.223 2.1 4.08 -0.46 1.111.1142 0.234 1.7 6.13 0.239 2.2 4.18 -0.54 1.131.1343 0.239 1.7 6.17 0.232 2.2 4.18 -0.51 1.091.0944 0.230 1.7 6.11 0.232 2.1 4.10 -0.46 1.031.0345 0.218 1.6 5.99 0.217 2.1 4.13 -0.50 0.940.9446 0.199 1.6 5.79 0.206 2.0 3.93 -0.39 0.890.8947 0.189 1.5 5.66 0.183 1.9 3.89 -0.40 0.830.83Weekday 0.211 1.6 5.85 0.212 2.1 4.031.00 #DIV/0! 1.00Weekend 0.212 1.6 5.90 0.212 2.1 4.031.00 #DIV/0! 1.00ADWF(1)0.211 1.6 5.87 0.212 2.1 4.031.00 #DIV/0! 1.00Weekday0.6%0.56Weekend-0.1%0.57Note:FLOW MONITORING SITE MH5505 DRY WEATHER FLOW CALIBRATIONCity of RentonLong-range Wastewater Management PlanWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.100.200.300.400.500.600.700.800 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday-1.01.03.05.07.09.011.013.0024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.01.02.03.04.05.06.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.20.40.60.81.01.20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.20.40.60.81.01.21.424 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.205 1.8 4.91 0.208 2.3 4.52 -0.51 0.61 0.611 0.192 1.7 4.73 0.195 2.2 4.45 -0.50 0.60 0.602 0.188 1.7 4.64 0.193 2.2 4.44 -0.53 0.63 0.633 0.197 1.7 4.65 0.208 2.3 4.55 -0.63 0.76 0.764 0.238 1.8 4.96 0.252 2.6 4.82 -0.80 0.96 0.965 0.300 1.9 5.50 0.310 2.8 5.12 -0.91 1.09 1.096 0.341 2.1 5.98 0.348 2.9 5.26 -0.86 1.14 1.147 0.357 2.2 6.16 0.364 3.0 5.35 -0.86 1.17 1.178 0.365 2.2 6.19 0.373 3.1 5.38 -0.87 1.19 1.199 0.374 2.2 6.29 0.379 3.1 5.41 -0.87 1.19 1.1910 0.373 2.2 6.31 0.381 3.1 5.42 -0.87 1.21 1.2111 0.380 2.2 6.34 0.386 3.1 5.44 -0.87 1.21 1.2112 0.379 2.2 6.38 0.384 3.1 5.43 -0.85 1.19 1.1913 0.373 2.2 6.30 0.380 3.1 5.41 -0.85 1.20 1.2014 0.374 2.2 6.30 0.380 3.1 5.41 -0.86 1.19 1.1915 0.373 2.2 6.31 0.381 3.1 5.42 -0.86 1.22 1.2216 0.380 2.2 6.30 0.386 3.1 5.43 -0.89 1.21 1.2117 0.377 2.2 6.35 0.384 3.1 5.43 -0.86 1.20 1.2018 0.377 2.2 6.32 0.380 3.1 5.41 -0.84 1.16 1.1619 0.364 2.2 6.28 0.366 3.0 5.35 -0.80 1.10 1.1020 0.345 2.2 6.19 0.343 2.9 5.25 -0.73 0.98 0.9821 0.308 2.1 5.89 0.307 2.8 5.08 -0.65 0.87 0.8722 0.271 2.0 5.63 0.269 2.6 4.88 -0.56 0.74 0.7423 0.231 1.9 5.29 0.233 2.4 4.67 -0.49 0.65 0.6524 0.206 1.8 5.17 0.211 2.3 4.54 -0.50 0.61 0.6125 0.192 1.7 4.72 0.206 2.3 4.52 -0.58 0.57 0.5726 0.178 1.7 4.54 0.196 2.2 4.45 -0.54 0.56 0.5627 0.177 1.7 4.47 0.194 2.2 4.45 -0.58 0.58 0.5828 0.183 1.7 4.54 0.206 2.3 4.54 -0.66 0.69 0.6929 0.217 1.7 4.80 0.246 2.5 4.78 -0.82 0.87 0.8730 0.271 1.8 5.32 0.306 2.8 5.10 -0.99 1.05 1.0531 0.328 2.0 5.82 0.366 3.0 5.36 -1.05 1.19 1.1932 0.372 2.2 6.22 0.408 3.2 5.53 -1.03 1.23 1.2333 0.386 2.2 6.40 0.423 3.2 5.59 -1.01 1.26 1.2634 0.395 2.3 6.50 0.430 3.3 5.61 -1.01 1.25 1.2535 0.392 2.3 6.53 0.424 3.2 5.58 -0.98 1.20 1.2036 0.376 2.2 6.48 0.407 3.2 5.52 -0.94 1.15 1.1537 0.361 2.2 6.24 0.391 3.1 5.45 -0.93 1.11 1.1138 0.347 2.2 6.21 0.378 3.1 5.40 -0.91 1.09 1.0939 0.341 2.1 6.18 0.368 3.0 5.36 -0.89 1.03 1.0340 0.323 2.1 6.00 0.358 3.0 5.32 -0.91 1.08 1.0841 0.337 2.1 6.11 0.370 3.0 5.37 -0.93 1.11 1.1142 0.349 2.1 6.11 0.373 3.0 5.38 -0.91 1.02 1.0243 0.320 2.1 6.12 0.351 3.0 5.28 -0.84 1.02 1.0244 0.318 2.1 5.95 0.337 2.9 5.22 -0.83 0.89 0.8945 0.279 2.0 5.81 0.299 2.7 5.03 -0.71 0.78 0.7846 0.245 1.9 5.50 0.269 2.6 4.88 -0.70 0.77 0.7747 0.241 1.8 5.25 0.255 2.5 4.81 -0.68 0.66 0.66Weekday 0.319 2.1 5.84 0.325 2.8 5.14 1.02 #DIV/0! 1.02Weekend 0.297 2.0 5.71 0.324 2.8 5.13 0.95 #DIV/0! 0.95ADWF(1)0.313 2.1 5.80 0.324 2.8 5.131.00 #DIV/0! 1.00Weekday1.7%0.91Weekend9.1%1.05Note:FLOW MONITORING SITE MH5519 DRY WEATHER FLOW CALIBRATIONCity of RentonLong-range Wastewater Management PlanWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.100.200.300.400.500.600.700.80024681012141618202224262830323436384042444648Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday-1.01.03.05.07.09.011.013.0024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.01.02.03.04.05.06.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.20.40.60.81.01.21.40 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.20.40.60.81.01.21.424 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.022 0.7 2.75 0.021 1.5 1.18 -0.79 0.390.391 0.018 0.6 2.34 0.017 1.3 1.13 -0.74 0.390.392 0.018 0.6 2.18 0.018 1.4 1.16 -0.80 0.500.503 0.023 0.6 2.31 0.024 1.6 1.27 -0.98 0.710.714 0.032 0.7 2.83 0.033 1.8 1.42 -1.16 0.950.955 0.043 0.8 3.47 0.042 2.1 1.53 -1.30 1.101.106 0.050 0.8 3.91 0.049 2.2 1.60 -1.37 1.171.177 0.053 0.8 3.99 0.052 2.2 1.63 -1.41 1.231.238 0.056 0.9 4.24 0.054 2.3 1.65 -1.43 1.261.269 0.057 0.9 4.34 0.055 2.3 1.66 -1.44 1.241.2410 0.057 0.9 4.38 0.056 2.3 1.67 -1.47 1.341.3411 0.061 0.9 4.40 0.058 2.4 1.69 -1.50 1.321.3212 0.060 0.9 4.42 0.056 2.3 1.67 -1.44 1.201.2013 0.055 0.9 4.34 0.052 2.2 1.62 -1.35 1.111.1114 0.051 0.8 3.97 0.049 2.2 1.59 -1.34 1.081.0815 0.049 0.8 3.85 0.049 2.2 1.60 -1.36 1.201.2016 0.055 0.9 3.94 0.055 2.3 1.67 -1.45 1.411.4117 0.064 0.9 4.23 0.061 2.4 1.72 -1.52 1.411.4118 0.064 0.9 4.38 0.062 2.4 1.73 -1.52 1.431.4319 0.065 1.0 4.39 0.061 2.4 1.72 -1.46 1.321.3220 0.060 0.9 4.28 0.056 2.3 1.66 -1.38 1.131.1321 0.052 0.9 4.03 0.046 2.1 1.55 -1.24 0.840.8422 0.038 0.8 3.76 0.035 1.9 1.42 -1.04 0.650.6523 0.030 0.7 3.21 0.027 1.6 1.29 -0.94 0.470.4724 0.020 0.6 2.86 0.022 1.5 1.22 -0.89 0.450.4525 0.021 0.6 2.58 0.022 1.5 1.21 -0.91 0.390.3926 0.018 0.6 2.35 0.020 1.4 1.18 -0.83 0.390.3927 0.018 0.6 2.14 0.019 1.4 1.17 -0.82 0.390.3928 0.018 0.6 2.35 0.022 1.5 1.23 -0.93 0.570.5729 0.026 0.6 2.68 0.031 1.8 1.38 -1.18 0.790.7930 0.036 0.7 3.22 0.042 2.1 1.54 -1.39 1.051.0531 0.048 0.7 3.82 0.054 2.3 1.66 -1.57 1.231.2332 0.056 0.8 4.28 0.061 2.4 1.72 -1.62 1.261.2633 0.057 0.8 4.51 0.062 2.4 1.73 -1.58 1.231.2334 0.056 0.8 4.46 0.061 2.4 1.71 -1.57 1.191.1935 0.054 0.8 4.31 0.059 2.4 1.69 -1.53 1.131.1336 0.052 0.8 4.33 0.056 2.3 1.67 -1.49 1.101.1037 0.050 0.8 4.31 0.057 2.3 1.68 -1.53 1.221.2238 0.056 0.8 4.18 0.058 2.4 1.69 -1.56 1.081.0839 0.049 0.8 4.27 0.054 2.3 1.65 -1.48 1.091.0940 0.050 0.8 4.16 0.056 2.3 1.67 -1.52 1.211.2141 0.055 0.8 4.14 0.057 2.3 1.67 -1.49 1.011.0142 0.046 0.8 4.15 0.053 2.3 1.64 -1.43 1.131.1343 0.052 0.8 3.95 0.056 2.3 1.66 -1.53 1.101.1044 0.050 0.8 4.20 0.054 2.3 1.64 -1.46 1.041.0445 0.047 0.8 4.12 0.048 2.1 1.57 -1.33 0.780.7846 0.036 0.8 3.71 0.037 1.9 1.44 -1.13 0.580.5847 0.027 0.7 3.20 0.028 1.7 1.31 -1.01 0.440.44Weekday 0.047 0.8 3.75 0.045 2.1 1.531.04 #DIV/0! 1.04Weekend 0.041 0.7 3.68 0.045 2.1 1.530.91 #DIV/0! 0.91ADWF(1)0.045 0.8 3.73 0.045 2.1 1.531.00 #DIV/0! 1.00Weekday-3.5%1.52Weekend9.6%1.62Note:FLOW MONITORING SITE MH6041 DRY WEATHER FLOW CALIBRATIONCity of RentonLong-range Wastewater Management PlanWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.020.040.060.080.100 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday0.01.02.03.04.05.0024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.00.20.40.60.81.01.21.40 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.51.01.52.00 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.20.40.60.81.01.21.424 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern Flow Level Velocity Flow Level Velocity Level Diff Initial Modified CalibratedHour (mgd) (in) (ft/s) (mgd) (in) (ft/s) (in) Curve Curve Diurnal0 0.068 0.8 4.46 0.072 1.6 4.79 -0.73 0.540.541 0.065 0.8 4.37 0.068 1.5 4.73 -0.72 0.540.542 0.065 0.8 4.31 0.067 1.5 4.73 -0.74 0.570.573 0.067 0.8 4.32 0.071 1.6 4.82 -0.77 0.670.674 0.080 0.8 4.42 0.083 1.7 5.09 -0.89 0.870.875 0.103 0.9 4.93 0.105 1.9 5.46 -1.00 1.001.006 0.119 1.0 5.50 0.121 2.1 5.68 -1.07 1.021.027 0.121 1.0 5.72 0.126 2.1 5.72 -1.07 1.051.058 0.125 1.0 5.77 0.129 2.1 5.77 -1.10 1.071.079 0.127 1.0 5.96 0.132 2.1 5.80 -1.10 1.101.1010 0.130 1.0 5.94 0.135 2.2 5.84 -1.13 1.121.1211 0.133 1.0 6.13 0.137 2.2 5.87 -1.14 1.111.1112 0.132 1.0 6.16 0.136 2.2 5.86 -1.14 1.111.1113 0.132 1.0 6.05 0.136 2.2 5.85 -1.13 1.081.0814 0.128 1.0 6.01 0.134 2.2 5.83 -1.11 1.131.1315 0.135 1.0 6.00 0.141 2.2 5.93 -1.17 1.241.2416 0.148 1.1 6.15 0.152 2.3 6.07 -1.22 1.301.3017 0.154 1.1 6.41 0.158 2.3 6.13 -1.24 1.271.2718 0.151 1.1 6.46 0.156 2.3 6.09 -1.21 1.251.2519 0.148 1.1 6.42 0.152 2.3 6.05 -1.20 1.191.1920 0.141 1.1 6.33 0.141 2.2 5.90 -1.10 0.920.9221 0.110 1.0 5.90 0.115 2.0 5.50 -0.94 0.750.7522 0.089 0.9 5.27 0.094 1.8 5.18 -0.85 0.650.6523 0.077 0.9 4.83 0.081 1.7 4.96 -0.78 0.570.5724 0.081 0.9 4.63 0.072 1.6 4.80 -0.66 0.620.6225 0.074 0.9 4.48 0.068 1.5 4.73 -0.65 0.590.5926 0.070 0.9 4.36 0.064 1.5 4.65 -0.64 0.570.5727 0.067 0.8 4.31 0.062 1.5 4.62 -0.64 0.590.5928 0.070 0.8 4.29 0.065 1.5 4.71 -0.70 0.720.7229 0.085 0.9 4.53 0.078 1.7 5.01 -0.82 0.940.9430 0.112 1.0 4.96 0.102 1.9 5.41 -0.94 1.171.1731 0.139 1.0 5.72 0.126 2.1 5.76 -1.07 1.321.3232 0.157 1.1 6.22 0.145 2.3 5.99 -1.14 1.521.5233 0.181 1.2 6.46 0.163 2.4 6.21 -1.21 1.571.5734 0.187 1.2 6.86 0.168 2.4 6.24 -1.20 1.481.4835 0.176 1.2 6.89 0.163 2.4 6.17 -1.16 1.511.5136 0.179 1.2 6.79 0.162 2.4 6.17 -1.18 1.431.4337 0.170 1.2 6.78 0.154 2.3 6.07 -1.14 1.321.3238 0.157 1.1 6.61 0.145 2.2 5.95 -1.08 1.311.3139 0.155 1.1 6.45 0.142 2.2 5.93 -1.09 1.291.2940 0.154 1.1 6.38 0.140 2.2 5.91 -1.08 1.281.2841 0.152 1.1 6.45 0.138 2.2 5.88 -1.07 1.251.2542 0.148 1.1 6.29 0.136 2.2 5.85 -1.07 1.261.2643 0.149 1.1 6.35 0.135 2.2 5.83 -1.04 1.181.1844 0.140 1.1 6.11 0.126 2.1 5.70 -0.98 1.011.0145 0.120 1.0 6.02 0.110 1.9 5.44 -0.89 0.860.8646 0.102 1.0 5.56 0.093 1.8 5.19 -0.79 0.720.7247 0.085 0.9 4.95 0.080 1.7 4.95 -0.73 0.680.68Weekday 0.114 1.0 5.58 0.118 2.0 5.570.96 #DIV/0! 0.96Weekend 0.129 1.0 5.77 0.118 2.0 5.551.09 #DIV/0! 1.09ADWF(1)0.119 1.0 5.63 0.118 2.0 5.561.00 #DIV/0! 1.00Weekday3.6%1.24Weekend-8.6%1.21Note:FLOW MONITORING SITE MH6704 DRY WEATHER FLOW CALIBRATIONCity of RentonLong-range Wastewater Management PlanWeekdayWeekendAverage% ErrorMeasured DataModeled DataDiurnal0.000.050.100.150.200.250 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Flow (mgd)HourFlow CalibrationMeasured FlowModeled FlowWeekdayWeekday0.01.02.03.04.05.06.07.0024681012141618202224262830323436384042444648Velocity (ft/s)HourVelocity CalibrationMeasured VelocityModeled VelocitySeries3WeekdayWeekday0.00.51.01.52.02.53.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48Level (in)HourLevel CalibrationMeasured LevelModeled LevelSeries3WeekdayWeekday0.00.20.40.60.81.01.21.40 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23Hourly MultiplierHourWeekday Diurnal Pattern0.00.51.01.52.024 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47Hourly MultiplierHourWeekend Diurnal Pattern LRWWMP | TM 2 | CITY OF RENTON DRAFT | SEPTEMBER ͮͬͭ͵ Attachment G WET WEATHER CALIBRATION RESULTS Table 1 Wet Weather CalibrationLong-range Wastewater Management PlanCity of RentonMaxMaxMaxPipe Total Avg. Peak Avg. Avg. Total Avg. Peak Avg. Avg. Volume Peak Level Total Avg. Peak Avg. Total Avg. Peak Avg. Volume Peak Level Total Avg. Peak Avg. Volume Avg. Peak Avg. Avg. Volume Peak LevelMeter Diameter Flow Flow Flow Velocity Level Flow Flow Flow Velocity Level Flow Flow Diff Flow Flow Flow Level Flow Flow Flow Level Flow Flow Diff Flow Flow Flow Level Flow Flow Flow Velocity Level Flow Flow DiffNumber (in) (MG) (mgd) (mgd) (ft/s) (in) (MG) (mgd) (mgd) (ft/s) (in)(%) (%) (inches) (MG) (mgd) (mgd) (in) (MG) (mgd) (mgd) (in) (%) (%) (inches) (MG) (mgd) (mgd) (in) (MG) (mgd) (mgd) (ft/s) (in) (%) (%) (inches)MH016612 16.1 0.074 1.109 0.87 1.6 23.3 0.108 1.092 1.23 2.231.1%-1.5%5.151.6 0.134 1.238 2.4 50.1 0.131 1.385 2.6-3.0% 11.9%21.044.9 0.110 1.206 2.2 53.0 0.130 1.195 0.78 1.715.4% -0.9%7.4MH0286 10 15.1 0.070 0.133 0.68 3.3 16.3 0.075 0.131 1.00 2.37.2% -1.8% 1.529.2 0.076 0.139 3.4 29.2 0.076 0.122 2.30.1% -11.9% 1.730.8 0.080 0.151 3.6 28.5 0.074 0.112 0.99 2.3-7.8%-25.8%1.8MH0537 8 74.2 0.344 0.527 8.96 1.8 82.5 0.382 0.537 7.74 2.310.1% 2.0% 0.2144.5 0.377 0.551 1.9 152.5 0.398 0.515 2.45.2% -6.6% 0.9123.4 0.321 0.479 1.7 149.0 0.387 0.542 7.78 0.017.2% 13.3% 1.1MH1360 10.75 77.7 0.360 0.903 4.00 2.8 94.8 0.439 0.990 2.32 5.218.1% 9.7%5.7215.2 0.561 0.998 3.7 190.7 0.497 1.070 5.6-12.8%7.2%5.8153.8 0.400 0.901 3.0 181.1 0.471 0.923 2.36 5.415.1% 2.5%6.0MH1763 15 51.9 0.240 0.585 0.43 10.3 59.6 0.276 0.665 0.35 7.513.0% 13.7%6.2159.1 0.415 0.677 11.4 114.6 0.299 0.575 8.0-38.9% -15.0% 6.4109.1 0.284 0.571 90.0 108.7 0.283 0.543 0.36 7.8-0.3% -5.0%5.3MH2116 14.5 0.0 0.000 0.000 0.00 0.0 205.9 0.953 2.308 2.36 8.3451.9 1.179 2.213 8.4 412.6 1.076 1.934 8.8-9.5% -12.6%6.0397.6 1.034 2.040 7.0 413.0 1.074 2.190 2.45 8.83.7% 7.3%4.0MH2171 11.25 54.4 0.252 0.781 1.35 4.7 58.3 0.270 0.867 1.41 5.76.8% 10.9% 3.5118.6 0.309 0.694 5.1 111.2 0.290 0.748 6.0-6.7% 7.7% 2.492.3 0.240 0.525 4.5 111.7 0.290 0.627 1.44 6.017.3% 19.5% 3.8MH2252 18 205.6 0.951 2.800 5.37 3.7 200.7 0.929 2.638 3.09 3.8-2.5% -5.8% 1.6417.6 1.089 2.664 3.9 381.8 0.996 2.988 4.0-9.4% 12.2% 1.6356.0 0.926 1.958 3.7 387.6 1.007 3.099 3.17 4.08.1%58.3%2.0MH2999 8 52.9 0.245 0.556 5.79 1.9 59.4 0.275 0.495 4.73 2.811.0% -10.9% 1.3102.4 0.267 0.457 2.0 115.4 0.301 0.465 2.911.3% 1.8% 1.395.0 0.247 0.453 1.9 114.3 0.297 0.485 4.84 2.916.8% 7.0% 1.4MH3216 7.38 11.1 0.051 0.218 0.65 2.9 13.6 0.063 0.208 1.09 2.918.8% -4.4% 2.928.1 0.073 0.115 2.7 25.3 0.066 0.144 3.0-11.3% 25.2%1.722.6 0.059 0.101 2.6 26.1 0.068 0.149 1.11 3.013.5%47.8%1.9MH3625 12 158.9 0.736 1.379 2.79 6.1 166.7 0.772 1.448 3.14 5.64.7% 5.0% 3.1357.8 0.933 1.507 7.0 311.9 0.814 1.414 5.8-14.7%-6.1% 3.8313.8 0.816 1.487 6.4 308.4 0.802 1.360 3.18 5.7-1.7% -8.5% 3.7MH4628 10.38 61.2 0.284 0.757 4.95 2.1 68.3 0.316 0.783 4.48 0.910.4% 3.5% 2.2165.3 0.431 0.770 2.8 136.3 0.356 0.885 1.0-21.2%15.0% 2.6115.9 0.301 0.752 2.2 130.1 0.338 0.740 4.57 0.910.9%-1.6% 2.3MH4646 8 48.6 0.225 0.298 9.28 1.3 47.7 0.221 0.278 8.12 5.2-1.9% -6.6%5.4102.3 0.267 0.341 1.5 86.5 0.226 0.274 5.4-18.3% -19.7% 5.489.3 0.232 0.286 1.3 87.4 0.227 0.291 8.19 5.4-2.2% 1.9%5.6MH5302 14 525.7 2.434 5.106 3.74 9.5 503.9 2.333 4.663 4.34 7.6-4.3% -8.7% 3.81043.8 2.722 4.054 10.2 967.4 2.525 4.327 7.9-7.9% 6.7%4.5966.8 2.514 4.403 9.8 951.3 2.472 4.439 4.41 7.8-1.6% 0.8%4.3MH5505 10 68.8 0.319 0.585 6.69 1.9 73.7 0.341 0.573 4.62 2.66.6% -1.9% 1.5151.8 0.396 0.576 2.1 138.6 0.362 0.612 2.7-9.5% 6.3% 1.2137.6 0.337 0.642 2.0 134.6 0.329 0.548 2.49 1.4-2.2% -14.7% 2.8MH5519 10.25 67.5 0.313 0.480 5.84 2.0 77.0 0.356 0.639 5.27 2.912.2%33.1%1.5123.8 0.323 0.447 2.1 139.1 0.363 0.555 3.010.9% 24.0% 1.4126.1 0.328 0.534 13.4 139.7 0.363 0.541 5.31 3.09.8% 1.3%21.3MH6041 8 19.6 0.090 0.300 2.66 1.6 17.1 0.079 0.273 1.82 2.6-14.5%-8.9% 2.628.0 0.073 0.132 0.9 33.5 0.087 0.158 2.816.5% 19.7% 2.621.7 0.057 0.100 0.9 35.8 0.093 0.241 1.95 2.839.3% 140.3%3.5MH6704 12 35.5 0.164 0.384 7.43 1.0 32.7 0.152 0.310 5.89 2.3-8.4%-19.1%1.950.6 0.132 0.229 1.0 60.7 0.158 0.279 2.316.7% 21.8% 2.052.6 0.137 0.262 1.0 62.0 0.161 0.269 5.97 2.315.2% 3.0% 1.9Notes:1. Source: City of Renton 2018 Temporary Flow Monitoring Program, ADS2. Average flows are computed from hydraulic modeling results. Maximum flow values are hourly peaks. 3. Percent Difference = (Modeled - Measured)/Measured*100.Measured Data(1)Percent Error(3)Measured Data(1)Storm 2 (1/23/2018-2/7/2018)Storm 3 (4/6/2018-4/22/2018)Measured Data(1)Modeled Data(2)Modeled Data(2)Modeled Data(2)Storm 1 (12/26/2017-1/3/2018)Percent Error(3)Percent Error(3) FLOW MONITORING MH0166 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: Springbrook TrailPipeline diameter: 12''City Manhole ID: MH0166Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.20.40.60.81.01.21.41.612/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.00.51.01.52.02.53.03.54.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.6000005101520253012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataModeled Data FLOW MONITORING MH0286 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: Oakside Ave and SW Grady WayPipeline diameter: 15''City Manhole ID: MH0286Model Mahhole ID: Silt Level at Site: ''0.000.100.200.300.400.500.600.00.20.40.60.81.01.21.412/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/19Rain (inches/15-minutes)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000.100.200.300.400.500.6001234567891012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/19Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataModeled Data0.000.050.100.150.200.250.300.00.00.00.10.10.10.10.10.212/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/19Rain (inches/15-minutes)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data FLOW MONITORING MH0537 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: 2803 Burnett AvePipeline diameter: 8''City Manhole ID: MH0537Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.10.20.30.40.50.60.712/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.02.04.06.08.010.012.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000112233412/2212/2612/301/31/71/111/151/191/231/271/312/42/82/122/162/202/242/283/43/83/123/163/203/243/284/14/54/94/134/174/21Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataModeled Data FLOW MONITORING MH1360 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: Ferndale and 7th StPipeline diameter: 10.75''City Manhole ID: MH1360Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.20.40.60.81.01.212/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.01.02.03.04.05.06.07.08.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.6000002468101212/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataMeasured Data FLOW MONITORING MH1763 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: 3000 SE th StPipeline diameter: 15''City Manhole ID: MH1763Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.10.20.30.40.50.60.70.812/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.00.10.20.30.40.50.60.70.80.91.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000246810121416182012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataModeled Data FLOW MONITORING MH2116 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: Shattuck Ave and Tobin StPipeline diameter: 14.5''City Manhole ID: MH2116Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.51.01.52.02.512/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.00.51.01.52.02.53.03.54.04.55.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000246810121416182012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataSeries4 FLOW MONITORING MH2171 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: 540 Burnett Ave SPipeline diameter: 11.25''City Manhole ID: MH2171Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.10.20.30.40.50.60.70.80.91.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.00.51.01.52.02.512/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.6000002468101212/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataModeled Data FLOW MONITORING MH2252 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: Rainier and Grady WayPipeline diameter: 18''City Manhole ID: MH2252Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.51.01.52.02.53.03.54.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.01.02.03.04.05.06.07.08.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000123456712/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataModeled Data FLOW MONITORING MH2999 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: 3431 Shattuck Ave SPipeline diameter: 8''City Manhole ID: MH2999Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.10.20.30.40.50.612/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.01.02.03.04.05.06.07.08.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.60000011223344512/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataModeled Data FLOW MONITORING MH3216 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: West of 4022 Talbot Rd SPipeline diameter: 7.38''City Manhole ID: MH3216Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.60000-0.10.00.10.10.20.20.312/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.00.20.40.60.81.01.21.41.61.82.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.60000012345612/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataModeled Data FLOW MONITORING MH3625 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: 4201 NE Sunset BlvdPipeline diameter: 12''City Manhole ID: MH3625Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.20.40.60.81.01.21.41.61.812/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.00.51.01.52.02.53.03.54.04.55.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.6000002468101212/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataSeries4 FLOW MONITORING MH4628 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: 766 Monroe Ave NEPipeline diameter: 10.38''City Manhole ID: MH4628Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.20.40.60.81.01.212/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.01.02.03.04.05.06.07.08.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.6000001234567891012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataModeled Data FLOW MONITORING MH4646 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: 582 Bronson Way NEPipeline diameter: 8''City Manhole ID: MH4646Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.10.10.20.20.30.30.40.412/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.02.04.06.08.010.012.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.6000001234567891012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataModeled Data FLOW MONITORING MH5302 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: Royal Hills and SE Harrington PlPipeline diameter: 14''City Manhole ID: MH5302Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.81.31.82.32.83.33.84.34.85.35.812/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.01.02.03.04.05.06.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.60000024681012141612/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataSeries4 FLOW MONITORING MH5505 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: 4444 NE Sunset BlvdPipeline diameter: 10''City Manhole ID: MH5505Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.20.40.60.81.01.212/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.01.02.03.04.05.06.07.08.09.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.6000001234567891012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataModeled Data FLOW MONITORING MH5519 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: Access via Talbot Rd SPipeline diameter: 10.25''City Manhole ID: MH5519Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.20.40.60.81.01.212/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.01.02.03.04.05.06.07.08.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.6000001234567891012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataSeries4 FLOW MONITORING MH6041 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: Edmonds Ave and NE Sunset BlvdPipeline diameter: 8''City Manhole ID: MH6041Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.10.10.20.20.30.30.412/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.01.02.03.04.05.06.07.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000112233445512/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataSeries4 FLOW MONITORING MH6704 WET WEATHER FLOW CALIBRATIONLong-range Wastewater Management PlanCity of RentonLocation: 2623 NE Sunset BlvdPipeline diameter: 12''City Manhole ID: MH6704Model Mahhole ID: Silt Level at Site: ''0.000000.100000.200000.300000.400000.500000.600000.00.10.10.20.20.30.30.40.40.512/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Flow (mgd)Flow CalibrationRainADWFMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000.01.02.03.04.05.06.07.08.09.010.012/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/hour)Velocity (ft/s)Velocity CalibrationRainMeasured DataModeled Data0.000000.100000.200000.300000.400000.500000.600000112233412/2512/291/21/61/101/141/181/221/261/302/32/72/112/152/192/232/273/33/73/113/153/193/233/273/314/44/84/124/164/20Rain (inches/15-minutes)Level (inches)Level CalibrationRainMeasured DataModeled Data APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 Appendix I TM 4 - RISK FINDINGS 1218 THIRD AVENUE, SUITE 1600 • SEATTLE, WASHINGTON 98101 • P. 206.684.6532 • F. 206.903.0419 pw://Carollo/Documents/Client/WA/Renton/9971A00/Deliverables/TM01.docx CITY OF RENTON LONG-RANGE WASTEWATER MANAGEMENT PLAN TECHNICAL MEMORANDUM NO. 4 RISK FINDINGS DRAFT June 2017 This document is released for the purpose of information exchange review and planning only under the authority of Lara R. Kammereck, June 16, 2017, 34428, WA. June 2017 - DRAFT i pw:\\Carollo/Documents\Client/WA/Renton/9971A00/Deliverables\TM01.docx CITY OF RENTON LONG-RANGE WASTEWATER MANAGEMENT PLAN TECHNICAL MEMORANDUM NO. 4 RISK FINDINGS TABLE OF CONTENTS Page No. 1.0 INTRODUCTION/METHODOLOGY...................................................................... 4-1 1.1 Methodology .............................................................................................. 4-1 2.0 CRITERIA ............................................................................................................. 4-2 3.0 DATA SOURCES .................................................................................................. 4-6 4.0 SCORING ............................................................................................................. 4-6 4.1 Vulnerability Score Range ......................................................................... 4-6 4.2 Criticality Score Range .............................................................................. 4-7 4.3 Risk Scoring .............................................................................................. 4-7 5.0 VULNERABILITY RESULTS ................................................................................. 4-8 6.0 CRITICALITY RESULTS ..................................................................................... 4-23 7.0 RISK ................................................................................................................... 4-41 LIST OF TABLES Table 2.1 Vulnerability Criteria ..................................................................................... 4-3 Table 2.2 Criticality Criteria ......................................................................................... 4-4 Table 4.1 Vulnerability Score Range ........................................................................... 4-6 Table 4.2 Criticality Score Range ................................................................................ 4-7 Table 4.3 Normalized Risk Ratings.............................................................................. 4-8 Table 5.1 Vulnerability Score by Length ...................................................................... 4-8 Table 6.1 Criticality Score Range .............................................................................. 4-23 Table 7.1 Normalized Risk Ratings............................................................................ 4-41 Table 7.2 Pipe Length Totals Based on Risk Rating .................................................. 4-41 LIST OF FIGURES Figure 5.1 Summary of Vulnerability Scoring ................................................................ 4-9 Figure 5.2 Structural Condition, CCTV Inspection Results .......................................... 4-11 Figure 5.3 O&M Condition, CCTV Inspection Results ................................................. 4-13 Figure 5.4 Remaining Useful Life Results ................................................................... 4-15 Figure 5.5 Frequency of Preventative Maintenance .................................................... 4-17 Figure 5.6 Slope of Pipe Segment Results ................................................................. 4-19 Figure 5.7 Vulnerability Criteria Results ...................................................................... 4-21 June 2017 - DRAFT ii pw:\\Carollo/Documents\Client/WA/Renton/9971A00/Deliverables\TM01.docx Figure 6.1 Summary of Criticality Rating and Scores .................................................. 4-24 Figure 6.2 Cost to Repair Failure Results ................................................................... 4-25 Figure 6.3 Loss of Critical Infrastructure and Transportation Links Results ................. 4-27 Figure 6.4 Damage to Property Results ...................................................................... 4-29 Figure 6.5 Environmental Impacts Results.................................................................. 4-31 Figure 6.6 Loss of Service to Customers Results ....................................................... 4-33 Figure 6.7 Reputational Damage Results ................................................................... 4-35 Figure 6.8 Damage to Local Business and Economy Results ..................................... 4-37 Figure 6.9 Criticality Criteria Results ........................................................................... 4-39 Figure 7.1 Map of Criticality x Vulnerability ................................................................. 4-43 June 2017 - DRAFT 4-1 pw:\\Carollo/Documents\Client/WA/Renton/9971A00/Deliverables\TM01.docx Technical Memorandum No. 4 RISK FINDINGS 1.0 INTRODUCTION/METHODOLOGY The City of Renton (City) requested Carollo Engineers, Inc. (Carollo) to develop a risk-based prioritization for their repair and replacement (R&R) projects in conjunction with implementation of Phase 2 of the City’s closed-circuit television (CCTV) Implementation program. The City’s risk based R&R program will be an important component meeting the City's goal to: • Provide adequate, reliable sanitary sewer service at a minimum cost to the customer. Risk of an asset (pipe, manhole, pump, etc.) is a measure of the impact of asset failure on the overall system. Risk is calculated as the product of criticality and vulnerability, or Risk = Criticality x Vulnerability Criticality represents the consequence of failure, and the vulnerability represents the likelihood of failure. This assessment is at a conceptual planning level and does not include survey, site inspections, or other detailed investigations. 1.1 Methodology A risk ranking was developed for all gravity collection pipelines in the system during the study. The vulnerability and criticality criteria, data sources, and levels were identified. Criteria were developed from the Halcrow Risk and Remaining Life Planning Tools (Weber Davis Aqueduct, March 2011), which was consistent with the City’s prior risk based R&R prioritization of force mains (Existing Force Main Condition Assessment and Lift Station Evaluation, Carollo 2016). The Halcrow criteria were refined for meet the City’s objectives and available data sources. Data sources and levels were chosen that represented the selected criteria, were readily available, and that could be applied consistently across the entire system. Once the criteria and data sources were set, each pipe segment was assigned a score based criteria ratings in GIS. The levels varied from negligible criticality or vulnerability (Level 1) to severe (Level 4). The levels are represented numerically as 1 to 4. W eighted factors were applied to reflect the City’s priorities. The pipe segments' weight for each criteria were then summed to find a final vulnerability and criticality score for that segment. Those two scores were then combined into 16 different "criticality, vulnerability" combinations (for example, 1,2; 2,3; or 4,4), and each combination was categorized with a risk ranking of low, moderately-low, moderately-high, and high. June 2017 - DRAFT 4-2 pw:\\Carollo/Documents\Client/WA/Renton/9971A00/Deliverables\TM01.docx 2.0 CRITERIA Tables 2.1 and 2.2 show the criteria, weighting, and description of each level for vulnerability and criticality, respectively. These criteria and data sources reflect an iterative refinement process that reflected the City’s typical key decision factors and the perceived accuracy of the data. Where the decision factors or available data did not support four levels of scoring two levels of scoring were typically used. For example, the criticality criterion for environmental impacts receives a level of 3 when within 50 feet from a critical area and a level of 1 at greater distances. Given the high level of the critical area data, the City was not comfortable in differentiating the criteria further without a site-specific investigation (wetland delineation, geotechnical analysis, etc.). These site-specific analyses are generally conducted as part of the design of the R&R project and could not be reasonably completed City wide. A total score was calculated for each criteria for all gravity collection pipes in the system. For example, if a pipe segment's remaining useful life (RUL) was between five and ten years, the segment would fall into the Vulnerability Level 3, or moderate, rating. Multiplying the level of three (3) by an RUL weight of one (1), the final weighed level for that criteria would be 3 x 1 = 3. The same calculation would be made for the remaining criteria and summed for an overall score. To aid in review, a consistent color scheme is applied to the levels and scores in all mapping. Additionally, a code was given for each criteria for simplicity when identifying the criteria on the figures later in this Technical Memo (TM). June 2017 - DRAFT 4-3 pw:\\Carollo/Documents\Client/WA/Renton/9971A00/Deliverables\TM01.docx Table 2.1 Vulnerability Criteria Long-Range Wastewater Management Plan City of Renton Criteria Code Weighting Level 1 Level 2 Level 3 Level 4 Structural Condition, CCTV Inspection Results CCTV STRUCTURAL 1 Negligible Pipe not yet inspected: material is PVC or DIP Structural NASSCO Score ≤ 2 Low Pipe not yet inspected: all other materials Structural NASSCO Score > 2 and ≤ 3 Moderate Structural NASSCO Score > 3 and ≤ 4 Severe Structural NASSCO Score > 4 O&M Condition, CCTV Inspection Results CCTV OM 1 Negligible Pipe not yet inspected: material is PVC or DIP O&M NASSCO Score ≤ 2 Low Pipe not yet inspected: all other materials O&M NASSCO Score > 2 and ≤ 3 Moderate O&M NASSCO Score > 3 and ≤ 4 Severe O&M NASSCO Score > 4 Remaining Useful Life Estimate RUL 1 Negligible RUL > 20 years Low RUL between 10 and 20 years Moderate RUL between 5 and 10 years Severe Less than 5 years RUL Frequency of Preventative Maintenance MAINT 1 Negligible No Cleaning Low Annual OR Biannual Cleaning Moderate Monthly or Quarterly Cleaning Severe Biweekly or Weekly Cleaning Slope of Pipe Segment SLOPE 1 Negligible Slope > 0.5% Low Slope ≤ 0.5% Moderate Severe June 2017 - DRAFT 4-4 pw:\\Carollo/Documents\Client/WA/Renton/9971A00/Deliverables\TM01.docx Table 2.2 Criticality Criteria Long-Range Wastewater Management Plan City of Renton Criteria Code Weighting Level 1 Level 2 Level 3 Level 4 Cost to Repair Failure REPAIR 1 Small Repair Effort by City Crew Pipe Diameter: ≤ 12" AND Pipe Depth: <12' Large Repair Effort by City Crew Pipe Diameter: > 12" AND Pipe Depth: <12' Small Repair Effort by Contractor Pipe Diameter: ≤ 12" AND Pipe Depth: ≥12' Large Repair Effort by Contractor Pipe Diameter: > 12" AND Pipe Depth: ≥12' Loss of Critical Infrastructure and Transportation Links TRANS 2 Negligible No Site of Interest OR Non-arterials Low No Site of Interest OR Collector Street Moderate Site of Interest OR Arterial Street Severe Critical Infrastructure OR Freeways Damage to Property PROP 1 Negligible Distance to Building Footprint - > 10 ft Moderate Distance to Building Footprint ≤ 10 ft Environmental Impacts to waterway, wetland, or other Sensitive Area ENV 1 Negligible Distance from Critical Area > 50 ft Moderate Distance to Critical Area < 50 ft Loss of Service to Customers LOS 1 Negligible Collection Line Moderate Trunk Line Reputational Damage REP 1 Negligible Outside Wellfield Capture Zone OR Low Moderate Severe Within 200 ft. of Wellfield OR June 2017 - DRAFT 4-5 pw:\\Carollo/Documents\Client/WA/Renton/9971A00/Deliverables\TM01.docx Table 2.2 Criticality Criteria Long-Range Wastewater Management Plan City of Renton Criteria Code Weighting Level 1 Level 2 Level 3 Level 4 Distance to Critical Water Body >200 ft Within 5 year Wellfield Capture Zone OR 2. Distance to Critical Water Body > 100 ft and ≤ 200 ft Within 1 year Wellfield Capture Zone OR 2. Distance to Critical Water Body > 50 ft and ≤ 100 ft Distance to Critical Water Body <50 ft Damage to Local Business and Economy BIZ 1 Negligible Pipeline outside of Overlay District Moderate Pipeline within Overlay District June 2017 - DRAFT 4-6 pw:\\Carollo/Documents\Client/WA/Renton/9971A00/Deliverables\TM01.docx 3.0 DATA SOURCES Data sources were largely available for the majority of the gravity collection system. Where data was missing (typically less than 2 percent of records), a Level 1 designation was assigned, except for CCTV criteria. The majority of the system has not undergone National Association of Sewer Services Companies (NASSCO) based CCTV inspections; therefore data is limited. Based on the NASSCO based CCTV inspections completed to date, pipes without data were rated based on material. A detailed list of the data sources used for this technical memo can be found in the Pipe Risk Calculation technical memo. 4.0 SCORING The following section shows the three types of scoring used to find the risk ranking. A detailed description of the scoring and how it was implemented can be found in the Pipe Risk Calculation technical memo. 4.1 Vulnerability Score Range Weighted vulnerability levels for each pipe segment were summed up to find a total score for that pipe. For the force main risk assessment, vulnerability scores were separated into four levels, roughly equal to each other. For this study, scores were instead selected based on point ratings for specific conditions. Pipes with a criterion at a Level 3 or 4 received a vulnerability score of 3. Pipes with multiple of Level 3 and 4 criteria received a vulnerability score of 4. The adjusted scores are shown in the Table 4.1. Table 4.1 Vulnerability Score Range Long-Range Wastewater Management Plan City of Renton Vulnerability Level Minimum Score Maximum Score 1 (negligible) 5 5 2 (low) 6 6 3 (moderate) 7 9 4 (severe) 10 16 June 2017 - DRAFT 4-7 pw:\\Carollo/Documents\Client/WA/Renton/9971A00/Deliverables\TM01.docx 4.2 Criticality Score Range Similar to the vulnerability score range, the criticality ranges were selected point ratings based on specific conditions and shown in Table 4.2. The minimum criticality score any pipe can receive is an 8, which would be the minimum scores for each criteria and assigned a criticality level of 1. Pipes with two Level 3 criteria result in a score in the Level 3 Criticality range. Multiple Level 3 and 4 criteria ratings result in a score in the Level 4 Criticality range. The rest of the levels are also shown in Table 4.2. Table 4.2 Criticality Score Range Long-Range Wastewater Management Plan City of Renton Criticality Level Minimum Score Maximum Score 1 (negligible) 8 8 2 (low) 9 10 3 (moderate) 11 15 4 (severe) 16 23 4.3 Risk Scoring The criticality, vulnerability, and risk ranking for each collection main were quantified in a relative risk scale, with one representing the lowest risk and four representing the highest risk. Table 4.3 below shows how the risk rating is scored based on the criticality and vulnerability scores. It is recommended that the City implement the following actions based on the risk ranking the pipes receive: • High Risk pipes should be prioritized for R&R. More frequent monitoring and/or preventative maintenance is recommended for these pipes until they are repaired or replaced. • Moderately high risk pipes should be frequently monitored. • Moderately low risk pipes should be monitored on a bi-monthly basis. • Low risk pipe are typically monitored on a yearly basis. June 2017 - DRAFT 4-8 pw:\\Carollo/Documents\Client/WA/Renton/9971A00/Deliverables\TM01.docx Table 4.3 Normalized Risk Ratings Long-Range Wastewater Management Plan City of Renton Normalized Risk Ranking Vulnerability Level 4 (severe) Moderately Low Moderately High High High 3 (moderate) Moderately Low Moderately High Moderately High High 2 (low) Low Moderately Low Moderately High Moderately High 1 (negligible) Low Low Moderately Low Moderately Low 1 (negligible) 2 (low) 3 (moderate) 4 (severe) Criticality Level 5.0 VULNERABILITY RESULTS Table 5.1 shows the amount of pipe found in each vulnerability level. Approximately 45 percent of the City's system is considered a negligible vulnerability. Pipes having a low and moderate vulnerability make up approximately 14 and 31 percent of the system, respectfully. The City has approximately 10 percent of their system in the severe vulnerability. Table 5.1 Vulnerability Score by Length Long-Range Wastewater Management Plan City of Renton Vulnerability Level Length (feet) Percent 1 (negligible) 589,783 45% 2 (low) 180,580 14% 3 (moderate) 397,772 31% 4 (severe) 133,099 10% Total: 1,301,234 100% Figure 5.1 shows the summary of the four vulnerability criteria given the rating. In general, each criteria increases as the level increases. The remaining useful life (RUL) criteria shows the most change as the level increases. June 2017 - DRAFT 4-9 pw:\\Carollo/Documents\Client/WA/Renton/9971A00/Deliverables\TM01.docx Figure 5.1 Summary of Vulnerability Scoring The results of the vulnerability scores for each criteria are shown in Figures 5.2 through 5.7. The levels for each criteria are typically identified by the following colors: • Red = Level 4 (severe) • Orange = Level 3 (moderate) • Dark Green = Level 2 (low) • Light Green = Level 1 (negligible) Showing the individual criteria on a map of the City's system gives the City a clear snapshot of where the current problem areas are located and what potential problem areas could occur if not monitored. For example, Figure 5.4 shows a large area of red pipe that have a vulnerability level of 4, or severe. This would indicate that most of this area has pipe with an RUL of less than five years, and should be reviewed for possible R&R in the near future. Figure 5.7 shows the overall vulnerability scores. A large portion of moderate to severe pipe is located in the northern part of the City, east of the interstate. This is mainly due to the RUL of the pipe, and some pipe requiring periodic cleaning. CCTV Structural CCTV Structural CCTV Structural CCTV Structural CCTV OM CCTV OM CCTV OM CCTV OMRULRUL RUL RUL MAINT MAINT MAINT MAINT SLOPE SLOPE SLOPE SLOPE 0 1 2 3 4 5 6 7 8 9 10 1 2 3 4Total Vulnerability ScoreVulnerabiliity Rating MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 14, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 5.2 Structural Condition, CCTV Inspection Results Legend City of Renton Street Centerlines Level 1 (Negligible) Level 2 (Low) Level 3 (Moderate) Level 4(Severe) MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 14, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 5.3 O&M Condition, CCTV Inspection Results Legend City of Renton Street Centerlines Level 1 (Negligible) Level 2 (Low) Level 3 (Moderate) Level 4(Severe) MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 14, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 5.4 Remaining Useful Life Results Legend City of Renton Street Centerlines Level 1 (Negligible) Level 2 (Low) Level 3 (Moderate) Level 4(Severe) MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 14, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 5.5 Frequency of Preventative Mainenance Legend City of Renton Street Centerlines Level 1 (Negligible) Level 2 (Low) Level 3 (Moderate) Level 4(Severe) MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 14, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 5.6 Slope of Pipe Segment Results Legend City of Renton Street Centerlines Level 1 (Negligible) Level 2 (Low) MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 14, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 5.7 Vulnerability Criteria Ranking Level 1 (Negligible) Level 2 (Low) Level 3 (Moderate) Level 4(Severe) Legend City of Renton Street Centerlines June 2017 - DRAFT 4-23 pw:\\Carollo/Documents\Client/WA/Renton/9971A00/Deliverables\TM01.docx 6.0 CRITICALITY RESULTS Table 6.1 shows the amount of pipe found in each criticality level. Criticality level 1 pipes make up approximately 25.7 percent of the total pipe count. Criticality Level 2 pipes make up approximately 27.1 percent of the total pipe count. Pipes that fall into criticality level 3 represent approximately 34.7 percent of the total count. Pipes found in criticality level 4 have scores between 16 and 23, and make up approximately 13 percent of the total count. Table 6.1 Criticality Score Range Long-Range Wastewater Management Plan City of Renton Criticality Level Length (feet) 1 (negligible) 333,777 2 (low) 352,977 3 (moderate) 447,195 4 (severe) 167,286 Total: 1,301,234 Figure 6.1 shows the total criticality scores broken down for each criticality rating of the seven criteria for criticality. Each rating falls within the score range as shown in Table 4.2. The Loss of Critical Infrastructure and Transportation Links criteria increases significantly as the rating increases. This is due to both the larger weight it is given and the City's pipe segments being near critical infrastructure or a freeway. June 2017 - DRAFT 4-24 pw:\\Carollo/Documents\Client/WA/Renton/9971A00/Deliverables\TM01.docx Figure 6.1 Summary of Criticality Rating and Scores The results of the criticality scores for each criteria are shown in Figures 6.2 to 6.9. Similar to the vulnerability maps, the levels of criteria are color-coded to identify the different levels when compared with the location of the pipe. Figure 6.9 shows the overall criticality criteria ranking, with the majority of pipe in the severe and moderate levels located near the downtown area and major roadways. Figure 6.3 shows the moderate and severe level pipe found near the City's arterial streets and freeways. Figure 6.8 identifies the City's downtown area as moderately critical, as the area is an Overlay District. The results are reasonable, since pipe in these areas would have a larger impact to the system should they be damaged. REPAIR REPAIR REPAIR REPAIRTRANSTRANSTRANS TRANS PROP PROP PROP PROP LOS LOS LOS LOS ENV ENV ENV ENV REP REP REP REP BIZ BIZ BIZ BIZ 0 2 4 6 8 10 12 14 16 18 20 1 2 3 4Total Criticality ScoreCriticality Rating MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 13, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 6.2 Cost to Repair Failure Results Level 1 (Negligible) Level 2 (Low) Level 3 (Moderate) Level 4(Severe) Legend City of Renton Street Centerlines m m m m m m m m m m m m m m m m m m m m !A !A !A !ï !ï !ï !ï !ï !ï !ï !ï !ï !ï !ï !ï !ï !ï !ï !ï !ï !A !A H!A Ã !A m m m m m m mm m m m m m m m m m m m m m m m mo m m MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 13, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 6.3 Loss of Critical Infrastructure and Transportation Links Results Legend Non-Arterials Collector Arterial Freeway Ramp H Hospital / Medical Center Ã Light Rail Station !ï Fire Station / EMS Station!A Urgent Care Facility m School oAirport Runway / Airfield Level 1 (Negligible) Level 2 (Low)Level 3 (Moderate)Level 4(Severe) Non-Critical Infrastructure City of Renton Critical Infrastructure MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 13, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 6.4 Damage to Property Results Legend City of Renton Building Footprints Street Centerlines Level 1 (Negligible) Level 3 (Moderate) MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 13, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 6.5 Environmental Impact Results Legend City of Renton Streams Type S Type F Type Np Type Ns Wetlands Percentage of Slope >40% and <=90% >90% Street Centerlines Level 1 (Negligible)Level 3 (Moderate) MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 13, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 6.6 Loss of Service to Customers Results Legend City of Renton Level 1 (Negligible) Collection Level 3 (Moderate) Trunk Street Centerlines &< &<&< &<&< &< &<MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NELake Washington Cedar R ive r M a y C r e e k Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 13, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 6.7 Reputational Damage Results Legend City of Renton &<Well Streams Wellfield Capture Zone One Year Capture Zone Five Year Capture Zone Ten Year Capture Zone Lake Washington Street Centerlines Level 1 (Negligible) Level 2 (Low) Level 3 (Moderate) Level 4(Severe) MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 13, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 6.8 Damage to Local Business and Economy Results Legend City of Renton Overlay Districts Auto Mall A Auto Mall B City Center Sign Regulation Area Urban Design District A Urban Design District B Urban Design District C Urban Design District D Downtown Business District Level 1 (Negligible) Level 3 (Moderate) MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 14, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 6.9 Summary of Criticality Ranking and Scores Legend City of Renton Criticality Criteria Rank Street Centerlines Level 1 (Negligible) Level 2 (Low) Level 3 (Moderate) Level 4(Severe) June 2017 - DRAFT 4-41 pw:\\Carollo/Documents\Client/WA/Renton/9971A00/Deliverables\TM01.docx 7.0 RISK Figure 7.1 shows the final result of the normalized risk ranking for the City's piping system. There are 16 combinations that have been designated one of four colors, which represents the overall level of risk. For example, a risk rating that has a vulnerability rating of 4 but a criticality rating of 1 (shown on Figure 7.1 as 1,4) receives a light green designation, or a moderately low risk rating as shown in Table 6.2. The amount of pipe that falls in each risk ranking is shown in Table 7.1 and the amount of pipe length based on the four colored risk ranking are shown in Table 7.2. Approximately 782,000 feet, or 60 percent, of the City's piping system falls in the low or moderately low categories. The city has approximately 379,000 feet, or 29 percent, of the piping system in the moderately-high (yellow) category. And approximately 140,000 feet, or 11 percent of the piping system, falls in the red, or high risk, category. Table 7.1 Normalized Risk Ratings Long-Range Wastewater Management Plan City of Renton Normalized Risk Ranking Vulnerability Level 4 (severe) 18,503 (%1.4) 38,202 (%2.9) 63,030 (%4.8) 13,364 (%1.0) 3 (moderate) 97,627 (%7.5) 95,897 (%7.4) 140,271 (%10.8) 63,978 (%4.9) 2 (low) 27,886 (%2.1) 48,447 (%3.7) 70,219 (%5.4) 34,028 (%2.6) 1 (negligible) 189,761 (%14.6) 170,430 (%13.1) 173,675 (%13.3) 55,916 (%4.3) 1 (negligible) 2 (low) 3 (moderate) 4 (severe) Criticality Level Table 7.2 Pipe Length Totals Based on Risk Rating Long-Range Wastewater Management Plan City of Renton Color Total Length (ft) % of Total Length Low 388,077 30% Moderately-Low 394,169 30% Moderately-High 378,617 29% High 140,372 11% MaplewoodSE Petrovitsky Rd Be a c o n W a y S SE 168th StOakesdale Ave SWSW 7th St SW 16th St SR 167SE 192nd StInterurban TrailCeda r R i v e r T r a i l SW SunsetBlvd Monroe Ave NENile Ave NESE 116th St N 6th St Garden Ave NN 4th St RentonA v e S Rainer Ave N132nd Ave SE§¨¦405 §¨¦405 N 40th St N 29th St Edmonds Ave NEDisclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Data Sources: City of Renton, WA O 0 0.5 10.25 Miles Last Revised: June 13, 2017 \\io-fs-1\Data\GISBackup\Renton\CricalityAnalysis\AllCriteriaFigures.mxd LONG-RANGE WASTEWATER MANAGEMENT PLAN – RISK ASSESSMENT | TM 2 | CITY OF RENTON Figure 7.1 Map of Criticality x Vulnerability Legend City of Renton Critcality x Vulnerability Risk 1,1 1,2 1,3 1,4 2,1 2,2 2,3 2,4 3,1 3,2 3,3 3,4 4,1 4,2 4,3 4,4 Street Centerlines APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 Appendix J STANDARD PLANS AND SPECIFICATIONS 1 SPECIAL PROVISIONS ................................................................................................. 12 1-01 DEFINITIONS AND TERMS .................................................................................. 12 1-01.1 General ............................................................................................................... 12 1-01.3 Definitions ........................................................................................................ 12 1-02 BID PROCEDURES AND CONDITIONS ............................................................. 15 1-02.1 Prequalification of bidders .............................................................................. 15 1-02.2 Plans and Specifications ................................................................................. 15 1-02.5 Proposal Forms ................................................................................................ 16 1-02.6 Preparation of Proposal .................................................................................. 16 1-02.6(1) Proprietary Information ............................................................................... 17 1-02.7 Bid Deposit ....................................................................................................... 17 1-02.9 Delivery of Proposal ........................................................................................ 18 1-02.12 Public Opening of Proposals ........................................................................ 18 1-02.13 Irregular Proposals ........................................................................................ 18 1-02.14 Disqualification of Bidders ........................................................................... 18 1-02.15 Pre Award Information ................................................................................... 19 1-03 AWARD AND EXECUTION OF CONTRACT ....................................................... 19 1-03.1 Consideration of bids ...................................................................................... 19 1-03.2 Award of Contract ............................................................................................ 20 1-03.3 Execution of Contract ...................................................................................... 20 1-03.4 Contract Bond .................................................................................................. 20 1-03.7 Judicial Review ................................................................................................ 21 1-04 SCOPE OF WORK ............................................................................................... 21 1-04.2 Coordination of Contract Documents… ........................................................ 21 1-04.8 Progress Estimates and Payments ................................................................ 22 1-04.11 Final Cleanup .................................................................................................. 22 1-04.3 Contractor-Discovered Discrepancies ........................................................... 22 1-05 CONTROL OF WORK .......................................................................................... 22 1-05.4 Conformity With and Deviation from Plans and Stakes ............................... 22 1-05.4(3) Contractor Supplied Surveying .................................................................. 24 1-05.4(4) Contractor Provided As-Built Information ................................................ 24 1-05.7 Removal of Defective and Unauthorized Work ............................................. 25 1-05.10 Guarantees ..................................................................................................... 26 1-05.11 Final Inspection .............................................................................................. 26 2 1-05.11(1) Substantial Completion Date .................................................................... 26 1-05.11(2) Final Inspection and Physical Completion Date ..................................... 27 1-05.11(3) Operational Testing ................................................................................... 28 1-05.12 Final Acceptance ........................................................................................... 28 1-05.13 Superintendents, Labor and Equipment of Contractor .............................. 28 1-05.14 Cooperation with Other Contractors ............................................................ 29 1-05.16 Water and Power ............................................................................................ 29 1-05.17 Oral Agreements ............................................................................................ 29 1-05.18 Contractor's Daily Diary ................................................................................ 29 1-06 CONTROL OF MATERIAL ................................................................................... 31 1-06.1 Approval of Materials Prior to Use ................................................................. 31 1-06.2(1) Samples and Tests for Acceptance ........................................................... 31 1-06.2(2) Statistical Evaluation of Materials for Acceptance ................................... 31 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC ..................... 31 1-07.1 Laws to be Observed ....................................................................................... 31 1-07.6 Permits and Licenses ...................................................................................... 32 1-07.9 Wages ............................................................................................................... 33 1-07.9(5) Required Documents .................................................................................. 33 1-07.11 Requirements for Non-Discrimination ......................................................... 33 1-07.11(11) City of Renton Affidavit of Compliance ................................................. 33 1-07.12 Federal Agency Inspection ........................................................................... 33 1-07.13 Contractor’s Responsibility for Work .......................................................... 34 1-07.13(1) General ....................................................................................................... 34 1-07.15 Temporary Water Pollution/Erosion Control ............................................... 34 1-07.16 Protection and Restoration of Property ....................................................... 36 1-07.16(1) Private/Public Property ............................................................................. 36 1-07.17 Utilities and Similar Facilities ....................................................................... 38 1-07.17(1) Site Specific Potholing .............................................................................. 39 1-07.17(3) Interruption of Services ............................................................................ 40 1-07.17(4) Resolution of Utility Conflicts .................................................................... 40 1-07.18 Public Liability and Property Damage Insurance ....................................... 40 1-07.18(1) General ....................................................................................................... 40 1-07.18(2) Coverages .................................................................................................. 41 1-07.18(3) Limits .......................................................................................................... 42 1-07.18(4) Evidence of Insurance: ............................................................................. 43 3 1-07.22 Use of Explosives .......................................................................................... 44 1-07.23 Public Convenience and Safety .................................................................... 44 1-07.23(1) Construction Under Traffic ....................................................................... 44 1-07.23(2) Construction and Maintenance of Detours ............................................. 46 1-07.24 Rights of Way ................................................................................................. 46 1-07.28 Confined Space Entry .................................................................................... 47 1-08 PROSECUTION AND PROGRESS ...................................................................... 47 1-08.0 Preliminary Matters .......................................................................................... 47 1-08.0(1) Preconstruction Conference ...................................................................... 47 1-08.0(2) Hours of Work .............................................................................................. 49 1-08.0(3) Reimbursement for Overtime Work of Contracting Agency Employees 49 1-08.1 Subcontracting ................................................................................................. 50 1-08.2 Assignment ...................................................................................................... 50 1-08.3 Progress Schedule .......................................................................................... 50 1-08.4 Notice to Proceed and Prosecution of the Work .......................................... 52 1-08.5 Time For Completion ....................................................................................... 52 1-08.6 Suspension of Work ........................................................................................ 54 1-08.7 Maintenance During Suspension ................................................................... 54 1-08.9 Liquidated Damages ........................................................................................ 54 1-08.11 Contractor's Plant and Equipment ............................................................... 55 1-08.12 Attention to Work ........................................................................................... 55 1-09 MEASUREMENT AND PAYMENT ....................................................................... 55 1-09.1 Measurement of Quantities ............................................................................. 55 1-09.3 Scope of Payment ............................................................................................ 56 1-09.6 Force Account .................................................................................................. 57 1-09.7 Mobilization ...................................................................................................... 57 1-09.9 Payments .......................................................................................................... 58 1-09.9(1) Retainage ..................................................................................................... 59 1-09.9(2) Contracting Agency’s Right to Withhold and Disburse Certain Amounts ........................................................................................................................................ 59 1-09.9(3) Final Payment .............................................................................................. 60 1-09.11 Disputes and Claims ....................................................................................... 61 1-09.11(2) Claims ......................................................................................................... 61 1-09.11(3) Time Limitations and Jurisdiction ........................................................... 61 1-09.13 Claims and Resolutions ................................................................................. 62 4 1-09.13(3) Claims $250,000 or Less ........................................................................... 62 1-09.13(3)A Administration of Arbitration ................................................................. 62 1-09.13(3)B Procedures to Pursue Arbitration ......................................................... 62 1-09.14 Payment Schedule ......................................................................................... 63 1-09.14(1) Scope .......................................................................................................... 63 1-09.14(2) Bid Items .................................................................................................... 63 1-10 TEMPORARY TRAFFIC CONTROL .................................................................... 95 1-10.1 General .............................................................................................................. 95 1-10.2(1)B Traffic Control Supervisor ........................................................................ 97 1-10.2(2) Traffic Control Plans ................................................................................... 97 1-10.3 Flagging, Signs, and All Other Traffic Control Devices ................................ 97 1-10.3(3) Construction Signs ..................................................................................... 97 1-10.3(3) Construction Signs ..................................................................................... 97 1-10.4 Measurement .................................................................................................... 97 1-10.5 Payment ............................................................................................................ 98 1-11 RENTON SURVEYING STANDARDS .................................................................. 98 1-11.1(1) Responsibility for surveys .......................................................................... 98 1-11.1(2) Survey Datum and Precision ...................................................................... 98 1-11.1(3) Subdivision Information .............................................................................. 99 1-11.1(4) Field Notes ................................................................................................... 99 1-11.1(5) Corners and Monuments ............................................................................ 99 1-11.1(6) Control or Base Line Survey ...................................................................... 99 1-11.1(7) Precision Levels ........................................................................................ 100 1-11.1(8) Radial and Station -- Offset Topography ................................................. 100 1-11.1(9) Radial Topography .................................................................................... 100 1-11.1(10) Station--Offset Topography .................................................................... 101 1-11.1(11) As-Built Survey ........................................................................................ 101 1-11.1(12) Monument Setting and Referencing ...................................................... 101 1-11.12 Materials ...................................................................................................... 102 1-11.12(1) Property/Lot Corners ............................................................................... 102 1-11.12(2) Monuments ............................................................................................... 102 1-11.12(3) Monument Case and Cover .................................................................... 102 2-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP .................................... 102 2-01.1 Description ..................................................................................................... 102 2-01.2 Disposal of Usable Material and Debris ....................................................... 103 5 2-01.5 Payment .......................................................................................................... 103 2-02 REMOVAL OF STRUCTURE AND OBSTRUCTIONS ....................................... 103 2-02.3(3) Removal of Pavement, Sidewalks, and Curbs ........................................ 103 2-02.4 Measurement .................................................................................................. 103 2-02.5 Payment .......................................................................................................... 103 2-03 ROADWAY EXCAVATION AND EMBANKMENT .............................................. 104 2-03.3 Construction Requirements .......................................................................... 104 2-03.4 Measurement .................................................................................................. 105 2-03.5 Payment .......................................................................................................... 105 2-04 HAUL .................................................................................................................. 106 2-04.5 Payment .......................................................................................................... 106 2-06 SUBGRADE PREPARATION ............................................................................. 106 2-06.5 Measurement and Payment ......................................................................... 106 2-09 STRUCTURE EXCAVATION .............................................................................. 106 2-09.1 Description ..................................................................................................... 106 2-09.3(1)D Disposal of Excavated Material ............................................................. 106 2-09.4 Measurement .................................................................................................. 106 2-09.5 Payment .......................................................................................................... 107 5-04 ASPHALT CONCRETE PAVEMENT .................................................................. 108 5-06 TEMPORARY RESTORATION IN PAVEMENT AREAS .................................... 137 5-06.1 Description ..................................................................................................... 137 5-06.2 Materials ......................................................................................................... 137 5-06.3 Construction Requirements .......................................................................... 137 7-01 DRAINS .............................................................................................................. 138 7-01.2 Materials ......................................................................................................... 138 7-01.3 Construction Requirements .......................................................................... 138 7-01.4 Measurement .................................................................................................. 138 7-02 CULVERTS ......................................................................................................... 138 7-02.2 Materials ......................................................................................................... 138 7-04 STORM SEWERS .............................................................................................. 139 7-04.2 Materials ......................................................................................................... 139 7-04.2 Materials ......................................................................................................... 139 7-04.3(1) Cleaning and Testing ................................................................................ 139 7-04.3(1)G Abandon Existing Storm Sewer Pipes .................................................. 140 7-04.3(2) CCTV Inspection ........................................................................................ 141 6 7-04.3(3) Direct Pipe Connections ............................................................................ 141 7-05 MANHOLES, INLETS, AND CATCH BASINS ................................................... 141 7-05.3 Construction Requirements .......................................................................... 141 7-05.3(1) Adjusting Manholes and Catch Basins to Grade .................................... 142 7-05.3(3) Connections to Existing Manholes .......................................................... 143 7-05.3(5) Manhole Coatings ...................................................................................... 143 7-06 TRENCH DRAINS (NEW SECTION) ................................................................... 144 7-06.1 Description ....................................................................................................... 144 7-06.2 Materials ........................................................................................................... 144 7-06.3 Construction Requirements ............................................................................ 144 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS ........................................ 145 7-08.3 Construction Requirements .......................................................................... 145 7-08.3(1)A Trenches ................................................................................................... 145 7-08.3(1)C Bedding the Pipe ..................................................................................... 145 7-08.3(1)D Pipe Foundation ..................................................................................... 146 7-08.3(2)A Survey Line and Grade ........................................................................... 146 7-08.3(2)B Pipe Laying – General ............................................................................ 146 7-08.3(2)E Rubber Gasketed Joints ......................................................................... 147 7-08.3(2)H Sewer Line Connections ........................................................................ 147 7-08.3(2)J Placing PVC Pipe ..................................................................................... 147 7-08.3(3)A Backfilling Pipe Trenches....................................................................... 147 7-04.2(2) Temporary Stormwater Diversion ............................................................ 148 7-17.4 Measurement .................................................................................................. 149 7-09 PIPE AND FITTINGS FOR WATER MAINS ....................................................... 149 7-09.3(15)A Ductile Iron Pipe .................................................................................... 149 7-09.3(15)B Polyvinyl Chloride (PVC) Pipe (4 inches and Over) ........................... 150 7-09.3(17) Laying Ductile Iron Pipe and Fittings with Polyethylene Encasement ...................................................................................................................................... 150 7-09.3(19)A Connections to Existing Mains ............................................................ 150 7-09.3(21) Concrete Thrust Blocking and Dead-Man Block .................................. 152 7-09.3(23) Hydrostatic Pressure Test ...................................................................... 153 7-09.3(24)A Flushing and Poly-pigging ................................................................... 155 7-09.3(24)D Dry Calcium Hypochlorite .................................................................... 155 7-09.3(24)K Retention Period ................................................................................... 156 7-09.3(24)N Final Flushing and Testing ................................................................... 156 7 7-09.3(25) Joint Restraint Systems .......................................................................... 156 7-09.4 Measurement .................................................................................................. 158 7-09.5 Payment .......................................................................................................... 158 7-12 VALVES FOR WATER MAINS ........................................................................... 159 7-12.3(1) Installation of Valve Marker Post ............................................................. 159 7-12.3(2) Adjust Existing Valve Box to Grade ......................................................... 159 7-12.4 Measurement .................................................................................................. 159 7-12.5 Payment .......................................................................................................... 160 7-14 HYDRANTS ........................................................................................................ 160 7-14.3(1) Setting Hydrants ........................................................................................ 160 7-14.3(3) Resetting Existing Hydrants ..................................................................... 161 7-14.3(4) Moving Existing Hydrants ........................................................................ 161 7-14.3(7) Remove and Salvage Hydrant .................................................................... 161 7-14.5 Payment .......................................................................................................... 162 7-15 SERVICE CONECTIONS ................................................................................... 162 7-15.3 Construction Details ...................................................................................... 162 7-15.5 Payment .......................................................................................................... 163 7-17 SANITARY SEWERS ......................................................................................... 163 7-17.2 Materials ......................................................................................................... 163 7-17.3 Construction Requirements .......................................................................... 164 7-17.3(1) Protection of Existing Sewerage Facilities ............................................. 164 7-17.3(2)H Television Inspection .............................................................................. 164 7-17.3(2)I Abandon Existing Sanitary Sewer Pipes ............................................................ 165 7-17.5 Payment .......................................................................................................... 165 7-17.4 Measurement .................................................................................................. 165 7-17.4 Measurement .................................................................................................. 165 7-17.4 Measurement .................................................................................................. 166 7-17.4 Measurement .................................................................................................. 166 7-17.4 Measurement .................................................................................................. 166 7-21 GENERAL SPECIFICATIONS FOR CURED IN PLACE PIPE (CIPP) .............. 166 7-21.1 Description ......................................................................................................... 166 7-21.1(2) Licensing ......................................................................................................... 166 7-21.1(3) Contractor and Manufacturer Qualifications ..................................................... 167 7-21.1(4) Contractor Submittals ...................................................................................... 167 8 7-21.1(6) Warranty ........................................................................................................ 168 7-21.2 Materials ............................................................................................................ 169 7-21.2 Cured in Place Resin Impregnated Material in General ........................................... 169 7-21.2 Cured in Place Resin Impregnated Material in General ........................................... 169 7-21.2 Cured in Place Resin Impregnated Material in General ........................................... 170 7-21.2(2) Resin .............................................................................................................. 171 7-21.2(3) Physical Properties ................................................................................... 173 7-21.3 Construction Requirements .......................................................................... 174 7-21.3(1)A Flow Management ................................................................................... 174 7-21.3(1)B Cleaning ....................................................................................................... 175 7-21.3(1)C Point Repairs ................................................................................................. 176 7-21.3(1)D Manholes ..................................................................................................... 177 7-21.3(1)D Manholes ..................................................................................................... 177 7-21.3(2) Liner Installation ............................................................................................. 177 7-21.3(2) Liner Installation ............................................................................................. 178 7-21.3(4) Testing ............................................................................................................ 180 7-21.3(4)C Post Installation CCTV Inspection ................................................................... 180 7-21.3(4)A Material Testing ............................................................................................ 180 7-21.3(4)B Field Testing .................................................................................................. 181 7-21.4 Measurement ..................................................................................................... 181 7-21.4 Measurement ..................................................................................................... 181 7-21.5 Payment ............................................................................................................. 181 7-21 GENERAL SPECIFICATIONS FOR CURED IN PLACE PIPE (CIPP) .............. 181 8-02 ROADSIDE RESTORATION .............................................................................. 181 8-02.3(4)A Topsoil Type A ......................................................................................... 181 8-02.3(16)A Lawn Installation ................................................................................... 181 8-02.3(16)A2 Submittals ............................................................................................ 181 8-02.3(16)A2a Certification of Material ..................................................................... 181 8-02.3(16)A2b Manufacturer’s Certificates of Conformance ................................. 182 8-02.3(16)A2c Schedule for Installation .................................................................. 182 8-02.3(16)A3 Product Handling ................................................................................ 182 8-02.3(16)A4 Site Information ................................................................................... 182 8-02.3(16)A5 Sod ....................................................................................................... 182 8-02.3(16)A5a Other Materials .................................................................................. 182 9 8-02.3(16)A6 Execution ............................................................................................. 182 8-02.3(16)A6a Installation Preparation .................................................................... 183 8-02.3(16)A6b Sod Installation ................................................................................. 183 8-02.3(16)B Lawn Establishment ............................................................................. 183 8-02.3(16)B Lawn Establishment and Final Acceptance ....................................... 183 8-02.3(16)B1 Establishment Period ......................................................................... 183 8-02.3(16)B2 Guarantee ............................................................................................ 184 8-02.3(16)B3 Final Acceptance ................................................................................ 184 8-09 RAISED PAVEMENT MARKERS ....................................................................... 184 8-09.5 Payment .......................................................................................................... 184 8-13 MONUMENT CASES ......................................................................................... 185 8-13.1 Description ..................................................................................................... 185 8-13.3 Construction Requirements .......................................................................... 185 8-13.4 Measurement .................................................................................................. 185 8-13.5 Payment .......................................................................................................... 185 8-14 CEMENT CONCRETE SIDEWALKS ................................................................. 185 8-14.3(4) Curing ......................................................................................................... 185 8-14.4 Measurement .................................................................................................. 186 8-14.5 Payment .......................................................................................................... 186 8-17 IMPACT ATTENUATOR SYSTEMS ................................................................... 186 8-17.5 Payment .......................................................................................................... 186 8-20 ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL ............... 187 8-20.2(1) Equipment List and Drawings .................................................................. 187 8-22 PAVEMENT MARKING ...................................................................................... 187 8-22.1 Description ..................................................................................................... 187 8-22.3(5) Installation Instructions ............................................................................ 188 8-22.5 Payment .......................................................................................................... 188 8-23 TEMPORARY PAVEMENT MARKINGS ............................................................ 189 8-23.5 Payment .......................................................................................................... 189 9-03.8(7) HMA Tolerances and Adjustments ............................................................ 189 9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS ............................. 190 9-05.4 Steel Culvert Pipe and Pipe Arch (RC) ......................................................... 190 9-05.7(2) Reinforced Concrete Storm Sewer Pipe (RC) ......................................... 190 9-05.7(2)A Basis for Acceptance (RC) ..................................................................... 190 9-05.7(3) Concrete Storm Sewer Pipe Joints (RC) ................................................. 190 10 9-05.7(4) Testing Concrete Storm Sewer Pipe Joints (RC) .................................... 190 9-05.9 Steel Spiral Rib Storm Sewer Pipe (RC) ...................................................... 191 9-05.12 Polyvinyl Chloride (PVC) Pipe .................................................................... 191 9-05.14 ABS Composite Sewer Pipe ........................................................................ 192 9-05.17 Aluminum Spiral Rib Storm Sewer Pipe .................................................... 192 9-05.24 Polypropylene Culvert Pipe, Polypropylene Storm Sewer Pipe, and Polypropylene Sanitary Sewer Pipe .......................................................................... 193 9-05.24(1) Polypropylene Culvert Pipe and Storm Sewer Pipe .............................. 193 9-08 PAINTS ............................................................................................................... 194 9-08.8 Manhole Coating System Products .............................................................. 194 9-08.8(1) Coating Systems Specification ................................................................ 194 9-14 EROSION CONTROL AND ROADSIDE PLANTING ......................................... 194 9-14.1(1) Topsoil Type A ........................................................................................... 194 9-14.6(8) Sod .............................................................................................................. 195 9-23 CONCRETE CURING MATERIALS AND ADMIXTURES .................................. 195 9-23.9 Fly Ash (RC) ................................................................................................... 195 9-30 WATER DISTRIBUTION MATERIALS ............................................................... 195 9-30.1 Pipe ............................................................................................................... 195 9-30.1(1) Ductile Iron Pipe .......................................................................................... 195 9-30.1(2) Polyethylene Encasement ........................................................................ 196 9-30.2 Fittings ............................................................................................................ 196 9-30.2(1) Ductile Iron Pipe ........................................................................................ 196 9-30.2(2) Galvanized Iron Pipe ................................................................................. 197 9-30.2(3) Steel Casing Pipe ...................................................................................... 197 9-30.2(4) Spacers and Seals for Steel Casing Pipe ................................................ 197 9-30.2(6) Restrained Joint ........................................................................................ 198 9-30.2(6) Restrained Joint Pipe and Fittings .......................................................... 198 9-30.2(7) Bolted, Sleeve-Type Couplings for Plain End Pipe ................................ 198 9-30.3 Valves ............................................................................................................ 198 9-30.3(1) Gate Valves (3 inches to 16 inches) ......................................................... 199 9-30.3(3) Butterfly Valves .......................................................................................... 199 9-30.3(4) Valve Boxes ................................................................................................ 200 9-30.3(5) Valve Marker Posts .................................................................................... 200 9-30.3(6) Valve Stem Extensions ............................................................................. 200 9-30.3(7) Combination Air Release/Air Vacuum Valves ......................................... 200 11 9-30.3(8) Tapping Sleeve and Valve Assembly ....................................................... 200 9-30.3(9) Blow-Off Assembly .................................................................................... 200 9-30.5 Hydrants ......................................................................................................... 201 9-30.5(1) End Connections ....................................................................................... 201 9-30.5(2) Hydrant Dimensions .................................................................................. 201 9-30.6 Water Service Connections (2 Inches and Smaller) ................................. 202 9-30.6(3) Service Pipes ............................................................................................. 202 9-30.6(3)B Polyethylene Pipe ................................................................................... 202 9-30.6(4) Service Fittings .......................................................................................... 202 9-30.6(5) Meter Setters .............................................................................................. 202 9-30.6(7) Meter Boxes ............................................................................................... 202 10 Removal of Utility Locate Markings From Sidewalks Required ...................... 202 11/4/2020 12 SPECIAL PROVISIONS The work on this project shall be accomplished in accordance with the Standard Specifications for Road, Bridge and Municipal Construction, 2020 edition, as issued by the Washington State Department of Transportation (WSDOT) and the American Public Works Association (APWA), Washington State Chapter (hereafter “Standard Specifications”) The Standard Specifications, as modified or supplemented by the Amendments to the Standard Specifications and these Special Provisions, all of which are made a part of the Contract Documents, shall govern all of the Work. These Special Provisions are made up of both General Special Provisions (GSPs) from various sources, which may have project-specific fill-ins; and project-specific Special Provisions. Each Provision either supplements, modifies, or replaces the comparable Standard Specification, or is a new Provision. The deletion, amendment, alteration, or addition to any subsection or portion of the Standard Specifications is meant to pertain only to that particular portion of the section, and in no way should it be interpreted that the balance of the section does not apply. Also incorporated into the Contract Documents by reference are: • Manual on Uniform Traffic Control Devices for Streets and Highways, currently adopted edition, with Washington State modifications, if any • Standard Plans for Road, Bridge and Municipal Construction, WSDOT/APWA, current edition • City of Renton Standard Plans, City of Renton Public Works Department, Current Edition • Public Rights-Of-Way A ccessibility Guidelines (PROWAG), current edition Contractor shall obtain copies of these publications, at Contractor’s own expense. 1-01 DEFINITIONS AND TERMS 1-01.1 General Section 1-01.1 is supplemented with the following: (******) Whenever reference is made to the State, State of Washington, Commission, Department of Transportation, Secretary of Transportation, Owner, Contracting Agency or Engineer, such reference shall be deemed to mean the City of Renton acting through its City Council, employees, and duly authorized representatives for all contracts administered by the City of Renton. All references to “State Materials Laboratory” shall be revised to read “Contracting Agency designated location”. 1-01.3 Definitions Section 1-01.3 is revised and supplemented with the following: (******) Act of God "Act of God" means an earthquake, flood, cyclone, or other cataclysmic phenomenon of nature. A rain, windstorm, high water or other natural phenomenon of unusual intensity for the specific locality of the Work , which might reasonably have been anticipated from historical records of the general locality of the Work , shall not be construed as an act of God. 11/4/2020 13 Consulting Engineer The Contracting Agency's design consultant, who may or may not administer the construction program for the Contracting Agency. Contract Documents See definition for “Contract”. Contract Price Either the unit price, the unit prices, or lump sum price or prices named in the proposal, or in properly executed change orders. Contract Time The period of time established by the terms and conditions of the Contract within which the Work must be physically completed. Dates Bid Opening Date: The date on which the Contracting Agency publicly opens and reads the bids. Award Date: The date of the formal decision of the Contracting Agency to accept the lowest responsible and responsive Bidder for the Work . Contract Execution Date: The date the Contracting Agency officially binds the agency to the Contract. Notice to Proceed Date: The date stated in the Notice to Proceed on which the Contract Time begins. Substantial Completion Date: The day the Engineer determines the Contracting Agency has full and unrestricted use and benefit of the facilities, both from the operational and safety standpoint, and only minor incidental Work , replacement of temporary substitute facilities, or correction or repair remains for the physical completion of the total contract. Contract Completion Date: The date by which the Work is contractually required to be physically completed. The Contract Completion Date will be stated in the Notice to Proceed. Revisions of this date will be authorized in writing by the Engineer whenever there is an extension to the Contract time. Completion Date: The day all the Work specified in the Contract is completed and all the obligations of the Contractor under the Contract are fulfilled by the Contractor. Final Acceptance Date: The date the Contracting Agency accepts the Work as complete per the Contract requirements. Day Unless otherwise designated, day(s) as used in the Contract Documents, shall be understood to mean working days. Engineer The City Engineer or duly authorized representative, or an authorized member of a licensed consulting firm retained by the Contracting Agency for the construction engineering of a specific public works project. 11/4/2020 14 Inspector The Contracting Agency ’s authorized representative assigned to make necessary observations of the Work performed or being performed, or of materials furnished or being furnished by the Contractor. Notice of Award: The written notice from the Contracting Agency to the successful bidder signifying the Contracting Agency’s acceptance of the bid. Notice to Proceed: The written notice from the Contracting Agency or the Engineer to the Contractor authorizing and directing the Contractor to proceed with Work and establishing the date on which the Contract time begins. Or Equal Where the term "or equal" is used herein, the Contracting Agency, or the Contracting Agency on recommendation of the Engineer, shall be the sole judge of the quality and suitability of the proposed substitution. The responsibility and cost of furnishing necessary evidence, demonstrations, or other information required to obtain the approval of alternative materials or processes by the Contracting Agency shall be entirely borne by the Contractor. Owner The City of Renton or its authorized representative also referred to as Contracting Agency. Performance and Payment Bond Same as “Contract Bond” defined in the Standard Specifications. Plans The Contract Plans and/or Standard Plans which show location, character, and dimensions of prescribed Work including layouts, profiles, cross-sections, and other details. Drawings may either be bound in the same book as the balance of the Contract Documents or bound in separate sets, and are a part of the Contract Documents, regardless of the method of binding. The terms "Standard Drawings" or "Standard Plans" generally used in Specifications refers to drawings bound either with the specification documents or included with the Plans or the City of Renton Standard Plans. Points Wherever reference is made to the Engineer ’s points, this shall mean all marks, bench marks, reference points, stakes, hubs, tack, etc., established by the Engineer for maintaining horizontal and vertical control of the Work . Provide Means “furnish and install” as specified and shown in the Plans. Secretary, Secretary of Transportation The chief executive officer of the Department and other authorized representatives. The chief executive officer to the Department shall also refer to the Department of Public Works Administrator. Shop Drawings Same as “Working Drawings” defined in the Standard Specifications. 11/4/2020 15 Special Provisions Modifications to the Standard Specifications and their amendments that apply to an individual project. The special provisions may describe Work the Specifications do not cover. Such Work shall comply first with the Special Provisions and then with any Specifications that apply. The Contractor shall include all costs of doing this Work within the bid prices. State The state of Washington acting through its representatives. The State shall also refer to The City of Renton and its authorized representatives where applicable. Supplemental Drawings and Instructions Additional instructions by the Engineer at request of the Contractor by means of drawings or documents necessary, in the opinion of the Engineer, for the proper execution of the Work . Such drawings and instructions are consistent with the Contract Documents. Traffic Both vehicular and non-vehicular traffic, such as pedestrians, bicyclists, wheelchairs, and equestrian traffic. Utility Public or private fixed improvement for the transportation of fluids, gases, power, signals, or communications and shall be understood to include tracks, overhead and underground wires, cables, pipelines, conduits, ducts, sewers, or storm drains. 1-02 BID PROCEDURES AND CONDITIONS 1-02.1 Prequalification of Bidders Delete this Section and replace it with the following: (******) Bidders shall be qualified by experience, financing, equipment, and organization to do the Work called for in the Contract Documents. The Contracting Agency reserves the right to take whatever action it deems necessary to ascertain the ability of the bidder to perform the Work satisfactorily. 1-02.2 Plans and Specifications Delete this Section and replace it with the following: (******) Information as to where Bid Documents can be obtained or reviewed will be found in the Call for Bids (Advertisement for Bids) for the Work . After award of the Contract, Plans and Specifications will be issued to the Contractor at no cost as detailed below: To Prime Contractor No. of Sets Basis of Distribution Reduced Plans (11” x 17”) and contract provisions 4 Furnished automatically upon award Large Plans (22” x 34”) 4 Furnished only upon request 11/4/2020 16 Additional Plans and Contract Provisions may be purchased by the Contractor by payment of the cost stated in the Call for Bids. 1-02.4(2) Subsurface Information Section 1-02.4(2) is supplemented with the following: (******) If a geotechnical study was prepared for the project, then the findings and recommendations are summarized in a report that upon request, may be obtained from the City of Renton. 1-02.5 Proposal Forms Delete this Section and replace it with the following: (******) At the request of the bidder, the Contracting Agency will provide a proposal form for any project on which the bidder is eligible to bid. The proposal form will identify the project and its location and describe the Work . It will also list estimated quantities, units of measurement, the items of Work , and the materials to be furnished at the unit bid prices. The bidder shall complete spaces on the proposal form that call for, but are not limited to, unit bid prices; extensions; summations; the total bid amount; signatures; date; and, where applicable, retail sales taxes and acknowledgement of addenda; the bidder’s name, address, telephone number, and signature; and a State of Washington Contractor’s Registration Number. Bids shall be completed by typing or shall be printed in ink by hand, preferably in black ink. The required certifications are included as part of the proposal form. The Contracting Agency reserves the right to arrange the proposal forms with alternates and additives, if such be to the advantage of the Contracting Agency. The bidder shall bid on all alternates and additives set forth in the proposal forms unless otherwise specified. Any correction to a bid made by interlineations, alteration, or erasure, shall be initialed by the signer of the bid. The bidder shall make no stipulation on the Bid Form, nor qualify the bid in any manner. A bid by a corporation shall be executed in the corporate name, by the president or a vice president (Or other corporate officer accompanied by evidence of authority to sign). A bid by a partnership shall be executed in the partnership name and signed by a partner. A copy of the partnership agreement shall be submitted with the Bid Form if any D/M/WBE requirements are to be satisfied through such an agreement. A bid by a joint venture shall be executed in the joint venture name and signed by a member of the joint venture. A copy of the joint venture agreement shall be submitted with the Bid Form if any D/W/MBE requirements are to be satisfied through such an agreement. 1-02.6 Preparation of Proposal Section 1-02.6 is supplemented with the following: 11/4/2020 17 Supplement the second paragraph with the following: (******) 4. If a minimum bid amount has been established for any item, the unit or lump sum price must equal or exceed the minimum amount stated. 5. Any correction to a bid made by interlineation, alteration, or erasure, shall be initialed by the signer of the bid. Delete the last paragraph, and replace it with the following: The Bidder shall make no stipulation on the Bid Form, nor qualify the bid in any manner. A bid by a corporation shall be executed in the corporate name, by the president or a vice president (or other corporate officer accompanied by evidence of authority to sign). A bid by a partnership shall be executed in the partnership name and signed by a partner. A copy of the partnership agreement shall be submitted with the Bid Form if any D/M/WBE requirements are to be satisfied through such an agreement. A bid by a joint venture shall be executed in the joint venture name and signed by a member of the joint venture. A copy of the joint venture agreement shall be submitted with the Bid Form if any D/W/MBE requirements are to be satisfied through such an agreement. 1-02.6(1) Proprietary Information 1-02.6(1) is a new Section. (******) Vendors should, in the bid proposal, identify clearly any material(s), which constitute "(valuable) formula, designs drawings, and research data" so as to be exempt from public disclosure, RCW 42.56.210, or any materials otherwise claimed to be exempt, along with a Statement of the basis for such claim of exemption. The Department (or State) will give notice to the vendor of any request for disclosure of such information received within 5 (five) years from the date of submission. Failure to so label such materials or failure to timely respond after notice of request for public disclosure has been given shall be deemed a waiver by the submitting vendor of any claim that such materials are, in fact, so exempt. 1-02.7 Bid Deposit Section 1-02.7 is supplemented with the following: (******) Bid Bonds shall contain the following: 1. Number assigned to the project by the Contracting Agency; 2. Name of the project; 3. The Contracting Agency named as obligee; 4. The amount of the bid bond stated either as a dollar figure or as a percentage which represents five percent of the maximum bid amount that could be awarded; 5. Signature of the bidder’s officer empowered to sign official statements. The signature of the person authorized to submit the bid should agree with the signature on the bond, and the title of the person must accompany said signature; 6. The signature of the surety’s officer empowered to sign the bond form included in the Contract Provision. 11/4/2020 18 1-02.9 Delivery of Proposal Replace first paragraph with: (******) Each proposal shall be submitted in a sealed envelope, with Project Name and Project Number clearly marked on the outside of the envelope as stated in the Call for Bids, or as otherwise stated in the Bid Documents. 1-02.12 Public Opening of Proposals Section 1-02.12 is supplemented with the following: (******) The Contracting Agency reserves the right to postpone the date and time for bid opening. Notification to bidder will be by addenda. 1-02.13 Irregular Proposals Revise item 1 to read: (******) 1. A proposal will be considered irregular and will be rejected if: a. The bidder is not prequalified when so required; b. The authorized proposal form furnished by the Contracting Agency is not used or is altered; c. The complete proposal form contains any unauthorized additions, deletions, alternate bids, or conditions; d. The bidder adds provisions reserving the right to reject or accept the award, or enter into the Contract; e. A price per unit cannot be determined from the bid proposal; f. The proposal form is not properly executed; g. The bidder fails to submit or properly complete a subcontractor list, if applicable, as required in Section 1-02.6 h. The bidder fails to submit or properly complete a Disadvantaged, Minority or Women’s Business Enterprise Certification, if applicable, as required in Section 1-02.6; or i. The bid proposal does not constitute a definite and unqualified offer to meet the material terms of the bid invitation. j. More than one proposal is submitted for the same project from a Bidder under the same or different names. 1-02.14 Disqualification of Bidders Delete this section in its entirety and replace with the following: (******) 1. A bidder will be deemed not responsible and the proposal rejected if the bidder does not meet the responsibility criteria in RCW 39.04. 2. A bidder may be deemed not responsible and the proposal rejected if: a. More than one proposal is submitted for the same project from a bidder under the same or different names; b. Evidence of collusion exists with any other bidder or potential bidder. Participants in collusion will be restricted from submitting further bids; c. The bidder, in the opinion of the Contracting Agency, is not qualified for the Work or to the full extent of the bid, or to the extent that the bid exceeds the authorized 11/4/2020 19 prequalification amount as may have been determined by a prequalification of the bidder; d. An unsatisfactory performance record exists based on past or current Contracting Agency Work or for Work done for others, as judged from the standpoint of conduct of the Work ; workmanship; progress; affirmative action; equal employment opportunity practices; or Disadvantaged Enterprise, Minority Enterprise, or Women’s Business Enterprise utilization. e. There is uncompleted Work (Contracting Agency or otherwise) which might hinder or prevent the prompt completion of the Work bid upon; f. The bidder failed to settle bills for labor or materials on past or current contracts; g. The bidder has failed to complete a written public contract or has been convicted of a crime arising from a previous public contract; h. The bidder is unable, financially or otherwise, to perform the Work ; i. A bidder is not authorized to do business in the State of Washington (not registered in accordance with RCW 18.27) j. There are any other reasons deemed proper by the Contracting Agency. 1-02.15 Pre Award Information Revise this section to read: (******) Before awarding any contract, the Contracting Agency may require one or more of these items or actions of: 1. A complete statement of the origin, composition, and manufacture of any or all materials to be used; 2. Samples of these materials for quality and fitness tests; 3. A progress schedule (in a form the Contracting Agency requires) showing the order of time required for the various phases of Work ; 4. A breakdown of costs assigned to any bid item; 5. Attendance at a conference with the Engineer or representatives of the Engineer; 6. Obtain, and furnish a copy of, a business license to do business in the city and/or county where the Work is located; 7. A copy of State of Washington Contractor’s Registration; or 8. Any other information or action taken that is deemed necessary to ensure that the bidder is the lowest responsible bidder. 1-03 AWARD AND EXECUTION OF CONTRACT 1-03.1 Consideration of bids Section 1-03.1 is supplemented with the following: (******) All bids will be based on total sum of all schedules of prices. No partial bids will be accepted unless so stated in the call for bids or special provisions. The City reserves the right to award all or any schedule of a bid to the lowest bidder at its discretion. 11/4/2020 20 1-03.2 Award of Contract Section 1-03.2 is supplemented with the following: (******) The Contract, bond form, and all other forms requiring execution, together with a list of all other forms or documents required to be submitted by the successful bidder, will be forwarded to the successful bidder within 10 days of the award. The number of copies to be executed by the Contractor shall be determined by the Contracting Agency. 1-03.3 Execution of Contract Section 1-03.3 is revised and supplemented with the following: (******) Within 10 calendar days after receipt from the City of the forms and documents required to be completed by the Contractor, the successful bidder shall return the signed Contracting Agency-prepared contract, an insurance certification as required by Section 1-07.18, and a satisfactory bond as required by law and Section 1-03.4. Before execution of the Contract by the Contracting Agency, the successful bidder shall provide any pre-award information the Contracting Agency may require under Section 1-02.15. Until the Contracting Agency executes a contract, no proposal shall bind the Contracting Agency nor shall any Work begin within the project limits or within Contracting Agency-furnished sites. The Contractor shall bear all risks for any Work begun outside such areas and for any materials ordered before the Contract is executed by the Contracting Agency. If the bidder experiences circumstances beyond their control that prevents return of the Contract documents within 10 calendar days after the award date, the Contracting Agency may grant up to a maximum of 10 additional calendar days for return of the documents, provided the Contracting Agency deems the circumstances warrant it. The Contracting Agency is prohibited by RCW 39.06.010 from executing a contract with a Contractor who is not registered or licensed as required by the laws of the state. In addition, the Contracting Agency requires persons doing business with the Contracting Agency to possess a valid City of Renton business license prior to award. When the Bid Form provides spaces for a business license number, a Washington State Contractors registration number, or both, the Bidder shall insert such information in the spaces provided. The Contracting Agency requires legible copies of the Contractor's Registration and business license be submitted to the Engineer as part of the Contracting Agency's post-award information and evaluation activities. 1-03.4 Contract Bond Revise the first paragraph to read: (******) The successful bidder shall provide an executed contract bond for the full contract amount. This contract bond shall: 1. Be on the Contracting Agency-furnished form; 2. Be signed by an approved surety (or sureties) that: a. Is registered with the Washington State Insurance Commissioner, and 11/4/2020 21 b. Appears on the current Authorized Insurance List in the State of Washington published by the Office of the Insurance Commissioner; 3. Be conditioned upon the faithful performance of the Contract by the Contractor within the prescribed time; 4. Guarantee that the surety shall indemnify, defend, and protect the Contracting Agency against any claim of direct or indirect loss resulting from the failure: a. Of the Contractor (or any of the employees, subcontractors, or lower tier subcontractors of the Contractor) to faithfully perform the Contract, or b. Of the Contractor (subcontractors, or lower tier subcontractors of the Contractor) to pay all laborers, mechanics, subcontractors, lower tier subcontractors, material person, or any other person who provides supplies or provisions for carrying out Work ; 5. Be accompanied by a power of attorney for the Surety’s officer empowered to sign the bond; and 6. Be signed by an officer of the Contractor empowered to sign official statements (sole proprietor or partner). If the Contractor is a corporation, the bond must be signed by the president or vice-president, unless accompanied by a written proof of the authority of the individual signing the bond to bind the corporation (i.e., corporate resolution, power of attorney or a letter to such effect by the president or vice-president). 1-03.7 Judicial Review Revise the last sentence to read: (******) The venue of all causes of action arising from the advertisement, award, execution, and performance of the Contract shall be in the Superior Court of the County where the Contracting Agency’s headquarters are located. 1-04 SCOPE OF WORK 1-04.2 Coordination of Contract Documents, Plans, Special Provisions Specifications, and Addenda Revise the second paragraph to read: (******) Any inconsistency in the parts of the Contract shall be resolved by following this order of precedence (e.g., 1 presiding over 2, 2 over 3, 3 over 4, and so forth): 1. Addenda 2. Proposal Form 3. Special Provisions 4. Contract Plans 5. Contracting Agency’s Standard Plans (if any) 6. Amendments to the Standard Specifications 7. WSDOT/APWA Standard Specifications for Road, Bridge and Municipal Construction 8. WSDOT/APWA Standard Plans for Road, Bridge and Municipal Construction 11/4/2020 22 1-04.8 Progress Estimates and Payments Section 1-04.8 is supplemented with the following: (******) Prior to progress payments, the Contractor is encouraged to provide to the Engineer an estimate of “Lump Sum” Work accomplished to date. The Engineer's calculations and decisions shall be final in regard to the actual percentage of any lump sum pay item accomplished and eligible for payment unless another specific method of calculating lump sum payments is provided elsewhere in the Specifications. 1-04.11 Final Cleanup Section 1-04.11 is supplemented with the following: (******) All salvage material as noted on the Plans and taken from any of the discarded facilities shall, at the Engineer's discretion, be carefully salvaged and delivered to the City shops. Any cost incurred in salvaging and delivering such items shall be considered incidental to the project and no compensation will be made. The Contract price for "Finish and Cleanup, Lump Sum," shall be full compensation for all Work, equipment and materials required to perform final cleanup. If this pay item does not appear in the Contract Documents then final cleanup shall be considered incidental to the Contract and to other pay item and no further compensation shall be made. 1-04.12 Contractor-Discovered Discrepancies Section 1-04.12 is a new section: (******) Upon receipt of award of contract, the Contractor shall carefully study and compare all the components of the Contract Documents and other instructions, and check and verify all field measurements. The Contractor shall, prior to ordering material or performing Work, report in writing to the Engineer any error, inconsistency, or omission with respect to design or mode of construction, which is discovered. If the Contractor, in the course of this study or in the accomplishment of the Work, finds any discrepancy between the Plans and the physical condition of the locality as represented in the Plans, or any such errors or omissions with respect to design or mode of construction in the Plans or in the layout as given by points and instructions, it shall be the Contractor’s duty to inform the Engineer immediately in writing, and the Engineer will promptly check the same. Any Work done after such discovery, until correction of Plans or authorization of extra Work is given, if the Engineer finds that extra Work is involved, will be done at the Contractor's risk. If extra Work is involved, the procedure shall be as provided in Section 1-04.4 of the Standard Specifications. 1-05 CONTROL OF WORK 1-05.4 Conformity With and Deviation from Plans and Stakes Section 1-05.4 is supplemented with the following: (******) If the project calls for the Contractor supplied surveying, the Contractor shall provide all required survey Work, including such Work as mentioned in Sections 1-05, 1-11 and elsewhere in these 11/4/2020 23 Specifications as being provided by the Engineer. All costs for this survey Work shall be included in "Contractor Supplied Surveying," per lump sum. The Engineer or the Contractor supplied surveyor will provide construction stakes and marks establishing lines, slopes, and grades as stipulated in this section and will perform such Work per Section 1-11. The Contractor shall assume full responsibility for detailed dimensions, elevations, and excavation slopes measured from the Engineer or the Contractor supplied surveyor furnished stakes and marks. The Contractor shall provide a work site, which has been prepared to permit construction staking to proceed in a safe and orderly manner. The Contractor shall keep the Engineer or the Contractor supplied surveyor informed of staking requirements and provide at least 48 hour notice to allow the Engineer or the Contractor supplied surveyor adequate time for setting stakes. The Contractor shall carefully preserve stakes, marks, and other reference points, including existing monumentation, set by Contracting Agency forces. The Contractor will be charged for the costs of replacing stakes, markers and monumentation that were not to be disturbed but were destroyed or damaged by the Contractor's operations. This charge will be deducted from monies due or to become due to the Contractor. Any claim by the Contractor for extra compensation by reason of alterations or reconstruction Work allegedly due to error in the Engineer's line and grade, will not be allowed unless the original control points set by the Engineer still exist, or unless other satisfactory substantiating evidence to prove the error was furnished by the Engineer. Three consecutive points set on line or grade shall be the minimum points used to determine any variation from a straight line or grade. Any such variation shall, upon discovery, be reported to the Engineer. In the absence of such report the Contractor shall be liable for any error in alignment or grade. The Contractor shall provide all surveys required other than those to be performed by the Engineer. All survey Work shall be done in accordance with Section 1-11 SURVEYING STANDARDS of these Specifications. The Contractor shall keep updated survey field notes in a standard field book and in a format set by the Engineer, per Section 1-11.1(4). These field notes shall include all survey Work performed by the Contractor's surveyor in establishing line, grade and slopes for the construction Work. Copies of these field notes shall be provided to the Engineer upon request and upon completion of the Contract Work the field book or books shall be submitted to the Engineer and become the property of the Contracting Agency. If the survey Work provided by the Contractor does not meet the standards of the Engineer, then the Contractor shall, upon the Engineer's written request, remove the individual or individuals doing the survey Work and the survey Work will be completed by the Engineer at the Contractor's expense. Costs for completing the survey Work required by the Engineer will be deducted from monies due or to become due the Contractor. All costs for survey Work required to be performed by the Contractor shall be included in the prices bid for the various items which comprise the improvement or be included in the bid item for "Contractor Supplied Surveying" per lump sum if that item is included in the contracts. 11/4/2020 24 1-05.4(1) Contractor Supplied Surveying Section 1-05.4(1) is a new section: (******) When the Contract provides for Contractor Supplied Surveying, the Contractor shall supply the survey Work required for the project. The Contractor shall retain as a part of the Contractor Organization an experienced team of surveyors under the direct supervision of a professional land surveyor licensed by the State of Washington. All survey Work shall be done in accordance with Sections 1-05.4 and 1-11. The Contractor and/or the Surveyor shall inform the Engineer in writing of any errors, discrepancies, and omissions to the Plans that prevent the Contractor and/or the Surveyor from constructing the project in a manner satisfactory to the Engineer. All errors, discrepancies, and omissions must be corrected to the satisfaction of the Engineer before the survey Work may be continued. The Contractor shall coordinate his Work with the Surveyor and perform his operations in a manner to protect all survey stakes from harm. The Contractor shall inform the Surveyor of the Contractor's intent to remove any survey stakes and/or points before physically removing them. The Surveyor shall be responsible for providing As-Built Information for the project. The Contractor shall coordinate his operations and assist the Surveyor in maintaining accurate As-Built Information for the project. If the Contractor and the Surveyor fail to provide, as directed by the Engineer and/or these Plans and Specifications, accurate As-Built Information and other Work the Engineer deems necessary, the Engineer may elect to provide at Contractor expense, a surveyor to provide all As-Built Information and other Work as directed by the Engineer. The Engineer shall deduct expenses incurred by the Engineer-supplied surveying from monies owed to the Contractor. Payment per Section 1-04.1 for all Work and materials required for the full and complete survey Work required to complete the project and provide As-Built Information shall be included in the lump sum price for "Construction Surveying, Staking, and As-Built Information." 1-05.4(2) Contractor Provided As-Built Information Section 1-05.4(2) is a new section: (******) Prior to the backfilling of the trenches It shall be the Contractors responsibility to record the location, by centerline station, offset, and depth below pavement, of all existing utilities uncovered or crossed during his Work as covered under this project. It shall be the Contractor’s responsibility to have his Surveyor locate each major item of Work done under this contract per the survey standard of Section 1-11. Major items of Work shall include but not be limited to: Manholes, Catch basins and Inlets, Valves, vertical and Horizontal Bends, Junction boxes, Cleanouts, Side Sewers, Street Lights & Standards, Hydrants, Major Changes in Design Grade, Vaults, Culverts, Signal Poles, and Electrical Cabinets. After the completion of the Work covered by this contract, the Contractor’s Surveyor shall provide to the City electronic files , both AutoCad and pdf files of the project drawings, containing the surveyor’s 11/4/2020 25 as-built information and one set of white prints of the project drawings upon which he has plotted the notes of the Contractor locating existing utilities. This drawing shall bear the Surveyor’s seal and signature certifying its accuracy. All costs for as-built Work shall be included in the Contract item "Construction Surveying, Staking, and As-Built Information", lump sum. 1-05.7 Removal of Defective and/or Unauthorized Work Section 1-05.7 is supplemented with the following: (******) Upon written notice from the Engineer, the Contractor shall promptly replace and re-execute Work by Contractor forces, in accordance with the intent of the Contract and without expense to the Contracting Agency, and shall bear the expense of making good all Work of other contractors destroyed or damaged by such removal or replacement. If the Contractor does not remove such condemned Work and materials and commence re-execution of the Work within 7 calendar days of written notice from the Engineer, or fails to perform any part of the Work required by the Contract Documents, the Contracting Agency may correct and remedy such Work as may be identified in the written notice, with Contracting Agency forces or by such other means as the Contracting Agency may deem necessary. In that case, the Contracting Agency may store removed material. Direct or indirect costs incurred by the Contracting Agency attributable to correcting and remedying defective or unauthorized Work , or Work the Contractor failed or refused to perform, shall be paid by the Contractor. Payment will be deducted by the Engineer from monies due, or to become due, the Contractor. Such direct and indirect costs shall include in particular, but without limitation, compensation for additional professional services required, and costs for repair and replacement of Work of others destroyed or damaged by correction, removal, or replacement of the Contractor’s unauthorized Work . If sufficient funds do not remain in the Contract and the Contractor does not pay the cost of such removal and storage within 10 calendar days from the date of the notice to the Contractor of the fact of such removal, the Contracting Agency may, upon an additional 10 calendar days written notice, sell such materials at public or private sale, and deduct all costs and expenses incurred from monies due to the Contractor, including costs of sale, and accounting to Contractor for the net proceeds remaining. The Contracting Agency may bid at any such sale. The Contractor shall be liable to the Contracting Agency for the amount of any deficiency from any funds otherwise due the Contractor. If the Contractor fails to comply with a written order to remedy what the Engineer determines to be an emergency situation, the Engineer may have the defective and unauthorized Work corrected immediately, have the rejected Work removed and replaced, or have Work the Contractor refuses to perform completed by using Contracting Agency or other forces. An emergency situation is any situation when, in the opinion of the Engineer, a delay in its remedy could be potentially unsafe, or might cause serious risk of loss or damage to the public, the Property Owner and the Property Owner’s property. 11/4/2020 26 No adjustment in contract time or compensation will be allowed because of the delay in the performance of the Work attributable to the exercise of the Contracting Agency’s rights provided by this section. The rights exercised under the provisions of this section shall not diminish the Contracting Agency’s right to pursue any other avenue for additional remedy or damages with respect to the Contractor’s failure to perform the Work as required. 1-05.10 Guarantees Section 1-05.10 is supplemented with the following: (******) If within one year after the Acceptance Date of the Work by the Contracting Agency, defective and/or unauthorized Work is discovered, the Contractor shall promptly, upon written order by the Contracting Agency, return and in accordance with the Engineer’s instructions, either correct such Work , or if such Work has been rejected by the Engineer, remove it from the project site and replace it with non-defective and authorized Work , all without cost to the Contracting Agency. If the Contractor does not promptly comply with the written order to correct defective and/or unauthorized Work , or if an emergency exists, the Contracting Agency reserves the right to have defective and/or unauthorized Work corrected or removed and replaced pursuant to Section 1-05.7 “Removal of Defective and/or Unauthorized Work.” The Contractor agrees the above one year limitation shall not exclude or diminish the Contracting Agency’s rights under any law to obtain damages and recover costs resulting from defective and/or unauthorized Work discovered after one year but prior to the expiration of the legal time period set forth in RCW 4.16.040. The Contractor shall warrant good title to all materials, supplies, and equipment purchased for, or incorporated in the Work . Nothing contained in this paragraph, however, shall defeat or impair the right of persons furnishing materials or labor, to recover under any bond given by the Contractor for their protection, or any rights under any law permitting such persons to look to funds due the Contractor in the hands of the Contracting Agency. The provisions of this paragraph shall be inserted in all subcontracts and material contracts, and notice of its provisions shall be given to all persons furnishing materials for the Work when no formal contract is entered into for such materials. 1-05.11 Final Inspection 1-05.11(1) Substantial Completion Date Section 1-05.11(1) is a new section: (******) When the Contractor considers the Work to be substantially complete, the Contractor shall so notify the Engineer and request the Engineer establish the Substantial Completion Date. The Engineer will schedule an inspection of the Work with the Contractor to determine the status of completion. 11/4/2020 27 To be considered substantially complete the following conditions must be met: 1. The Contracting Agency must have full and unrestricted use and benefit of the facilities both from the operational and safety standpoint. 2. Only minor incidental Work, replacement of temporary substitute facilities, or correction of repair Work remains to reach physical completion of the Work . The Contractor’s request shall list the specific items of Work in subparagraph two above that remains to be completed in order to reach physical completion. The Engineer may also establish the Substantial Completion Date unilaterally. If after this inspection, the Engineer concurs with the Contractor that the Work is substantially complete and ready for its intended use, the Engineer, by written notice to the Contractor, will set the Substantial Completion Date. If, after this inspection the Engineer does not consider the Work substantially complete and ready for its intended use, the Engineer will, by written notice, so notify the Contractor giving the reasons therefore. Upon receipt of written notice concurring with or denying substantial completion, whichever is applicable, the Contractor shall pursue vigorously, diligently and without unauthorized interruption, the Work necessary to reach Substantial and Physical Completion. The Contractor shall provide the Engineer with a revised schedule indicating when the Contractor expects to reach substantial and physical completion of the Work. The above process shall be repeated until the Engineer establishes the Substantial Completion Date and the Contractor considers the Work physically complete and ready for Final Inspection. 1-05.11(2) Final Inspection and Physical Completion Date Section 1-05.11(2) is a new Section: (******) When the Contractor considers the Work physically complete and ready for Final Inspection, the Contractor, by Written Notice, shall request the Engineer to schedule a final inspection. The Engineer will set a date for Final Inspection. The Engineer and the Contractor will then make a final inspection and the Engineer will notify the Contractor in writing of all particulars in which the Final Inspection reveals the Work incomplete or unacceptable. The Contractor shall immediately take such corrective measures as are necessary to remedy the listed deficiencies. Corrective Work shall be pursued vigorously, diligently, and without interruption until physical completion of the listed deficiencies. This process will continue until the Engineer is satisfied the listed deficiencies have been corrected. If action to correct the listed deficiencies is not initiated within 7 days after receipt of the Written Notice listing the deficiencies, the Engineer may, upon Written Notice to the Contractor, take whatever steps are necessary to correct those deficiencies pursuant to Section 1-08.5. The Contractor will not be allowed an extension of contract time because of a delay in the performance of the Work attributable to the exercise of the Engineer’s right hereunder. Upon correction of all deficiencies, the Engineer will notify the Contractor and the Contracting Agency, in writing, of the date upon which the Work was considered physically complete, that date shall constitute the Physical Completion Date of the Contract, but shall not imply all the obligations of the Contractor under the Contract have been fulfilled. 11/4/2020 28 1-05.11(3) Operational Testing Section 1-05.11(3) is a new section: (******) Unless otherwise noted in the Contract Documents, the Contractor shall give the Engineer a minimum of 3 working days’ notice of the time for each test and inspection. If the inspection is by another authority than the Engineer, the Contractor shall give the Engineer a minimum of 3 working days’ notice of the date fixed for such inspection. Required certificates of inspection by other authority than the Engineer shall be secured by the Contractor. It is the intent of the Contracting Agency to have at the Physical Completion Date a complete and operable system. Therefore, when the Work involves the installation of machinery or other mechanical equipment; street lighting, electrical distribution or signal systems; irrigation systems; buildings; or other similar Work , it may be desirable for the Engineer to have the Contractor operate and test the Work for a period of time, after final inspection but prior to the physical completion date. Whenever items of Work are listed in the Contract Provisions for operational testing they shall be fully tested under operating conditions for the time period specified to ensure their acceptability prior to the Physical Completion Date. During and following the test period, the Contractor shall correct any items of workmanship, materials, or equipment which prove faulty, or that are not in first class operating condition. Equipment, electrical controls, meters, or other devices and equipment to be tested during this period shall be tested under the observation of the Engineer, so that the Engineer may determine their suitability for the purpose for which they were installed. The Physical Completion Date cannot be established until testing and corrections have been completed to the satisfaction of the Engineer. The costs for power, gas, labor, material, supplies, and everything else needed to successfully complete operational testing, shall be included in the unit contract prices related to the system being tested, unless specifically set forth otherwise in the proposal. Operational and test periods, when required by the Engineer, shall not affect a manufacturer’s guaranties or warranties furnished under the terms of the Contract. 1-05.12 Final Acceptance The third and fourth sentences in paragraph 1 are deleted and replaced with: (******) The Final Acceptance date shall be that date in which the Renton City Council formally approves acceptance of the Work . 1-05.13 Superintendents, Labor and Equipment of Contractor Revise the last paragraph to read: (******) Whenever the Contracting Agency evaluates the Contractor’s qualifications pursuant to Section 1-02.1, the Contracting Agency will take these performance reports into account. 11/4/2020 29 1-05.14 Cooperation with Other Contractors Section 1-05.14 is supplemented with the following: (******) The Contractor shall afford the Contracting Agency and other contractors working in the area reasonable opportunity for the introduction and storage of their materials and the execution of their respective Work , and shall properly connect and coordinate the Contractor’s Work with theirs. Other utilities, districts, agencies, and contractors who may be working within the project area may include, but are not limited to: 1. Puget Sound Energy (gas and electric) 2. AT&T Broadband 3. CenturyLink 4. City of Renton (water, wastewater, surface water, transportation) 5. Comcast 6. Seattle Public Utilities 7. Soos Creek Sewer and Water District 8. Cedar River Sewer and Water District 9. Skyway Sewer and Water District 10. Coal Creek Sewer and Water District 11. Water District 90 12. Olympic Pipeline 13. Private contractors employed by adjacent property owners 1-05.16 Water and Power Section 1-05.16 is a new Section: (******) The Contractor shall make necessary arrangements and shall bear the costs for power and water necessary for the performance of the Work , unless the Contract includes power and water as a pay item. 1-05.17 Oral Agreements Section 1-05.17 is a new section: (******) No oral agreement or conversation with any officer, agent, or employee of the Contracting Agency, either before or after execution of the Contract, shall affect or modify any of the terms or obligations contained in any of the documents comprising the Contract. Such oral agreement or conversation shall be considered as unofficial information and in no way binding upon the Contracting Agency, unless subsequently put in writing and signed by the Contracting Agency. 1-05.18 Contractor's Daily Diary Section 1-05.18 is a new section: (******) The Contractor and subcontractors shall maintain and provide to the Engineer a Daily Diary Record of this Work. This diary will be created by pen entries in a hardbound diary book of the type that is commonly available through commercial outlets, or in a commonly-accepted electronic format. The diary must contain the Project and Number; if the diary is in loose-leaf form, this information must appear on every page. The diary must be kept and maintained by the Contractor's designated project 11/4/2020 30 superintendent(s). Entries must be made on a daily basis and must accurately represent all of the project activities on each day. At a minimum, the diary shall show on a daily basis: 1. The day and date. 2. The weather conditions, including changes throughout the day. 3. A complete description of Work accomplished during the day with adequate references to the Plans and Contract Provisions, so that the reader can easily and accurately identify said Work in the Plans. Identify location/description of photographs or videos taken that day. 4. An entry for each and every changed condition, dispute or potential dispute, incident, accident, or occurrence of any nature whatsoever which might affect the Contractor, the Contracting Agency, or any third party in any manner. 5. Listing of any materials received and stored on or off-site by the Contractor for future installation, to include the manner of storage and protection of the same. 6. Listing of materials installed during each day. 7. List of all subcontractors working on-site during each day. 8. Listing of the number of the Contractor's employees working during each day by category of employment. 9. Listing of the Contractor's equipment working on the site during each day. Idle equipment on the site shall be listed and designated as idle. 10. Notations to explain inspections, testing, stake-out, and all other services furnished by the Contracting Agency or other party during each day. 11. Entries to verify the daily (including non-Work days) inspection and maintenance of traffic control devices and condition of the traveled roadway surfaces. The Contractor shall not allow any conditions to develop that would be hazardous to the public. 12. Any other information that serves to give an accurate and complete record of the nature, quantity, and quality of Contractor's progress on each day. 13. Plan markups showing locations and dimensions of constructed features to be used by the Engineer to produce record drawings. 14. All pages of the diary must be numbered consecutively with no omissions in page numbers. 15. Each page must be signed and dated by the Contractor's official representative on the project. The Contractor may use additional sheets separate from the diary book, if necessary, to provide a complete diary record, but they must be signed, dated, and labeled with project name and number. It is expressly agreed between the Contractor and the Contracting Agency that the Daily Diary maintained by the Contractor shall be the “Contractor's Book of Original Entry” for the documentation of any potential claims or disputes that might arise during this contract. Failure of the Contractor to maintain this diary in the manner described above will constitute a waiver of any such claims or disputes by the Contractor. The Engineer or other Contracting Agency’s representative on the job site will also complete a Daily Construction Report. 11/4/2020 31 1-06 CONTROL OF MATERIAL 1-06.1 Approval of Materials Prior to Use Section 1-06.1 is supplemented with the following: (******) The materials and equipment lists submitted to the Engineer at the Preconstruction Conference shall include the quantity, manufacturer, and model number, if applicable, of materials and equipment to be installed under the Contract. This list will be checked by the Engineer as to conformity with the Contract Documents. The Engineer will review the lists within 10 working days, noting required corrections. The Contractor shall make required corrections and file 2 corrected copies with the Engineer within one week after receipt of required corrections. The Engineer's review and acceptance of the lists shall not relieve the Contractor from responsibility for suitability for the intended purpose, nor for deviations from the Contract Documents. 1-06.2(1) Samples and Tests for Acceptance Section 1-06.2(1) is supplemented with the following: (******) The finished Work shall be in accordance with approved samples. Approval of samples by the Engineer does not relieve the Contractor of responsibility for performance of the Work in accordance with the Contract Documents. 1-06.2(2) Statistical Evaluation of Materials for Acceptance Section 1-06.2(2) is supplemented by with the following: (******) Unless stated otherwise in the special provisions, statistical evaluation will not be used by the City of Renton. 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 1-07.1 Laws to be Observed Section 1-07.1 is supplemented with the following: (******) The Contractor shall erect and properly maintain, at all times, as required by the conditions and progress of the Work , all necessary safeguards for protection of workers and the public; shall post danger signs warning against known or unusual hazards; and shall designate as Safety Supervisor, a responsible employee on the construction site whose duty shall be the enforcement of safety. The name and position of such person so designated shall be reported in writing to the Engineer by the Contractor. The Contractor shall, at all times, enforce strict discipline and good order among all employees and shall not employ any person unfit or not skilled in the Work assigned to him/her. Necessary sanitation conveniences for the use of the workers on the job, properly secluded from public observation, shall be provided and maintained by the Contractor. In cases of conflict between different safety regulations, the more stringent regulation shall apply. 11/4/2020 32 The Washington State Department of Labor and Industries shall be the sole and paramount administrative agency responsible for the administration of the provisions of the Washington Industrial Safety and Health Act of 1973 (WISHA). The Contractor shall maintain at the project site office, or other well-known place at the project site, all articles necessary for providing first aid to the injured. The Contractor shall establish, publish, and make known to all employees, procedures for ensuring immediate removal to a hospital or doctor’s care, and persons, including employees, who may have been injured on the project site. Employees should not be permitted to Work on the project site before the Contractor has established and made known procedures for removal of injured persons to a hospital or a doctor’s care. The Contractor shall have sole responsibility for the safety, efficiency, and adequacy of the Contractor’s plant, appliances, and methods, and for any damage or injury resulting from their failure, or improper maintenance, use, or operation. The Contractor shall be solely and completely responsible for the conditions of the project site, including safety for all persons and property in the performance of the Work . This requirement shall apply continuously, and not be limited to normal working hours. The required or implied duty of the Engineer to conduct construction review of the Contractor’s performance does not, and shall not, be intended to include review and adequacy of the Contractor’s safety measures, in, on, or near the project site. 1-07.6 Permits and Licenses Section 1-07.6 is supplemented with the following: (******) The Contractor shall ensure that all necessary permits are obtained, and is responsible for reviewing all permits to become familiar with the requirements. The Contractor and all subcontractors of any tier must obtain a City of Renton Business License (Contractor). The permits, easements, and right of entry documents that have been acquired are available for inspection and review. The Contractor shall be required to comply with all conditions of the permits, easements, and rights of entry, at no additional cost to the Contracting Agency. The Contractor is required to indemnify the Contracting Agency from claims on all easements and rights of entry. All other permits, licenses, etc., shall be the responsibility of the Contractor. The Contractor shall comply with the special provisions and requirements of each. Permits, permission under franchises, licenses and bonds of a temporary nature necessary for and during the prosecution of the Work , and inspection fees in connection therewith shall be secured and paid for by the Contractor. If the Contracting Agency is required to secure such permits, permission under franchises, licenses and bonds, and pay the fees, the costs incurred by the Contracting Agency thereby shall be charged against the Contractor and deducted from any funds otherwise due the Contractor. 11/4/2020 33 The Contractor is cautioned to review all permits and other Contract Documents and schedule the work activities appropriately to complete the work within the number of days stated in the Contract Document. No additional compensation or extensions to time will be granted to the Contractor due to the time constraints imposed by such documents. The Contractor shall assume all responsibility for meeting all requirements of all permits. Any fines or penalties incurred by Contracting Agency for not meeting state water quality standards and/or lack of stormwater pollution prevention on this Project shall be deducted from monies otherwise due to Contractor. Any fines assessed directly to Contractor shall be paid directly to the fining authority, at the Contractor’s own cost. 1-07.9 Wages 1-07.9(5) Required Documents Delete the first sentence of the third paragraph, and replace it with the following: (******) The Contractor must submit weekly-certified payrolls for the Contractor and all subcontractors and lower tier subcontractors, regardless of project’s funding source. 1-07.11 Requirements for Non-Discrimination 1-07.11(11) City of Renton Affidavit of Compliance Section 1-07.11(11) is a new section: (******) Each Contractor, Subcontractor, Consultant, and or Supplier shall complete and submit a copy of the “City of Renton Fair Practices Policy Affidavit of Compliance”. A copy of this document will be bound in the bid documents. 1-07.12 Federal Agency Inspection Section 1-07.12 is supplemented with the following: (******) Required Federal Aid Provisions The Required Contract Provisions Federal Aid Construction Contracts (FHWA 1273) and the amendments thereto supersede any conflicting provisions of the Standard Specifications and are made a part of this contract; provided, however, that if any of the provisions of FHWA 1273, as amended, are less restrictive than Washington State Law, then the Washington State Law shall prevail. The provisions of FHWA 1273, as amended, included in this contract require that the Contractor insert the FHWA 1273 and amendments thereto in each subcontract, together with the wage rates which are part of the FHWA 1273, as amended. Also, a clause shall be included in each subcontract requiring the subcontractors to insert the FHWA 1273 and amendments thereto in any lower tier subcontracts, together with the wage rates. The Contractor shall also ensure that this Section, REQUIRED FEDERAL AID PROVISIONS, is inserted in each subcontract for subcontractors and lower tier subcontractors. For this purpose, upon request to the Project Engineer, the Contractor will be provided with extra copies of the FHWA 1273, the amendments thereto, the applicable wage rates, and this Special Provision. 11/4/2020 34 1-07.13 Contractor’s Responsibility for Work 1-07.13(1) General Section 1-07.13(1) is supplemented with the following: (******) During unfavorable weather and other conditions, the Contractor shall pursue only such portions of the Work as shall not be damaged thereby. No portion of the Work whose satisfactory quality or efficiency will be affected by unfavorable conditions shall be constructed while these conditions exist, unless the Contractor shall be able to overcome said unfavorable conditions by special means or precautions acceptable to the Engineer. 1-07.15 Temporary Water Pollution Prevention Delete this section in its entirety and replace with the following: (******) The Contractor shall perform all Work in strict accordance with all Federal, State, and local laws and regulations governing waters of the State, as well as permits acquired for the project. The Contractor shall prepare a final Temporary Water Pollution/Erosion Control Plan (TWPECP) and a final SWPPP. The TWPECP and SWPPP shall be developed in accordance with the erosion control standards contained in the Current City of Renton Surface Water Design Manual. The plan shall include any assumptions, detailed calculations, sketches and sequencing. The plan shall be signed and stamped by a Washington State Professional Engineer. A TESC supervisor shall be designated by the Contractor, whose name and phone number shall be given to the Engineer at the Preconstruction Conference. The TESC supervisor must be CESCL certified in accordance with NPDES permit requirements. The plan shall be submitted for approval to the City within 10 days of the Notice of Award. The TWPECP shall include the various configurations that may be necessary to adequately control erosion and sediment at the site during the various stages of construction. Design of dewatering, water control, bypass systems, and temporary erosion and sediment control during construction shall be the responsibility of the Contractor. At a minimum, the plan shall contain: 1. Manufacturer’s data and detailed plans for the erosion control products specified in the plan. 2. Plan for temporary pipe system diversions. This shall include a description of when the piping will be used, pipe material, locations, elevations, plan and profile views, inlet and outlet protection, hydraulic capacity, and details of important design features. 3. Plan for collecting, pumping and pipe surface stormwater runoff, dewatering discharge, and seepage from the source to the Baker Tank or acceptable discharge. The plan shall be shown in phases to coincide with the phases of construction. The plan shall include: a. Layout and details of system. b. Diversion systems manufacturer’s data and material submittals. c. Pump and pipe types, sizes, manufacturer’s data, and design criteria for pump sizing. 11/4/2020 35 d. Flow calculations for stormwater, seepage, and dewatering pump discharge. Schedule and sketch of location for dewatering systems. Pumps shall be sized to pump stormwater runoff for the tributary area plus an allowance for groundwater and surface seepage. Each pump area location shall be equipped with two pumps meeting the capacity requirement, in case one is non-operational. e. Source of power for pumps, description of schedule and fueling requirements, storage location, and methods. 4. Manufacturer’s literature and test results (certificates) on the temporary silt fence, erosion control matting, riprap gradations, and any other necessary erosion control materials. 5. Planned installation and maintenance schedule for temporary erosion and sedimentation control facilities. Indicate locations and outlets of dewatering systems. 6. The boundaries of the clearing limits, sensitive areas and their buffers, and areas of vegetation preservation and tree retention. The Contractor shall also prepare a final SWPPP. The SWPPP must meet the requirements of the Department of Ecology’s NPDES and State Waste Discharge General Permit for Stormwater Discharges Associated with Construction Activity (General Permit). The SWPPP shall include and modify as necessary the Site Preparation and Erosion Control Plan drawings provided as part of the Contract Plans. The Contractor shall prepare, review, and modify the SWPPP as necessary to be consistent with the actual work schedule, sequencing, and construction methods that will be used on the project. The Contractor’s SWPPP shall meet the requirements of the general permit. The Contractor shall: • Furnish, install, operate, and maintain necessary machinery, appurtenances, and equipment to keep excavations free of water during construction; • Dewater and dispose of water in a manner that will not cause injury to public and private property, as well as keep sediment-laden water from entering the City surface water system or violate applicable water standards; • Keep sufficient pumping equipment and machinery on hand at all times for emergencies, including electric power failures; • Keep experienced personnel available at all times to operate pumping equipment, machinery and appliances; • Not shut down dewatering systems between shifts, on holidays and weekends, nor during work stoppages without prior authorization by the Engineer; • Control groundwater to prevent softening of bottoms of excavations, or formation of “quick” conditions or “boils”; • Design and operate dewatering system that will not remove natural soils; • Keep excavations free of water during excavation, construction of structures, installation of pipelines, placing of structures, backfill, and placing and curing of concrete; and • Control surface water runoff to prevent entry and collection in excavations. As construction progresses and unexpected or seasonal conditions dictate, the Contractor shall anticipate that more water pollution/erosion control measures will be necessary. It shall be the obligation and responsibility of the Contractor to revise or supplement the pollution/erosion control measures as may be needed to protect the work, adjacent properties, storm drains, streams, and other water bodies. 11/4/2020 36 At all times, there must be material on the job site to handle any spills caused by the Contractor, such as tack, oils, diesel, etc. Materials would include, but not be limited to, oil absorbent pads and “kitty litter.” The Contractor must supply said materials at his expense and, in the event of a spill, be responsible for cleanup and disposal of contaminated materials. In addition, the SWPPP shall outline the procedures to be used to prevent high pH stormwater or dewatering water from entering surface waters. The plan shall include how the pH of the water will be maintained between pH 6.5 and pH 8.5 prior to being discharged from the project or entering surface waters. Prior to beginning any concrete or grinding work, the Contractor shall submit the plan, for the Engineer’s review and approval. An Ecology template is available to the Contractor for producing the SWPPP, using project- specific information added by the Contractor. The template and instructions are available at: http://www.ecy.wa.gov/programs/wq/stormwater/construction. The Engineer’s review and any resulting approval of the Contractor’s SWPPP and TESCP will be only regarding conformance with the specification requirement that the Contractor have the plans prepared by a CPESC or professional Civil Engineer who has expertise in the type of facilities and that the SWPPP and TESCP include the items specified for such plans. The Contractor shall be solely responsible for the adequacy of the SWPPP and TESCP and if erosion sediment, and other pollutant control measures in deviation or addition to those described in the SWPPP become necessary to minimize erosion and prevent storm water contamination from sediment and other pollutants, the Contractor shall prepare and submit a revised SWPPPP to the Engineer for review as specified for the original plan. The Contracting Agency will not be liable to the Contractor for failure to accept all or any portion of an originally submitted or revised SWPPP, nor for any delays to the Work due to the Contractor’s failure to submit and implement an acceptable SWPPP. 1-07.16 Protection and Restoration of Property 1-07.16(1) Private/Public Property Section 1-07.16(1) is supplemented with the following: (******) The Contracting Agency will obtain all easements and franchises required for the project. The Contractor shall limit his operation to the areas obtained and shall not trespass on private property. The Contracting Agency may provide certain lands, as indicated in connection with the Work under the Contract together with the right of access to such lands. The Contractor shall not unreasonably encumber the premises with his equipment or materials. The Contractor shall provide, with no liability to the Contracting Agency, any additional land and access thereto not shown or described that may be required for temporary construction facilities or storage of materials. He shall construct all access roads, detour roads, or other temporary Work as required by his operations. The Contractor shall confine his equipment, storage of material, and operation of his workers to those areas shown and described and such additional areas as he may provide. 11/4/2020 37 A. General. All construction Work under this contract on easements, right-of-way, over private property or franchise, shall be confined to the limits of such easements, right-of-way or franchise. All Work shall be accomplished so as to cause the least amount of disturbance and a minimum amount of damage. The Contractor shall schedule his Work so that trenches across easements shall not be left open during weekends or holidays and trenches shall not be open for more than 48 hours. B. Structures. The Contractor shall remove such existing structures as may be necessary for the performance of the Work and, if required, shall rebuild the structures thus removed in as good a condition as found. He shall also repair all existing structures that may be damaged as a result of the Work under this contract. C. Easements, cultivated areas, and other surface improvements. All cultivated areas, either agricultural or lawns, and other surface improvements which are damaged by actions of the Contractor shall be restored as nearly as possible to their original condition. Prior to excavation on an easement or private right-of-way, the Contractor shall strip topsoil from the trench or construction area and stockpile it in such a manner that it may be replaced by him, upon completion of construction. Ornamental trees and shrubbery shall be carefully removed with the earth surrounding their roots wrapped in burlap and replanted in their original positions within 48 hours. All shrubbery or trees destroyed or damaged, shall be replaced by the Contractor with material of equal quality at no additional cost to the Contracting Agency. In the event that it is necessary to trench through any lawn area, the sod shall be carefully cut and rolled and replaced after the trenches have been backfilled. The lawn area shall be cleaned by sweeping or other means, of all earth and debris. The Contractor shall use rubber wheel equipment similar to the small tractor-type backhoes used by side sewer contractors for all Work, including excavation and backfill, on easements or rights-of-way, which have lawn areas. All fences, markers, mailboxes, or other temporary obstacles shall be removed by the Contractor and immediately replace, after the trench is backfilled, in their original position. The Contractor shall notify the Contracting Agency and Property Owner at least 24 hours in advance of any Work done on easements or rights-of-way. Damage to existing structures outside of easement areas that may result from dewatering and/or other construction activity under this contract shall be restored to their original condition or better. The original condition shall be established by photographs taken and/or inspection made prior to construction. All such Work shall be done to the satisfaction of the Property Owners and the Contracting Agency at the expense of the Contractor. D. Streets. The Contractor will assume all responsibility of restoration of the surface of all streets (traveled ways) used by him if damaged. In the event the Contractor does not have labor or material immediately available to make necessary repairs, the Contractor shall so inform the Contracting Agency. The Contracting Agency will make the necessary repairs and the cost of such repairs shall be paid by the Contractor. 11/4/2020 38 The Contractor is responsible for identifying and documenting any damage that is pre-existing or caused by others. Restoration of excavation in City streets shall be done in accordance with the City of Renton Trench Restoration Requirements, which is available at the Public Works Department Customer Services counter on the 6th floor, Renton City Hall, 1055 South Grady Way or can be found on the City’s website at https://edocs.rentonwa.gov/Documents/ElectronicFile.aspx?docid=1074326&dbid=0&repo=CityofRenton. 1-07.17 Utilities and Similar Facilities Section 1-07.17 is supplemented with the following: (******) Existing utilities indicated in the Plans have been plotted from the best information available to the Engineer. Information and data shown or indicated in the Contract Documents with respect to existing underground utilities or services at or contiguous to the project site are based on information and data furnished to the Contracting Agency and the Engineer by owners of such underground facilities or others, and the Contracting Agency and the Engineer do not assume responsibility for the accuracy or completeness thereof. It is to be understood that other aboveground or underground facilities not shown in the Plans may be encountered during the course of the Work. All utility valves, manholes, vaults, or pull boxes which are buried shall be conspicuously marked in a fashion acceptable to the Contracting Agency and the Engineer by the Contractor to allow their location to be determined by the Engineer or utility personnel under adverse conditions, (inclement weather or darkness). Where underground main distribution conduits, such as water, gas, sewer, electric power, or telephone, are shown on the Plans, the Contractor, for the purpose of preparing his bid, shall assume that every property parcel will be served by a service connection for each type of utility. The Contractor shall check with the utility companies concerning any possible conflict prior to commencing excavation in any area. The Contractor shall resolve all crossing and clearance problems with the utility company concerned. No excavation shall begin until all known facilities, in the vicinity of the excavation area, have been located and marked. In addition to the Contractor having all utilities field marked before starting Work , the Contractor shall have all utilities field marked after they are relocated in conjunction with this project. Call Before You Dig The 48-Hour Locators 1-800-424-5555 At least 2 and not more than 10 working days prior to commencing any excavations for utility potholing or for any other purpose under this Contract, the Contractor shall notify the Underground Utilities Location Center by telephone of the planned excavation and progress schedule. The Contractor is also warned that there may be utilities on the project that are not part of the One Call system. They must be contacted directly by the Contractor for locations. The Contractor shall make arrangements 48 hours in advance with respective utility owners to have a representative present when their utility is exposed or modified, if the utility chooses to do so. 11/4/2020 39 Existing utilities for telephone, power, gas, water, and television cable facilities shall be adjusted or relocated by the appropriate utility company unless otherwise noted in the Plans. These adjustments may be completed before the Contractor begins Work or may be performed in conjunction with the Contract Work . The Contractor shall be entirely responsible for coordination with the utility companies and arranging for the movement or adjustment, either temporary or permanent, of their facilities within the project limits. See also Section 1-05.14 of these Special Provisions. If or when utility conflicts occur, the Contractor shall continue the construction process on other aspects of the project whenever possible. No additional compensation will be made to the Contractor for reason of delay caused by the actions of any utility company, and the Contractor shall consider such costs to be incidental to the other items of the Contract. Utility Potholing Potholing may be included as a bid item for use in determining the location of existing utilities in advance of the Contractor's operations. If potholing is not included as a bid item then it shall be considered incidental to other Work . The Contractor shall submit all potholing requests to the Engineer for approval, at least 2 working days before potholing is scheduled. Additionally, the Contractor shall provide potholing at the Engineer's request. In no way shall the Work described under Utility Potholing relieve the Contractor of any of the responsibilities described in Section 1-07.17 of the Standard Specifications and Special Provisions, and elsewhere in the Contract Documents. 1-07.17(3) Site Specific Potholing Section 1-07.17(3) is a new section: (******) Site Specific Potholing is intended to be additional potholing as directed by the Engineer, which is in addition to potholing included as incidental for utility installation. Where underground utilities are found to be in the way of construction, such condition shall not be deemed to be a changed or differing site condition, and if necessary, pipe alignment or grade shall be modified. No payment will be made unless potholing has been performed prior to trench excavation, and witnessed by the Engineer. Different utilities may be found to occupy a common trench. Any two or more utilities separated by 3 feet or less shall constitute one locate. Where multiple utilities exist in close proximity, the Contractor shall be paid for one locate for every 5 feet of exploration trench. The quantity for this item is included to provide a common proposal for bid purposes. The actual quantity used in construction may vary from that amount. The unit price will not be adjusted if the actual quantity used varies by more than 25 percent. The contractor shall perform this potholing a minimum of five working days prior to crossing to allow for potential revisions. The contractor shall not have cause for claim of down-time or any other additional costs associated with ‘waiting’ if the owner provides design revisions (related to the information supplied per this section) within three working days after the contractor provides the surveyed elevations. In no way shall the Work described under Site Specific Potholing relieve the Contractor of any of the responsibilities described in Section 1-07.17 of the Standard Specifications and Special Provisions, and elsewhere in the Contract Documents. 11/4/2020 40 1-07.17(4) Interruption of Services Section 1-07.17(4) is a new section: (******) Whenever, in the course of the construction operation, it becomes necessary to cause an outage of utilities, it shall be the Contractor's responsibility to notify the affected users and the Engineer not less than 48 hours in advance of such outage. The Contractor shall make reasonable effort to minimize the duration of outages, and shall estimate the length of time service will be interrupted and so notify the users. In the case of any utility outage that has exceeded or will exceed four hours, user contact shall again be made. Temporary service, if needed, will be arranged by the Contractor at no cost to the Contracting Agency. Overhead lighting outages shall not exceed 24 hours. All cost to the Contractor for providing temporary overhead lighting to meet above requirements shall be incidental to the various unit and Lump sum items of the Contract; no separate payment will be made. 1-07.17(5) Resolution of Utility Conflicts (******) Section 1-07.17(5) is a new section: In no way shall the work described under Resolution of Utility Conflicts relieve Contractor of any of the responsibilities described in Section 1-07.17 of the Standard Specifications and Special Provisions, and elsewhere in the Contract Documents. If or when utility conflicts occur, Contractor shall continue the construction process on other aspects of the project whenever possible. If “Resolution of utility conflicts” is included as a bid item in Section 1-09.14, it shall be used to resolve any new identified utility conflicts not otherwise shown on the Contract Drawing or Specifications that are identified during the course of construction. 1-07.18 Public Liability and Property Damage Insurance Section 1-07.18 Delete this section in its entirety and replace with the following: (******) 1-07.18(1) General The Contractor shall obtain and maintain in full force and effect, from the Contract Execution Date to the Completion Date, public liability and property damage insurance with an insurance company(ies) or through sources approved by the State Insurance Commissioner pursuant to RCW 48.05. The Contractor shall not begin work under the Contract until the required insurance has been obtained and approved by the Contracting Agency. Insurance shall provide coverage to the Contractor, all subcontractors, Contracting Agency and the Contracting Agency's consultant. The coverage shall protect against claims for bodily injuries, personal injuries, including accidental death, as well as claims for property damages which may arise from any act or omission of the Contractor or the subcontractor, or by anyone directly or indirectly employed by either of them. If warranted work is required, the Contractor shall provide the City proof that insurance coverage and limits established under the term of the Contract for work are in full force and effect during the period of warranty work. 11/4/2020 41 The Contracting Agency may request a copy of the actual declaration pages(s) for each insurance policy effecting coverage(s) required on the Contract prior to the date work commences. Failure of the Contractor to fully comply during the term of the Contract with the requirements described herein will be considered a material breach of contract and shall be caused for immediate termination of the Contract at the option of the Contracting Agency. All costs for insurance shall be incidental to and included in the unit or Lump Sum prices of the contract and no additional payment will be made. 1-07.18(2) Coverages All coverage provided by the Contractor shall be in a form and underwritten by a company acceptable to the Contracting Agency. The City requires that all insurers: 1. Be licensed to do business within the State of Washington. 2. Coverage to be on an "occurrence" basis (Professional Liability and Pollution coverage are acceptable when written on a claims-made basis). The City may also require proof of professional liability coverage be provided for up to two (2) years after the completion of the project. 3. The City may request a copy of the actual declaration page(s) for each insurance policy affecting coverage(s) required by the Contract prior to the date work commences. 4. Possess a minimum A.M. best rating of AVII (A rating of A XII or better is preferred.). If any insurance carrier possesses a rating of less than AVII, the City may make an exception. The City reserves the right to approve the security of the insurance coverage provided by the insurance company(ies), terms, conditions, and the Certificate of Insurance. Failure of the Contractor to fully comply during the term of the Contract with these requirements will be considered a material breach of contract and shall be cause for immediate termination of the contract at the option of the City. The Contractor shall obtain and maintain the minimum insurance coverage set forth below. By requiring such minimum insurance, the City of Renton shall not be deemed or construed to have assessed the risks that may be applicable to the Contractor. The Contractor shall assess its own risks and if it deems appropriate and/or prudent, maintain higher limits and/or broader coverage. Coverage shall include: A. Commercial General Liability - ISO 1993 Form or equivalent. Coverage will be written on an occurrence basis and include: • Premises and Operations (including CG2503; General Aggregate to apply per project, if applicable) • Explosion, Collapse, and Underground Hazards. • Products/Completed Operations • Contractual Liability (including Amendatory Endorsement CG 0043 or equivalent which includes defense coverage assumed under contract) • Broad Form Property Damage • Independent Contractors 11/4/2020 42 • Personal/Advertising Injury • Stop Gap Liability B. Automobile Liability including all: • Owned Vehicles • Non-Owned Vehicles • Hired Vehicles C. Workers' Compensation: • Statutory Benefits (Coverage A) - Show Washington Labor & Industries Number D. Umbrella Liability (when necessary): • Excess of Commercial General Liability and Automobile Liability. Coverage should be as broad as primary. E. Professional Liability - (whenever the work under this Contract includes Professional Liability, including Advertising activities) the (CONTRACTOR) shall maintain professional liability covering wrongful acts, errors and/or omissions of the (CONTRACTOR) for damage sustained by reason of or in the course of operations under this Contract. F. Pollution Liability - the City may require this coverage whenever work under this Contract involves pollution risk to the environment. This coverage is to include sudden and gradual coverage for third party liability including defense costs and completed operations. Contractor shall name City of Renton, and its officers, officials, agents, employees and volunteers as Additional Insured (ISO Form CG 2010 or equivalent). The Contractor shall provide City of Renton Certificates of Insurance prior to commencement of work. The City reserves the right to request copies of insurance policies, if at their sole discretion it is deemed appropriate. Further, all policies of insurance described above shall: A. Be on a primary basis not contributory with any other insurance coverage and/or self-insurance carried by City of Renton. B. Include a Waiver of Subrogation Clause. C. Severability of Interest Clause (Cross Liability). D. The Contractor shall provide the Contracting Agency and all Additional Insured’s with written notice of any policy cancellation, within two business days of their receipt of such notice. E. Failure on the part of the Contractor to maintain the insurance as required shall constitute a material breach of contract, upon which the Contracting Agency may, after giving five business days’ notice to the Contractor to correct the breach, immediately terminate the contract or, at its discretion, procure or renew such insurance and pay any and all premiums in connection therewith, with any sums so expended to be repaid to the Contracting Agency on demand, or at the sole discretion of the Contracting Agency, offset against funds due the Contractor from the Contracting Agency. 1-07.18(3) Limits LIMITS REQUIRED Providing coverage in these stated amounts shall not be construed to relieve the Contractor from liability in excess of such limits. The Contractor shall carry the following limits of liability as required below: 11/4/2020 43 Commercial General Liability General Aggregate* $2,000,000 ** Products/Completed Operations Aggregate $2,000,000 ** Each Occurrence Limit $1,000,000 Personal/Advertising Injury $1,000,000 Fire Damage (Any One Fire) $50,000 Medical Payments (Any One Person) $5,000 Stop Gap Liability $1,000,000 * General Aggregate to apply per project (ISO Form CG2503 or equivalent) **Amount may vary based on project risk Automobile Liability Bodily Injury/Property Damage $1,000,000 (Each Accident) Workers' Compensation Statutory Benefits - Coverage A Variable (Show Washington Labor and Industries Number) Umbrella Liability Each Occurrence Limit $1,000,000 General Aggregate Limit $1,000,000 Products/Completed Operations Aggregate $1,000,000 Professional Liability (If required) Each Occurrence/ Incident/Claim $1,000,000 Aggregate $2,000,000 Pollution Liability (If required) to apply on a per project basis Per Loss $1,000,000 Aggregate $1,000,000 The City may require the Contractor to keep professional liability coverage in effect for up to two (2) years after completion of the project. The Contractor shall promptly advise the CITY OF RENTON in the event any general aggregates are reduced for any reason, and shall reinstate the aggregate at the Contractor’s expense to comply with the minimum limits and requirements as stated above and shall furnish to the CITY OF RENTON a new certificate of insurance showing such coverage is in force. 1-07.18(4) Evidence of Insurance: Within 20 days of award of the Contract, the Contractor shall provide evidence of insurance by submitting to the Contracting Agency the Certificate of Insurance (ACORD Form 25s or equivalent) conforming to items as specified in Sections 1-07.18(1), 1-07.18(2), and 1-07.18(3) as revised above. Other requirements are as follows: A. Strike the following or similar wording: "This Certificate is issued as a matter of information only and confers no rights upon the Certificate Holder". 11/4/2020 44 B. Strike the wording regarding cancellation notification to the City: "Failure to mail such notice shall impose no obligation or liability of any kind upon the company, its agents or representatives". C. Amend the cancellation clause to state: "Should any of the above described policies be cancelled before the expiration date thereof, notice will be delivered in accordance with the policy provisions." For Professional Liability coverage only, instead of the cancellation language specified above, the City will accept a written agreement that the consultant's broker will provide the required notification. 1-07.22 Use of Explosives Section 1-07.22 is supplemented with the following: (******) Explosives shall not be used without specific authority of the Engineer, and then only under such restrictions as may be required by the proper authorities. Explosives shall be handled and used in strict compliance with WAC 296-52 and such local laws, rules and regulations that may apply. The individual in charge of the blasting shall have a current Washington State Blaster Users License. The Contractor shall obtain, comply with, and pay for such permits and costs as are necessary in conjunction with blasting operations. 1-07.23 Public Convenience and Safety 1-07.23(1) Construction Under Traffic Revise the second paragraph to read: (******) To disrupt public traffic as little as possible, the Contractor shall permit traffic to pass through the Work with the least possible inconvenience or delay. The Contractor shall maintain existing roads, streets, sidewalks, driveways, and paths within the project limits, keeping them open, and in good, clean, safe condition at all times. Accessibility to existing or temporary pedestrian push buttons shall not be impaired. Deficiencies caused by the Contractor’s operations shall be repaired at the Contractor ’s expense. Deficiencies not caused by the Contractor’s operations shall be repaired by the Contractor when directed by the Engineer, at the Contracting Agency’s expense. The Contractor shall also maintain roads, streets, sidewalks, driveways, and paths adjacent to the project limits when affected by the Contractor’s operations. Snow and ice control will be performed by the Contracting Agency on all projects. Cleanup of snow and ice control debris will be at the Contracting Agency’s expense. The Contractor shall perform the following: 1. Remove or repair any condition resulting from the Work that might impede traffic or create a hazard. 2. Keep existing traffic signal and highway lighting systems in operation as the Work proceeds. (The Contracting Agency will continue the route maintenance on such system.) 3. Maintain the striping on the roadway at the Contracting Agency’s expense. The Contractor shall be responsible for scheduling when to renew striping, subject to the approval of the Engineer. When the scope of the project does not require Work on the roadway, the Contracting Agency will be responsible for maintaining the striping. 4. Maintain existing permanent signing. Repair of signs will be at the Contracting Agency’s expense, except those damaged due to the Contractor’s operations. 11/4/2020 45 5. Keep drainage structures clean to allow for free flow of water. Cleaning of existing drainage structures will be at the Contracting Agency’s expense when approved by the Engineer, except when flow is impaired due to the Contractor’s operations. 6. At the request of the Contracting Agency, the contractor shall remove steel plates and temporarily backfill and patch utility trenches to allow the Contracting Agency to utilize equipment for snow and ice removal through the project area. This request shall be considered a change of conditions and eligible for reimbursement of costs. 1-07.23(1) is supplemented with the following: (******) The Contractor shall be responsible for controlling dust and mud within the project limits and on any street, which is utilized by his equipment for the duration of the project. The Contractor shall be prepared to use watering trucks, power sweepers, and other pieces of equipment as deemed necessary by the Engineer, to avoid creating a nuisance. Dust and mud control shall be considered as incidental to the project and no compensation will be made for this section. Complaints of dust, mud, or unsafe practices and/or property damage to private ownership will be transmitted to the Contractor and prompt action in correcting them will be required by the Contractor. The Contractor shall maintain the roads during construction in a suitable condition to minimize affects to vehicular and pedestrian traffic. All cost to maintain the roads shall be borne by the Contractor. At least one-way traffic shall be maintained on all cross-streets within the project limits during working hours. One lane shall be provided in each direction for all streets during non-working hours. The Contractor shall provide one drivable roadway lane and maintain convenient access for local and commuter traffic to driveways, businesses, and buildings along the line of Work throughout the course of the project. Such access shall be maintained as near as possible to that which existed prior to the commencement of construction. This restriction shall not apply to the paving portion of the construction process. The Contractor shall notify and coordinate with all property owners and tenants of street closures, or other restrictions which may interfere with their access at least 24 hours in advance for single-family residential property, and at least 48 hours in advance for apartments, offices, and commercial property. The Contractor shall give a copy of all notices to the Engineer. When the abutting owners’ access across the right-of-way line is to be eliminated and replaced under the Contract by other access, the existing access shall not be closed until the replacement access facility is available. All unattended excavations shall be properly barricaded and covered at all times. The Contractor shall not open any trenches that cannot be completed and refilled that same day. Trenches shall be patched or covered by a temporary steel plate, at the Contractor’s expense, except in areas where the roadway remains closed to public traffic. Steel plates must be anchored. 11/4/2020 46 1-07.23(2) Construction and Maintenance of Detours (******) Revise the first paragraph to read: Unless otherwise approved, the Contractor shall maintain two-way traffic during construction. The Contractor shall build, maintain in a safe condition, keep open to traffic, and remove when no longer needed: 1. Detours and detour bridges that will accommodate traffic diverted from the roadway, bridge, sidewalk, driveway, or path during construction, 2. Detour crossings of intersecting highways, and 3. Temporary approaches. 1-07.24 Rights-of-Way Delete this section in its entirety, and replace it with the following: (******) Street right-of-way lines, limits of easements, and limits of construction permits are indicated on the Drawings. The Contractor’s construction activities shall be confined within these limits unless arrangements for use of private property are made. Generally, the Contracting Agency will have obtained, prior to bid opening, all rights-of-way and easements, both permanent and temporary, necessary for carrying out the completion of the Work . Exceptions to this are noted in the Contract Documents or brought to the Contractor’s attention by a duly issued addendum. Whenever any of the Work is accomplished on or through property other than public right-of-way, the Contractor shall meet and fulfill all covenants and stipulations of any easement agreement obtained by the Contracting Agency from the owner of the private property. Copies of the easement agreements are included in the Contract Provisions or made available to the Contractor as soon as practical after they have been obtained by the Engineer. Whenever easements or rights-of-entry have not been acquired prior to advertising, these areas are so noted on the Drawings. The Contractor shall not proceed with any portion of the Work in areas where right-of-way, easements, or rights-of-entry have not been acquired until the Engineer certifies to the Contractor that the right-of-way or easement is available or that the right-of-entry had been received. If the Contractor is delayed due to acts of omission on the part of the Contracting Agency in obtaining easements, rights of entry of right-of-way, the Contractor will be entitled to an extension of time. The Contractor agrees that such delay shall not be a breach of contract. Each property owner shall be given 48 hours’ notice prior to entry by the Contactor. This includes entry onto easements and private property where private improvements must be adjusted. The Contractor shall be responsible for providing, without expense or liability of the Contracting Agency, any additional land and access thereto that the Contractor may desire for temporary construction facilities, storage of materials, or other Contractor needs. However, before using any private property, whether adjoining the Work or not, the Contractor shall file with the Engineer a written permission of the private property owner, and, upon vacating the premises, a written release from the property owner of each property disturbed or otherwise interfered with by reasons of construction pursued under this Contract. The statement shall be signed by the private property 11/4/2020 47 owner, or proper authority acting for the owner of the private property affected, stating that permission has been granted to use the property and all necessary permits have been obtained or, in the case of a release, that the restoration of the property has been satisfactorily accomplished. The statement shall include the parcel number, address and date of signature. Written releases must be filed with the Engineer before the Completion Date will be established. 1-07.28 Confined Space Entry Section 1-07.28 is a new section: The Contractor shall: 1. Review and be familiar with the City’s Public Works Confined Space Entry Program. 2. Review documented information about the City confined spaces in which entry is intended as listed and described in the City’s Attribute and Map Book. This information includes identified hazards for each permit-required confined space. 3. Each contractor shall have their own confined space entry program. Upon request of the City they will provide a statement confirming they are in compliance with their confined space entry program including requirements for confined space training for employees associated with the project. 4. Be responsible for following all confined space requirements established by the provisions in WAC 296-809 and its chapters. 5. Coordinate entry operations with the City when employees from the contractor will be working in or near City confined spaces. 6. Discuss entry operations with the City, including the program followed during confined space entry. 7. Debrief the City on any hazards confronted or created at the completion of entry operations. 8. Place signs stating, “Danger, Follow Confined Space Entry Procedure before Entering” at each confined space to be entered. Never leave the confined space open and unattended. The contractor’s or consultant’s point of contact with the City in regard to confined space entry will be the City’s assigned construction inspector. 1-08 PROSECUTION AND PROGRESS 1-08.0 Preliminary Matters Section 1-08.0 is a new section with subsection: (******) 1-08.0(1) Preconstruction Conference Section 1-08.0(1) is a new subsection: (******) The Engineer will furnish the Contractor with copies of the Contract Documents per Section 1-02.2 “Plans and Specifications”. Additional documents may be furnished upon request at the cost of reproduction. Prior to undertaking each part of the Work the Contractor shall carefully study and compare the Contract Documents, and check and verify pertinent figures shown therein and all applicable field measurements. The Contractor shall promptly report in writing to the Engineer any conflict, error or discrepancy, which the Contractor may discover. 11/4/2020 48 After the Contract has been executed, but prior to the Contractor beginning the Work , a preconstruction conference will be held between the Contractor, the Engineer and such other interested parties as may be invited. The Contractor shall prepare and submit at the preconstruction meeting: 1. Contractor's plan of operation and progress schedule (3+ copies) 2. Approval of qualified subcontractors (bring list of subcontractors if different from list submitted with bid) 3. List of materials fabricated or manufactured off the project 4. Material sources on the project 5. Names of principal suppliers 6. Detailed equipment list, including “Rental Rate Blue Book” hourly costs (both working and standby rates) 7. Weighted wage rates for all employee classifications anticipated to be used on Project 8. Cost percentage breakdown for lump sum bid item(s) 9. Shop Drawings (bring preliminary list) 10. Traffic Control Plans (3+ copies) 11. Temporary Water Pollution/Erosion Control Plan 12. Shoring Plans (per section 1-09.14(2)B), if applicable In addition, the Contractor shall be prepared to address: Bonds and insurance Project meetings – schedule and responsibilities Provision for inspection for materials from outside sources Responsibility for locating utilities Responsibility for damage Time schedule for relocations, if by other than the Contractor Compliance with Contract Documents Acceptance and approval of Work Labor compliance, payrolls, and certifications Safety regulations for the Contractors’ and the Contracting Agency's employees and representatives Suspension of Work , time extensions Change order procedures Progress estimates, procedures for payment Special requirements of funding agencies Construction engineering, advance notice of special Work Any interpretation of the Contract Documents requested by the Contractor Any conflicts or omissions in Contract Documents Any other problems or questions concerning the Work Processing and administration of public complaints Easements and rights-of-entry Other contracts The franchise utilities may be present at the preconstruction conference, and the Contractor should be prepared for their review and discussion of progress schedule and coordination. 11/4/2020 49 1-08.0(2) Hours of Work Section 1-08.0(2) is a new subsection: (******) Except in the case of emergency or unless otherwise approved by the Contracting Agency, the normal straight time working hours for the Contract shall be any consecutive 8-hour period between 7:00 a.m. and 5:00 p.m. of a working day with a maximum 1-hour lunch break and a 5-day Work week. The normal straight time 8-hour working period for the Contract shall be established at the preconstruction conference or prior to the Contractor commencing the Work. If a Contractor desires to perform Work before 7:00 a.m. or after 5:00 p.m. on any day, the Contractor shall apply in writing to the Engineer for permission to Work such times. Permission to Work longer than an 8-hour period between 7:00 a.m. and 5:00 p.m. is required. Such requests shall be submitted to the Engineer no later than noon on the working day prior to the day for which the Contractor is requesting permission to Work . Permission to Work between the hours of 10:00 p.m. and 7:00 a.m. during weekdays and between the hours of 10:00 p.m. and 7:00 a.m. on weekends or holidays may also be subject to noise control requirements. Approval to continue Work during these hours may be revoked at any time the Contractor exceeds the Contracting Agency’s noise control regulations or complaints are received from the public or adjoining property owners regarding the noise from the Contractor’s operations. The Contractor shall have no claim for damages or delays should such permission be revoked for these reasons. Permission to Work Saturdays, Sundays, holidays or other than the agreed upon normal straight time working hours Monday through Friday may be given subject to certain other conditions set forth by the Contracting Agency or the Engineer. These conditions may include but are not limited to: requiring the Engineer or such assistants as the Engineer may deem necessary to be present during the Work; requiring the Contractor to reimburse the Contracting Agency for the cost of engineering salaries paid Contracting Agency employees who worked during such times; considering the Work performed on Saturdays, Sundays, and holidays as working days with regards to the Contract Time; and considering multiple Work shifts as multiple working days with respect to Contract Time even though the multiple shifts occur in a single 24-hour period. Assistants may include, but are not limited to, survey crews; personnel from the material testing labs; inspectors; and other Contracting Agency employees when in the opinion of the Engineer such Work necessitates their presence. 1-08.0(3) Reimbursement for Overtime Work of Contracting Agency Employees Section 1-08.0(3) is a new subsection: (******) Where the Contractor elects to Work on a Saturday, Sunday, holiday, or longer than an 8-hour Work shift on a regular working day, as defined in the Standard Specifications, such Work shall be considered as overtime Work . On all such overtime Work an inspector will be present, and a survey crew may be required at the discretion of the Engineer. The Contractor shall reimburse the Contracting Agency for the full amount of the straight time plus overtime costs for employees and representative(s) of the Contracting Agency required to work overtime hours. The Contractor, by these Specifications, does hereby authorize the Engineer to deduct such costs from the amount due or to become due the Contractor. 11/4/2020 50 1-08.1 Subcontracting (******) Revise the second paragraph to read: The Contractor shall not subcontract Work unless the Engineer approves in writing. Each request to subcontract shall be on the form the Engineer provides. If the Engineer requests, the Contractor shall provide proof that subcontractor has the experience, ability, and equipment the Work requires. The Contractor shall require each subcontractor to comply with Section 1-07.9 and to furnish all certificates and statements required by the Contract. The Contractor shall require each subcontractor of every tier to meet the responsibility criteria stated in RCW 39.06, and shall include these requirements in every subcontract of every tier. Section 1-08.1 is supplemented with the following: (******) Written requests for change in subcontractors shall be submitted by the Contractor to the Engineer at least 7 calendar days prior to start of a subcontractor's Work . The Contractor agrees that he/she is fully responsible to the Contracting Agency for the acts and omissions of all subcontractors and lower-tier subcontractors, and persons either directly or indirectly employed by the subcontractors, as well as for the acts and omissions of persons directly employed by the Contractor. The Contractor shall be required to give personal attention to the Work that is sublet. Nothing contained in the Contract Documents shall create any contractual relation between any subcontractor and the Contracting Agency. The Contractor shall be responsible for making sure all subcontractors submit all required documentation, forms, etc. 1-08.2 Assignment The second paragraph of Section 1-08.2 is deleted and replaced with the following: (******) The Contractor shall not assign any moneys due or to become due to the Contractor hereunder without the prior written consent of the Contracting Agency. The assignment, if approved, shall be subject to all setoffs, withholdings, and deductions required by law and the Contract. 1-08.3 Progress Schedule Delete this section in its entirety and replace with the following: (******) The progress schedule for the entire project shall be submitted 7 calendar days prior to the Preconstruction Conference. The schedule shall be prepared using the critical path method (CPM), preferably using Microsoft Project or equivalent software. The schedule shall contain the following information, at a minimum: 1. Construction activities, in sufficient detail that all activities necessary to construct a complete and functional project are considered. Any activity that has a scheduled duration exceeding 30 calendar days shall be subdivided until no sub-element has a duration exceeding 30 calendar days. 2. The schedule shall clearly indicate the activities that comprise the critical path. For each activity not on the critical path, the schedule shall show the float, or slack, time. 11/4/2020 51 3. Procurement of material and equipment. 4. Submittals requiring review by the Engineer. Submittal by the Contractor and review by the Engineer shall be shown as separate activities. 5. Work to be performed by a subcontractor, agent, or any third party. 6. Allowances for delays that could result from normal inclement weather (time extensions due to inclement weather will not be allowed). 7. Allowances for the time required by utilities (Contracting Agency’s and others) to locate, monitor, and adjust their facilities as required. The Engineer may request the Contractor to alter the progress schedule when deemed necessary in the opinion of the Engineer, in the interest of public safety and welfare of the Contracting Agency, or for coordination with any other activity of other contractors, the availability of all or portions of the job site, or special provisions of this Contract, or to reasonably meet the completion date of the project. The Contractor shall provide such revised schedule within 10 days of request. If, at any time, in the opinion of the Engineer, the progress of construction falls significantly behind schedule, the Contractor may be required to submit a plan for regaining progress and a revised schedule indicating how the remaining Work items will be completed within the authorized contract time. The Contractor shall promptly report to the Engineer any conditions that the Contractor feels will require revision of the schedule and shall promptly submit proposed revisions in the progress schedule for acceptance by the Engineer. When such changes are accepted by the Engineer, the revised schedule shall be followed by the Contractor. Weekly Schedule. The Contractor shall submit a weekly progress schedule to the Engineer which sets forth specific Work to be performed the following week, and a tentative schedule for the second week. Failure to Maintain Progress Schedule. The Engineer will check actual progress of the Work against the progress schedule a minimum of two times per month. Failure, without just cause, to maintain progress in accordance with the approved schedule shall constitute a breach of Contract. If, through no fault of the Contractor, the proposed construction schedule cannot be met, the Engineer will require the Contractor to submit a revised schedule to the Engineer for acceptance. The approved revisions will thereafter, in all respects, apply in lieu of the original schedule. Failure of the Contractor to follow the progress schedule submitted and accepted, including revisions thereof, shall relieve the Contracting Agency of any and all responsibility for furnishing and making available all or any portion of the job site, and will relieve the Contracting Agency of any responsibility for delays to the Contractor in the performance of the Work . The cost of preparing the progress schedule, any supplementary progress schedules, and weekly schedules shall be considered incidental to the Contract and no other compensation shall be made. 11/4/2020 52 1-08.4 Prosecution of the Work Section 1-08.4 Delete this section in its entirety and replace with the following: (******) Notice to Proceed will be given after the Contract has been executed and the Contract bond and evidence of insurances have been approved and filed by the Contracting Agency. The Contractor shall not commence the Work until the Notice to Proceed has been given by the Engineer. The Contractor shall commence construction activities on the project site within ten days of the Notice to Proceed date. The Work thereafter shall be prosecuted diligently, vigorously, and without unauthorized interruption until physical completion of the Work . There shall be no voluntary shutdowns or slowing of operations by the Contractor without prior approval of the Engineer. Such approval shall not relieve the Contractor from the contractual obligation to complete the Work within the prescribed Contract Time. 1-08.5 Time For Completion Delete this section in its entirety and replace with the following: (******) The Work shall be physically completed in its entirety within the time specified in the Contract Documents or as extended by the Engineer. The Contract Time will be stated in “working days”, shall begin on the Notice To Proceed date, or the date identified in the Notice to Proceed as “the first working day”, and shall end on the Contract Completion date. A non-working day is defined as a Saturday, a Sunday, a day on which the Contract specifically suspends Work , or one of these holidays: New Year’s Day Martin Luther King Day Memorial Day Independence Day Labor Day Veteran’s Day Thanksgiving Day the day after Thanksgiving Christmas Day. Note for holidays that land on a Saturday or Sunday: The day before Christmas shall be a holiday when Christmas Day occurs on a Tuesday, Wednesday, or Friday. The day after Christmas shall be a holiday when Christmas Day occurs on a Monday or Thursday. When Christmas Day occurs on a Saturday, the two preceding working days shall be observed as holidays. When Christmas day occurs on a Sunday, the two working days following shall be observed as holidays. When holidays other than Christmas fall on a Saturday, the preceding Friday will be counted as a non-working day and when they fall on a Sunday the following Monday will be counted as a non-working day. The Contract Time has been established to allow for periods of normal inclement weather that, from historical records, is to be expected during the Contract Time, and during which periods, Work is anticipated to be performed. Each successive working day, beginning with the Notice to Proceed date and ending with the Physical Completion date, shall be charged to the Contract Time as it occurs except a day, or part of a day, which is designated a non-working day or an Engineer determined unworkable day. 11/4/2020 53 The Engineer will furnish the Contractor a weekly report showing (1) the number of working days charged against the Contract Time for the preceding week; (2) the Contract Time in working days; (3) the number of working days remaining in the Contract Time; (4) the number of non-working days; and (5) any partial or whole days the Engineer declared unworkable the previous week. This weekly report will be correlated with the Contractor’s current approved progress schedule. If the Contractor elects to work 10 hours a day and 4 days a week (a 4-10 schedule), and the fifth day of the week in which a 4-10 shift is worked would ordinarily be charged as a working day, then the fifth day of that week will be charged as a working day whether or not the Contractor works on that day. The Contractor will be allowed 10 calendar days from the date of each report in which to file a written protest of an alleged discrepancy in the Contract Time as reported. Otherwise, the report will be deemed to have been accepted by the Contractor as correct. The requirements for scheduling the Final Inspection and establishing the Substantial Completion, Physical Completion, and Completion Dates are specified in Sections 1-05.11 and 1-05.12. The Engineer will give the Contractor written notice of the completion date of the Contract after all the Contractor’s obligations under the Contract have been performed by the Contractor. The following events must occur before the Completion Date can be established: 1. The physical Work on the project must be complete; and 2. The Contractor must furnish all documentation required by the Contract and required by law, to allow the Contracting Agency to process final acceptance of the Contract. The following documents must be received by the Engineer prior to establishing a completion date: a. Certified Payrolls per Section 1-07.9(5) b. Material Acceptance Certification Documents c. Annual Report of Amounts Paid as MBE/WBE Participants or Quarterly Report of Amounts Credited as DBE Participation, as required by the Contract Provisions. d. FHWA 47 (Federal-aid Projects) e. Final Contract Voucher Certification f. Property owner releases per Section 1-07.24 g. A copy of the Notice of Termination sent to the Washington State Department of Ecology (Ecology); the elapse of 30 calendar days from the date of receipt of the Notice of Termination by Ecology; and no rejection of the Notice of Termination by Ecology. This requirement will not apply if the Construction Stormwater General Permit is transferred back to the Contracting Agency in accordance with Section 8-01.3(16), as required by the Contract Provisions. Within 10 calendar days after execution of the Contract by the Contracting Agency, the Contractor shall provide the Contracting Agency with copies of purchase orders for all equipment items deemed critical by the Contracting Agency, including but not limited to signal controller materials, lighting standards, and signal standards required for the physical completion of the Contract. Such purchase orders shall disclose the estimated delivery dates for the equipment. All items of Work that can be performed without delivery of the critical items shall start and be completed as soon as possible. At that time, the Engineer may suspend the Work upon request of the Contractor until the critical items are delivered to the Contractor, if the Contracting Agency 11/4/2020 54 received a purchase order within 10 calendar days after execution of the Contract by the Contracting Agency. The Contractor will be entitled to only one such suspension of time during the performance of the Work and during such suspension shall not perform any additional Work on the project. Upon delivery of the critical items, contract time will resume and continue to be charged in accordance with Section 1-08. 1-08.6 Suspension of Work Section 1-08.6 is supplemented with the following: (******) Contracting Agency may at any time suspend the Work , or any part thereof, by giving notice to the Contractor in writing. The Work shall be resumed by the Contractor within 14 calendar days after the date fixed in the written notice from the Contracting Agency to the Contractor to do so. The Contractor shall not suspend Work under the Contract without the written order of the Contracting Agency. If it has been determined that the Contractor is entitled to an extension of time, the amount of such extension shall be only to compensate for direct delays, and shall be based upon the Contractor's diligently pursuing the Work at a rate not less than that which would have been necessary to complete the original Contract Work on time. 1-08.7 Maintenance During Suspension Revise the second paragraph to read: (******) At no expense to the Contracting Agency, the Contractor shall provide through the construction area a safe, smooth, and unobstructed roadway, sidewalk, driveway, and path for public use during suspension (as required in Section 1-07.23 or the Special Provisions). This may include a temporary road or detour. 1-08.9 Liquidated Damages Section 1-08.9 is supplemented with the following: (******) In addition, the Contractor shall compensate the Contracting Agency for actual engineering inspection and supervision costs and any other expenses and legal fees incurred by the Contracting Agency as a result of such delay. Such labor costs will be billed to the Contractor at actual costs, including administrative overhead costs. In the event that the Contracting Agency is required to commence any lawsuit in order to enforce any provision of this Contract or to seek redress for any breach thereof, the Contracting Agency shall be entitled to recover its costs, including reasonable attorney’s fees, from the Contractor. 11/4/2020 55 1-08.11 Contractor's Plant and Equipment Section 1-08.11 is a new Section: (******) The Contractor alone shall at all times be responsible for the adequacy, efficiency, and sufficiency of his and his subcontractor's plant and equipment. The Contracting Agency shall have the right to make use of the Contractor's plant and equipment in the performance of any Work on the site of the Work . The use by the Contracting Agency of such plant and equipment shall be considered as extra Work and paid for accordingly. Neither the Contracting Agency nor the Engineer assumes any responsibility, at any time, for the security of the site from the time the Contractor's operations have commenced until final acceptance of the Work by the Engineer and the Contracting Agency. The Contractor shall employ such measures as additional fencing, barricades, and watchmen service, as he deems necessary for the public safety and for the protection of the site and his plant and equipment. The Contracting Agency will be provided keys for all fenced, secured areas. 1-08.12 Attention to Work Section 1-08.12 is a new section: (******) The Contractor shall give his personal attention to and shall supervise the Work to the end that it shall be prosecuted faithfully, and when he is not personally present on the Work site, he shall at all times be represented by a competent superintendent who shall have full authority to execute the same, and to supply materials, tools, and labor without delay, and who shall be the legal representative of the Contractor. The Contractor shall be liable for the faithful observance of any instructions delivered to him or to his authorized representative. 1-09 MEASUREMENT AND PAYMENT 1-09.1 Measurement of Quantities Section 1-09.1 is supplemented with the following: (******) Lump Sum. The percentage of lump sum Work completed, and payment will be based on the cost percentage breakdown of the lump sum bid price(s) submitted at the preconstruction conference. The Contractor shall submit a breakdown of costs for each lump sum bid item. The breakdown shall list the items included in the lump sum together with a unit price of labor, materials, and equipment for each item. The summation of the detailed unit prices for each item shall add up to the lump sum bid. The unit price values may be used as a guideline for determining progress payments or deductions or additions in payment for ordered Work changes. Cubic Yard Quantities. The Contractor shall provide truck trip tickets for progress payments only in the following manner. Where items are specified to be paid by the cubic yard, the following tally system shall be used. 11/4/2020 56 All trucks to be employed on this Work will be measured to determine the volume of each truck. Each truck shall be clearly numbered, to the satisfaction of the Engineer, and there shall be no duplication of numbers. Duplicate tally tickets shall be prepared to accompany each truckload of material delivered on the project. All tickets received that do not contain the following information will not be processed for payment: 1. Truck number 2. Quantity and type of material delivered in cubic yards 3. Driver’s name, date and time of delivery 4. Location of delivery, by street and stationing on each street 5. Place for the Engineer to acknowledge receipt 6. Pay item number 7. Contract number and/or name It will be the Contractor's responsibility to see that a ticket is given to the Engineer on the project for each truckload of material delivered. Pay quantities will be prepared on the basis of said tally tickets. Loads will be checked by the Engineer to verify quantity shown on ticket. Quantities by Ton. It will be the Contractor's responsibility to see that a certified weight ticket is given to the Inspector on the project at the time of delivery of materials for each truckload delivered. Pay quantities will be prepared on the basis of said tally tickets, delivered to the Inspector at time of delivery of materials. Tickets not receipted by Inspector will not be honored for payment. Each truck shall be clearly numbered to the satisfaction of the Engineer and there shall be no duplication of numbers. Duplicate tickets shall be prepared to accompany each truckload of material delivered to the project. All tickets received that do not contain the following information will not be processed for payment: 1. Truck number 2. Truck tare weight (stamped at source) 3. Gross truckload weight in tons (stamped at source) 4. Net load weight (stamped at source) 5. Driver's name, date, and time of delivery 6. Location for delivery by street and stationing on each street 7. Place for the Engineer to acknowledge receipt 8. Pay item number 9. Contract number and/or name 1-09.3 Scope of Payment Section 1-09.3 is supplemented with the following: (******) The bid items listed in Section 1-09.14 will be the only items for which compensation will be made for the Work described in each section of the Standard Specifications when the Contractor performs the specified Work . Should a bid item be listed in a “Payment” clause but not in the Proposal Form, and Work for that item is performed by the Contractor and the Work is not stated as included in or incidental to a pay item in the Contract and is not Work that would be required to complete the intent 11/4/2020 57 of the Contract per Section 1-04.1, then payment for that Work will be made as for Extra Work pursuant to a Change Order. The words “Bid Item,” “Contract Item,” and “Pay Item,” and similar terms used throughout the Contract Documents are synonymous. If the “payment” clause in the Specifications relating to any unit bid item price in the Proposal Form requires that said unit bid item price cover and be considered compensation for certain Work or material essential to the item, then the Work or material will not be measured or paid for under any other unit bid item which may appear elsewhere in the Proposal Form or Specifications. Pluralized unit bid items appearing in these Specifications are changed to singular form. Payment for bid items listed or referenced in the “Payment” clause of any particular section of the Specifications shall be considered as including all of the Work required, specified, or described in that particular section. Payment items will generally be listed generically in the Specifications, and specifically in the bid form. When items are to be “furnished” under one payment item and “installed” under another payment item, such items shall be furnished FOB project site, or, if specified in the Special Provisions, delivered to a designated site. Materials to be “furnished,” or “furnished and installed” under these conditions, shall be the responsibility of the Contractor with regard to storage until such items are incorporated into the Work or, if such items are not to be incorporated into the Work , delivered to the applicable Contracting Agency storage site when provided for in the Specifications. Payment for material “furnished,” but not yet incorporated into the Work , may be made on monthly estimates to the extent allowed. 1-09.6 Force Account Section 1-09.6 is supplemented with the following: (******) Contracting Agency has estimated and included in the proposal, dollar amounts for all items to be paid per force account, only to provide a common proposal for Bidders. All such dollar amounts are to become a part of the Contractor’s total bid. However, the Contracting Agency does not warrant expressly or by implication that the actual amount of Work will correspond with those estimates. Payment will be made on the basis of the amount of Work actually authorized by the Engineer. 1-09.7 Mobilization Section 1-09.7 is supplemented with the following: (******) Mobilization shall also include, but not be limited to, the following items: the movement of Contractor's personnel, equipment, supplies, and incidentals to the project site; the establishment of an office, buildings, and other facilities necessary for Work on the project; providing sanitary facilities for the Contractor's personnel; and obtaining permits or licenses required to complete the project not furnished by the Contracting Agency. This item shall also include providing the Engineer and the Inspectors with access to telephone, facsimile machine, and copy machine during all hours the Contractor is working on the jobsite; and a table and chair for their use when needed. 11/4/2020 58 Payment will be made for the following bid item(s): “Mobilization & Demobilization,” Lump Sum. 1-09.9 Payments Delete the fourth paragraph and replace it with the following: (******) Progress payments for completed Work and material on hand will be based upon progress estimates prepared by the Engineer. A progress estimate cutoff date will be established at the preconstruction meeting. The initial progress estimate will be made not later than 30 days after the Contractor commences the Work , and successive progress estimates will be made every month thereafter until the Completion Date. Progress estimates made during progress of the Work are tentative, and made only for the purpose of determining progress payment. The progress estimates are subject to change at any time prior to the calculation of the final payment. The value of the progress estimate will be the sum of the following: 1. Unit Price Items in the Bid Form – the approximate quantity of acceptable units of Work completed multiplied by the unit price. 2. Lump Sum Items in the Bid Form – the estimated percentage complete multiplied by the Bid Forms amount for each lump sum item, or per the schedule of values for that item. 3. Materials on Hand – 100 percent of invoiced cost of material delivered to job site or other storage area approved by the Engineer. 4. Change Orders – entitlement for approved extra cost or completed extra Work as determined by the Engineer. Progress payments will be made in accordance with the progress estimate less: 1. Retainage per Section 1-09.9(1); 2. The amount of Progress Payments previously made; and 3. Funds withheld by the Contracting Agency for disbursement in accordance with the Contract Documents. Progress payments for Work performed shall not be evidence of acceptable performance or an admission by the Contracting Agency that any Work has been satisfactorily completed. Payments will be made by check or electronic transfer, issued by the Contracting Agency’s fiscal officer, against the appropriate fund source for the project. Payments received on account of Work performed by a subcontractor are subject to the provisions of RCW 39.04.250. Section 1-09.9 is supplemented with the following: (******) Applications for payment shall be itemized and supported to the extent required by the Engineer by receipts or other vouchers showing payment for materials and labor, payments to subcontractors, and other such evidence of the Contractor's right to payment as the Engineer may direct, including “red line” as-built drawings showing work installed by the contractor during the progress payment period. 11/4/2020 59 The Contractor shall submit a progress report with each monthly request for a progress payment. The progress report shall indicate the estimated percent complete for each activity listed on the progress schedule (see Section 1-08.3) and a revised and updated schedule to reflect the most current project completion date. 1-09.9(1) Retainage Section 1-09.9(1) is supplemented with the following: (******) The retained amount shall be released as stated in the Standard Specifications if no claims have been filed against such funds as provided by law, and if the Contracting Agency has no unsatisfied claims against the Contractor. In the event claims are filed, the Contracting Agency shall withhold, until such claims are satisfied, a sum sufficient to satisfy all claims and to pay attorney's fees. In addition, the Contracting Agency shall withhold such amount as is required to satisfy any claims by the Contracting Agency against the Contractor, until such claims have been finally settled. Neither the final payment nor any part of the retained percentage shall become due until the Contractor, if requested, delivers to the Contracting Agency a complete release of all liens arising out of this Contract, or receipts in full in lieu thereof, and, if required in either case, an affidavit that so far as the Contractor has knowledge or information, the release and receipts include all labor and materials for which a lien could be filed: but the Contractor may, if any subcontractor refuses to furnish a release or receipt in full, furnish a bond satisfactorily to the Engineer to indemnify the Contracting Agency against the lien. If any lien remains unsatisfied after all payments are made, the Contractor shall reimburse to the Contracting Agency all monies that the latter may be compelled to pay in discharging such lien, including all costs and reasonable engineer's and attorney's fees. 1-09.9(2) Contracting Agency’s Right to Withhold and Disburse Certain Amounts Section 1-09.9(2) is a new section: (******) In addition to monies retained pursuant to RCW 60.28 and subject to RCW 39.04.250, RCW 39.12 and RCW 39.76, the Contractor authorizes the Engineer to withhold progress payments due or deduct an amount from any payment or payments due the Contractor which, in the Engineer’s opinion, may be necessary to cover the Contracting Agency’s costs for or to remedy the following situations: 1. Damage to another contractor when there is evidence thereof and a claim has been filed. 2. Where the Contractor has not paid fees or charges to public authorities of municipalities, which the Contractor is obligated to pay. 3. Utilizing material tested and inspected by the Engineer, for purposes not connected with the Work (Section 1-05.6). 4. Landscape damage assessments per Section 1-07.16. 5. For overtime Work performed by City personnel per Section1-08.0(3). 6. Anticipated or actual failure of the Contractor to complete the Work on time: a. Per Section 1-08.9 Liquidated Damages; or b. Lack of construction progress based upon the Engineer’s review of the Contractor’s approved progress schedule, which indicates the Work will not be complete within the contract time. When calculating an anticipated time overrun, the Engineer will make allowances for weather delays, approved unavoidable delays, and suspensions of the Work. The amount withheld under this subparagraph will be based upon the liquidated damages amount per day set forth in Contract Documents multiplied by 11/4/2020 60 the number of days the Contractor’s approved progress schedule, in the opinion of the Engineer, indicates the Contract may exceed the Contract Time. 7. Failure of the Contractor to perform any of the Contractor’s other obligations under the Contract, including but not limited to: a. Fa ilure of the Contractor to provide the Engineer with a field office when required by the Contract Provisions. b. Failure of the Contractor to protect survey stakes, markers, etc., or to provide adequate survey Work as required by Section 1-05.4. c. Failure of the Contractor to correct defective or unauthorized Work (Section 1-05.7). d. Failure of the Contractor to furnish a Manufacturer’s Certificate of Compliance in lieu of material testing and inspection as required by Section 1-06.3. e. Failure to submit weekly payrolls, Intent to Pay Prevailing Wage forms, or correct underpayment to employees of the Contractor or subcontractor of any tier as required by Section 1-07.9. f. Failure of the Contractor to pay worker’s benefits (Title 50 and Title 51 RCW) as required by Section 1-07.10. g. Failure of the Contractor to submit and obtain approval of a progress schedule per Section 1-08.3. The Contractor authorizes the Engineer to act as agent for the Contractor disbursing such funds as have been withheld pursuant to this Section to a party or parties who are entitled to payment. Disbursement of such funds, if the Engineer elects to do so will be made only after giving the Contractor 15 calendar days prior written notice of the Contracting Agency’s intent to do so, and if prior to the expiration of the 15-calendar day period, 1. No legal action has commenced to resolve the validity of the claims, and 2. The Contractor has not protested such disbursement. A proper accounting of all funds disbursed on behalf of the Contractor in accordance with this Section will be made. A payment made pursuant to this section shall be considered as payment made under the terms and conditions of the Contract. The Contracting Agency shall not be liable to the Contractor for such payment made in good faith. 1-09.9(3) Final Payment Section 1-09.9(3) is a new section: (******) Upon Acceptance of the Work by the Contracting Agency, the final amount to be paid the Contactor will be calculated based upon a Final Progress Estimate made by the Engineer. Acceptance by the Contractor of the final payment shall be and shall operate as a release: 1. To the Contracting Agency of all claims and all liabilities of the Contractor, other than claims in stated amounts as may be specifically excepted in writing by the Contractor; 2. For all things done or furnished in connection with the Work ; 3. For every act and neglect by the Contracting Agency; and 4. For all other claims and liability relating to or arising out of the Work. A payment (monthly, final, retainage, or otherwise) shall not release the Contractor or the Contractor’s Surety from any obligation required under the terms of the Contract Documents or the Contract Bond; nor shall such payment constitute a waiver of the Contracting Agency’s ability to investigate and act upon findings of non-compliance with the WMBE requirements of the Contract; 11/4/2020 61 nor shall such payment preclude the Contracting Agency from recovering damages, setting penalties, or obtaining such other remedies as may be permitted by law. Before the Work will be accepted by the Contracting Agency, the Contractor shall submit an affidavit, on the form provided by the Engineer, of amounts paid to certified disadvantaged (DB), minority (MBE) or women business enterprises (WBE) participating in the Work . Such affidavit shall certify the amounts paid to the DB, MBE or WBE subcontractors regardless of tier. On federally funded projects the Contractor may also be required to execute and furnish the Contracting Agency an affidavit certifying that the Contractor has not extended any loans, gratuity or gift and money pursuant to Section 1-07.19 of these Specifications. If the Contractor fails, refuses, or is unable to sign and return the Final Progress Estimate or any other documents required for the final acceptance of the Contract, the Contracting Agency reserves the right to establish a completion date and unilaterally accept the Contract. Unilateral acceptance will occur only after the Contractor has been provided the opportunity, by written request from the Engineer, to voluntarily submit such documents. If voluntary compliance is not achieved, formal notification of the impending unilateral acceptance will be provided by certified letter from the Engineer to the Contractor that will provide 30 calendar days for the Contractor to submit the necessary documents. The 30-calendar day deadline shall begin on the date of the postmark of the certified letter from the Engineer requesting the necessary documents. This reservation by the Contracting Agency to unilaterally accept the Contract will apply to contracts that are completed in accordance with Section 1-08.5 and for contracts that are terminated in accordance with Section 1-08.10. Unilateral acceptance of the Contract by the Contracting Agency does not relieve the Contractor of the provisions under contract or of the responsibility to comply with all laws, ordinances, and federal, state, and local regulations that affect the Contract. The date the Contracting Agency unilaterally signs the Final Progress Estimate constitutes the final acceptance date (Section 1-05.12). 1-09.11 Disputes and Claims 1-09.11(2) Claims Paragraph 5 is revised with the following: (******) Failure to submit with the Final Application for Payment such information and details as described in this section for any claim shall operate as a waiver of the claims by the Contractor as provided in Section 1-09.9. 1-09.11(3) Time Limitations and Jurisdiction Paragraph 1, Sentence 1 is revised with the following: (******) …such claims or causes of action shall be brought in the Superior Court of the county where the Work is performed. 11/4/2020 62 1-09.13 Claims and Resolutions 1-09.13(3) Claims $250,000 or Less Delete this Section and replace it with the following: (******) The Contractor and the Contracting Agency mutually agree that those claims that total $250,000 or less, submitted in accordance with Section 1-09.11 and not resolved by nonbonding ADR processes, shall be resolved through litigation, unless the parties mutually agree in writing to resolve the claim through binding arbitration. 1-09.13(3)A Administration of Arbitration Revise the third paragraph to read: (******) The Contracting Agency and the Contractor mutually agree to be bound by the decision of the arbitrator, and judgment upon the award rendered by the arbitrator may be entered in the Superior Court of the county in which the Contracting Agency’s headquarters are located. The decision of the arbitrator and the specific basis for the decision shall be in writing. The arbitrator shall use the Contract as a basis for decisions. 1-09.13(3)B Procedures to Pursue Arbitration Section 1-09.13(3)B is supplemented with the following: (******) The findings and decision of the board of arbitrators shall be final and binding on the parties, unless the aggrieved party, within 10 days, challenges the findings and decision by serving and filing a petition for review by the superior court of King County, Washington. The grounds for the petition for review are limited to showing that the findings and decision: 1. Are not responsive to the questions submitted; 2. Is contrary to the terms of the contract or any component thereof; 3. Is arbitrary and/or is not based upon the applicable facts and the law controlling the issues submitted to arbitration. The board of arbitrators shall support its decision by setting forth in writing their findings and conclusions based on the evidence adduced at any such hearing. The arbitration shall be conducted in accordance with the statutes of the State of Washington and court decisions governing such procedure. The costs of such arbitration shall be borne equally by the Contracting Agency and the Contractor unless it is the board's majority opinion that the Contractor's filing of the protest or action is capricious or without reasonable foundation. In the latter case, all costs shall be borne by the Contractor. 11/4/2020 63 1-09.14 Payment Schedule Measurement and Payment Schedule for Bid Items in This Project Proposal Section 1-09.14 is a new section: (******) GENERAL 1-09.14(1) Scope Section 1-09.14(1) is a new section: (******) A. Payment for the various items of the bid sheets, as further specified herein, shall include all compensation to be received by the Contractor for furnishing all tools, equipment, supplies, and manufactured articles, and for all labor, operations, and incidentals appurtenant to the items of Work being described, as necessary to complete the various items of the Work all in accordance with the requirements of the Contract Documents, including all appurtenances thereto, and including all costs of compliance with the regulations of public agencies having jurisdiction, including Safety and Health Administration of the U.S. Department of Labor (OSHA). No separate payment will be made for any item that is not specifically set forth in the Bid Schedules, and all costs therefore shall be included in the prices named in the Bid Schedules for the various appurtenant items of Work described in these Special Provisions and shown on the Plans. B. The Contracting Agency shall not pay for material quantities, which exceed the actual measured amount used and approved by the Engineer. C. It is the intention of these Specifications that the performance of all Work under the bid for each item shall result in the complete construction, in an accepted operating condition, of each item. Work and material not specifically listed in the proposal but required in the Plans, Specifications, and general construction practice, shall be included in the bid price. No separate payment will be made for these incidental items. 1-09.14(2) Bid Items Section 1-09.14(2) is a new section: (******) This section describes the bid items. Measurement and Payment, where described in a bid item, shall supersede Measurement and Payment listed in other sections of the Special Provisions and Standard Specifications. Several bid items listed below are included in Schedules A, B, and C. In no case shall any bid item that is installed be considered as part of more than one schedule: • Schedule A: Work Associated with the Storm pipes, manholes, lateral connections, cleanouts, outfall, sidewalk and curb and gutter restoration, required asphalt restoration. This Schedule falls under State Sales Tax Rule 171 (see section 1-07.2(2)) and state retail sales taxes shall be included in bid items prices. • Schedule B: Work Associated with the Sewer pipes, manholes, side sewers, and required asphalt restoration. This Schedule falls under State Sales Tax Rule 170 (see section 1-07.2(3)) and state retail sales taxes shall not be included in bid items prices. Rather, the Contractor shall collect retail sales tax on the full contract amount. • Schedule C: Work Associated with the new Water lines, including pipeline, fittings, concrete blocking, utility relocations, sidewalk and curb and gutter restoration for the water main 11/4/2020 64 work, and required asphalt restoration. This Schedule falls under State Sales Tax Rule 170 (see section 1-07.2(3)) and state retail sales taxes shall not be included in bid items prices. Rather, the Contractor shall collect retail sales tax on the full contract amount. The following subsection provides the measurement and payment information of the Bid Items common to two or more schedules. 1-09.14(2)A Mobilization & Demobilization (Bid Item A-1, B-1 and C-1) – Lump Sum Measurement for “Mobilization & Demobilization” will be lump sum. The lump sum price shown will cover the complete cost of furnishing and installing, complete and in-place all Work and materials necessary to move and organize equipment and personnel onto the job site, provide and maintain all necessary support facilities and utilities, obtain all necessary permits and licenses, prepare the site for construction operations, and maintain the site and surrounding areas during construction, provide protection of existing utilities, provide component and system testing, and move all personnel and equipment off the site after contract completion. The Contractor shall prepare a Work Plan that shall include the following: A. Mobilization Plan showing the proposed location for storage of all equipment and materials. Storage shall not interfere with use of the City ROW and commercial and residential access. For any proposed storage on private property outside the easement or work area, the Contractor shall obtain a Temporary Use Permit for storage areas on private property. The Contractor shall be responsible for all fees, applications, and work needed to obtain the permit. The Contractor shall allow 3 to 4 weeks to obtain the Temporary Use Permit from the City. B. Temporary Erosion and Sediment Control Plan for all stages of the project C. Traffic Control Plan, including provisions for cleaning and sweeping of any impacted roadways. D. Trench Excavation Safety Systems plan/provisions. E. Identify Disposal Sites for various waste materials and provide copies of the site’s permits, licenses, and approvals. F. Pedestrian Handling Plan. The Work Plan shall be submitted to the City for review and approval within 10 days of the contract award. Payment for “Mobilization & Demobilization” will be made at the lump sum amount bid (NOT to exceed 80% of bid price prior to completion of construction) based on the percent of completed Work as defined in the 2020 Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT) for mobilization. Payment for the remaining 20% will be made upon completion and final clean-up of the construction site. Such payment will be complete compensation for all mobilization of employees, equipment and materials, Mobilization Plan, Work Plan, preparation of all necessary submittals, bonds, insurance, site improvements, permits, clean-up, Contaminated Soil and Groundwater Handling and Management Plan, safety plan, and other plans/submittals not specifically covered in bid items, etc. all in conformance with the Contract Documents. This bid item may not be more than ten percent (10%) of the total amount of Bid for the schedule. 11/4/2020 65 1-09.14(2)B Trench Safety Systems (Bid Item A-2, B-2 and C-2) – Lump Sum Section 1-09.14(2)B is a new section: (******) Measurement for “Trench Safety Systems” will be per the lump sum bid price based on a percentage defined as the amount of storm/sewer/water pipelines installed divided by the total length of sewer/storm/water pipe shown to be installed in conformance with the Contract Documents. Payment for “Trench Safety Systems” will be made at the measured percentage amount for the pay period times the lump sum amount bid, said payment will be complete compensation for all equipment, labor, materials, hauling, planning, design, engineering, submittals, furnishing and constructing and removal and disposal of such temporary sheeting, shoring, and bracing complete as required under the provisions of any permits and in the requirements of OSHA and RCW Chapter 49.17, etc., required to complete this item of Work in conformance with the Contract Documents. The work includes, but not limited to, preparing and submitting a shoring plan stamped by a professional engineer registered in the State of Washington by the preconstruction conference. 1-09.14(2)C Construction Surveying, Staking, and As-Built Drawings (Bid Item A-3, B-3, and C-3) – Lump Sum Section 1-09.14(2)C is a new section: (******) Measurement for “Construction Surveying, Staking and As-Built Drawings” information will be per the lump sum bid price and based on the percentage of total Work complete at the time of measurement. Payment may be prorated over the construction period based on the amount of work completed for construction surveying, staking and as-built information. Survey will be per Section 1-05.4 and Section 1-11. The as-built survey will be per Section 1-11. The contractor shall provide the City with a set of redline drawings with the as-built locations and elevations of all new utilities and construction work. Payment will be complete compensation for all labor, materials, equipment, tools, all incidental work needed to provide construction surveying and of the improvements (including providing a Washington State licensed surveyor for said work), staking in advance of pipe laying, fittings and structure installation, surveying the horizontal and vertical locations of all potholed existing utilities within the work area, verification and recording of the elevations of existing roadway centerline, crown, and edge of pavement to ensure that all roadways can be reconstructed to existing grade, and preparation of cut-sheets. Said payment will be complete compensation for all labor, materials, equipment, tools, all incidental work needed to provide as-built surveying, preparing “red line” as-built drawings for pay estimate submittal with fittings and dimensions of existing and proposed facilities installed or encountered during the pay period, furnishing an electronic file with construction drawings stamped and signed by a licensed land surveyor that contains the as-built information and copies of field notes, and furnishing and resetting property corners when disturbed by the contractor’s activities. No more than 50% of the bid amount for this item shall be paid prior to the review and acceptance of the as-constructed information by the Engineer. 11/4/2020 66 1-09.14(2)D Temporary Traffic Control (Bid Item A-4, B-4 and C-4) – Lump Sum Section 1-09.14(2)D is a new section: (******) Measurement for “Temporary Traffic Control” k will be will per the lump sum bid price and shall be based on the percentage of total Work complete, at the time of measurement in conformance with the Contract Documents. Payment for “Temporary Traffic Control” will be made at the measured percentage amount for the pay period times the lump sum bid amount. Payment will be complete compensation for preparing and submitting a traffic control plan and pedestrian handling plan as well as all labor, tools, materials, equipment used in accordance with the approved Traffic Control Plan and pedestrian handling plan that is not included in other bid items. The Lump Sum contract price shall be full pay for all costs for performing the work described in Section 1-10.3), and in the Traffic Control Information. Payment shall include but not be limited to providing for public convenience and safety, flaggers, traffic control supervisor, construction signs, detours, barricades, sequential arrow boards, a minimum of two Portable Changeable Message Signs, traffic control devices, truck-mounted attenuator, temporary striping, cleanup, etc. required to complete this item of Work in conformance with the Contract Documents and the Manual on Uniform Traffic Control Devices (MUTCD) and as directed by the Engineer and by the City’s Transportation Department. Also, included in the contract price is the cost to furnish traffic control services and equipment for construction surveying, staking, and as-built plans. All adjustments to the Traffic Control Plan are considered incidental, and no additional payment will be made for adjustments. 1-09.14(2)E Stormwater Pollution Prevention and TESC Plan and Implementation (Bid Item A-5, B-5 and C-5) – Lump Sum Section 1-09.14(2)E is a new section: (******) Measurement for “Stormwater Pollution Prevention and TESC Plan and Implementation” will be based on the lump sum bid price in conformance with the Contract Documents. Temporary Erosion Control measures include inlet protection (catch basin inserts), cleaning catch basins, filter fabric fencing, construction entrance, straw mulch, plastic sheeting, etc. at a minimum. Other erosion control measures may be necessary depending on weather and site conditions, including but not limited to, hay bales, placement of plastic sheets over exposed soil and stockpiles, mulching, netting, etc., and any other activities needed to control erosion from the project. The Contractor shall update the DRAFT Storm Water Pollution Prevention Plan, develop a "red lined" Temporary Erosion and Sediment Control plan and submit it to the City for review and approval. The plan shall be based on the City of Renton Surface Water Design Manual, and proper construction practices. After the erosion control system is installed the Contractor shall make any field adjustments necessary to reduce or eliminate any erosion and discharge of sediment-laden water. All adjustments are considered incidental and no additional payment will be made for adjustments. The lump sum price for “Stormwater Pollution Prevention and TESC Plan and Implementation” shall be full pay for all labor, material, tools, equipment, and other incidental costs required to prepare the Stormwater Pollution Prevention Plan and Temporary Erosion and Sediment Control Plan as 11/4/2020 67 described in Section 1-07.15 and implement the temporary erosion and sediment control BMP’s including but not limited to installation, monitoring, and maintenance of sediment ponds, straw wattles, filter fabric fencing, pumping of construction water, coffer dams, temporary storm drain diversions including temporary piping, check dams, cover measures including plastic covering, street sweeping, collection and disposal of wastewater from asphalt and concrete cutting operations and other work necessary to meet the contract and permit requirements, not otherwise shown as a separate payment item. Payment shall also include the Contractor’s use of Baker Tanks, as needed during construction and associated labor, tools, equipment and incidental costs including Baker Tank mobilization, set up, maintenance, and relocation as work progresses, and incidentals required to use Baker Tanks, when needed to meet regulatory discharge requirements. Work shall include coordination, permitting, fees, and treatment required by King County as required in 1-07.15 if discharging to the sanitary sewer. 1-09.14(2)F Landscape Restoration (Bid Item A-6, B-6 and C-6) –– Lump Sum Section 1-09.14(2)F is a new section: (******) Measurement for “Landscape Restoration” work will be based on the percentage of total Work complete, at the time of measurement in conformance with the Contract Documents. Payment for “Landscape Restoration” will be made at the unit price bid per lump sum, which payment will be complete compensation for all labor, equipment, materials, hauling, excavation, sod, grass seed, topsoil, landscape bark, gravel, concrete, planting, preparation, compaction, watering, restoration, etc. required to restore landscaped, grass, and planted areas to an equal or better condition in conformance with the Contract Documents. It shall include but not be limited to the following: • Hauling and disposing unsuitable, surplus and/or waste materials • Replacing and restoring any landscaping, rockeries, walls, tree removal and replacement, trees, bark, and other improvements disturbed by construction activities, as directed by the Engineer • Preparation, placement, and maintenance of 8” depth topsoil and lawn sod in conformance with the contract documents. All lawn areas shall be replaced with topsoil and sod. Bare areas shall be replaced at a minimum with mulch and seed. • Site cleanup of all areas disturbed by contractor’s activities to match the conditions as closely as existed prior to contractor’s beginning work or as directed by the Engineer. 1-09.14(2)G Select Imported Trench Backfill (Bid Item A-7, B-7 and C-7) – Ton Section 1-09.14(2)G is a new section: (******) Measurement for “Select Imported Trench Backfill” will be measured in tons based on the weight of material installed into the Work in conformance with the Contract Documents. Certified weight tickets will accompany each load, a copy of tickets will be given to the Engineer daily. Wasted materials will not be included in the measurement or payment. Only materials placed within the pay limits shown will be considered for payment. Material placed outside of the pay limits shown on the Plans or as approved by the Engineer will be deducted from the certified tickets. Payment for “Select Imported Backfill” will be made at the amount bid per ton, which payment will be complete compensation for all labor, materials, tools, equipment, incidentals necessary to furnish 11/4/2020 68 and install select import backfill, hauling, placement, compaction, removal, haul and disposal of unsuitable excavated materials, waste and surplus materials, etc., required to complete this item of Work in conformance with the Contract Documents. 1-09.14(2)H Hot Mix Asphalt Patch Including CSTC (Bid Item A-8, B-8 and C-8) – Square Yard Section 1-09.14(2)H is a new section: (******) Measurement for “Hot Mix Asphalt Patch Including CSTC ” shall be measured in Square Yards. Pavement repair measurement width shall be as defined by the limit of trench patch payment shown in the Contract Documents, unless otherwise approved by the Engineer. Wasted materials will not be included in the measurement or payment. Only materials placed within the pay limits shown will be considered for payment. Material placed outside of the pay limits shown on the plans or as approved by the Engineer will be deducted from the certified tickets. Payment for “Hot Mix Asphalt Patch including CSTC ” will be made at the amount bid per Square Yard, which payment will be complete compensation for all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Sawcutting, removal and disposal of existing pavement • Placing and compacting crushed surfacing top course for utility trenches • Furnishing, placing, and compacting hot mix asphalt materials for pavement repair • Sealing all cold joints • Tack coat • Joint seal • Asphalt Sidewalk Transitions • Hauling • Aggregate • Sweeping • Adjustment of utilities to grade • Furnishing and preparing subgrade • Cleanup • All other incidentals necessary for a complete paving and restoring the roadway grade to existing elevations. 1-09.14(2)I Remove and Replace Concrete Sidewalk and Driveway (Bid Item A-9, B-9 and C-9) – Square Yard Section 1-09.14(2)I is a new section: (******) Measurement for “Remove and Replace Concrete Sidewalk and Driveway” will be based on square yard of concrete sidewalk and driveway, to match existing, restored to a saw-line line cut in conformance with the contract documents. Payment for “Remove and Replace Concrete Sidewalk and Driveway” will be made at the unit price bid per square yard, which payment will be complete compensation for all labor, equipment, materials, tools and incidentals to remove and replace cement concrete driveway and sidewalk in conformance with the Contract Documents, and shall include but not be limited to the following: • Sawcutting existing driveway, curb, sidewalk, and existing pavement 11/4/2020 69 • Removal and disposal of surplus, unsuitable and/or waste materials • Placing and compacting crushed surfacing top course for subgrade • Furnishing and installing formwork • Furnishing, placing, compacting, and finishing concrete for new driveway and/or sidewalk surface. Gravel driveway and gravel parking areas, if existing, shall be restored under landscape restoration. 1-09.14(2)J Remove and Replace Concrete Curb and Gutter (Bid Item A-10, B-10 and C-10) – Linear Foot Section 1-09.14(2)J is a new section: (******) Measurement for “Remove and Replace Concrete Curb and Gutter” shall be per linear foot of curb repair required for installation of utilities in conformance with the Contract Documents. Payment for “Remove and Replace Concrete Curb and Gutter” will be made at the amount bid per linear foot, which payment will be complete compensation for all labor, materials, tools, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Sawcutting, removal and disposal of existing curb and gutter • Removal and disposal of surplus, unsuitable and /or waste materials • Placing and compacting crushed surfacing top course for subgrade • Furnishing and installing temporary formwork • Furnishing and placing concrete and joint filler for new curb and gutter 1-09.14(2)K Replace Pavement Markings (Bid Item A-11, B-11 and C-11) – Lump Sum Section 1-09.14(2)K is a new section: (******) Measurement for “Replace Pavement Markings” will be per lump sum in conformance with the Contract Documents. Payment for “Replace Pavement Markings” will be made at contract lump sum and constitute full compensation for all material, equipment, tools, labor and all else necessary for and incidental to re-establish existing pavement markings in accordance with the plans and specifications. 1-09.14(2)L Removal and Replacement of Unsuitable Foundation Material (Bid Item A-12, B-12 and C-12) – TON Section 1-09.14(2)L is a new section: (******) Measurement for “Removal and Replacement of Unsuitable Foundation Material” will be measured in Tons based on the placed weight of material installed in conformance with the Contract Documents. Placement of foundation material will be measured only for the area(s) authorized by the Engineer. Certified tickets will accompany each load, a copy of tickets will be given to the Engineer daily. Wasted materials will not be included in the measurement or payment. Payment for “Removal and Replacement Of Unsuitable Foundation Material” will be made at the unit bid price, which will be complete compensation for all labor, materials, tools, equipment, excavation, 11/4/2020 70 foundation materials, haul, placement, water, compaction, removal haul and disposal of waste material, etc., required to complete this item of Work in conformance with the Contract Documents. Payment for this item will be only for the removal and replacement of unsuitable material requested by the City. 1-09.14(2)M CCTV Inspection (Bid Item A-13 and B-13) – Linear Foot Section 1-09.14(2)M is a new section: (******) Measurement for “CCTV inspection” will be per linear foot of storm and sanitary sewer pipe inspected in conformance with section 7-17.3(2)H and the Contract Documents. Payment for “CCTV Inspection” will be made at the amount bid per linear foot, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Bypass sewer pumping (if needed), • CCTV inspection of all new open-cut installed storm and sanitary sewers, • Delivery of the CCTV inspections entirely in a PACP compatible format data base on an External HDD or USB flash drive to the Engineer. Costs for additional Television Inspection required to verify corrections or replacement of pipe, or done solely for the Contractor's convenience, shall be at the Contractor's sole expense. 1-09.14(2)N Site Specific Utility Potholing (Bid Item A-14 and C-13) – Each Section 1-09.14(2)N is a new section: (******) Measurement for “Site Specific Potholing ” will be per each for each location shown on the engineering drawings, or as directed by the Engineer. Work shall be performed in conformance with the Contract Documents (see Section 1-07.17(3) for Site Specific Potholing). Payment for “Site Specific Potholing ” will be made at the unit price bid per each, which payment will be complete compensation for all labor, tools, equipment, and materials required to complete the work in conformance with the Contract Documents including but not limited to pavement and concrete cutting, excavation, dewatering, potholing for utility location, removal, hauling and disposal of all pavement, waste and excess materials, shoring, relocating or coordinating relocation of the unknown utility, placement of backfill (native) material, compaction, water, grading, temporary patch, and cleaning. Payment also includes all temporary traffic control operations, utility one-call and, coordination with utility owner, and temporary restoration work associated with potholing. If the native material is unsuitable to use to refill the pothole, imported backfill may be used. Imported backfill will be paid under a separate bid item. Permanent pavement patch will be paid under a separate bid item. Prior to beginning construction of the new underground utility, the Contractor shall pothole the existing underground utilities at the locations required by the Plans, or as identified by the Engineer. The Contractor shall perform potholing a minimum of ten (10) working days prior to construction at the pothole location to allow for potential revisions. The City shall have ten (10) working days after 11/4/2020 71 receiving the written results to make any design revisions to the plans, if needed. The Engineer may revise the design as needed if there is a conflict with existing utilities. The Contractor shall not have cause for claim of downtime or any other additional costs associated with “waiting” if the City provides design revisions (related to the information supplied per this section) within ten (10) working days after the Contractor provides the written potholing results. 1-09.14(2)O Replace Survey Monument (Bid Item A-15 and C-14) – Each Section 1-09.14(2)O is a new section: (******) “Replace Survey Monument” shall be per Section 1-05.4 and Section 1-11. The surveyor shall comply with WAC 332-120 Survey Monuments – Removal or Destruction. Contractor shall contact the City of Renton’s Property & Technical Services Manager prior to performing work. The work includes, but is not limited to: A. Locating and surveying all existing monuments, and providing the City with a copy of the survey results. B. Providing the City with a copy of the Application to Remove a Monument submitted to the State DNR for each monument. C. Resetting the monuments in the original positions, or setting witness monuments if needed. All new monuments, discs, materials, and the work needed to set them are included. D. Providing the City with a copy of the Completion Report submitted to the State DNR for each monument. E. Submitting a City Monument Card to the City showing the new monument and monument ties. Existing monument ties will be used whenever possible. New ties shall be set where needed. New monuments and monument cards are subject to City review and approval. Any corrections or resurveying needed shall be incidental. F. All work shall be located per the City of Renton Survey Control Network. Coordinates shall be given for the new and existing monument. Measurement for “Replace Survey Monument ” shall be per each survey monument replaced, including each witness monument placed (if needed). This bid item shall also be used for new survey monument where required on the plans. Payment for “Replace Survey Monument” will be complete compensation for all labor, materials, equipment, travel, surveying, documentation, permits, and replacement of each survey monument as shown on the plans required to complete this item of work in conformance with the Contract Documents. Up to 50 percent of the unit bid price for each monument will be paid after each existing monument is surveyed, and the City receives a copy of the Application to Remove a Monument submitted to the State DNR. The remaining 50 percent of the unit bid price for each monument will be paid after each new monument is placed, a copy of the Completion Report and a new Monument Card is submitted to the City, and the City review and acceptance of the new monument and Monument Card. 11/4/2020 72 The following subsection provides the measurement and payment information of the Bid Items specific to Schedule A – Storm Water. 1-09.14(2)AA Stormwater Minor Changes (Bid Item A-16) – Estimated Section 1-09.14(2)AA is a new section: (******) For the purpose of providing a common proposal for all bidders, the Contracting Agency has entered an amount for “Stormwater Minor Change” in the Proposal to become a part of the total bid by the Contractor. At the discretion of the Contracting Agency, all or part of this estimated amount may be used in lieu of the more formal procedure as outlined in Section 1-04. The unit contract price for Minor Changes is given in the Schedule of Prices and shall not be changed by the bidder. All work and payment under this item will be authorized in writing by the City Project Manager or Manager. Payment will be determined in accordance with Section 1-09.4. Payment for this item will be only for the changes and amounts approved by the City. If no changes are authorized under this bid item final payment for this item will be $0 (zero). 1-09.14(2)AB Resolution of Utility Conflicts with Stormwater (Bid Item A-17) – Force Account Section 1-09.14(2)AB is a new section: (******) Payment will be made at the discretion of the Engineer, for the following bid item(s) in accordance with Section 1-09.6 when included in the Proposal: "Resolution of Utility Conflicts with Stormwater," per Force Account. In no way shall the work described under “Resolution of Utility Conflicts” relieve Contractor of any of the responsibilities described in Section 1-07.17, and elsewhere in the Contract Documents. Resolution of utility conflicts is included as a bid item for use in resolving any new identified utility conflicts not otherwise shown on the Contract Drawing or Specifications that are identified during the course of construction. Resolution of conflicts with gas services, water services, and sewer services shall be incidental to other pay items. To provide a common basis for all bidders, the Contracting Agency has entered an amount for the item “Resolution of Utility Conflicts with Stormwater" in the Proposal to become a part of the total bid by the Contractor. Payment for this item will be only for the changes and amounts approved by the City. If no changes are authorized under this bid item, final payment for this item will be $0 (zero). 1-09.14(2)AC Construction Geotextile For Separation Bid Item A-18) – Square Yard Section 1-09.14(2)AC is a new section: (******) Measurement for “Construction Geotextile For Separation” will be per square yard installed as measured by the length installed by the standard width of the trench/sections as shown on the Plans. All use of geotextile shall be pre-approved by the Engineer. Payment will be made at contract unit price and will constitute full compensation for all material, equipment, tools, labor, and all necessary for and incidental to the installation of geotextile in 11/4/2020 73 accordance with the Contract Documents and as directed by the Engineer. The geotextile bid item is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. The “Construction Geotextile for Separation” bid item is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)AD Storm Drain, 6-inch Diameter [CPEP] (Bid Item A-19) – Linear Foot Section 1-09.14(2)AD is a new section: (******) Measurement for “Storm Drain Pipe, 6-in Diameter [CPEP]” will be based on linear foot measured horizontally over the centerline of the installed pipe from the center of structures in conformance with the Contract Documents. Payment for furnishing and installing “Storm Drain Pipe, 6-in Diameter [CPEP]” will be made at the amount bid per linear foot, which payment will be complete compensation for: • All labor, materials, equipment and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities • Pavement cutting (sawcutting), pavement removal and excavation • Dewatering, temporary bypass pumping and control of water • Removal and disposal of waste material in the excavation necessary to construct the improvements including but not limited to: existing pipes; catch basins; manholes; structures; and abandoned utilities • Pipe of the size and material type required, gaskets, fittings and adaptors • Installation, laying and jointing pipe and fittings • Furnishing and placing pipe zone bedding material • Furnishing, placement and compaction of imported trench backfill • Appurtenances, ethafoam pads, water, grading, cleaning, and testing, etc. required to complete the work in accordance with the Contract Documents • Removal of pipe and catch basins beyond the excavation where shown on the Drawings or where directed by the Engineer as well as plugging existing pipes to be abandoned and plugging existing pipes where sections have been removed for the storm installation, and providing end caps were shown on the plans. These items shall not be limited to those mentioned on the Plans or specified herein. • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary pavement patching. Contractor is advised that year-round groundwater seeps entering the drainage system must be controlled and bypassed and shall be paid for as a part of this bid item. Select Imported Trench Backfill above the pipe zone bedding is included in other bid items. 11/4/2020 74 1-09.14(2)AE Storm Drain, 8-inch Diameter [CPEP] (Bid Item A-20) – Linear Foot Section 1-09.14(2)AE is a new section: (******) Measurement for “Storm Drain Pipe, 8-in Diameter [CPEP]” will be based on linear foot measured horizontally over the centerline of the installed pipe from the center of structures in conformance with the Contract Documents. Payment for furnishing and installing “Storm Drain Pipe, 8-in Diameter [CPEP]” will be made at the amount bid per linear foot, which payment will be complete compensation for: • All labor, materials, equipment and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities • Pavement cutting (sawcutting), pavement removal and excavation • Dewatering, temporary bypass pumping and control of water • Removal and disposal of waste material in the excavation necessary to construct the improvements including but not limited to: existing pipes; catch basins; manholes; structures; and abandoned utilities • Pipe of the size and material type required, gaskets, fittings and adaptors • Installation, laying and jointing pipe and fittings • Furnishing and placing pipe zone bedding material • Furnishing, placement and compaction of imported trench backfill • Appurtenances, ethafoam pads, water, grading, cleaning, and testing, etc. required to complete the work in accordance with the Contract Documents. • Removal of pipe and catch basins beyond the excavation where shown on the Drawings or where directed by the Engineer as well as plugging existing pipes to be abandoned and plugging existing pipes where sections have been removed for the storm installation, and providing end caps were shown on the plans. These items shall not be limited to those mentioned on the Plans or specified herein. • Replacing, protecting, and/or maintaining existing utilities • Furnishing and placing temporary pavement patching. Contractor is advised that year-round groundwater seeps entering the drainage system must be controlled and bypassed and shall be paid for as a part of this bid item. Select Imported Trench Backfill above the pipe zone bedding is included in other bid items. 1-09.14(2)AF Storm Drain, 8-inch Diameter [DI] (Bid Item A-21) – Linear Foot Section 1-09.14(2)AF is a new section: (******) Measurement for Storm “Drain Pipe, 8-in Diameter [DI]” will be based on linear foot measured horizontally over the centerline of the installed pipe from the center of structures in conformance with the Contract Documents. Payment for furnishing and installing “Storm Drain Pipe, 8-in Diameter [DI]” will be made at the amount bid per linear foot, which payment will be complete compensation for: • All labor, materials, equipment and hauling 11/4/2020 75 • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities • Pavement cutting (sawcutting), pavement removal and excavation • Dewatering, temporary bypass pumping and control of water • Removal and disposal of waste material in the excavation necessary to construct the improvements including but not limited to: existing pipes; catch basins; manholes; structures; and abandoned utilities • Pipe of the size and material type required, gaskets, fittings and adaptors • Installation, laying and jointing pipe and fittings • Furnishing and placing pipe zone bedding material • Furnishing, placement and compaction of imported trench backfill • Appurtenances, ethafoam pads, water, grading, cleaning, and testing, etc. required to complete the work in accordance with the Contract Documents. • Removal of pipe and catch basins beyond the excavation where shown on the Drawings or where directed by the Engineer as well as plugging existing pipes to be abandoned and plugging existing pipes where sections have been removed for the storm installation, and providing end caps were shown on the plans. These items shall not be limited to those mentioned on the Plans or specified herein. • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary pavement patching. Contractor is advised that year-round groundwater seeps entering the drainage system must be controlled and bypassed and shall be paid for as a part of this bid item. Select Imported Trench Backfill above the pipe zone bedding is included in other bid items. 1-09.14(2)AG Storm Drain, 12-inch Diameter [PPP] (Bid Item A-22) – Linear Foot Section 1-09.14(2)AG is a new section: (******) Measurement for “Storm Drain Pipe, 12-in Diameter [PPP]” will be based on linear foot measured horizontally over the centerline of the installed pipe from the center of structures in conformance with the Contract Documents. Payment for furnishing and installing Storm Drain Pipe, 12-in Diameter [PPP] will be made at the amount bid per linear foot, which payment will be complete compensation for: • All labor, materials, equipment and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities • Pavement cutting (sawcutting), pavement removal and excavation • Dewatering, temporary bypass pumping and control of water • Removal and disposal of waste material in the excavation necessary to construct the improvements including but not limited to: existing pipes; catch basins; manholes; structures; and abandoned utilities • Pipe of the size and material type required, gaskets, fittings and adaptors • Installation, laying and jointing pipe and fittings • Furnishing and placing pipe zone bedding material • Furnishing, placement and compaction of imported trench backfill 11/4/2020 76 • Appurtenances, ethafoam pads, water, grading, cleaning, and testing, etc. required to complete the work in accordance with the Contract Documents. • Removal of pipe and catch basins beyond the excavation where shown on the Drawings or where directed by the Engineer as well as plugging existing pipes to be abandoned and plugging existing pipes where sections have been removed for the storm installation, and providing end caps were shown on the plans. These items shall not be limited to those mentioned on the Plans or specified herein. • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary pavement patching. Contractor is advised that year-round groundwater seeps enter the drainage system must be controlled and bypassed and shall be paid for as a part of this bid item. Select Imported Trench Backfill above the pipe zone bedding is included in other bid items. 1-09.14(2AH Storm Drain, 12-inch Diameter [DI] (Bid Item A-23) – Linear Foot Section 1-09.14(2)AH is a new section: (******) Measurement for “Storm Drain Pipe, 12-in Diameter [DI”] will be based on linear foot measured horizontally over the centerline of the installed pipe from the center of structures in conformance with the Contract Documents. Payment for furnishing and installing “Storm Drain Pipe, 12-in Diameter [DI]” will be made at the amount bid per linear foot, which payment will be complete compensation for: • All labor, materials, equipment and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities • Pavement cutting (sawcutting), pavement removal and excavation • Dewatering, temporary bypass pumping and control of water • Removal and disposal of waste material in the excavation necessary to construct the improvements including but not limited to: existing pipes; catch basins; manholes; structures; and abandoned utilities • Pipe of the size and material type required, gaskets, fittings and adaptors • Installation, laying and jointing pipe and fittings • Furnishing and placing pipe zone bedding material • Furnishing, placement and compaction of imported trench backfill • Appurtenances, ethafoam pads, water, grading, cleaning, and testing, etc. required to complete the work in accordance with the Contract Documents • Removal of pipe and catch basins beyond the excavation where shown on the Drawings or where directed by the Engineer as well as plugging existing pipes to be abandoned and plugging existing pipes where sections have been removed for the storm installation, and providing end caps were shown on the plans. These items shall not be limited to those mentioned on the Plans or specified herein. • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary pavement patching. 11/4/2020 77 Contractor is advised that year-round groundwater seeps enter the drainage system must be controlled and bypassed and shall be paid for as a part of this bid item. Select Imported Trench Backfill above the pipe zone bedding is included in other bid items. 1-09.14(2)AI Trench Drain (Bid Item A-24) – Linear Foot Section 1-09.14(2)AI is a new section: (******) Measurement for “Trench Drain” will be based on linear foot measured horizontally over the centerline of the trench drain installed as measured from the end of the grates in conformance with the Contract Documents. Payment for furnishing and installing “Trench Drain” will be made at the amount bid per linear foot, which payment will be complete compensation for: • All labor, materials, equipment and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities • Pavement/concrete cutting (sawcutting), pavement removal and disposal, concrete curb and gutter removal and disposal and excavation • Dewatering, temporary bypass pumping and control of water • Removal and disposal of waste material in the excavation necessary to construct the improvements including but not limited to; existing pipes; structures; and abandoned utilities • Placing and compacting crushed surfacing top course bedding, trench drain and grate, replacement concrete curb, connecting pipe at termination of trench drain, gaskets, fittings and adaptors, installation, laying and jointing trench drain and fittings • Appurtenances, ethafoam pads • Placement of backfill material, compaction, water and grading, submittals, cleaning, and testing, etc. required to complete the work in accordance with the Contract Documents. • Furnishing and placing temporary pavement patching Select Imported Trench Backfill used as backfill for the Trench Drain is included in other bid items. 1-09.14(2)AJ Connect Existing Lateral to New Storm Pipe (Bid Item A-25) – Each Section 1-09.14(2)AJ is a new section: (******) Measurement for “Connect Existing Lateral to New Storm Pipe” will be per each in conformance with Contract Documents. Payment for connect existing lateral to new storm pipe will be made at the unit price per each, which will be complete compensation for all labor, equipment, materials, excavation around and protection of existing pipe, cleaning the existing pipe, pipe sleeve or other fittings required to connect to existing pipe, and removal and disposal of waste material. Pipe material shall be under separate item. 11/4/2020 78 1-09.14(2)AK Connect New Storm Pipe to Existing Catch Basin (Bid Item A-26) – Each Section 1-09.14(2)AK is a new section: (******) Measurement for “Connect New Storm Pipe to Existing Catch Basin” will be per each in conformance with Contract Documents. Payment for “Connect New Storm Pipe to Existing Catch Basin” will be made at the unit price per each, which will be complete compensation for all labor, equipment, materials, excavation around and protection of existing structure, core drilling, cleaning the existing catch basin and other materials required to connect to existing catch basin. 1-09.14(2)AL Storm Lateral Cleanout - 6” or 8" Diameter (Bid Item A-27) – Each Section 1-09.14(2)AL is a new section: (******) Measurement for “Storm Lateral Cleanout – 6” or 8" Diameter” will be per each in conformance with Contract Documents. City may require an 8” diameter cleanout for an existing 6” lateral. Payment for “Storm Lateral Cleanout – 6” or 8" Diameter” will be made at the unit price per each, which will be complete compensation for all labor, equipment, materials, excavation around and protection of existing pipe, bedding, pipe associated with the cleanout riser including wye connection to lateral, pipe reducer fitting if transitioning from 6” to 8”, or other fittings/couplings required to connect to existing main pipe, removal and disposal of waste material, cast iron ring and cover, watertight plug, concrete pad, and furnishing and placing temporary pavement patching. 1-09.14(2)AM Catch Basin Type 1 (Bid Item A-28) – Each Section 1-09.14(2)AM is a new section: (******) Measurement for furnishing and installing “Catch Basin Type 1 ” will be per each for each catch basin installed in conformance with the Contract Documents. Payment for furnishing and installing “Catch Basin Type 1” will be made at the unit bid price per each, which will be complete compensation for: • All labor, equipment, materials, and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities • Pavement cutting (sawcutting), pavement removal, excavation and shoring • Dewatering, temporary bypass pumping and control of water • Removal and disposal of waste material including existing pipes and structures in the excavation and any abandoned utilities • Furnishing and placing foundation material • Precast concrete catch basin, gaskets, catch basin frame and lid, installation, adjustment of frames to grade, appurtenances, Kor-N-Seal boots (or approved equal), connections to new pipes, reconnections to existing pipes including pipe and couplings, placement of subsequent backfill materials, compaction, water, cleaning, and testing, etc. required in conformance with the Contract Documents. • Furnishing and placing temporary pavement patching 11/4/2020 79 Select imported backfill material is included in other bid items. Maximum pay limit for select imported backfill material around structures shall be limited to 3-feet. 1-09.14(2)AN Catch Basin Type 1L with Special Frame and Grate (Bid Item A-29) – Each Section 1-09.14(2)AN is a new section: (******) Measurement for furnishing and installing “Catch Basin Type 1L” with special grate will be per each for each catch basin installed in conformance with the Contract Documents. Payment for furnishing and installing “Catch Basin Type 1L” with special grate will be made at the unit bid price per each, which will be complete compensation for: • All labor, equipment, materials, and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities • Pavement cutting (sawcutting), pavement removal, excavation and shoring • Dewatering, temporary bypass pumping and control of water • Removal and disposal of waste material including existing pipes and structures in the excavation and any abandoned utilities • Furnishing and placing foundation material • Precast concrete catch basin, gaskets, catch basin frame and lid, installation, adjustment of frames to grade, appurtenances, Kor-N-Seal boots (or approved equal), connections to new pipes, reconnections to existing pipes including pipe and couplings, placement of subsequent backfill materials, compaction, water, cleaning, and testing, etc. required in conformance with the Contract Documents. • Furnishing and placing temporary pavement patching Select imported backfill material is included in other bid items. Maximum pay limit for select imported backfill material around structures shall be limited to 3-feet. 1-09.14(2)AO Catch Basin Type 2, 48-inch Diameter (Bid Item A-30) – Each Section 1-09.14(2)AO is a new section: (******) Measurement for “Catch Basin Type 2, 48-inch Diameter” will be measured per each installed in conformance with the Contract Documents. Payment for “Catch Basin Type 2, 48-inch Diameter” will be made at the contract unit price and will constitute full compensation for: • All labor, equipment, materials, and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities • Pavement cutting (sawcutting), pavement removal, excavation and shoring • Dewatering, temporary bypass pumping and control of water • Removal and disposal of waste material including existing pipes and structures in the excavation and any abandoned utilities • Furnishing and placing foundation material • Precast concrete catch basin, gaskets, catch basin frame and lid, installation, adjustment of frames to grade, appurtenances, Kor-N-Seal boots (or approved equal), connections to new 11/4/2020 80 pipes, reconnections to existing pipes including pipe and couplings, placement of subsequent backfill materials, compaction, water, cleaning, and testing, etc. required in conformance with the Contract Documents. • Furnishing and placing temporary pavement patching Select imported backfill material is included in other bid items. Maximum pay limit for select imported backfill material around structures shall be limited to 3-feet. 1-09.14(2)AP Controlled Density Fill (Bid Item A-31) – Cubic Yard Section 1-09.14(2)AP is a new section: (******) Measurement for “Control Density Fill” will be per cubic yard in conformance with the Contract Documents. All use of CDF shall be pre-approved by the Engineer. CDF used beyond the agreed amount or CDF used without prior Engineer approval will not be paid. Payment for “Control Density Fill” will be made at contract unit price and will constitute full compensation for all material, equipment, tools, labor, and all necessary for and incidental to the installation of Control Density Fill in accordance with the Contract Documents and as directed by the Engineer. Payment for this item will be only for the control density fill pre-approved by the City. If no control density fill is authorized under this bid item, final payment for this item will be $0 (zero). The control density fill bid item is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. The Control Density Fill bid item is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)AQ Sewer Service Relocation for Stormwater Conflict (Bid Item A-32) – Each Section 1-09.14(2)AQ is a new section: (******) Measurement for “Sewer Service Relocation for Stormwater Conflict” will be per each in conformance with Contract Documents. Only those sewer service relocations authorized by the City in advance will be paid. Payment for “Sewer Service Relocation for Stormwater Conflict” will be made at the unit price per each, which will be complete compensation for all labor, equipment, material, to relocate an existing side sewer service to avoid a conflict with the new storm, including but not limited to hauling, sawcutting, excavation, dewatering, temporary control of sewer or sewer bypass pumping, removal and disposal of waste material including existing sewer service piping, pipe of the size and material type required, gaskets, fittings and adaptors, installation, laying and jointing pipe and fittings, furnishing and placing pipe zone bedding material and pipe zone fill material, appurtenances, placement of subsequent backfill materials, compaction, water, grading, cleaning, and testing, etc. required to complete the work in accordance with the Contract Documents. Select Imported Trench Backfill above the pipe zone bedding, if used, is included in other bid items. There shall be no separate payment for adjusting the new storm pipe profile to avoid a conflict with the sewer. This shall be considered incidental to other bid items. 11/4/2020 81 To provide a common basis for all bidders, the Contracting Agency has entered a quantity for this bid item, however, the actual quantity is unknown and may be zero. If no sewer service relocation for stormwater conflicts are authorized under this bid item, final payment for this item will be $0 (zero). 1-09.14(2)AR Abandon Existing Manhole (Bid Item A-33) –– Each Section 1-09.14(2)AR is a new section: (******) Measurement for “Abandon Existing Manhole” will be per each performed in conformance with the Contract Documents. The unit price per each for “Abandon Existing Manhole” shall be full pay for all labor, equipment, material, and equipment to plug pipe connections, remove and dispose of top 4 feet of structure and filling remaining structure with sand in accordance with the standard specifications. The ring and cover shall be salvaged if requested by the City. The following subsection provides the measurement and payment information of the Bid Items specific to Schedule B – Wastewater. 1-09.14(2)BA Furnish and Install 8-inch PVC Sewer Pipe (Bid Item B-14) –– Linear Foot Section 1-09.14(2)BA is a new section: (******) Measurement for “Furnish and Install 8-Inch PVC Sewer Pipe” will be based on linear footage measured horizontally over the centerline of the installed pipe. Payment for “Furnish And Install 8-Inch PVC Sewer Pipe” will be made at the amount bid per linear foot, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Saw cutting up to 12” in depth, trench excavation, and dewatering (if needed), • Bypass sewer pumping (if needed), • Removal, hauling and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, existing pipes and structures in the excavation • Furnishing, installing, laying and joining sewer pipes and fittings of the size and type shown, and all incidentals, • Ethafoam pads (when needed), • Furnishing bedding materials, placing and compacting pipe bedding, as shown on the plans, • Placing and compacting trench backfill, • Air-Testing (if required) • Replacing, protecting and/or maintaining existing utilities, • Furnishing and Placing Temporary Pavement Patching. 11/4/2020 82 1-09.14(2)BB Furnish and Install 8-inch HDPE Sewer Pipe (Bid Item B-15) –– Linear Foot Section 1-09.14(2)BB is a new section: (******) Measurement for “Furnish and Install 8-Inch HDPE Sewer Pipe” will be based on linear footage measured horizontally over the centerline of the installed pipe. Payment for “Furnish And Install 8-Inch HDPE Sewer Pipe” will be made at the amount bid per linear foot, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Saw cutting up to 12” in depth, trench excavation, and dewatering (if needed), • Bypass sewer pumping (if needed), • Removal, hauling and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, existing pipes and structures in the excavation, • Furnishing, installing, laying and joining sewer pipes, fittings and couplings of the size and type shown, and all incidentals, • Ethafoam pads (when needed), • Furnishing bedding materials, placing and compacting pipe bedding, as shown on the plans, • Placing and compacting trench backfill, • Air-Testing (if required) • Replacing, protecting and/or maintaining existing utilities, • Furnishing and Placing Temporary Pavement Patching. 1-09.14(2)BC Furnish and Install 10-inch PVC Sewer Pipe (Bid Item B-16) –– Linear Foot Section 1-09.14(2)BC is a new section: (******) Measurement for “Furnish and Install 10-Inch PVC Sewer Pipe” will be based on linear footage measured horizontally over the centerline of the installed pipe. Payment for “Furnish And Install 10-Inch PVC Sewer Pipe” will be made at the amount bid per linear foot, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Saw cutting up to 12” in depth, trench excavation, and dewatering (if needed), • Bypass sewer pumping (if needed), 11/4/2020 83 • Removal, hauling and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, existing pipes and structures in the excavation, • Furnishing, installing, laying and joining sewer pipes, fittings and couplings of the size and type shown, and all incidentals, • Ethafoam pads (when needed), • Furnishing bedding materials, placing and compacting pipe bedding, as shown on the plans, • Placing and compacting trench backfill, • Air-Testing (if required) • Replacing, protecting and/or maintaining existing utilities, • Furnishing and Placing Temporary Pavement Patching. 1-09.14(2)BD Furnish and Install 6-inch PVC Side Sewer Pipe (Bid Item B-17) –– Linear Foot Section 1-09.14(2)BD is a new section: (******) Measurement for “Furnish and Install 6-Inch PVC Side Sewer Pipe” will be based on linear footage measured horizontally over the centerline of the installed pipe. Payment for “Furnish And Install 6-Inch PVC Side Sewer Pipe” will be made at the amount bid per linear foot, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Saw cutting up to 12” in depth, trench excavation, and dewatering (if needed), • Bypass sewer pumping (if needed), • Removal, hauling and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, existing pipes and structures in the excavation, • Furnishing, installing, laying and joining sewer pipes, fittings and couplings of the size and type shown, and all incidentals, • Furnishing and installing cleanout frame and cover, • Furnishing and installing concrete around cleanout frame (as required by the project plans), • Ethafoam pads (when needed), • Furnishing bedding materials, placing and compacting pipe bedding, as shown on the plans, • Placing and compacting trench backfill, • Air-Testing (if required) • Replacing, protecting and/or maintaining existing utilities, • Furnishing and Placing Temporary Pavement Patching. 1-09.14(2)BE Furnish and Install 4-inch or 6-inch CIPP Side Sewer Pipe (Bid Item B-18) –– Each Section 1-09.14(2)BE is a new section: (******) Measurement for Furnish and Install 4- inch or 6-Inch CIPP Side Sewer Pipe will be based on linear footage measured horizontally over the centerline of the installed pipe. 11/4/2020 84 Payment for “Furnish And Install 4-inch or 6-Inch CIPP Side Sewer Pipe” will be made at the amount bid per linear foot, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Equipment and tools need to confirm size and suitability for lining of each side sewer stub as shown on the project plans, • Saw cutting up to 12” in depth, trench excavation, and dewatering (if needed), • Bypass sewer pumping (if needed), • Removal, hauling and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, existing pipes and structures in the excavation, • Furnishing and installing the CIPP sewer pipes of the size necessary, • Post installation CCTV Inspection. 1-09.14(2)BF Furnish and Install Internal Sewer Drop in Existing Manhole (Bid Item B-19) –– Each Section 1-09.14(2)BF is a new section: (******) Measurement for Furnish and Install Internal Sewer Drop in Existing Manhole” will be per each for each internal sewer drop installed in conformance with the Contract Documents. Payment for “Furnish And Install Internal Sewer Drop in Existing Manhole” will be made at the amount bid per each, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Saw cutting up to 12” in depth, trench excavation, and dewatering (if needed), • Bypass sewer pumping (if needed), • Removal, hauling and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, existing pipes and structures in the excavation, • Furnishing, installing, joining and attaching sewer pipes, fittings, couplings and mounting brackets of the size and type shown for the internal drop, and all incidentals, • Core-drilling of the existing manhole and installation of a Kor-N-Seal boot (or approved equal), • Furnishing and installing concrete and aggregate for plugging existing outside drop, • Furnishing bedding materials, placing and compacting pipe bedding, as shown on the plans, • Placing and compacting trench backfill, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and Placing Temporary Pavement Patching. 11/4/2020 85 1-09.14(2)BG Furnish and Install Sanitary Sewer Manhole Extra Shallow (Bid Item B-20) –– Each Section 1-09.14(2)BG is a new section: (******) Measurement for “Furnish and Install Shallow Sanitary Sewer Manhole Extra Shallow” will be per each for each type manhole installed in conformance with the Contract Documents. Payment for “Furnish And Install Shallow Sanitary Sewer Manhole Extra Shallow” will be made at the amount bid per each, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Saw cutting up to 12” in depth, trench excavation, and dewatering (if needed), • Bypass sewer pumping (if needed), • Removal, hauling and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, existing pipes and structures in the excavation, • Furnishing, install precast or poured-in-place concrete base, concrete manhole sections, gaskets, Kor-N-Seal boots (or approved equal), ladder and rungs, appurtenances, connections, channeling, reconnection to existing sewer pipes including pipe and couplings, coating system (sealer), manhole frame and lid, • Furnishing and installing material to adjustment of frames to grade including HMA, • Furnishing foundation and bedding materials, placing and compacting foundation and bedding, • Placing and compacting backfill, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and Placing Temporary Pavement Patching. 1-09.14(2)BH Furnish and Install 54-inch Shallow Sanitary Sewer Manhole (Bid Item B-21) –– Each Section 1-09.14(2)BH is a new section: (******) Measurement for “Furnish and Install 54-inch Diameter Shallow Sanitary Sewer Manhole” will be per each for each type manhole installed in conformance with the Contract Documents. Payment for “Furnish And Install 54-Inch Diameter Shallow Sanitary Sewer Manhole” will be made at the amount bid per each, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Saw cutting up to 12” in depth, trench excavation, and dewatering (if needed), • Bypass sewer pumping (if needed), 11/4/2020 86 • Removal, hauling and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, existing pipes and structures in the excavation, • Furnishing, install precast or poured-in-place concrete base, concrete manhole sections, gaskets, Kor-N-Seal boots (or approved equal), ladder and rungs, appurtenances, connections, channeling, reconnection to existing sewer pipes including pipe and couplings, coating system (sealer), manhole frame and lid, • Furnishing and installing material to adjustment of frames to grade including HMA, • Furnishing foundation and bedding materials, placing and compacting foundation and bedding, • Placing and compacting backfill, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and Placing Temporary Pavement Patching. 1-09.14(2)BI Furnish and Install 54-inch Sanitary Sewer Manhole (Bid Item B-22) –– Each Section 1-09.14(2)BI is a new section: (******) Measurement for “Furnish and Install 54-inch Diameter Sanitary Sewer Manhole” will be per each for each type manhole installed in conformance with the Contract Documents. Payment for “Furnish And Install 54-Inch Diameter Sanitary Sewer Manhole” will be made at the amount bid per each, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Saw cutting up to 12” in depth, trench excavation, and dewatering (if needed), • Bypass sewer pumping (if needed), • Removal, hauling and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, existing pipes and structures in the excavation, • Furnishing, install precast or poured-in-place concrete base, concrete manhole sections, gaskets, Kor-N-Seal boots (or approved equal), ladder and rungs, appurtenances, connections, channeling, reconnection to existing sewer pipes including pipe and couplings, coating system (sealer), manhole frame and lid, • Furnishing and installing material to adjustment of frames to grade including HMA, • Furnishing foundation and bedding materials, placing and compacting foundation and bedding, • Placing and compacting backfill, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and Placing Temporary Pavement Patching. 11/4/2020 87 1-09.14(2)BJ Furnish and Install 60-inch Sanitary Sewer Manhole with Inside Drop (Bid Item B 23) – Each Section 1-09.14(2)BJ is a new section: (******) Measurement for “Furnish and Install 60-inch Diameter Sanitary Sewer Manhole with Inside Drop” will be per each for each type manhole installed in conformance with the Contract Documents. Payment for “Furnish and Install 60-inch Diameter Sanitary Sewer Manhole with Inside Drop” will be made at the amount bid per each, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Saw cutting up to 12” in depth, trench excavation, and dewatering (if needed), • Bypass sewer pumping (if needed), • Removal, hauling and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, existing pipes and structures in the excavation, • Furnishing, install precast or poured-in-place concrete base, concrete manhole sections, gaskets, Kor-N-Seal boots (or approved equal), ladder and rungs, appurtenances, connections, channeling, reconnection to existing sewer pipes including pipe, couplings and bends, coating system (sealer), manhole frame and lid, • Furnishing and installing clamping brackets, inside-drop pipe, laying and joining new sewer pipe to the inside-drop, bends, • Furnishing and installing material to adjustment of frames to grade including HMA, • Furnishing foundation and bedding materials, placing and compacting foundation and bedding, • Placing and compacting backfill, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and Placing Temporary Pavement Patching. 1-09.14(2)BK Furnish and Install 8-inch Sewer Cleanout (Bid Item B-24) –– Each Section 1-09.14(2)BK is a new section: (******) Measurement for “Furnish and Install 8-Inch Sewer Cleanout” will be per each for the installation of C.O. installed in conformance with the Contract Documents. Payment for “Furnish and Install 8-Inch Sewer Cleanout” will be made at the amount bid per each, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. 11/4/2020 88 • Saw cutting up to 12” in depth, trench excavation, and dewatering (if needed), • Bypass sewer pumping (if needed), • Removal, hauling and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, existing pipes and structures in the excavation, • Furnishing, installing, laying and joining sewer pipes, fittings and couplings of the size and type shown, and all incidentals, • Furnishing and installing cleanout frame and cover, • Furnishing and installing concrete around cleanout frame (as required by the project plans), • Furnishing and installing material to adjustment of frames to grade, • Furnishing foundation and bedding materials, placing and compacting foundation and bedding, • Placing and compacting backfill, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and Placing Temporary Pavement Patching. 1-09.14(2)BL Furnish and Install 6-inch Sewer and Cleanout in Easement (Bid Item B-25) –– Lump Sum Section 1-09.14(2)BL is a new section: (******) Measurement for “Furnish and Install 6-Inch Sewer and Cleanout in Easement” will be per each for the installation of 6-Inch sewer and cleanout installed in conformance with the Contract Documents. Payment for furnish and install 6-inch sewer and cleanout in easement will be made at the amount bid per each, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Trench excavation, and dewatering (if needed), • Bypass sewer pumping (if needed), • Removal, hauling and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, existing pipes and structures in the excavation, • Furnishing, installing, laying and joining sewer pipes, fittings and couplings of the size and type shown (approximately 15 linear feet of 6” PVC and three 6”x6” tees), and all incidentals, • Furnishing and installing cleanout frame and cover, • Furnishing and installing concrete around cleanout frame (as required by the project plans), • Furnishing bedding materials, placing and compacting pipe bedding, as shown on the plans, • Placing and compacting trench backfill, • Landscape restoration. 11/4/2020 89 1-09.14(2)BM Connect New Sewer to Existing Sewer Manhole (Bid Item B-26) –– Each Section 1-09.14(2)BM is a new section: (******) Measurement for “Connect New Sewer to Existing Sewer Manhole” will be per each in conformance with the Contract Documents. Payment for Connect New Sewer to Existing Sewer Manhole will be made at the amount bid per each, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Trench excavation, and dewatering (if needed), • Bypass sewer pumping (if needed), • Removal, hauling and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, existing pipes and structures in the excavation, • Core-drilling of existing manhole, • Furnish and install new Kor-N-Seal boot, sand collar (or approved equal) and grouting, • Connection of new sewer to existing manhole, • Furnishing bedding materials, placing and compacting pipe bedding, as shown on the plans, • Placing and compacting trench backfill, • Furnishing and Placing Temporary Pavement Patching. 1-09.14(2)BN Pre-installation Cleaning and Inspection for CIPP in Easement (Bid Item B-27) – Linear Foot Section 1-09.14(2)BN is a new section: (******) Measurement for “Pre-Installation Cleaning and Inspection for CIPP in Easement” will be based on the linear feet of pipe inspected and each in conformance with the Contract Documents. Payment for Pre-Installation Cleaning and Inspection for CIPP in Easement will be made at the amount bid per linear foot, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • bypass sewer routing if necessary. • cleaning, • root cutting and removal of obstructions, • removal and disposal of waste material, • water, • CCTV inspection in a PACP compatible format and provision of the CCTV record on an external HDD to the Engineer, 11/4/2020 90 1-09.14(2)BO Furnish and Install 6-inch Cured-in-place Pipe in Easement (Bid Item B-28) –– Linear Foot Section 1-09.14(2)BO is a new section: (******) Measurement for “Furnish and Install 6-Inch Cured-In-Place Pipe in Easement” will be based on the linear feet of 6-Inch cured-in-place pipe installed. The length will be the number of linear feet of completed installation measured along the invert and will include the length through elbows, tees and fittings. The number of linear feet will be measured from the center of manhole to center of manhole, center of cleanout or the actual end of the cured-in-place pipe if it does not end in a structure. Payment for “Furnish and Install 6-Inch Cured-In-Place Pipe in Easement” will be made at the amount bid per linear foot, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • bypass sewer routing if necessary, • dewatering, • cleaning, • root cutting and removal of obstructions, • furnishing and installing 6” diameter CIPP, • removal and disposal of waste material, • water The following subsection provides the measurement and payment information of the Bid Items specific to Schedule C – Water. 1-09.14(2)CA Furnish and Install 8”, 6”, and 4” Cl 52 DI Water Pipe & Fittings w/ Polywrap (Bid Item C-15, C-16, & C-17) –– Linear Foot Section 1-09.14(2)CA is a new section: (******) Measurement for furnishing and installing water pipes and fittings of the size, type and class specified will be based on the actual lineal footage measured horizontally over the centerline of the installed pipe. Payment for furnishing and installing ductile iron water pipes and fittings of the size, type and class specified shall cover the complete cost of providing all labor, materials, tools, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Saw cutting up to 12” in depth, trench excavation, and dewatering (if needed), • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, 11/4/2020 91 • Furnishing, installing, laying and jointing water pipes and fittings of the size, type and class shown, polyethylene encasement, special fittings, horizontal and vertical bends, mechanical joint pipe restraint, vertical crosses for poly-pigging, shackle rods, temporary blow-off assemblies, and all incidentals, • Furnishing bedding materials, placing and compacting pipe bedding, as shown on the plans, • Placing and compacting trench backfill, • Testing, poly-pigging, disinfecting and flushing of new valves, • Replacing, protecting and/or maintaining existing utilities. • Furnishing and placing temporary pavement patching 1-09.14(2)CB Cut In 6” Gate Valve Assembly (Bid Item C-18) – Each Section 1-09.14(2)CB is a new section: (******) Measurement for furnishing and installing 6” gate valve cut in will be per each, installed in conformance with the Contract Documents. Payment for furnishing and installing 6” gate valve cut in shall cover the complete cost of providing all labor, materials, tools, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, • Saw cutting, trench excavation, and dewatering (if needed), • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Furnishing all required fittings, adapters, couplings and incidentals as required for City’s water department’s personnel to perform the installation. • Placing and compacting trench backfill, • Replacing, protecting and/or maintaining existing utilities. • Furnishing and placing temporary pavement patching 1-09.14(2)CC Furnish and Install 8”, 6”, & 4” Gate Valve Assembly (Bid Item C-19, C-20, & C-21) – Each Section 1-09.14(2)CC is a new section: (******) Measurement for furnishing and installing 8”, 6”, and 4” gate valve assemblies will be per each for each type valve installed in conformance with the Contract Documents. Payment for furnishing and installing 8”, 6”, and 4” gate valve assemblies shall cover the complete cost of providing all labor, materials, tools, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, • Saw cutting, trench excavation, and dewatering (if needed), • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like, 11/4/2020 92 • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Furnishing and installing valves, valve boxes and covers to grade, stem extensions, valve marker posts, pipe nipples, couplings, polyethylene encasement, concrete blocking, and all incidentals, • Placing and compacting trench backfill, • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary pavement patching 1-09.14(2)CD Concrete for Thrust Blocking, Dead-Man Anchor Blocks (Bid Item C-22) – Cubic Yard Section 1-09.14(2)CD is a new section: (******) Measurement for concrete for thrust blocking, horizontal and vertical, dead-man anchor blocks will be per cubic yard for all concrete installed for thrust blocking and dead-man anchor blocks in conformance with the Contract Documents. Payment for concrete thrust blocking and dead man anchor blocks shall cover the complete cost of providing all labor, materials, tools, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, • Saw cutting, trench excavation, shoring and dewatering (if needed), • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Furnishing and placing concrete for vertical and horizontal blocks, dead-man anchor blocks, reinforcing steel, shackle rods, clamp assembly, anchor bolts, turnbuckles, concrete form work, • Placing and compacting trench backfill, • Replacing, protecting and/or maintaining existing utilities. • Furnishing and placing temporary pavement patching 1-09.14(2)CE Furnish and Install Fire Hydrant Assembly (Bid Item C-23) –– Each Section 1-09.14(2)CE is a new section: (******) Measurement for furnishing and installing fire hydrant assembly will be per each for each fire hydrant assembly installed in conformance with the Contract Documents. Payment for furnishing and installing fire hydrant assembly shall cover the complete cost of providing all labor, materials, tools, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, • Saw cutting, trench excavation, and dewatering (if needed), • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like, • Removal of existing fire hydrant, if existing hydrant is being replaced, 11/4/2020 93 • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Furnishing and installing new fire hydrant assembly, standpipe, shoe, and 6-inch DI piping, Storz adapter, • Furnishing and installing shut-off valve, valve box, valve extension, • Furnishing and installing shackles, tie-rods, concrete blocking, and joint restraints, drain rocks, polyfilm, • Adjust hydrant to finish grade and install concrete shear block, • Placing and compacting trench backfill, • Testing, disinfecting and flushing of new hydrants, • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary pavement patching • Painting the hydrants 1-09.14(2)CF Furnish and Install 1” Water Service Connection (Bid Item C-24) –– Each Section 1-09.14(2)CF is a new section: (******) Measurement for furnishing and installing 1” water connection will be per each for each 1” water connection installed in conformance with the Contract Documents. Payment for furnishing and installing 1” water connection shall cover the complete cost of providing all labor, materials, tools, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, • Saw cutting, trench excavation as needed, shoring and dewatering (if needed), • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Boring, hole-hogging, tunneling, mechanical or hand trenching to install new water service lines, • Furnishing and installing new 1- inch ball valve corporation stops, tapping the main, laying and jointing the new copper water service lines and fittings, new meter setter, new meter boxes and lids, • Testing, disinfecting and flushing the new service line, • Connecting the customer-side private service line to the new copper tailpiece behind the new meter setter and property lines, • Placing and compacting trench backfill, • Replacing, protecting and/or maintaining existing utilities. • Restoration of public and private properties • Furnishing and placing temporary pavement patching 11/4/2020 94 1-09.14(2)CG Furnish and Install Air Release and Vacuum Valve Assembly (Bid Item C-25) –– Each Section 1-09.14(2)CG is a new section: (******) Measurement for air release and vacuum valve assembly will be per each unit installed for completion in conformance with the Contract Documents. Payment for air release and vacuum valve assembly shall cover the complete cost of providing all labor, materials, tools, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, • Saw cutting, trench excavation, shoring and dewatering (if needed), • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Concrete blocking, extension of the vent lines, installation of concrete and rock pads, • Testing, flushing and cleanup, connection to mainline, • Placing and compacting trench backfill, • Testing, poly-pigging, disinfecting and flushing of new valves, • Replacing, protecting and/or maintaining existing utilities. • Furnishing and placing temporary pavement patching 1-09.14(2)CH Connection to Existing Water Main (Bid Item C-26) –– Each Section 1-09.14(2)CH is a new section: (******) Measurement for connection to existing water main will be per each connection for completion in conformance with the Contract Documents. Payment for connection to existing water main shall cover the complete cost of providing all labor, materials, tools, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, • Saw cutting, trench excavation, shoring and dewatering (if needed), • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Furnishing all required pipes, fittings, adapters, couplings and incidentals as required for City’s water department’s personnel to perform the initial cut-in installation of valves, and fittings on the existing water main(s), • Furnishing all required pipes, fittings, adapters, couplings and incidentals as required for City’s water department’s personnel to perform the second and final connection of the new water line to the existing water system and to the valves installed during the initial cut-in as described above, • Placing and compacting trench backfill, 11/4/2020 95 • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary pavement patching 1-09.14(2)CI Cut, Cap, and Block Existing Water Main (Bid Item C-27) –– Each Section 1-09.14(2)CI is a new section: (******) Measurement for cut, cap, and block existing water main will be per each in conformance with the Contract Documents. Payment for cut, cap, and block water main shall cover the complete cost of providing all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, • Saw cutting, trench excavation, shoring and dewatering (if needed), • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, excluding any asbestos cement pipe or fittings • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Furnishing all required pipes, fittings, adapters, couplings and incidentals as required for City’s water department’s personnel to perform the cut and cap, • Excavating for and installing thrust block, • Placing and compacting trench backfill, • Replacing, protecting and/or maintaining existing utilities. • Furnishing and placing temporary pavement patching 1-10 TEMPORARY TRAFFIC CONTROL 1-10.1 General 1-10.1(2) Description Delete the first paragraph and replace with: (******) The Contractor shall provide flaggers, signs, and other traffic control devices not otherwise specified as being furnished by the Contracting Agency. The Contractor shall erect and maintain all construction signs, warning signs, detour signs, and other traffic control devices necessary to warn and protect the public at all times from injury or damage as a result of the Contractor’s operations which may occur on highways, roads, streets, sidewalks, or paths. No Work shall be done on or adjacent to any traveled way until all necessary signs and traffic control devices are in place. Section 1-10.1(2) is supplemented with the following: (******) When the bid proposal includes an item for “Traffic Control,” the Work required for this item shall be all items described in Section 1-10, including, but not limited to: 1. Furnishing and maintaining barricades, flashers, construction signage, and other channelization devices, unless a pay item is in the bid proposal for any specific device and 11/4/2020 96 the Special Provisions specify furnishing, maintaining, and payment in a different manner for that device; 2. Furnishing traffic control labor, equipment, and supervisory personnel for all traffic control labor; 3. Furnishing any necessary vehicle(s) to set up and remove traffic control devices; 4. Furnishing labor and vehicles for patrolling and maintaining all of the construction signs and the traffic control devices, unless a pay item is in the bid proposal to specifically pay for this Work ; 5. Furnishing labor, material, and equipment necessary for cleaning up, removing, and replacing of the construction signs and the traffic control devices destroyed or damaged during the life of the project. 6. Removing existing signs as specified or as directed by the Engineer and delivering to the City Shops, or storing and reinstalling as directed by the Engineer. 7. Preparing a traffic control plan for the project and designating the person responsible for traffic control at the Work site. The traffic control plan shall include descriptions of the traffic control methods and devices to be used by the prime Contractor, and subcontractors, shall be submitted at or before the preconstruction conference, and shall be subject to review and approval of the Engineer. 8. Contacting police, fire, 911, and ambulance services to notify them in advance of any Work that will affect and traveled portion of a roadway. 9. Assuring that all traveled portions of roadways are open to traffic during peak traffic periods, 6:30 a.m. to 8:30 a.m., and 3:00 p.m. to 6:00 p.m., or as specified in the special provisions, or as directed by the Engineer. 10. Promptly removing or covering all non-applicable signs during periods when they are not needed. If the Engineer requires the Contractor to furnish additional channelizing devices, pieces of equipment, or services, which could not be usually anticipated by a prudent Contractor for the maintenance and protection of traffic, then a new item or items may be established to pay for such items. Further limitations for consideration of payment for these items are that they are not covered by other pay items in the bid proposal, they are not specified in the Special Provisions as incidental, and the accumulative cost for the use of each individual channelizing device, piece of equipment, or service must exceed $200 in total cost for the duration of their need. In the event of disputes, the Engineer will determine what is usually anticipated by a prudent Contractor. The cost for these items will be by agreed price, price established by the Engineer, or by force account. Additional items required as a result of the Contractor’s modification to the traffic control plan(s) appearing in the Contract shall not be covered by the provisions in this paragraph. If the total cost of all the Work under the Contract increases or decreases by more than 25 percent, an equitable adjustment will be considered for the item “Traffic Control” to address the increase or decrease. Traffic control and maintenance for the safety of the traveling public on this project shall be the sole responsibility of the Contractor and all methods and equipment used will be subject to the approval of the Contracting Agency. Traffic control devices and their use shall conform to City of Renton standards and the Manual on Uniform Traffic Control Devices( MUTCD). 11/4/2020 97 Any days lost due to improper traffic control will be charged against the Contractor’s allowable contract time, and shall not be the cause for a claim for extra days to complete the Work. If no bid item “Traffic Control” appears in the proposal, then all Work required by these sections will be considered incidental and their cost shall be included in the other items of Work. 1-10.2(1)B Traffic Control Supervisor Paragraphs 1 and 2 are deleted in their entirety and replaced with the following: (******) A Traffic Control Supervisor (TCS) shall be on the project whenever traffic control labor is required or as authorized by the Engineer. The TCS shall assure that all the duties of the TCS are performed during the duration of the Contract. During non-Work periods, the TCS shall be able to be on the job site within a 45-minute time period after notification by the Engineer. 1-10.2(2) Traffic Control Plans Section 1-10.2(2) is supplemented with the following: (******) 1-10.3 Traffic Control Labor, Procedure, and Devices Section 1-10.3 is supplemented with the following: (******) At the end of each working day, provisions shall be made for the safe passage of traffic and pedestrians during non-working hours. 1-10.3(3) Traffic Control Devices 1-10.3(3)A Construction Signs Section 1-10.3(3)A paragraph 3 is supplemented with the following: (******) No separate pay item will be provided in the bid proposal for Class A or Class B construction signs. All costs for the Work to provide Class A or Class B construction signs shall be included in the unit contract price for the various other items of the Wor k in the bid proposal. 1-10.4 Measurement Section 1-10.4 is deleted in its entirety and replaced with: (******) No specific unit of measurement will apply to the lump sum item of “Traffic Control”. No adjustment in the lump sum bid amount will be made for overtime Work or for use of relief flaggers. 11/4/2020 98 1-10.5 Payment Section 1-10.5 is deleted in its entirety and replaced with: (******) Payment for all labor, materials, and equipment described in Section 1-10 will be made in accordance with Section 1-04.1, for the following bid items when included in the proposal: “Traffic Control,” Lump Sum. 1-11 RENTON SURVEYING STANDARDS The following is a new section with new subsections: (******) 1-11.1(1) Responsibility for Surveys All surveys and survey reports shall be prepared under the direct supervision of a person registered to practice land surveying under the provisions of Chapter 18.43 RCW. All surveys and survey reports shall be prepared in accordance with the requirements established by the Board of Registration for Professional Engineers and Land Surveyors under the provisions of Chapter 18.43 RCW. 1-11.1(2) Survey Datum and Precision The horizontal component of all surveys shall have as its coordinate base: The North American Datum of 1983/91. All horizontal control for projects must be referenced to or in conjunction with a minimum of two of the City of Renton's Survey Control Network monuments. The source of the coordinate values used will be shown on the survey drawing per RCW 58.09.070. The horizontal component of all surveys shall meet or exceed the closure requirements of WAC 332-130-110. The control base lines for all surveys shall meet or exceed the requirements for a Class A survey revealed in Table 2 of the Minimum Standard Detail Requirements for ALTA/ACSM Land Title Surveys jointly established and adopted by ALTA and ACSM in 1992 or comparable classification in future editions of said document. The angular and linear closure and precision ratio of traverses used for survey control shall be revealed on the face of the survey drawing, as shall the method of adjustment. The horizontal component of the control system for surveys using global positioning system methodology shall exhibit at least 1 part in 50,000 precision in line length dependent error analysis at a 95 percent confidence level and performed pursuant to Federal Geodetic Control Subcommittee Standards for GPS control surveys as defined in Geometric Geodetic Accuracy Standards & Specifications for Using GPS Relative Positioning Techniques dated August 1, 1989, or comparable classification in future editions of said document. The vertical component of all surveys shall be based on NAVD 1988, the North American Vertical Datum of 1988, and tied to at least one of the City of Renton Survey Control Network benchmarks. If there are two such benchmarks within 3000 feet of the project site a tie to both shall be made. The benchmark(s) used will be shown on the drawing. If a City of Renton benchmark does not exist within 11/4/2020 99 3000 feet of a project, one must be set on or near the project in a permanent manner that will remain intact throughout the duration of the project. Source of elevations (benchmark) will be shown on the drawing, as well as a description of any benchmarks established. 1-11.1(3) Subdivision Information Those surveys dependent on section subdivision shall reveal the controlling monuments used and the subdivision of the applicable quarter section. Those surveys dependent on retracement of a plat or short plat shall reveal the controlling monuments, measurements, and methodology used in that retracement. 1-11.1(4) Field Notes Field notes shall be kept in conventional format in a standard bound field book with waterproof pages, and/or in an electronic field book/data collector format in an unedited, original field-produced state capable of being printed. In all cases, original field notes must be dated with the day the field work was performed and include a sketch and with a record of control and base line traverses describing station occupations and what measurements were made at each point. Every point located or set shall be identified by a number and a description. Point numbers shall be unique within a complete job. The preferred method of point numbering is field notebook, page and point set on that page. Example: The first point set or found on page 16 of field book 348 would be identified as Point No. 348.16.01, the second point would be 348.16.02, etc. Upon completion of a City of Renton project, either the field notebook(s) provided by the City or the original field notebook(s) used by the Surveyor will be given to the City. For all other Work , Surveyors will provide a copy of the notes to the City upon request. In those cases where an electronic data collector is used, a hard copy print out in ASCII text format will accompany the field notes. 1-11.1(5) Corners and Monuments Corner: A point on a land boundary, at the juncture of two or more boundary lines. A monument is usually set at such points to physically reference a corner's location on the ground. Monument: Any physical object or structure of record, which marks or accurately references: • A corner or other survey point established by or under the supervision of an individual per Section 1-11.1(1) and any corner or monument established by the General Land Office and its successor the Bureau of Land Management including section subdivision corners down to and including one-sixteenth corners; and • Any permanently monumented boundary, right-of-way alignment, or horizontal and vertical control points established by any governmental agency or private surveyor including street intersections but excluding dependent interior lot corners. 1-11.1(6) Control or Base Line Survey Control or Base Line Surveys shall be established for all construction projects that will create permanent structures such as roads, sidewalks, bridges, utility lines or appurtenances, signal or light poles, or any non-single family building. Control or Base Line Surveys shall consist of such number of permanent monuments as are required such that every structure may be observed for staking or "as-builting" while occupying one such monument and sighting another such monument. A minimum of two of these permanent monuments shall be existing monuments, recognized and on record with 11/4/2020 100 the City of Renton. The Control or Base Line Survey shall occupy each monument in turn, and shall satisfy all applicable requirements of Section 1-11.1 herein. The drawing depicting the survey shall be neat, legible, and drawn to an appropriate scale. North orientation should be clearly presented and the scale shown graphically as well as noted. The drawing must be of such quality that a reduction thereof to one-half original scale remains legible. If recording of the survey with the King County Recorder is required, it will be prepared on 18 inch by 24 inch mylar and will comply with all provisions of Chapter 58.09 RCW. A photographic mylar of the drawing will be submitted to the City of Renton and, upon their review and acceptance per the specific requirements of the project, the original will be recorded with the King County Recorder. If recording is not required, the survey drawing shall be prepared on 22 inch by 34 inch mylar, and the original or a photographic mylar thereof will be submitted to the City of Renton. The survey drawings shall meet or exceed the requirements of WAC 332-130-050 and shall conform to the City of Renton's Drafting Standards. American Public Works Association symbols shall be used whenever possible, and a legend shall identify all symbols used if each point marked by a symbol is not described at each use. An electronic listing of all principal points shown on the drawing shall be submitted with each drawing. The listing should include the point number designation (corresponding with that in the field notes), a brief description of the point, and northing, easting, and elevation (if applicable) values, all in ASCII format, on IBM PC compatible media. 1-11.1(7) Precision Levels Vertical Surveys for the establishment of benchmarks shall satisfy all applicable requirements of Sections 1-05 and 1-11.1. Vertical surveys for the establishment of benchmarks shall meet or exceed the standards, Specifications and procedures of third order elevation accuracy established by the Federal Geodetic Control Committee. Benchmarks must possess both permanence and vertical stability. Descriptions of benchmarks must be complete to insure both recoverability and positive identification on recovery. 1-11.1(8) Radial and Station -- Offset Topography Topographic surveys shall satisfy all applicable requirements of Section 1-11.1 herein. All points occupied or back sighted in developing radial topography or establishing baselines for station-offset topography shall meet the requirements of Section 1-11.1 herein. The drawing and electronic listing requirements set forth in Section 1-11.1 herein shall be observed for all topographic surveys. 1-11.1(9) Radial Topography Elevations for the points occupied or back sighted in a radial topographic survey shall be determined either by, 1) spirit leveling with misclosure not to exceed 0.1 feet or Federal Geodetic Control 11/4/2020 101 Committee third order elevation accuracy Specifications, OR 2) trigonometric leveling with elevation differences determined in at least two directions for each point and with misclosure of the circuit not to exceed 0.1 feet. 1-11.1(10) Station--Offset Topography Elevations of the baseline and topographic points shall be determined by spirit leveling and shall satisfy Federal Geodetic Control Committee Specifications as to the turn points and shall not exceed 0.1 foot's error as to side shots. 1-11.1(11) As-Built Survey All improvements required to be "as-built" (post construction survey) per City of Renton Codes, TITLE 4 Building Regulations and TITLE 9 Public Ways and Property, must be located both horizontally and vertically by a Radial survey or by a Station offset survey. The "as-built" survey must be based on the same base line or control survey used for the construction staking survey for the improvements being "as-built". The "as-built" survey for all subsurface improvements should occur prior to backfilling. Close cooperation between the installing Contractor and the "as-builting" surveyor is therefore required. All "as-built" surveys shall satisfy the requirements of Section 1-11.1(1) herein, and shall be based upon control or base line surveys made in conformance with these Specifications. The field notes for "as-built" shall meet the requirements of Section 1-11.1(4) herein, and submitted with stamped and signed "as-built" drawings which includes a statement certifying the accuracy of the "as-built". The drawing and electronic listing requirements set forth in Section 1-11.1(6) herein shall be observed for all "as-built" surveys. 1-11.1(12) Monument Setting and Referencing All property or lot corners, as defined in 1-11.1(5), established or reestablished on a plat or other recorded survey shall be referenced by a permanent marker at the corner point per 1-11.2(1). In situations where such markers are impractical or in danger of being destroyed, e.g., the front corners of lots, a witness marker shall be set. In most cases, this will be the extension of the lot line to a tack in lead in the curb. The relationship between the witness monuments and their respective corners shall be shown or described on the face of the plat or survey of record, e.g., “Tacks in lead on the extension of the lot side lines have been set in the curbs on the extension of said line with the curb." In all other cases the corner shall meet the requirements of Section 1-11.2(1) herein. All non-corner monuments, as defined in 1-11.1(5), shall meet the requirements of Section 1-11.2(2) herein. If the monument falls within a paved portion of a right-of-way or other area, the monument shall be set below the ground surface and contained within a lidded case kept separate from the monument and flush with the pavement surface, per Section 1-11.2(3). In the case of right-of-way centerline monuments all points of curvature (PC), points of tangency (PT), street intersections, center points of cul-de-sacs shall be set. If the point of intersection (PI) for the tangents of a curve fall within the paved portion of the right-of-way, a mon ument can be set at the PI instead of the PC and PT of the curve. 11/4/2020 102 For all non-corner monuments set while under contract to the City of Renton or as part of a City of Renton approved subdivision of property, a City of Renton Monument Card (furnished by the city) identifying the monument; point of intersection (PI), point of tangency (PT), point of curvature (PC), one-sixteenth corner, Plat monument, street intersection, etc., complete with a description of the monument, a minimum of two reference points and NAD 83/91 coordinates, and NAVD 88 elevation shall be filled out and filed with the city. 1-11.2 Materials 1-11.2(1) Property/Lot Corners Corners per 1-11.1(5) shall be marked in a permanent manner such as 1/2 inch diameter rebar 24 inches in length, durable metal plugs or caps, tack in lead, etc., and permanently marked or tagged with the surveyor's identification number. The specific nature of the marker used can be determined by the surveyor at the time of installation. 1-11.2(2) Monuments Monuments per 1-11.1(5) shall meet the requirements as set forth in City of Renton Standard Plans page H031 and permanently marked or tagged with the surveyor's identification number. 1-11.2(3) Monument Case and Cover Materials shall meet the requirements of Section 9-22 and City of Renton Standard Plan H031. 2-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP 2-01.1 Description Section 2-01.1 is supplemented with the following: (******) The limits of clearing and grubbing (construction limits) shall be defined as being the construction limit lines as shown in the Plans. Where, in the opinion of the Engineer, any trees abutting or adjacent to the limits of clearing and grubbing are damaged and require removal, the Contractor shall remove such trees. Any trees flagged by the Engineer to remain within the clearing and grubbing limits shall be left undamaged by the Contractor’s operations. Any flagged trees, which are damaged, shall be replaced in kind at the Contractor’s expense. Existing landscaping outside the construction limits, including but not limited to, sod, rockeries, beauty bark, decorative gravel or rock, bushes, and shrubbery shall be protected from damage. The property owners shall be responsible for removing and/or relocating irrigation equipment, trees, shrubs, curbing, ornamental plants, and any other decorative landscaping materials within the construction limits that they wish to save. The Contractor shall give property owners 10 days’ written notice prior to removing landscaping materials. All landscaping materials that remain in the construction limits after that time period shall be removed and disposed of, by the Contractor, in accordance with Section 2-01 and the Plans. The Contractor shall receive approval from the Engineer prior to removal. 11/4/2020 103 2-01.2 Disposal of Usable Material and Debris Section 2-01.2 is supplemented with the following: (******) The Contractor shall dispose of all debris by Disposal Method No. 2 – Waste Site. 2-01.5 Payment Section 2-01.5 is supplemented with the following: (******) The lump sum price for “Clearing and Grubbing” shall be full compensation for all Work described herein and shown in the Plans, including removing trees and shrubbery where shown in the Plans and directed by the Engineer. 2-02 REMOVAL OF STRUCTURE AND OBSTRUCTIONS 2-02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters Section 2-02.3(3) is revised and supplemented with the following: (******) Item “1” is deleted and replaced with the following: Haul broken-up pieces to some off-project site. The section is supplemented with the following: In locations where pavement, sidewalk or driveway has been removed and that must remain open to traffic prior to final restoration, a temporary asphalt patch shall be installed. Temporary asphalt patches shall be in accordance with Section 5-06. 2-02.4 Measurement Section 2-02.4 replaces the existing vacant section: (******) Sawcutting existing cement and asphalt concrete pavements shall be measured by the linear foot along the sawcut, full depth. Wheel cutting of pavement will not be measured for separate payment, but shall be included in other items of Work. 2-02.5 Payment Section 2-02.5 is supplemented with the following: (******) "Saw Cutting", per lineal foot. "Remove Sidewalk", per square yard. "Remove Curb and Gutter", per lineal foot. "Cold Mix", per ton "Remove Asphalt Concrete Pavement," per square yard. "Remove Cement Concrete pavement," per square yard. "Remove existing ___________," per ___________. All costs related to the removal and disposal of structures and obstructions including saw cutting, excavation, backfilling, and temporary asphalt shall be considered incidental to and included in other items unless designated as specific bid items in the proposal. If pavements, sidewalks, or curbs lie 11/4/2020 104 within an excavation area and are not mentioned as separate pay items, their removal will be paid for as part of the quantity removed in excavation. If they are mentioned as a separate item in the proposal, they will be measured and paid for as provided under Section 2-02.5 and will not be included in the quantity calculated for excavation. 2-03 ROADWAY EXCAVATION AND EMBANKMENT 2-03.3 Construction Requirements Section 2-03.3 is supplemented with the following: (******) Roadway excavation shall include the removal of all materials excavated from within the limits shown on the Plans. Suitable excavated material shall be used for embankments, while surplus excavated material or unsuitable material shall be disposed of by the Contractor. Earthwork quantities and changes will be computed, either manually or by means of electronic data processing equipment, by use of the average end area method. Any changes to the proposed Work as directed by the Engineer that would alter these quantities shall be calculated by the Engineer and submitted to the Contractor for his review and verification. Any excavation or embankment beyond the limits indicated in the Plans, unless ordered by the Engineer, shall not be paid for. All Work and material required to return these areas to their original conditions, as directed by the Engineer, shall be provided by the Contractor at his sole expense. All areas shall be excavated, filled, and/or backfilled as necessary to comply with the grades shown on the Plans. In filled and backfilled areas, fine grading shall begin during the placement and the compaction of the final layer. In cut sections, fine grading shall begin within the final six (6) inches of cut. Final grading shall produce a surface, which is smooth and even, without abrupt changes in grade. Excavation for curbs and gutters shall be accomplished by cutting accurately to the cross sections, grades and elevations shown. Care shall be taken not to excavate below the specified grades. The Contractor shall maintain all excavations free from detrimental quantities of leaves, brush, sticks, trash, and other debris until final acceptance of the Work . Following removal of topsoil or excavation to grade, and before placement of fills or base course, the subgrade under the roadway shall be proof-rolled to identify any soft or loose areas which may warrant additional compaction or excavation and replacement. The Contractor shall provide temporary drainage or protection to keep the subgrade free from standing water. Acceptable excavated native soils shall be used for fill in the area requiring fills. Care shall be taken to place excavated material at the optimum moisture content to achieve the specified compaction. Any native material used for fill shall be free of organics and debris, and have a maximum particle size of 6 inches. 11/4/2020 105 It shall be the responsibility of the Contractor to prevent the native materials from becoming saturated with water. The measures may include sloping to drain, compacting the native materials, and diverting runoff away from the materials. If the Contractor fails to take such preventative measures, any costs or delay related to drying the materials shall be at his own expense. If the native materials become saturated, it shall be the responsibility of the Contractor to dry the materials, to the optimum moisture content. If sufficient acceptable native soils are not available to complete construction of the roadway embankment, Gravel Borrow shall be used. If subgrade trimmer is not required on the project, all portions of Section 2-03 shall apply as though a subgrade trimmer were specified. If sufficient acceptable native soils, as determined by the Engineer, are not available to complete construction of the roadway embankment, Gravel Borrow meeting the requirements of Section 9-03.14 of the Standard Specifications, shall be used. 2-03.4 Measurement Section 2-03.4 is supplemented with the following: (******) At the discretion of the Engineer, roadway excavation, borrow excavation, and unsuitable foundation excavation - by the cubic yard (adjusted for swell) may be measured by truck in the hauling vehicle at the point of loading. The Contractor shall provide truck tickets for each load removed. Each ticket shall have the truck number, time and date, and be approved by the Engineer. 2-03.5 Payment Section 2-03.5 is revised with the following: (******) Payment for embankment compaction will not be made as a separate item. All costs for embankment compaction shall be included in other bid items involved. Payment will be made for the following bid items when they are included in the proposal: “Roadway Excavation Including Haul,” per cubic yard “Removal and Replacement of Unsuitable Foundation Material,” per ton “Gravel Borrow Including Haul,” per ton “Roadway Excavation Including Haul” shall be considered incidental and part of the bid item(s) provided for the installation of the utility mains and appurtenances. When the Engineer orders excavation below subgrade, then payment will be in accordance with the item “Removal and Replacement of Unsuitable Foundation Material”. In this case, all items of Work other than roadway excavation shall be paid at unit contract prices. The unit contract price per cubic yard for “Roadway Excavation Including Haul” shall be full pay for excavating, loading, placing, or otherwise disposing of the material. The unit contract price per ton for “Removal and Replacement of Unsuitable Foundation Material” shall be full pay for excavating, loading, and disposing of the material. Payment for embankment compaction will not be made as a separate item. All costs for embankment compaction shall be included in other bid items involved. 11/4/2020 106 2-04 HAUL 2-04.5 Payment Delete Section 2-04.5 and replace with the following: (******) All costs for the hauling of material to, from, or on the job site shall be considered incidental to and included in the unit price of other units of Work . 2-06 SUBGRADE PREPARATION 2-06.5 Measurement and Payment Section 2-06.5 is supplemented with the following: (******) Subgrade preparation and maintenance including watering shall be considered as incidental to the construction and all costs thereof shall be included in the appropriate unit or lump sum contract bid prices. 2-09 STRUCTURE EXCAVATION 2-09.1 Description Section 2-09.1 is supplemented with the following: (******) This Work also includes the excavation, haul, and disposal of all unsuitable materials such as peat, muck, swampy or unsuitable materials, including buried logs and stumps. 2-09.3(1)D Disposal of Excavated Material Section 2-09.3(1)D is revised with the following: (******) The second paragraph is deleted and replaced with: All costs for disposing of excavated material within or external to the project limits shall be included in the unit contract price for structure excavation, Class A or B. The third paragraph is deleted and replaced with: If the Contract includes structure excavation, Class A or B, including haul, the unit contract price shall include all costs for loading and hauling the material the full required distance, otherwise all such disposal costs shall be considered incidental to the Work . 2-09.4 Measurement The ninth paragraph of Section 2-09.4 is deleted and replaced with the following: (******) Gravel backfill. Gravel backfill, except when used as bedding for culvert, storm sewer, sanitary sewer, manholes, and catch basins, will be measured by the cubic yard in place determined by the neat lines required by the Plans or by the ton as measured in conformance with Section 1-09.2. 11/4/2020 107 2-09.5 Payment Section 2-09.5 is revised and supplemented with the following: (******) Payment will be made for the following bid items when they are included in the proposal: “Structure Excavation Class A”, per cubic yard. “Structure Excavation Class B”, per cubic yard. “Structure Excavation Class A Incl. Haul”, per cubic yard. “Structure Excavation Class B Incl. Haul”, per cubic yard. Payment for reconstruction of surfacing and paving, within the limits of structure excavation, will be at the applicable unit prices for the items involved. If the Engineer orders the Contractor to excavate below the elevations shown in the Plans, the unit contract price per cubic yard for “Structure Excavation Class A or B” will apply. But if the Contractor excavates deeper than the Plans or the Engineer requires, the Contracting Agency will not pay for material removed from below the required elevations. In this case, the Contractor, at no expense to the Contracting Agency, shall replace such material with concrete or other material the Engineer approves. The unit contract price per cubic yard for the bid items listed as 1 through 4 above shall be full pay for all labor, materials, tools, equipment, and pumping, or shall be included in the unit bid price of other items of Work if "Structure Excavation" or "Structure Excavation Incl Haul" are not listed as pay items in the Contract. “Shoring or Extra Excavation Class B”, per square foot. The unit contract price per square foot shall be full pay for all excavation, backfill, compaction, and other Work required when extra excavation is used in lieu of constructing shoring. If select backfill material is required for backfilling within the limits of the structure excavation, it shall also be required as backfill material for the extra excavation at the Contractor’s expense. Any excavation or backfill material being paid by unit price shall be calculated by the Engineer only for the neat line measurement of the excavation and shall not include the extra excavation beyond the neat line. If there is no bid item for shoring or extra excavation Class B on a square foot basis and the nature of the excavation is such that shoring or extra excavation is required as determined by the Engineer, then shoring or extra excavation shall be considered incidental to the Work involved and no further compensation shall be made. “Gravel Backfill (Kind) for (Type of Excavation)”, per cubic yard or per ton. When gravel backfill is paid by the ton, the Contractor shall take care to assure to the satisfaction of the Engineer that such per ton backfill is only being used for the specified purpose and not for purposes where backfill is incidental or being paid by cubic yard. Evidence that per ton gravel backfill is not being used for its designated purpose shall be grounds for the Engineer to deny payment for such load tickets. “Controlled Density Fill”, per cubic yard. 11/4/2020 108 5-04 HOT MIX ASPHALT (March 5, 2018 APWA GSP) Delete this Section in its entirety and replace it with the following: (******) 5-04.1 Description This Work shall consist of providing and placing one or more layers of plant-mixed hot mix asphalt (HMA) on a prepared foundation or base in accordance with these Specifications. The Contractor shall maintain the existing street surface contours (e.g. street profile and cross section, etc.), unless otherwise directed by the Engineer. The manufacture of HMA may include warm mix asphalt (WMA) processes in accordance with these Specifications. WMA processes include organic additives, chemical additives, and foaming. HMA shall be composed of asphalt binder and mineral materials as may be required, mixed in the proportions specified to provide a homogeneous, stable, and workable mixture. See Appendix A for the Summary of Quantities that lists the streets to receive an overlay, the paving limits and the thickness of HMA. All HMA to be placed in this contract shall be HMA CL. ½” PG 64-22. 5-04.2 Materials Materials shall meet the requirements of the following sections: Asphalt Binder 9-02.1(4) Cationic Emulsified Asphalt 9-02.1(6) Anti-Stripping Additive 9-02.4 HMA Additive 9-02.5 Aggregates 9-03.8 Recycled Asphalt Pavement 9-03.8(3)B Mineral Filler 9-03.8(5) Recycled Material 9-03.21 Portland Cement 9-01 Sand 9-03.1(2) (As noted in 5-04.3(5)C for crack sealing) Joint Sealant 9-04.2 Foam Backer Rod 9-04.2(3)A The Contract documents may establish that the various mineral materials required for the manufacture of HMA will be furnished in whole or in part by the Contracting Agency. If the documents do not establish the furnishing of any of these mineral materials by the Contracting Agency, the Contractor shall be required to furnish such materials in the amounts required for the designated mix. Mineral materials include coarse and fine aggregates, and mineral filler. The Contractor may choose to utilize recycled asphalt pavement (RAP) in the production of HMA. The RAP may be from pavements removed under the Contract, if any, or pavement material from an existing stockpile. 11/4/2020 109 The Contractor may use up to 20 percent RAP by total weight of HMA with no additional sampling or testing of the RAP. The RAP shall be sampled and tested at a frequency of one sample for every 1,000 tons produced and not less than ten samples per project. The asphalt content and gradation test data shall be reported to the Contracting Agency when submitting the mix design for approval on the QPL. The Contractor shall include the RAP as part of the mix design as defined in these Specifications. The grade of asphalt binder shall be as required by the Contract. Blending of asphalt binder from different sources is not permitted. The Contractor may only use warm mix asphalt (WMA) processes in the production of HMA with 20 percent or less RAP by total weight of HMA. The Contractor shall submit to the Engineer for approval the process that is proposed and how it will be used in the manufacture of HMA. Production of aggregates shall comply with the requirements of Section 3-01. Preparation of stockpile site, the stockpiling of aggregates, and the removal of aggregates from stockpiles shall comply with the requirements of Section 3-02. 5-04.2(1) How to Get an HMA Mix Design on the QPL If the contractor wishes to submit a mix design for inclusion in the Qualified Products List (QPL), please follow the WSDOT process outlined as follows: Comply with each of the following: • Develop the mix design in accordance with WSDOT SOP 732. • Develop a mix design that complies with Sections 9-03.8(2) and 9-03.8(6). • Develop a mix design no more than 6 months prior to submitting it for QPL evaluation. • Submit mix designs to the WSDOT State Materials Laboratory in Tumwater, including WSDOT Form 350-042. • Include representative samples of the materials that are to be used in the HMA production as part of the mix design submittal. • Identify the brand, type, and percentage of anti-stripping additive in the mix design submittal. • Include with the mix design submittal a certification from the asphalt binder supplier that the anti-stripping additive is compatible with the crude source and the formulation of asphalt binder proposed for use in the mix design. • Do not include warm mix asphalt (WMA) additives when developing a mix design or submitting a mix design for QPL evaluation. The use of warm mix asphalt (WMA) additives is not part of the process for obtaining approval for listing a mix design on the QPL. Refer to Section 5-04.2(2)B. 5-04.2(1)A Vacant 5-04.2(2) Mix Design – Obtaining Project Approval No paving shall begin prior to the approval of the mix design by the Engineer. 11/4/2020 110 Nonstatistical evaluation will be used for all HMA not designated as Commercial HMA in the contract documents. Commercial evaluation will be used for Commercial HMA and for other classes of HMA in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, gores, pre-level, and pavement repair. Other nonstructural applications of HMA accepted by commercial evaluation shall be as approved by the Project Engineer. Sampling and testing of HMA accepted by commercial evaluation will be at the option of the Project Engineer. The Proposal quantity of HMA that is accepted by commercial evaluation will be excluded from the quantities used in the determination of non-statistical evaluation. Nonstatistical Mix Design. Fifteen days prior to the first day of paving the contractor shall provide one of the following mix design verification certifications for Contracting Agency review; • The WSDOT Mix Design Evaluation Report from the current WSDOT QPL, or one of the mix design verification certifications listed below. • The proposed HMA mix design on WSDOT Form 350-042 with the seal and certification (stamp & signature) of a valid licensed Washington State Professional Engineer. • The Mix Design Report for the proposed HMA mix design developed by a qualified City or County laboratory that is within one year of the approval date.** ** The mix design report shall be performed by a lab accredited by a national authority such as Laboratory Accreditation Bureau, L-A-B for Construction Materials Testing, The Construction Materials Engineering Council (CMEC’s) ISO 17025 or AASHTO Accreditation Program (AAP) and shall supply evidence of participation in the AASHTO: resource proficiency sample program. Mix designs for HMA accepted by Non-statistical evaluation shall; • Have the aggregate structure and asphalt binder content determined in accordance with WSDOT Standard Operating Procedure 732 and meet the requirements of Sections 9-03.8(2), except that Hamburg testing for ruts and stripping are at the discretion of the Engineer, and 9-03.8(6). • Have anti-strip requirements, if any, for the proposed mix design determined in accordance with AASHTO T 283 or T 324, or based on historic anti-strip and aggregate source compatibility from previous WSDOT lab testing. At the discretion of the Engineer, agencies may accept verified mix designs older than 12 months from the original verification date with a certification from the Contractor that the materials and sources are the same as those shown on the original mix design. Commercial Evaluation. Approval of a mix design for “Commercial Evaluation” will be based on a review of the Contractor’s submittal of WSDOT Form 350-042 (For commercial mixes, AASHTO T 324 evaluation is not required) or a Mix Design from the current WSDOT QPL or from one of the processes allowed by this section. Testing of the HMA by the Contracting Agency for mix design approval is not required. For the Bid Item Commercial HMA, the Contractor shall select a class of HMA and design level of Equivalent Single Axle Loads (ESAL’s) appropriate for the required use. 11/4/2020 111 5-04.2(2)B Using Warm Mix Asphalt Processes The Contractor may elect to use additives that reduce the optimum mixing temperature or serve as a compaction aid for producing HMA. Additives include organic additives, chemical additives and foaming processes. The use of Additives is subject to the following: • Do not use additives that reduce the mixing temperature more than allowed in Section 5-04.3(6) in the production of mixtures. • Before using additives, obtain the Engineer’s approval using WSDOT Form 350-076 to describe the proposed additive and process. 5-04.3 Construction Requirements 5-04.3(1) Weather Limitations Do not place HMA for wearing course on any Traveled Way beginning October 1st through March 31st of the following year without written concurrence from the Engineer. Do not place HMA on any wet surface, or when the average surface temperatures are less than those specified below, or when weather conditions otherwise prevent the proper handling or finishing of the HMA. Minimum Surface Temperature for Paving Compacted Thickness (Feet) Wearing Course Other Courses Less than 0.10 55◦F 45◦F 0.10 to .20 45◦F 35◦F More than 0.20 35◦F 35◦F 5-04.3(2) Paving Under Traffic When the Roadway being paved is open to traffic, the requirements of this Section shall apply. The Contractor shall keep intersections open to traffic at all times except when paving the intersection or paving across the intersection. During such time, and provided that there has been an advance warning to the public, the intersection may be closed for the minimum time required to place and compact the mixture. In hot weather, the Engineer may require the application of water to the pavement to accelerate the finish rolling of the pavement and to shorten the time required before reopening to traffic. Before closing an intersection, advance warning signs shall be placed and signs shall also be placed marking the detour or alternate route. During paving operations, temporary pavement markings shall be maintained throughout the project. Temporary pavement markings shall be installed on the Roadway prior to opening to traffic. Temporary pavement markings shall be in accordance with Section 8-23. All costs in connection with performing the Work in accordance with these requirements, except the cost of temporary pavement markings, shall be included in the unit Contract prices for the various Bid items involved in the Contract. 11/4/2020 112 5-04.3(3) Equipment 5-04.3(3)A Mixing Plant Plants used for the preparation of HMA shall conform to the following requirements: 1. Equipment for Preparation of Asphalt Binder – Tanks for the storage of asphalt binder shall be equipped to heat and hold the material at the required temperatures. The heating shall be accomplished by steam coils, electricity, or other approved means so that no flame shall be in contact with the storage tank. The circulating system for the asphalt binder shall be designed to ensure proper and continuous circulation during the operating period. A valve for the purpose of sampling the asphalt binder shall be placed in either the storage tank or in the supply line to the mixer. 2. Thermometric Equipment – An armored thermometer, capable of detecting temperature ranges expected in the HMA mix, shall be fixed in the asphalt binder feed line at a location near the charging valve at the mixer unit. The thermometer location shall be convenient and safe for access by Inspectors. The plant shall also be equipped with an approved dial-scale thermometer, a mercury actuated thermometer, an electric pyrometer, or another approved thermometric instrument placed at the discharge chute of the drier to automatically register or indicate the temperature of the heated aggregates. This device shall be in full view of the plant operator. 3. Heating of Asphalt Binder – The temperature of the asphalt binder shall not exceed the maximum recommended by the asphalt binder manufacturer nor shall it be below the minimum temperature required to maintain the asphalt binder in a homogeneous state. The asphalt binder shall be heated in a manner that will avoid local variations in heating. The heating method shall provide a continuous supply of asphalt binder to the mixer at a uniform average temperature with no individual variations exceeding 25°F. Also, when a WMA additive is included in the asphalt binder, the temperature of the asphalt binder shall not exceed the maximum recommended by the manufacturer of the WMA additive. 4. Sampling and Testing of Mineral Materials – The HMA plant shall be equipped with a mechanical sampler for the sampling of the mineral materials. The mechanical sampler shall meet the requirements of Section 1-05.6 for the crushing and screening operation. The Contractor shall provide for the setup and operation of the field testing facilities of the Contracting Agency as provided for in Section 3-01.2(2). 5. Sampling HMA – The HMA plant shall provide for sampling HMA by one of the following methods: a. A mechanical sampling device attached to the HMA plant. b. Platforms or devices to enable sampling from the hauling vehicle without entering the hauling vehicle. 5-04.3(3)B Hauling Equipment Trucks used for hauling HMA shall have tight, clean, smooth metal beds and shall have a cover of canvas or other suitable material of sufficient size to protect the mixture from adverse weather. Whenever the weather conditions during the work shift include, or are forecast to include, precipitation or an air temperature less than 45°F or when time from loading to unloading exceeds 30 minutes, the cover shall be securely attached to protect the HMA. The contractor shall provide an environmentally benign means to prevent the HMA mixture from adhering to the hauling equipment. Excess release agent shall be drained prior to filling hauling equipment with HMA. Petroleum derivatives or other coating material that contaminate or alter the 11/4/2020 113 characteristics of the HMA shall not be used. For live bed trucks, the conveyer shall be in operation during the process of applying the release agent. 5-04.3(3)C Pavers HMA pavers shall be self-contained, power-propelled units, provided with an internally heated vibratory screed and shall be capable of spreading and finishing courses of HMA plant mix material in lane widths required by the paving section shown in the Plans. listed in the Summary of Quantities located in Appendix A. The HMA paver shall be in good condition and shall have the most current equipment available from the manufacturer for the prevention of segregation of the HMA mixture installed, in good condition, and in working order. The equipment certification shall list the make, model, and year of the paver and any equipment that has been retrofitted. The screed shall be operated in accordance with the manufacturer’s recommendations and shall effectively produce a finished surface of the required evenness and texture without tearing, shoving, segregating, or gouging the mixture. A copy of the manufacturer’s recommendations shall be provided upon request by the Contracting Agency. Extensions will be allowed provided they produce the same results, including ride, density, and surface texture as obtained by the primary screed. Extensions without augers and an internally heated vibratory screed shall not be used in the Traveled Way. When specified in the Contract or directed by the Engineer, reference lines for vertical control will be required. Lines shall be placed on both outer edges of the Traveled Way of each Roadway. Horizontal control utilizing the reference line will be permitted. The grade and slope for intermediate lanes shall be controlled automatically from reference lines or by means of a mat referencing device and a slope control device. When the finish of the grade prepared for paving is superior to the established tolerances and when, in the opinion of the Engineer, further improvement to the line, grade, cross-section, and smoothness can best be achieved without the use of the reference line, a mat referencing device may be substituted for the reference line. Substitution of the device will be subject to the continued approval of the Engineer. A joint matcher may be used subject to the approval of the Engineer. The reference line may be removed after the completion of the first course of HMA when approved by the Engineer. Whenever the Engineer determines that any of these methods are failing to provide the necessary vertical control, the reference lines will be reinstalled by the Contractor. The Contractor shall furnish and install all pins, brackets, tensioning devices, wire, and accessories necessary for satisfactory operation of the automatic control equipment. If the paving machine in use is not providing the required finish, the Engineer may suspend Work as allowed by Section 1-08.6. Any cleaning or solvent type liquids spilled on the pavement shall be thoroughly removed before paving proceeds. 5-04.3(3)D Material Transfer Device or Material Transfer Vehicle A Material Transfer Device/Vehicle (MTD/V) shall only be used with the Engineer’s approval, unless otherwise required by the contract. A MTD/V is not required for this contract. 11/4/2020 114 Where an MTD/V is required by the contract, the Engineer may approve paving without an MTD/V, at the request of the Contractor. The Engineer will determine if an equitable adjustment in cost or time is due. When used, the MTD/V shall mix the HMA after delivery by the hauling equipment and prior to laydown by the paving machine. Mixing of the HMA shall be sufficient to obtain a uniform temperature throughout the mixture. If a windrow elevator is used, the length of the windrow may be limited in urban areas or through intersections, at the discretion of the Engineer. To be approved for use, an MTV: 1. Shall be self-propelled vehicle, separate from the hauling vehicle or paver. 2. Shall not be connected to the hauling vehicle or paver. 3. May accept HMA directly from the haul vehicle or pick up HMA from a windrow. 4. Shall mix the HMA after delivery by the hauling equipment and prior to placement into the paving machine. 5. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the mixture. To be approved for use, an MTD: 1. Shall be positively connected to the paver. 2. May accept HMA directly from the haul vehicle or pick up HMA from a windrow. 3. Shall mix the HMA after delivery by the hauling equipment and prior to placement into the paving machine. 4. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the mixture. 5-04.3(3)E Rollers Rollers shall be of the steel wheel, vibratory, oscillatory, or pneumatic tire type, in good condition and capable of reversing without backlash. Operation of the roller shall be in accordance with the manufacturer’s recommendations. When ordered by the Engineer for any roller planned for use on the project, the Contractor shall provide a copy of the manufacturer’s recommendation for the use of that roller for compaction of HMA. The number and weight of rollers shall be sufficient to compact the mixture in compliance with the requirements of Section 5-04.3(1). The use of equipment that results in crushing of the aggregate will not be permitted. Rollers producing pickup, washboard, uneven compaction of the surface, displacement of the mixture or other undesirable results shall not be used. 5-04.3(4) Preparation of Existing Paved Surfaces When the surface of the existing pavement or old base is irregular, the Contractor shall bring it to a uniform grade and cross-section as shown on the Plans or approved by the Engineer. Preleveling of uneven or broken surfaces over which HMA is to be placed may be accomplished by using an asphalt paver, a motor patrol grader, or by hand raking, as approved by the Engineer. Compaction of preleveling HMA shall be to the satisfaction of the Engineer and may require the use of small steel wheel rollers, plate compactors, or pneumatic rollers to avoid bridging across preleveled areas by the compaction equipment. Equipment used for the compaction of preleveling HMA shall be approved by the Engineer. 11/4/2020 115 Before construction of HMA on an existing paved surface, the entire surface of the pavement shall be clean. All fatty asphalt patches, grease drippings, and other objectionable matter shall be entirely removed from the existing pavement. All pavements or bituminous surfaces shall be thoroughly cleaned of dust, soil, pavement grindings, and other foreign matter. All holes and small depressions shall be filled with an appropriate class of HMA. The surface of the patched area shall be leveled and compacted thoroughly. Prior to the application of tack coat, or paving, the condition of the surface shall be approved by the Engineer. A tack coat of asphalt shall be applied to all paved surfaces on which any course of HMA is to be placed or abutted; except that tack coat may be omitted from clean, newly paved surfaces at the discretion of the Engineer. Tack coat shall be uniformly applied to cover the existing pavement with a thin film of residual asphalt free of streaks and bare spots at a rate between 0.02 and 0.10 gallons per square yard of retained asphalt. The rate of application shall be approved by the Engineer. A heavy application of tack coat shall be applied to all joints. For Roadways open to traffic, the application of tack coat shall be limited to surfaces that will be paved during the same working shift. The spreading equipment shall be equipped with a thermometer to indicate the temperature of the tack coat material. Equipment shall not operate on tacked surfaces until the tack has broken and cured. If the Contractor’s operation damages the tack coat it shall be repaired prior to placement of the HMA. The tack coat shall be CSS-1, or CSS-1h emulsified asphalt. The CSS-1 and CSS-1h emulsified asphalt may be diluted once with water at a rate not to exceed one part water to one part emulsified asphalt. The tack coat shall have sufficient temperature such that it may be applied uniformly at the specified rate of application and shall not exceed the maximum temperature recommended by the emulsified asphalt manufacturer. All utility appurtenances (e.g. manhole covers, valve covers, etc.) located within the paving limits shall be coated with a biodegradable soap to prevent the tack coat and HMA from sticking to them. Diesel shall not be used for this purpose. After application of the biodegradable soap, all catch basins shall be covered to prevent tack and HMA from entering into them. 5-04.3(4)A Crack Sealing 5-04.3(4)A1 General When the Proposal includes a pay item for crack sealing, seal all cracks ¼ inch in width and greater. Cleaning: Ensure that cracks are thoroughly clean, dry and free of all loose and foreign material when filling with crack sealant material. Use a hot compressed air lance to dry and warm the pavement surfaces within the crack immediately prior to filling a crack with the sealant material. Do not overheat pavement. Do not use direct flame dryers. Routing cracks is not required. Sand Slurry: For cracks that are to be filled with sand slurry, thoroughly mix the components and pour the mixture into the cracks until full. Add additional CSS-1 cationic emulsified asphalt to the sand slurry as needed for workability to ensure the mixture will completely fill the cracks. Strike off the sand slurry flush with the existing pavement surface and allow the mixture to cure. Top off cracks that were not completely filled with additional sand slurry. Do not place the HMA overlay until the slurry has fully cured. 11/4/2020 116 The sand slurry shall consist of approximately 20 percent CSS-1 emulsified asphalt, approximately 2 percent portland cement, water (if required), and the remainder clean Class 1 or 2 fine aggregate per section 9-03.1(2). The components shall be thoroughly mixed and then poured into the cracks and joints until full. The following day, any cracks or joints that are not completely filled shall be topped off with additional sand slurry. After the sand slurry is placed, the filler shall be struck off flush with the existing pavement surface and allowed to cure. The HMA overlay shall not be placed until the slurry has fully cured. The requirements of Section 1-06 will not apply to the portland cement and sand used in the sand slurry. In areas where HMA will be placed, use sand slurry to fill the cracks. In areas where HMA will not be placed, fill the cracks as follows: 1. Cracks ¼ inch to 1 inch in width - fill with hot poured sealant. 2. Cracks greater than 1 inch in width – fill with sand slurry. Hot Poured Sealant: For cracks that are to be filled with hot poured sealant, apply the material in accordance with these requirements and the manufacturer’s recommendations. Furnish a Type 1 Working Drawing of the manufacturer’s product information and recommendations to the Engineer prior to the start of work, including the manufacturer’s recommended heating time and temperatures, allowable storage time and temperatures after initial heating, allowable reheating criteria, and application temperature range. Confine hot poured sealant material within the crack. Clean any overflow of sealant from the pavement surface. If, in the opinion of the Engineer, the Contractor’s method of sealing the cracks with hot poured sealant results in an excessive amount of material on the pavement surface, stop and correct the operation to eliminate the excess material. 5-04.3(4)A2 Crack Sealing Areas Prior to Paving In areas where HMA will be placed, use sand slurry to fill the cracks. 5-04.3(4)A3 Crack Sealing Areas Not to be Paved In areas where HMA will not be placed, fill the cracks as follows: a. Cracks ¼ inch to 1 inch in width - fill with hot poured sealant. b. Cracks greater than 1 inch in width – fill with sand slurry. 5-04.3(4)B Vacant 5-04.3(4)C Pavement Repair The Contractor shall excavate pavement repair areas and shall backfill these with HMA in accordance with the details shown in the Plans and as marked in the field. The Contractor shall conduct the excavation operations in a manner that will protect the pavement that is to remain. Pavement not designated to be removed that is damaged as a result of the Contractor’s operations shall be repaired by the Contractor to the satisfaction of the Engineer at no cost to the Contracting Agency. The Contractor shall excavate only within one lane at a time unless approved otherwise by the Engineer. The Contractor shall not excavate more area than can be completely finished during the same shift, unless approved by the Engineer. Unless otherwise shown in the Plans or determined by the Engineer, excavate to a depth of 1.0 feet. The Engineer will make the final determination of the excavation depth required. The minimum width 11/4/2020 117 of any pavement repair area shall be 40 inches unless shown otherwise in the Plans. Before any excavation, the existing pavement shall be sawcut or shall be removed by a pavement grinder. Excavated materials will become the property of the Contractor and shall be disposed of in a Contractor-provided site off the Right of Way or used in accordance with Sections 2-02.3(3) or 9-03.21. Asphalt for tack coat shall be required as specified in Section 5-04.3(4). A heavy application of tack coat shall be applied to all surfaces of existing pavement in the pavement repair area. Placement of the HMA backfill shall be accomplished in lifts not to exceed 0.35-foot compacted depth. Lifts that exceed 0.35-foot of compacted depth may be accomplished with the approval of the Engineer. Each lift shall be thoroughly compacted by a mechanical tamper or a roller. 5-04.3(5) Producing/Stockpiling Aggregates and RAP Aggregates and RAP shall be stockpiled according to the requirements of Section 3-02. Sufficient storage space shall be provided for each size of aggregate and RAP. Materials shall be removed from stockpile(s) in a manner to ensure minimal segregation when being moved to the HMA plant for processing into the final mixture. Different aggregate sizes shall be kept separated until they have been delivered to the HMA plant. 5-04.3(5)A Vacant 5-04.3(6) Mixing After the required amount of mineral materials, asphalt binder, recycling agent and anti-stripping additives have been introduced into the mixer the HMA shall be mixed until complete and uniform coating of the particles and thorough distribution of the asphalt binder throughout the mineral materials is ensured. When discharged, the temperature of the HMA shall not exceed the optimum mixing temperature by more than 25°F as shown on the reference mix design report or as approved by the Engineer. Also, when a WMA additive is included in the manufacture of HMA, the discharge temperature of the HMA shall not exceed the maximum recommended by the manufacturer of the WMA additive. A maximum water content of 2 percent in the mix, at discharge, will be allowed providing the water causes no problems with handling, stripping, or flushing. If the water in the HMA causes any of these problems, the moisture content shall be reduced as directed by the Engineer. Storing or holding of the HMA in approved storage facilities will be permitted with approval of the Engineer, but in no event shall the HMA be held for more than 24 hours. HMA held for more than 24 hours after mixing shall be rejected. Rejected HMA shall be disposed of by the Contractor at no expense to the Contracting Agency. The storage facility shall have an accessible device located at the top of the cone or about the third point. The device shall indicate the amount of material in storage. No HMA shall be accepted from the storage facility when the HMA in storage is below the top of the cone of the storage facility, except as the storage facility is being emptied at the end of the working shift. Recycled asphalt pavement (RAP) utilized in the production of HMA shall be sized prior to entering the mixer so that a uniform and thoroughly mixed HMA is produced. If there is evidence of the 11/4/2020 118 recycled asphalt pavement not breaking down during the heating and mixing of the HMA, the Contractor shall immediately suspend the use of the RAP until changes have been approved by the Engineer. After the required amount of mineral materials, RAP, new asphalt binder and asphalt rejuvenator have been introduced into the mixer the HMA shall be mixed until complete and uniform coating of the particles and thorough distribution of the asphalt binder throughout the mineral materials, and RAP is ensured. 5-04.3(7) Spreading and Finishing The mixture shall be laid upon an approved surface, spread, and struck off to the grade and elevation established. HMA pavers complying with Section 5-04.3(3) shall be used to distribute the mixture. Unless otherwise directed by the Engineer, the nominal compacted depth of any layer of any course shall not exceed the following: HMA Class 1” 0.35 feet HMA Class ¾” and HMA Class ½” wearing course 0.30 feet other courses 0.35 feet HMA Class ⅜” 0.15 feet On areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impractical, the paving may be done with other equipment or by hand. When more than one JMF is being utilized to produce HMA, the material produced for each JMF shall be placed by separate spreading and compacting equipment. The intermingling of HMA produced from more than one JMF is prohibited. Each strip of HMA placed during a work shift shall conform to a single JMF established for the class of HMA specified unless there is a need to make an adjustment in the JMF. All cast off rock from raking shall be removed prior to compaction of final HMA lift. 5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA For HMA accepted by nonstatistical evaluation the aggregate properties of sand equivalent, uncompacted void content and fracture will be evaluated in accordance with Section 3-04. Sampling and testing of aggregates for HMA accepted by commercial evaluation will be at the option of the Engineer. 5-04.3(9) HMA Mixture Acceptance Acceptance of HMA shall be as provided under nonstatistical, or commercial evaluation. Nonstatistical evaluation will be used for the acceptance of HMA unless Commercial Evaluation is specified. Commercial evaluation will be used for Commercial HMA and for other classes of HMA in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, gores, prelevel, temporary pavement, and pavement repair. Other nonstructural applications of HMA accepted by commercial evaluation shall be as approved by the Engineer. Sampling and testing of HMA accepted by commercial evaluation will be at the option of the Engineer. 11/4/2020 119 The mix design will be the initial JMF for the class of HMA. The Contractor may request a change in the JMF. Any adjustments to the JMF will require the approval of the Engineer and may be made in accordance with this section. HMA Tolerances and Adjustments 1. Job Mix Formula Tolerances – The constituents of the mixture at the time of acceptance shall conform to the following tolerances: Aggregate Percent Passing Non-Statistical Evaluation Commercial Evaluation 1”, ¾”, ½”, and 3/8” sieves +/- 6% +/- 8% No. 4 sieve +/-6% +/- 8% No. 8 Sieve +/- 6% +/-8% No. 200 sieve +/- 2.0% +/- 3.0% Asphalt Binder +/- 0.5% +/- 0.7% Air Voids, Va 2.5% min. and 5.5% max N/A These tolerance limits constitute the allowable limits as described in Section 1-06.2. The tolerance limit for aggregate shall not exceed the limits of the control points, except the tolerance limits for sieves designated as 100 percent passing will be 99-100. 2. Job Mix Formula Adjustments – An adjustment to the aggregate gradation or asphalt binder content of the JMF requires approval of the Engineer. Adjustments to the JMF will only be considered if the change produces material of equal or better quality and may require the development of a new mix design if the adjustment exceeds the amounts listed below. a. Aggregates – 2 percent for the aggregate passing the 1½ʺ, 1ʺ, ¾ʺ, ½ʺ, ⅜ʺ, and the No. 4 sieves, 1 percent for aggregate passing the No. 8 sieve, and 0.5 percent for the aggregate passing the No. 200 sieve. The adjusted JMF shall be within the range of the control points in Section 9-03.8(6). b. Asphalt Binder Content – The Engineer may order or approve changes to asphalt binder content. The maximum adjustment from the approved mix design for the asphalt binder content shall be 0.3 percent 5-04.3(9)A Vacant 5-04.3(9)B Vacant 5-04.3(9)C Mixture Acceptance – Nonstatistical Evaluation HMA mixture which is accepted by Nonstatistical Evaluation will be evaluated by the Contracting Agency by dividing the HMA tonnage into lots. 5-04.3(9)C1 Mixture Nonstatistical Evaluation – Lots and Sublots A lot is represented by randomly selected samples of the same mix design that will be tested for acceptance. A lot is defined as the total quantity of material or work produced for each Job Mix Formula placed. Only one lot per JMF is expected. A sublot shall be equal to one day’s production or 800 tons, whichever is less except that the final sublot will be a minimum of 400 tons and may be increased to 1200 tons. 11/4/2020 120 All of the test results obtained from the acceptance samples from a given lot shall be evaluated collectively. If the Contractor requests a change to the JMF that is approved, the material produced after the change will be evaluated on the basis of the new JMF for the remaining sublots in the current lot and for acceptance of subsequent lots. For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request after the Engineer is satisfied that material conforming to the Specifications can be produced. Sampling and testing for evaluation shall be performed on the frequency of one sample per sublot. 5-04.3(9)C2 Mixture Nonstatistical Evaluation Sampling Samples for acceptance testing shall be obtained by the Contractor when ordered by the Engineer. The Contractor shall sample the HMA mixture in the presence of the Engineer and in accordance with AASHTO T 168. A minimum of three samples should be taken for each class of HMA placed on a project. If used in a structural application, at least one of the three samples shall be tested. Sampling and testing HMA in a structural application where quantities are less than 400 tons is at the discretion of the Engineer. For HMA used in a structural application with a total project quantity less than 800 tons but more than 400 tons, a minimum of one acceptance test shall be performed. In all cases, a minimum of 3 samples will be obtained at the point of acceptance, a minimum of one of the three samples will be tested for conformance to the JMF: • If the test results are found to be within specification requirements, additional testing will be at the Engineer’s discretion. • If test results are found not to be within specification requirements, additional testing of the remaining samples to determine a Composite Pay Factor (CPF) shall be performed. 5-04.3(9)C3 Mixture Nonstatistical Evaluation – Acceptance Testing Testing of HMA for compliance of Va will at the option of the Contracting Agency. If tested, compliance of Va will use WSDOT SOP 731. Testing of HMA for compliance of Va will not be performed by the Contracting Agency for this contract. Testing for compliance of asphalt binder content will be by WSDOT FOP for AASHTO T 308. Testing for compliance of gradation will be by FOP for WAQTC T 27/T 11. 5-04.3(9)C4 Mixture Nonstatistical Evaluation – Pay Factors For each lot of material falling outside the tolerance limits in 5-04.3(9), the Contracting Agency will determine a Composite Pay Factor (CPF) using the following price adjustment factors: Table of Price Adjustment Factors Constituent Factor “f” All aggregate passing: 1½ʺ, 1ʺ, ¾ʺ, ½ʺ, ⅜ʺ and No.4 sieves 2 All aggregate passing No. 8 sieve 15 11/4/2020 121 Table of Price Adjustment Factors Constituent Factor “f” All aggregate passing No. 200 sieve 20 Asphalt binder 40 Air Voids (Va) (where applicable) 20 Each lot of HMA produced under Nonstatistical Evaluation and having all constituents falling within the tolerance limits of the job mix formula shall be accepted at the unit Contract price with no further evaluation. When one or more constituents fall outside the nonstatistical tolerance limits in the Job Mix Formula shown in Table of Price Adjustment Factors, the lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. The nonstatistical tolerance limits will be used in the calculation of the CPF and the maximum CPF shall be 1.00. When less than three sublots exist, backup samples of the existing sublots or samples from the Roadway shall be tested to provide a minimum of three sets of results for evaluation. 5-04.3(9)C5 Vacant 5-04.3(9)C6 Mixture Nonstatistical Evaluation – Price Adjustments For each lot of HMA mix produced under Nonstatistical Evaluation when the calculated CPF is less than 1.00, a Nonconforming Mix Factor (NCMF) will be determined. The NCMF equals the algebraic difference of CPF minus 1.00 multiplied by 60 percent. The total job mix compliance price adjustment will be calculated as the product of the NCMF, the quantity of HMA in the lot in tons, and the unit Contract price per ton of mix. If a constituent is not measured in accordance with these Specifications, its individual pay factor will be considered 1.00 in calculating the Composite Pay Factor (CPF). 5-04.3(9)C7 Mixture Nonstatistical Evaluation - Retests The Contractor may request a sublot be retested. To request a retest, the Contractor shall submit a written request within 7 calendar days after the specific test results have been received. A split of the original acceptance sample will be retested. The split of the sample will not be tested with the same tester that ran the original acceptance test. The sample will be tested for a complete gradation analysis, asphalt binder content, and, at the option of the agency, Va. The results of the retest will be used for the acceptance of the HMA in place of the original sublot sample test results. The cost of testing will be deducted from any monies due or that may come due the Contractor under the Contract at the rate of $500 per sample. 5-04.3 (9)D Mixture Acceptance – Commercial Evaluation If sampled and tested, HMA produced under Commercial Evaluation and having all constituents falling within the tolerance limits of the job mix formula shall be accepted at the unit Contract price with no further evaluation. When one or more constituents fall outside the commercial tolerance limits in the Job Mix Formula shown in 5-04.3(9), the lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. The commercial tolerance limits will be used in the calculation of the CPF and the maximum CPF shall be 1.00. When less than three sublots exist, backup 11/4/2020 122 samples of the existing sublots or samples from the street shall be tested to provide a minimum of three sets of results for evaluation. For each lot of HMA mix produced and tested under Commercial Evaluation when the calculated CPF is less than 1.00, a Nonconforming Mix Factor (NCMF) will be determined. The NCMF equals the algebraic difference of CPF minus 1.00 multiplied by 60 percent. The Job Mix Compliance Price Adjustment will be calculated as the product of the NCMF, the quantity of HMA in the lot in tons, and the unit Contract price per ton of mix. If a constituent is not measured in accordance with these Specifications, its individual pay factor will be considered 1.00 in calculating the Composite Pay Factor (CPF). 5-04.3(10) HMA Compaction Acceptance HMA mixture accepted by nonstatistical evaluation that is used in traffic lanes, including lanes for intersections, ramps, truck climbing, weaving, and speed change, and having a specified compacted course thickness greater than 0.10-foot, shall be compacted to a specified level of relative density. The specified level of relative density shall be a Composite Pay Factor (CPF) of not less than 0.75 when evaluated in accordance with Section 1-06.2, using a minimum of 92 percent of the maximum density. The maximum density shall be determined by WSDOT FOP for AASHTO T 729. The specified level of density attained will be determined by the evaluation of the density of the pavement. The density of the pavement shall be determined in accordance with WSDOT FOP for WAQTC TM 8, except that gauge correlation will be at the discretion of the Engineer, when using the nuclear density gauge and WSDOT SOP 736 when using cores to determine density. Tests for the determination of the pavement density will be taken in accordance with the required procedures for measurement by a nuclear density gauge or roadway cores after completion of the finish rolling. If the Contracting Agency uses a nuclear density gauge to determine density the test procedures FOP for WAQTC TM 8 and WSDOT SOP T 729 will be used on the day the mix is placed and prior to opening to traffic. Roadway cores for density may be obtained by either the Contracting Agency or the Contractor in accordance with WSDOT SOP 734. The core diameter shall be 4-inches minimum, unless otherwise approved by the Engineer. Roadway cores will be tested by the Contracting Agency in accordance with WSDOT FOP for AASHTO T 166. If the Contract includes the Bid item “Roadway Core” the cores shall be obtained by the Contractor in the presence of the Engineer on the same day the mix is placed and at locations designated by the Engineer. If the Contract does not include the Bid item “Roadway Core” the Contracting Agency will obtain the cores. For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request after the Engineer is satisfied that material conforming to the Specifications can be produced. A lot is represented by randomly selected samples of the same mix design that will be tested for acceptance. A lot is defined as the total quantity of material or work produced for each Job Mix Formula placed. Only one lot per JMF is expected. A sublot shall be equal to one day’s production 11/4/2020 123 or 400 tons, whichever is less except that the final sublot will be a minimum of 200 tons and may be increased to 800 tons. Testing for compaction will be at the rate of 5 tests per sublot per WSDOT T 738. HMA mixture accepted by commercial evaluation and HMA constructed under conditions other than those listed above shall be compacted on the basis of a test point evaluation of the compaction train. The test point evaluation shall be performed in accordance with instructions from the Engineer. The number of passes with an approved compaction train, required to attain the maximum test point density, shall be used on all subsequent paving. HMA for preleveling shall be thoroughly compacted. HMA that is used for preleveling wheel rutting shall be compacted with a pneumatic tire roller unless otherwise approved by the Engineer. Test Results For a sublot that has been tested with a nuclear density gauge that did not meet the minimum of 92 percent of the reference maximum density in a compaction lot with a CPF below 1.00 and thus subject to a price reduction or rejection, the Contractor may request that a core be used for determination of the relative density of the sublot. The relative density of the core will replace the relative density determined by the nuclear density gauge for the sublot and will be used for calculation of the CPF and acceptance of HMA compaction lot. When cores are taken by the Contracting Agency at the request of the Contractor, they shall be requested by noon of the next workday after the test results for the sublot have been provided or made available to the Contractor. Core locations shall be outside of wheel paths and as determined by the Engineer. Traffic control shall be provided by the Contractor as requested by the Engineer. Failure by the Contractor to provide the requested traffic control will result in forfeiture of the request for cores. When the CPF for the lot based on the results of the HMA cores is less than 1.00, the cost for the coring will be deducted from any monies due or that may become due the Contractor under the Contract at the rate of $200 per core and the Contractor shall pay for the cost of the traffic control. 5-04.3(10)A HMA Compaction – General Compaction Requirements Compaction shall take place when the mixture is in the proper condition so that no undue displacement, cracking, or shoving occurs. Areas inaccessible to large compaction equipment shall be compacted by other mechanical means. Any HMA that becomes loose, broken, contaminated, shows an excess or deficiency of asphalt, or is in any way defective, shall be removed and replaced with new hot mix that shall be immediately compacted to conform to the surrounding area. The type of rollers to be used and their relative position in the compaction sequence shall generally be the Contractor’s option, provided the specified densities are attained. Unless the Engineer has approved otherwise, rollers shall only be operated in the static mode when the internal temperature of the mix is less than 175°F. Regardless of mix temperature, a roller shall not be operated in a mode that results in checking or cracking of the mat. Rollers shall only be operated in static mode on bridge decks. 5-04.3(10)B HMA Compaction – Cyclic Density Low cyclic density areas are defined as spots or streaks in the pavement that are less than 90 percent of the theoretical maximum density. At the Engineer’s discretion, the Engineer may evaluate the HMA pavement for low cyclic density, and when doing so will follow WSDOT SOP 733. A $500 Cyclic Density 11/4/2020 124 Price Adjustment will be assessed for any 500-foot section with two or more density readings below 90 percent of the theoretical maximum density. 5-04.3(10)C Vacant 5-04.3(10)D HMA Nonstatistical Compaction 5-04.3(10)D1 HMA Nonstatistical Compaction – Lots and Sublots HMA compaction which is accepted by nonstatistical evaluation will be based on acceptance testing performed by the Contracting Agency dividing the project into compaction lots. A lot is represented by randomly selected samples of the same mix design that will be tested for acceptance, with a maximum of 15 sublots per lot; the final lot for a mix design may be increased to 25 sublots. Sublots will be uniform in size with a maximum sublot size based on original Plan quantity tons of HMA as specified in the table below. The sublot locations within each density lot will be determined by the Engineer. For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request after the Engineer is satisfied that material conforming to the Specifications can be produced. HMA Original Plan Quantity (tons) Sublot Size (tons) <20,000 100 20,000 to 30,000 150 >30,000 200 HMA mixture accepted by commercial evaluation and HMA constructed under conditions other than those listed above shall be compacted on the basis of a test point evaluation of the compaction train. The test point evaluation shall be performed in accordance with instructions from the Engineer. The number of passes with an approved compaction train, required to attain the maximum test point density, shall be used on all subsequent paving. HMA for preleveling shall be thoroughly compacted. HMA that is used to prelevel wheel ruts shall be compacted with a pneumatic tire roller unless otherwise approved by the Engineer. 5-04.3(10)D2 HMA Compaction Nonstatistical Evaluation – Acceptance Testing The location of the HMA compaction acceptance tests will be randomly selected by the Engineer from within each sublot, with one test per sublot. 5-04.3(10)D3 HMA Nonstatistical Compaction – Price Adjustments For each compaction lot with one or two sublots, having all sublots attain a relative density that is 92 percent of the reference maximum density the HMA shall be accepted at the unit Contract price with no further evaluation. When a sublot does not attain a relative density that is 92 percent of the reference maximum density, the lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. The maximum CPF shall be 1.00, however, lots with a calculated CPF in excess of 1.00 will be used to offset lots with CPF values below 1.00 but greater than 0.90. Lots with CPF lower than 0.90 will be evaluated for compliance per 5-04.3(11). Additional testing by either 11/4/2020 125 a nuclear moisture-density gauge or cores will be completed as required to provide a minimum of three tests for evaluation. For compaction below the required 92% a Non-Conforming Compaction Factor (NCCF) will be determined. The NCCF equals the algebraic difference of CPF minus 1.00 multiplied by 40 percent. The Compaction Price Adjustment will be calculated as the product of CPF, the quantity of HMA in the compaction control lot in tons, and the unit Contract price per ton of mix. 5-04.3(11) Reject Work 5-04.3(11)A Reject Work General Work that is defective or does not conform to Contract requirements shall be rejected. The Contractor may propose, in writing, alternatives to removal and replacement of rejected material. Acceptability of such alternative proposals will be determined at the sole discretion of the Engineer. HMA that has been rejected is subject to the requirements in Section 1-06.2(2) and this specification, and the Contractor shall submit a corrective action proposal to the Engineer for approval. 5-04.3(11)B Rejection by Contractor The Contractor may, prior to sampling, elect to remove any defective material and replace it with new material. Any such new material will be sampled, tested, and evaluated for acceptance. 5-04.3(11)C Rejection Without Testing (Mixture or Compaction) The Engineer may, without sampling, reject any batch, load, or section of Roadway that appears defective. Material rejected before placement shall not be incorporated into the pavement. Any rejected section of Roadway shall be removed. No payment will be made for the rejected materials or the removal of the materials unless the Contractor requests that the rejected material be tested. If the Contractor elects to have the rejected material tested, a minimum of three representative samples will be obtained and tested. Acceptance of rejected material will be based on conformance with the nonstatistical acceptance Specification. If the CPF for the rejected material is less than 0.75, no payment will be made for the rejected material; in addition, the cost of sampling and testing shall be borne by the Contractor. If the CPF is greater than or equal to 0.75, the cost of sampling and testing will be borne by the Contracting Agency. If the material is rejected before placement and the CPF is greater than or equal to 0.75, compensation for the rejected material will be at a CPF of 0.75. If rejection occurs after placement and the CPF is greater than or equal to 0.75, compensation for the rejected material will be at the calculated CPF with an addition of 25 percent of the unit Contract price added for the cost of removal and disposal. 5-04.3(11)D Rejection - A Partial Sublot In addition to the random acceptance sampling and testing, the Engineer may also isolate from a normal sublot any material that is suspected of being defective in relative density, gradation or asphalt binder content. Such isolated material will not include an original sample location. A minimum of three random samples of the suspect material will be obtained and tested. The material will then be statistically evaluated as an independent lot in accordance with Section 1-06.2(2). 5-04.3(11)E Rejection - An Entire Sublot 11/4/2020 126 An entire sublot that is suspected of being defective may be rejected. When a sublot is rejected a minimum of two additional random samples from this sublot will be obtained. These additional samples and the original sublot will be evaluated as an independent lot in accordance with Section 1-06.2(2). 5-04.3(11)F Rejection - A Lot in Progress The Contractor shall shut down operations and shall not resume HMA placement until such time as the Engineer is satisfied that material conforming to the Specifications can be produced: 1. When the Composite Pay Factor (CPF) of a lot in progress drops below 1.00 and the Contractor is taking no corrective action, or 2. When the Pay Factor (PF) for any constituent of a lot in progress drops below 0.95 and the Contractor is taking no corrective action, or 3. When either the PFi for any constituent or the CPF of a lot in progress is less than 0.75. 5-04.3(11)G Rejection - An Entire Lot (Mixture or Compaction) An entire lot with a CPF of less than 0.75 will be rejected. 5-04.3(12) Joints 5-04.3(12)A HMA Joints 5-04.3(12)A1 Transverse Joints The Contractor shall conduct operations such that the placing of the top or wearing course is a continuous operation or as close to continuous as possible. Unscheduled transverse joints will be allowed and the roller may pass over the unprotected end of the freshly laid mixture only when the placement of the course must be discontinued for such a length of time that the mixture will cool below compaction temperature. When the Work is resumed, the previously compacted mixture shall be cut back to produce a slightly beveled edge for the full thickness of the course. A temporary wedge of HMA constructed on a 20H:1V shall be constructed where a transverse joint as a result of paving or planing is open to traffic. The HMA in the temporary wedge shall be separated from the permanent HMA by strips of heavy wrapping paper or other methods approved by the Engineer. The wrapping paper shall be removed and the joint trimmed to a slightly beveled edge for the full thickness of the course prior to resumption of paving. The material that is cut away shall be wasted and new mix shall be laid against the cut. Rollers or tamping irons shall be used to seal the joint. All transverse (butt) joints between new and existing asphalt shall be milled to the full overlay depth as listed on the Summary of Quantities located in Appendix A. All transverse (butt) joints shall be sealed after paving. See Section 5-04.3(17) for requirements. 5-04.3(12)A2 Longitudinal Joints The longitudinal joint in any one course shall be offset from the course immediately below by not more than 6 inches nor less than 2 inches. All longitudinal joints constructed in the wearing course shall be located at a lane line or an edge line of the Traveled Way. A notched wedge joint shall be constructed along all longitudinal joints in the wearing surface of new HMA unless otherwise 11/4/2020 127 approved by the Engineer. The notched wedge joint shall have a vertical edge of not less than the maximum aggregate size or more than ½ of the compacted lift thickness and then taper down on a slope not steeper than 4H:1V. The sloped portion of the HMA notched wedge joint shall be uniformly compacted. 5-04.3(12)B Bridge Paving Joint Seals 5-04.3(12)B1 HMA Sawcut and Seal Prior to placing HMA on the bridge deck, establish sawcut alignment points at both ends of the bridge paving joint seals to be placed at the bridge ends, and at interior joints within the bridge deck when and where shown in the Plans. Establish the sawcut alignment points in a manner that they remain functional for use in aligning the sawcut after placing the overlay. Submit a Type 1 Working Drawing consisting of the sealant manufacturer’s application procedure. Construct the bridge paving joint seal as specified ion the Plans and in accordance with the detail shown in the Standard Plans. Construct the sawcut in accordance with the detail shown in the Standard Plan. Construct the sawcut in accordance with Section 5-05.3(8)B and the manufacturer’s application procedure. 5-04.3(12)B2 Paved Panel Joint Seal Construct the paved panel joint seal in accordance with the requirements specified in Section 5-04.3(12)B1 and the following requirement: 1. Clean and seal the existing joint between concrete panels in accordance with Section 5-01.3(8) and the details shown in the Standard Plans. 5-04.3(13) Surface Smoothness The completed surface of all courses shall be of uniform texture, smooth, uniform as to crown and grade, and free from defects of all kinds. The completed surface of the wearing course shall not vary more than ⅛ inch ¼ inch from the lower edge of a 10-foot straightedge placed on the surface parallel to the centerline. The transverse slope of the completed surface of the wearing course shall vary not more than ¼ inch in 10 feet from the rate of transverse slope shown in the Plans. of the existing street surface. When deviations in excess of the above tolerances are found that result from a high place in the HMA, the pavement surface shall be corrected by one of the following methods: 1. Removal of material from high places by grinding with an approved grinding machine, or 2. Removal and replacement of the wearing course of HMA, or 3. By other method approved by the Engineer. Correction of defects shall be carried out until there are no deviations anywhere greater than the allowable tolerances. Deviations in excess of the above tolerances that result from a low place in the HMA and deviations resulting from a high place where corrective action, in the opinion of the Engineer, will not produce satisfactory results will be accepted with a price adjustment. The Engineer shall deduct from monies due or that may become due to the Contractor the sum of $500.00 for each and every section of single traffic lane 100 feet in length in which any excessive deviations described above are found. 11/4/2020 128 When utility appurtenances such as manhole covers and valve boxes are located in the traveled way, the utility appurtenances shall be adjusted to the finished grade prior to paving. This requirement may be waived when requested by the Contractor, at the discretion of the Engineer or when the adjustment details provided in the project plan or specifications call for utility appurtenance adjustments after the completion of paving. For this contract, utility appurtenances shall be adjusted to final grade after paving, unless otherwise directed by the Engineer. See Section 5-04.3(20) for requirements. Utility appurtenance adjustment discussions will be included in the Pre-Paving planning planing (5-04.3(14)B3). Submit a written request to waive this requirement to the Engineer prior to the start of paving. 5-04.3(14) Planing (Milling) Bituminous Pavement The planning planing plan must be approved by the Engineer and a pre planning planing meeting must be held prior to the start of any planing. See Section 5-04.3(14)B2 for information on planning planing submittals. Prior to planing operations, existing induction loop vehicle detectors shall be disconnected. Induction loop vehicle detectors shall be removed during planing operations. The planing operation on any street and/or street segment shall not precede the HMA paving operation by more than three (3) calendar days, unless otherwise allowed by the Engineer. Locations of existing surfacing to be planed are as shown in the Drawings. Refer to the Summary of Quantities in Appendix A for the list of streets and/or street segments to be planed in this contract. The depth of planing shall match the thickness of HMA to be placed, as listed on the Summary of Quantities. Where planing an existing pavement is specified in the Contract, the Contractor must remove existing surfacing material and to reshape the surface to remove irregularities. The finished product must be a prepared surface acceptable for receiving an HMA overlay. Use the cold milling method for planing unless otherwise specified in the Contract. Do not use the planer on the final wearing course of new HMA. Conduct planing operations in a manner that does not tear, break, burn, or otherwise damage the surface which is to remain. The finished planed surface must be slightly grooved or roughened and must be free from gouges, deep grooves, ridges, or other imperfections. The Contractor must repair any damage to the surface by the Contractor’s planing equipment, using an Engineer approved method. Repair or replace any metal castings and other surface improvements damaged by planing, as determined by the Engineer. 11/4/2020 129 A tapered wedge cut must be planed longitudinally along curb lines sufficient to provide a minimum of 4 inches of curb reveal after placement and compaction of the final wearing course. The dimensions of the wedge must be as shown on the Drawings or as specified by the Engineer. A tapered wedge cut must also be made at transitions to adjoining pavement surfaces (meet lines) where butt joints are shown on the Drawings. Cut butt joints in a straight line with vertical faces 2 inches or more in height, producing a smooth transition to the existing adjoining pavement. After planing is complete, planed surfaces must be swept, cleaned, and if required by the Contract or as directed by the Engineer, patched and preleveled. before opening planed areas to traffic. The Contractor shall provide for safe vehicular travel over existing utility appurtenances during and after planing operations. For utility appurtenances not lowered prior to planing operations, the Contractor shall place temporary fillets of HMA, with a minimum slope of 4H:1V, around all exposed utility appurtenances if any vehicular traffic will be permitted to travel through the work area prior to paving. The HMA used for this purpose shall be considered an incidental use of HMA as described in Section 5-04.3(18). The Contractor shall provide for safe vehicular travel over driveway entrances during and after planing operations. If the depth of exposed curb or drop off exceeds two (2) inches at a driveway and paving is not occur in the same work shift, the Contractor shall place temporary fillets of HMA along the driveway to provide a transition with a minimum slope of 4H:1V. The HMA used for this purpose shall be considered incidental use of HMA as described in Section 5-04.3(18). The Engineer may direct additional depth planing. Before performing this additional depth planing, the Contractor must conduct a hidden metal in pavement detection survey as specified in Section 5-04.3(14)A. 5-04.3(14)A Pre-Planing Metal Detection Check Before starting planing of pavements, and before any additional depth planing required by the Engineer, the Contractor must conduct a physical survey of existing pavement to be planed with equipment that can identify hidden metal objects. Should such metal be identified, promptly notify the Engineer. See Section 1-07.16(1) regarding the protection of survey monumentation that may be hidden in pavement. The Contractor is solely responsible for any damage to equipment resulting from the Contractor’s failure to conduct a pre-planing metal detection survey, or from the Contractor’s failure to notify the Engineer of any hidden metal that is detected. 5-04.3(14)B Paving and Planing Under Traffic 11/4/2020 130 5-04.3(14)B1 General In addition the requirements of Section 1-07.23 and the traffic controls required in Section 1-10, and unless the Contract specifies otherwise or the Engineer approves, the Contractor must comply with the following: 1. Intersections: a. Keep intersections open to traffic at all times, except when paving or planing operations through an intersection requires closure. Such closure must be kept to the minimum time required to place and compact the HMA mixture, or plane as appropriate. For paving, schedule such closure to individual lanes or portions thereof that allows the traffic volumes and schedule of traffic volumes required in the approved traffic control plan. Schedule work so that adjacent intersections are not impacted at the same time and comply with the traffic control restrictions required by the Traffic Engineer. Each individual intersection closure or partial closure, must be addressed in the traffic control plan, which must be submitted to and accepted by the Engineer, see Section 1-10.2(2). b. When planing or paving and related construction must occur in an intersection, consider scheduling and sequencing such work into quarters of the intersection, or half or more of an intersection with side street detours. Be prepared to sequence the work to individual lanes or portions thereof. c. Should closure of the intersection in its entirety be necessary, and no trolley service is impacted, keep such closure to the minimum time required to place and compact the HMA mixture, plane, remove asphalt, tack coat, and as needed. d. Any work in an intersection requires advance warning in both signage and a number of Working Days advance notice as determined by the Engineer, to alert traffic and emergency services of the intersection closure or partial closure. e. Allow new compacted HMA asphalt to cool to ambient temperature before any traffic is allowed on it. Traffic is not allowed on newly placed asphalt until approval has been obtained from the Engineer. 2. Temporary centerline marking, post-paving temporary marking, temporary stop bars, and maintaining temporary pavement marking must comply with Section 8-23. 3. Permanent pavement marking must comply with Section 8-22. 5-04.3(14)B2 Submittals – Planing Plan and HMA Paving Plan The Contractor must submit a separate planing plan and a separate paving plan to the Engineer at least 5 Working Days in advance of each operation’s activity start date. These plans must show how the moving operation and traffic control are coordinated, as they will be discussed at the pre-planing briefing and pre-paving briefing. When requested by the Engineer, the Contractor must provide each operation’s traffic control plan on 24 x 36 inch 11 x 17 inch or larger size Shop Drawings with a scale showing both the area of operation and sufficient detail of traffic beyond the area of operation where detour traffic may be required. The scale on the Shop Drawings is 1 inch = 20 feet 100 feet, which may be changed if the Engineer agrees sufficient detail is shown. The planing operation and the paving operation include, but are not limited to, metal detection, removal of asphalt and temporary asphalt of any kind, tack coat and drying, staging of supply trucks, paving trains, rolling, scheduling, and as may be discussed at the briefing. 11/4/2020 131 When intersections will be partially or totally blocked, provide adequately sized and noticeable signage alerting traffic of closures to come, a minimum 2 Working Days in advance. The traffic control plan must show where peace officers will be stationed when signalization is or may be, countermanded, and show areas where flaggers are proposed. At a minimum, the planing and the paving plan must include: 1. A copy of the accepted traffic control plan, see Section 1-10.2(2), detailing each day’s traffic control as it relates to the specific requirements of that day’s planing and paving. Briefly describe the sequencing of traffic control consistent with the proposed planing and paving sequence, and scheduling of placement of temporary pavement markings and channelizing devices after each day’s planing, and paving. 2. A copy of each intersection’s traffic control plan. 3. Haul routes from Supplier facilities, and locations of temporary parking and staging areas, including return routes. Describe the complete round trip as it relates to the sequencing of paving operations. 4. Names and locations of HMA Supplier facilities to be used. 5. List of all equipment to be used for paving. 6. List of personnel and associated job classification assigned to each piece of paving equipment. 7. Description (geometric or narrative) of the scheduled sequence of planing and of paving, and intended area of planing and of paving for each day’s work, must include the directions of proposed planing and of proposed paving, sequence of adjacent lane paving, sequence of skipped lane paving, intersection planing and paving scheduling and sequencing, and proposed notifications and coordinations to be timely made. The plan must show HMA joints relative to the final pavement marking lane lines. 8. Names, job titles, and contact information for field, office, and plant supervisory personnel. 9. A copy of the approved Mix Designs. 10. Tonnage of HMA to be placed each day. 11. Approximate times and days for starting and ending daily operations. 5-04.3(14)B3 Pre-Paving and Pre-Planing Briefing At least 2 Working Days before the first paving operation and the first planing operation, or as scheduled by the Engineer for future paving and planing operations to ensure the Contractor has adequately prepared for notifying and coordinating as required in the Contract, the Contractor must be prepared to discuss that day’s operations as they relate to other entities and to public safety and convenience, including driveway and business access, garbage truck operations, Metro transit operations and working around energized overhead wires, school and nursing home and hospital and other accesses, other contractors who may be operating in the area, pedestrian and bicycle traffic, and emergency services. The Contractor, and Subcontractors that may be part of that day’s operations, must meet with the Engineer and discuss the proposed operation as it relates to the submitted planing plan and paving plan, approved traffic control plan, and public convenience and safety. Such discussion includes, but is not limited to: 1. General for both Paving Plan and for Planing Plan: a. The actual times of starting and ending daily operations. b. In intersections, how to break up the intersection, and address traffic control and signalization for that operation, including use of peace officers. 11/4/2020 132 c. The sequencing and scheduling of paving operations and of planing operations, as applicable, as it relates to traffic control, to public convenience and safety, and to other contractors who may operate in the Project Site. d. Notifications required of Contractor activities, and coordinating with other entities and the public as necessary. e. Description of the sequencing of installation and types of temporary pavement markings as it relates to planning planing and to paving. f. Description of the sequencing of installation of, and the removal of, temporary pavement patch material around exposed castings and as may be needed g. Description of procedures and equipment to identify hidden metal in the pavement, such as survey monumentation, monitoring wells, street car rail, and castings, before planning planing, see Section 5-04.3(14)B2. h. Description of how flaggers will be coordinated with the planing, paving, and related operations. i. Description of sequencing of traffic controls for the process of rigid pavement base repairs. j. Other items the Engineer deems necessary to address. 2. Paving – additional topics: a. When to start applying tack and coordinating with paving. b. Types of equipment and numbers of each type equipment to be used. If more pieces of equipment than personnel are proposed, describe the sequencing of the personnel operating the types of equipment. Discuss the continuance of operator personnel for each type equipment as it relates to meeting Specification requirements. c. Number of JMFs to be placed, and if more than one JMF how the Contractor will ensure different JMFs are distinguished, how pavers and MTVs are distinguished if more than one JMF is being placed at the time, and how pavers and MTVs are cleaned so that one JMF does not adversely influence the other JMF. d. Description of contingency plans for that day’s operations such as equipment breakdown, rain out, and Supplier shutdown of operations. e. Number of sublots to be placed, sequencing of density testing, and other sampling and testing. 5-04.3(15) Sealing Pavement Surfaces Apply a fog seal where shown in the plans. Construct the fog seal in accordance with Section 5-02.3. Unless otherwise approved by the Engineer, apply the fog seal prior to opening to traffic. 5-04.3(16) HMA Road Approaches HMA approaches shall be constructed at the locations shown in the Plans or where staked by the Engineer. The Work shall be performed in accordance with Section 5-04. 5-04.3(17) Construction Joint Sealing Transverse Joints - Joints between new and existing asphalt shall be sealed within five (5) calendar days after final rolling of the final lift of HMA. The seal shall be CSS-1 emulsified asphalt. The emulsified asphalt shall be placed in a way to be smooth and flush with roadway surface with minimal overbanding. This work is considered incidental to the bid item “HMA CL. ½” PG 64-22”. 5-04.3(18) Incidental Uses for HMA Incidental uses for HMA shall consist of restoration and adjustment to paved areas and other such uses as directed by the Engineer. For example, a thickened edge may be required for some streets 11/4/2020 133 and/or street segment(s). Incidental uses for HMA shall be measured and paid under the “HMA CL. ½” PG 64-22” bid item for the overlay related HMA and “HMA for Pavement Repair CL ½” PG 64-22” bid item for full depth spot repair related HMA. 5-04.3(19) Edge of Pavement Alignment Where curb and gutter do not exist, the Contractor shall maintain a ± 2 inches per 100 linear feet tolerance for the edge of pavement. The Contractor may establish a reference line as a guide at their discretion or as directed by the Engineer. This work is considered incidental to the bid item “HMA CL. ½” PG 64-22”. 5-04.3(20) Adjusting Utility Covers and Monument Cases to Final Grade The following section only applies to existing utility covers and monument cases covered by HMA. The work shall be completed after the final rolling of the final lift of HMA. The work consists of locating and marking these features and then adjusting them final grade. The Contractor shall locate all utility covers and monument cases covered by HMA immediately after paving operations are complete for a street and/or street segment. Each location shall be marked with paint and identify the type of buried feature. The Contractor shall completely expose all water valve boxes and gas valves for access within five (5) calendar days after final rolling of the final lift of HMA. The Contractor shall adjust the following features to final grade per the requirements listed below. Manholes – Refer to Renton Standard Plan 106 included in Appendix C. Water Valve Boxes – Refer to Renton Standard Plan 330.1 in Appendix C. Gas Valves – Same as Water Valve Boxes. Monument Cases – Refer to Renton Standard Plan 113 in Appendix C. J-boxes, Electrical Vaults, Communications Vaults – These features shall not to be covered with HMA. 5-04.3(21) Temporary Pavement Marking The furnishing and installing of temporary pavement marking shall be as described in Section 8-23. For this contract, all temporary pavement marking is considered short duration. 5-04.4 Measurement HMA Cl. ___ PG ___, HMA for ___ Cl. ___ PG ___, and Commercial HMA will be measured by the ton in accordance with Section 1-09.2, with no deduction being made for the weight of asphalt binder, mineral filler, or any other component of the mixture. If the Contractor elects to remove and replace mix as allowed by Section 5-04.3(11), the material removed will not be measured. Roadway cores will be measured per each for the number of cores taken. Preparation of untreated roadway will be measured by the mile once along the centerline of the main line Roadway. No additional measurement will be made for ramps, Auxiliary Lanes, service roads, Frontage Roads, or Shoulders. Measurement will be to the nearest 0.01 mile. 11/4/2020 134 Soil residual herbicide will be measured by the mile for the stated width to the nearest 0.01 mile or by the square yard, whichever is designated in the Proposal. Pavement repair excavation will be measured by the square yard of surface marked prior to excavation. Asphalt for prime coat will be measured by the ton in accordance with Section 1-09.2. Prime coat aggregate will be measured by the cubic yard, truck measure, or by the ton, whichever is designated in the Proposal. Asphalt for fog seal will be measured by the ton, as provided in Section 5-02.4. Longitudinal joint seals between the HMA and cement concrete pavement will be measured by the linear foot along the line and slope of the completed joint seal. Planing bituminous pavement will be measured by the square yard. Planing bituminous pavement to a 2 inch depth will be measured by the square yard. Planing bituminous pavement to a 4 inch depth will be measured by the square yard. Temporary pavement marking will be measured by the linear foot as provided in Section 8-23.4. Water will be measured by the M gallon as provided in Section 2-07.4. Adjust Manhole Cover will be measured per each. Adjust Water Valve Box will be measured per each. Adjust Gas Valve will be measured per each. Adjust Monument Case will be measured per each. 5-04.5 Payment Payment will be made for each of the following Bid items that are included in the Proposal: “HMA Cl. ___ PG ___”, per ton. “HMA for Approach Cl. ___ PG ___”, per ton. “HMA for Preleveling Cl. ___ PG ___”, per ton. “HMA for Pavement Repair Cl. ___ PG ___”, per ton. “Commercial HMA”, per ton. 11/4/2020 135 The unit Contract price per ton for “HMA Cl. ___ PG ___”, “HMA for Approach Cl. ___ PG ___”, “HMA for Preleveling Cl. ___ PG ___”, “HMA for Pavement Repair Cl. ___ PG ___”, and “Commercial HMA” shall be full compensation for all costs, including anti-stripping additive, incurred to carry out the requirements of Section 5-04 except for those costs included in other items which are included in this Subsection and which are included in the Proposal. “Preparation of Untreated Roadway”, per mile. The unit Contract price per mile for “Preparation of Untreated Roadway” shall be full pay for all Work described under 5-04.3(4), with the exception, however, that all costs involved in patching the Roadway prior to placement of HMA shall be included in the unit Contract price per ton for “HMA Cl. ___ PG ___” which was used for patching. If the Proposal does not include a Bid item for “Preparation of Untreated Roadway”, the Roadway shall be prepared as specified, but the Work shall be included in the Contract prices of the other items of Work. “Preparation of Existing Paved Surfaces”, per mile. The unit Contract Price for “Preparation of Existing Paved Surfaces” shall be full pay for all Work described under Section 5-04.3(4) with the exception, however, that all costs involved in patching the Roadway prior to placement of HMA shall be included in the unit Contract price per ton for “HMA Cl. ___ PG ___” which was used for patching. If the Proposal does not include a Bid item for “Preparation of Existing Paved Surfaces”, the Roadway shall be prepared as specified, but the Work shall be included in the Contract prices of the other items of Work. “Crack Sealing”, by force account. “Crack Sealing” will be paid for by force account as specified in Section 1-09.6. For the purpose of providing a common Proposal for all Bidders, the Contracting Agency has entered an amount in the Proposal to become a part of the total Bid by the Contractor. “Pavement Repair Excavation Incl. Haul”, per square yard. The unit Contract price per square yard for “Pavement Repair Excavation Incl. Haul” shall be full payment for all costs incurred to perform the Work described in Section 5-04.3(4) with the exception, however, that all costs involved in the placement of HMA shall be included in the unit Contract price per ton for “HMA for Pavement Repair Cl. ___ PG ___”, per ton. “Asphalt for Prime Coat”, per ton. The unit Contract price per ton for “Asphalt for Prime Coat” shall be full payment for all costs incurred to obtain, provide and install the material in accordance with Section 5-04.3(4). “Prime Coat Agg.”, per cubic yard, or per ton. The unit Contract price per cubic yard or per ton for “Prime Coat Agg.” shall be full pay for furnishing, loading, and hauling aggregate to the place of deposit and spreading the aggregate in the quantities required by the Engineer. 11/4/2020 136 “Asphalt for Fog Seal”, per ton. Payment for “Asphalt for Fog Seal” is described in Section 5-02.5. “Longitudinal Joint Seal”, per linear foot. The unit Contract price per linear foot for “Longitudinal Joint Seal” shall be full payment for all costs incurred to perform the Work described in Section 5-04.3(12). “Planing Bituminous Pavement”, per square yard. “Planing Bituminous Pavement – 2 inch depth”, per square yard. “Planing Bituminous Pavement – 4 inch depth”, per square yard. The unit Contract price per square yard for “Planing Bituminous Pavement”, “Planing Bituminous Pavement – 2 inch depth”, “Planing Bituminous Pavement – 4 inch depth” shall be full payment for all costs incurred to perform the Work described in Section 5-04.3(14). “Temporary Pavement Marking”, per linear foot. Payment for “Temporary Pavement Marking” is described in Section 8-23.5. “Water”, per M gallon. Payment fo r “Water” is described in Section 2-07.5. “Job Mix Compliance Price Adjustment”, by calculation. “Job Mix Compliance Price Adjustment” will be calculated and paid for as described in Section 5-04.3(9)C6. “Compaction Price Adjustment”, by calculation. “Compaction Price Adjustment” will be calculated and paid for as described in Section 5-04.3(10)D3. “Roadway Core”, per each. The Contractor’s costs for all other Work associated with the coring (e.g., traffic control) shall be incidental and included within the unit Bid price per each and no additional payments will be made. “Cyclic Density Price Adjustment”, by calculation. “Cyclic Density Price Adjustment” will be calculated and paid for as described in Section 5-04.3(10)B. “Adjust Manhole Cover”, per each. “Adjust Water Valve Box”, per each. 11/4/2020 137 “Adjust Gas Valve”, per each. “Adjust Monument Case”, per each. The unit Contract price per each for “Adjust Manhole Cover”, “Adjust Water Valve Box”, “Adjust Gas Valve”, “Adjust Monument Case” shall be full payment for all costs incurred to perform the Work described in Section 5-04.3(20). 5-06 TEMPORARY RESTORATION IN PAVEMENT AREA Section 5-06 is new Section with subsections: (******) 5-06.1 Description Pavement areas that have been removed by construction activities must be restored by the Contractor prior to the end of each working period. Within paved streets, driveways or sidewalks, the Contractor may use temporary pavement to allow vehicular/pedestrian traffic to travel over the construction areas. Temporary pavement shall be placed around trench plates or others devices used to cover construction activities in a manner that provides a smooth and safe transition between surfaces. 5-06.2 Materials The asphalt pavement for temporary patches shall be 2” of a hot mix or cold mix asphalt composition determined by the Contractor to provide a product suitable for the intended application. The Contractor shall not use materials that are a safety or health hazard. Temporary pavement material that does not form a consolidated surface after compaction shall be considered unsuitable and shall be removed from the site. Unsuitable temporary pavement shall be disposed of offsite. 5-06.3 Construction Requirements The Contractor shall maintain temporary asphalt patches to the satisfaction of the governing road agency and the Engineer until said patch is replaced with permanent hot patch. The completed temporary pavement shall be free from ridges, ruts, bumps, depressions, objectionable marks, or other irregularities. The permanent hot mix asphalt patch shall be placed and sealed within 30 calendar days. The Contractor shall immediately repair, patch, or remove any temporary pavement that does not provide a flat transition between existing pavement areas. All temporary asphalt pavement shall be removed from the site by the end of the project and shall not be used as permanent asphalt pavement or subgrade material. 11/4/2020 138 7-01 DRAINS 7-01.2 Materials The second paragraph of Section 7-01.2 is revised with the following: (******) Drain pipes may be concrete, zinc coated (galvanized) corrugated iron with Asphalt Treatment I, aluminum coated (aluminized) corrugated iron with Asphalt Treatment I, zinc coated (galvanized) steel with Asphalt Treatment I, corrugated aluminum alloy, polyvinyl chloride (PVC), corrugated polyethylene (PE), or corrugated polypropylene (PP) at the option of the Contractor unless the Plans specify the type to be used. 7-01.3 Construction Requirements 7-01.3(1) Drain Pipe Section 7-01.3(1) is revised with the following: (******) PVC drainpipe shall be jointed with a bell and spigot joint using a flexible elastomeric seal as described in Section 9-04.8. The bell shall be laid upstream. PE or ABS drainpipe shall be jointed with snap-on, screw-on, or wraparound coupling bands as recommended by the manufacturer of the tubing. 7-01.3(2) Underdrain Pipe The second paragraph is revised with the following: PVC under drain pipe shall be jointed using either the flexible elastomeric seal as described in Section 9-04.8 or solvent cement as described in Section 9-04.9, at the option of the Contractor unless otherwise specified in the Plans. The bell shall be laid upstream. PE or ABS drainage tubing under drain pipe shall be jointed with snap-on, screw-on, or wraparound coupling bands, as recommended by the manufacturer of the tubing. 7-01.4 Measurement Section 7-01.4 is supplemented with the following: (******) When the Contract does not include "Structure Excavation Class B" or "Structure Excavation Class B Including Haul" as a pay item all costs associated with these items shall be included in other contract pay items. 7-02 CULVERTS 7-02.2 Materials The second paragraph of Section 7-02.2 is revised and supplemented with the following: (******) Where steel or aluminum are referred to in this section in regard to a kind of culvert pipe, pipe arch, or end sections, it shall be understood that steel is zinc coated (galvanized) with Asphalt Treatment I or aluminum coated (aluminized) corrugated iron or steel, and aluminum is corrugated aluminum alloy as specified in Sections 9-05.4 and 9-05.5. Where plain or reinforced concrete, steel, or aluminum are referred to in Section 7-02 it shall be understood that reference is also made to PVC. 11/4/2020 139 7-04 STORM SEWERS 7-04.2 Materials The first paragraph of Section 7-04.2 is deleted in its entirety and replaced with the following: (******) Unless a pipe material is specifically called out on the Plans, materials shall meet the following requirements. Size Pipe Material Allowed Specification 6-12” Polypropylene Storm Sewer Pipe Ductile Iron Pipe Corrugated Polyethylene Storm Sewer Pipe (CPEP) 9-05.24(2) 9-05-13 9-05.20 Where bends are specifically called out on the plans, they shall be of the same material and manufacturer as the main pipe and meet the manufacturer’s recommendations. The second paragraph of Section 7-04.2 is supplemented with the following: (******) The Contractor shall require pipe suppliers to furnish certificates signed by their authorized representative, stating the specifications to which the materials or products were manufactured. The Contractor shall provide 2 copies of these certifications to the Engineer for approval. Certificates showing nonconformance with the Contract shall be sufficient evidence for rejection. Approval of certificates shall be considered only as tentative acceptance of the materials and products, and such action by Engineer will not relieve Contractor of his/her responsibility to perform field tests and to replace or repair faulty materials, equipment, and/or workmanship and Contractor’s own expense. Section 7-04.2 is supplemented with the following: (******) Dense foam shall meet 9-05.52 of these Special Provisions. 7-04.3 Construction Requirements 7-04.3(1) Cleaning and Testing Section 7-04.3(1) is supplemented with the following: (******) Before testing begins and in adequate time to obtain approval through submittal process, prepare and submit test plan for approval by Engineer. Include testing procedures, methods, equipment, and tentative schedule. Obtain advance written approval for any deviations from Drawings and Specifications. Repair, correct, and retest sections of pipe which fail to meet specified requirements when tested. Perform testing as work progresses. Schedule testing so that no more than 1000 linear feet of installed pipeline remains untested at one time. Perform testing under observation of Engineer or Inspector. 11/4/2020 140 Schedule testing during no rain. Plug the lower end of the pipe if needed to test pipe. At the request of the Engineer, all pipe larger than 30-inch diameter shall have joints individually tested for Joint Tightness. Prior to final backfill, all joints shall be individually tested using low-pressure air per ASTM C1103. For the installation of any flexible pipe larger than 30-inches in diameter, the Contractor shall retain the services of a pipe manufacturer representative, knowledgeable in the installation methods and practices for the specific pipe product used on this project, as well as on the installation practices for flexible pipelines in general. The manufacturer’s representative shall be present full time on site during the construction of the first 300 feet of pipe installation, and part-time, as required, thereafter until the entire pipeline installation is complete. The manufacturer’s representative shall observe pipe foundation, pipe installation, placement and compaction of pipe zone bedding and backfill, and testing procedures. The manufacturer’s representative shall notify Engineer and Contractor of any non-conforming installation, identifying the manufacturer recommended corrective action(s), within 24 hours of such occurrence. At the request of the Engineer, all flexible pipe shall be tested for maximum pipe deflection by pulling a rigid mandrel through the entire (i.e., 100%) flexible pipe length installed. Maximum deflection shall not exceed 5%. Mandrel testing shall conform to ASTM D3034, and be performed no sooner than 30 days after backfilling and prior to final acceptance testing of the segment. Submit test results to the Engineer. 1. Rigid mandrel shall have outside diameter (O.D.) equal to 95 percent of inside diameter (I.D.) of pipe. Inside diameter of pipe, for purpose of determining outside diameter of mandrel, shall be average outside diameter minus two minimum wall thicknesses for O.D. controlled pipe and average inside diameter for I.D. controlled pipe, dimensions shall be per appropriate standard. Statistical or other "tolerance packages" shall not be considered in mandrel sizing. 2. Rigid mandrel shall be constructed of metal or rigid plastic material that can withstand 200 psi without being deformed. Mandrel shall have nine or more "runners" or "legs" as long as total number of legs is odd number. Barrel section of mandrel shall have length of at least 75 percent of inside diameter of pipe. Rigid mandrel shall not have adjustable or collapsible legs which would allow reduction in mandrel diameter during testing. Provide and use proving ring for modifying each size mandrel. 3. Furnish "proving ring" with each mandrel. Fabricate ring of 1/2-inch-thick, 3-inch-wide bar steel to diameter 0.02 inches larger than approved mandrel diameter. 4. If a rigid mandrel is not available, the Contractor may substitute a round steel bar meeting #3 above. “Testing Storm Sewer Pipe” shall be incidental to and included in storm sewer pipe bid items. 7-04.3(1)G Abandon Existing Storm Sewer Pipes Section 7-04.3(1)G is a new section: (******) Where it is shown on the plans that existing storm sewer pipe is to be abandoned by filling with grout, all abandonment of storm drain lines shall conform to Section 7-17.3(2)I. 11/4/2020 141 7-04.3(2) CCTV Inspection Section 7-04.3(2)is a new added section: (******) All storm drain main lines constructed as part of this project shall be inspected by the use of closed-circuit television (CCTV) before substantial completion. The costs incurred in making the inspection shall be paid for under “CCTV Inspection”. All CCTV inspections for storm drain lines shall conform to Section 7-17.3(2)H. 7-04.3(3) Direct Pipe Connections Section 7-04.3(3) is a new added section as follows: (******) Direct Pipe Tee Connections: Direct pipe tee connections for use in gravity-flow sewer and storm drainage direct connections to pipe shall be Inserta Tee service connections, as manufactured by Inserta Tee and shall meet ASTM F2946 and consist of a PVC hub, rubber sleeve, and stainless steel band. Connection shall be a compression fit into the cored wall of a mainline pipe. Hub shall be made from heavy-duty PVC material. Stainless steel clamping assembly shall be of SS #301 for the band and housing and SS #305 for screws. Rubber sleeve and gasket, when applicable, shall meet the requirements of ASTM F477. Gaskets shall be installed by the manufacturer. A water-based solution provided by the manufacturer shall be used during assembly. Inserta Tee product shall provide a water connection according to the requirements of ASTM D3212. Field Pipe and Joint Performance: To assure water tightness, field performance verification may be accomplished by testing in accordance with ASTM F2487, ASTM F1417 or ASTM C1103. Appropriate safety precautions must be used when field-testing any pipe material. Contact the manufacturer for recommended leakage rates. Installation: Installation shall be accordance with the manufacturer’s recommended installation guidelines. Backfill around the Inserta Tee service connection shall be, at a minimum, of the same material type and compaction level as specified for the mainline pipe installation. 7-05 MANHOLES, INLETS, AND CATCH BASINS 7-05.3 Construction Requirements Section 7-05.3 is supplemented with the following: (******) All manholes shall be in accordance with City of Renton Standard Plans. Connection to manholes or catch basins for storm sewer pipe less than 24-inch shall be “Kor-n-Seal” boot or approved equal. Sanitary sewer pipe to sanitary sewer manhole connections shall be “Kor-n-Seal” boot or approved equal. 11/4/2020 142 7-05.3(1) Adjusting Manholes and Catch Basins to Grade Section 7-05.3(1) is replaced with the following: (******) Where shown in the Plans or where directed by the Engineer, the existing manholes, catch basins, or inlets shall be adjusted to the grade as staked or otherwise designated by the Engineer. The existing cast iron ring and cover on manholes and the catch basin frame and grate shall first be removed and thoroughly cleaned for reinstalling at the new elevation. From that point, the existing structure shall be raised or lowered to the required elevation. The Contractor shall construct manholes so as to provide adjustment space for setting cover and casting to a finished grade as shown on the Construction Plans. Manhole ring and covers shall be adjusted to the finished elevations per Standard Plan 106 prior to final acceptance of the Work. Manholes in unimproved areas shall be adjusted to 6” above grade. In unpaved streets: manholes, catch basins, and similar structures in areas to be surfaced with crushed rock or gravel shall be constructed to a point approximately eight inches below the subgrade and covered with a temporary wood cover. Existing manholes shall be cut off and covered in a similar manner. The Contractor shall carefully reference each manhole so that they may be easily found upon completion of the street Work. After placing the gravel or crushed stone surfacing, the manholes and manhole castings shall be constructed to the finished grade of the roadway surface. Excavation necessary for bringing manholes to grade shall center about the manhole and be held to the minimum area necessary. At the completion of the manhole adjustment, the void around the manhole shall be backfilled with materials which result in the section required on the typical roadway section, and be thoroughly compacted. In cement concrete pavement: manholes, catch basins, and similar structures shall be constructed and adjusted in the same manner as outlined above except that the final adjustment shall be made and cast iron frame be set after forms have been placed and checked. In placing the concrete pavement, extreme care shall be taken not to alter the position of the casting in any way. In asphalt concrete pavement: manholes shall not be adjusted until the pavement is completed, at which time the center of each manhole shall be carefully relocated from references previously established by the Contractor. The manhole shall then be brought to proper grade utilizing the same methods of construction as for the manhole itself. The cast iron frame shall be placed on the concrete grade rings and mortar. The complete patch shall match the existing paved surface for texture, density, and uniformity of grade. The joint between the patch and the existing pavement shall then be carefully painted with hot asphalt cement or asphalt emulsion and shall be immediately covered with dry paving sand before the asphalt cement solidifies. Adjustment of inlets: The final alignment and grade of cast iron frames for new and old inlets to be adjusted to grade will be established from the forms or adjacent pavement surfaces. The final adjustment of the top of the inlet will be performed in similar manner to the above for manholes. On asphalt concrete paving projects using curb and gutter section, that portion of the cast iron frame not embedded in the gutter section shall be solidly embedded in asphalt also. The existing concrete pavement and edge of the casting shall be painted with hot asphalt cement. Adjustments in the inlet structure shall be constructed in the same manner and of the same material as that required for new inlets. 11/4/2020 143 Monument cast iron frame and cover: monument castings shall be adjusted to grade in the same manner as for manholes. Valve box castings: adjustments of valve box castings shall be made in the same manner as for manholes. 7-05.3(3) Connections to Existing Manholes Section 7-05.3(3) is supplemented by adding the following: (******) Where shown on the Plans, new drain pipes shall be connected to existing line, catch basin, curb inlets and/or manholes. The Contractor shall be required to core drill into the structure, shape the new pipe to fit and re-grout the opening in a workmanlike manner. Where directed by the Engineer or where shown on the Plans, additional structure channeling will be required. Connections to existing sanitary sewer manholes shall be core drilled. Couplings shall be equal to “Kor-n-Seal” boots. Existing sanitary sewer manholes shall be cleaned, repaired, and re-channeled as necessary to match the new pipe configuration and as shown on the Construction Plans. A "connection to existing" item will be allowed at any connection of a new line to an existing structure. No "connection to existing" will be accepted at the location of new installation, relocation and adjustment of line manholes, catch basins, or curb inlets. The unit bid price per each shall be full compensation for all labor, materials and equipment required. 7-05.3(5) Manhole Coatings Section 7-05.3(5) is an added new section: (******) All interior surfaces of new precast concrete sanitary sewer manholes shall be shop coated in accordance with 9-08.8. Coating shall be applied in accordance with manufacturer’s recommendations in a controlled environment before arriving on site. Field application of interior coating will not be accepted. Coating Material: High Solids Urethane Surfaces: Concrete Surface Preparation: In accordance with SSPC SP-7 (Sweep of brush off blast) Application: Shop The drying time between coats shall not exceed 24 hours in any case System Thickness: 3.0-4.0 mils dry film Coatings: Primer: One coat of Wasser MC-Shieldcoat 100 (1.5.0-2.0 mils DFT) Finish: Two or more coats of Wasser MC-Shieldcoat 100 (min. 1.5-2.0 mils DFT) Color: White 11/4/2020 144 7-06 TRENCH DRAINS (NEW SECTION) Section 7-06 is a new section. (******) 7-06.1 Description This Work consists of the construction of new trench drain in accordance with the plans and specifications. 7-06.2 Materials Trench drain shall be Polydrain PDX 15” wide, or acceptable equal. Trench drain and supporting concrete shall be designed for HS20 loading. Grate shall be either Model #603 or #606 as determined by the City. Submittals: A. Shop Drawings: Show a schematic plan of the total drainage system including fabrication details. Shop drawing shall indicate the number and type of each pre-sloped channels and non pre-sloped channels. B. Product Data: Manufacturer's catalog sheets, specifications, and installation instructions for each item specified. C. Samples: Section of trench drain and grate (minimum 6-inch length) D. Product Data: 1. Concrete Design Mix: Submit proposed concrete design mix together with name and location of batching plant at least 28 days prior to the start of concrete work. 2. Portland Cement: Brand and Manufacturer’s name. 3. Air-entraining Admixture: Brand and manufacturer’s name. 4. Water-reducing or High Range Water-reducing Admixture: Brand and manufacturer’s name. 5. Curing and Anti-Spalling Compound: Manufacturer’s specifications and application instructions. 7-06.3 Construction Requirements Cement concrete shall be constructed with air entrained concrete Class 4000 confirming to the requirements of Section 6-02. Applicable requirements for concrete curbs and gutters in Section 8-4.2 shall apply. Trench drain shall be installed per manufacturer’s recommendations and product installation procedures. 11/4/2020 145 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS 7-08.3 Construction Requirements 7-08.3(1)A Trenches Section 7-08.3(1)A is supplemented with the following: (******) Trench Excavation Incl. Haul includes the trench excavation for the storm sewer, sanitary sewer, and water main construction in accordance with the trench limits outlined on the plan drawings. All trench excavated materials shall be disposed of off-site at an approved Contractor-provided disposal site. Excavation outside the excavation limits shown on the plan drawings shall be at no additional expense to the City. Contaminated Trench Excavation includes the trench excavation of materials characterized as contaminated based on sampling results for the storm sewer, sanitary sewer, and water main construction and in accordance with the trench limits outlined on the plan drawings. This excavated soil shall be managed in accordance with applicable state and federal regulations outlined in the Contract Documents. Handling and disposal of materials shall adhere to all transportation requirements, receive pre-approval from a disposal facility, manifesting, and record keeping, etc., as outlined in the Contractor’s Contaminated Soil and Groundwater Handling and Management Plan . Excavations will require a shoring system to limit the volume of excavation. Excavation outside the trench limits shown on the plan drawings shall be at no additional expense to the City. 7-08.3(1)C Bedding the Pipe Section 7-08.3(1)C is supplemented with the following: (******) Bedding material shall meet the requirements of Gravel backfill for Pipe Zone Bedding in accordance with Standard Specification Section 9-03.12(3).. Pipe bedding shall be considered incidental to the pipe and no further compensation shall be made. Pipe bedding material shall be placed to a depth of 6" over and 6" under the exterior walls of the pipe. Hand compaction of the pipe bedding materials under the pipe haunches shall be required. Pipe bedding should provide a firm uniform cradle for support of the pipes. Prior to installation of the pipe, the pipe bedding should be shaped to fit the lower part of the pipe exterior with reasonable closeness to provide uniform support along the pipe. Hand compaction shall be accomplished by using a suitable tamping tool to firmly tamp bedding material under the haunches of the pipe. Care shall be taken to avoid displacement of the pipe during the compaction effort. In areas where the subgrade soils in the trench excavation consist of fine-grained soils, such as silt/clay, or organic rich soils, the Engineer may direct the Contractor to use a geotextile separator fabric be placed over the native soils prior to placement of the pipe bedding. The geotextile shall meet the requirements of Section 9-33.2(1) Table 3 for Separation. Geotextile shall be paid for by other items. 11/4/2020 146 7-08.3(1)D Pipe Foundation Section 7-08.3(1)D is a new section: (******) Pipe foundation in poor soil: When soft or unstable material is encountered at the subgrade which, in the opinion of the Engineer, will not uniformly support the pipe, such material shall be excavated to an additional depth as required by the Engineer and backfilled with foundation gravel material placed in maximum 12-inch lifts. Foundation gravel shall conform to the requirements of Section 9-03.17 of the Standard Specifications. Corrections faulty grade: Excess excavation below grade shall be backfilled with foundation gravel as specified above and thoroughly compacted to the required grade line. 7-08.3(2)A Survey Line and Grade Section 7-08.3(2)A is replaced with: (******) Survey line and grade control shall be provided in accordance with Sections 1-05.4, 1-05.5 and 1-11 in a manner consistent with accepted practices. The Contractor shall transfer line and grade into the trench where they shall be carried by means of a laser beam. Any other procedure shall have the written approval of the Engineer. 7-08.3(2)B Pipe Laying – General Section 7-08.3(2)B is supplemented with the following: (******) Checking of the invert elevation of the pipe may be made by calculations from measurements on the top of the pipe, or by looking for ponding of 1/2" or less, which indicates a satisfactory condition. At manholes, when the downstream pipe(s) is of a larger size, pipe(s) shall be laid by matching the (eight-tenths) flow elevation, unless otherwise approved by the Engineer. All pipe, fittings, etc. shall be carefully handled and protected against damage, impact shocks, and free fall. All pipe handling equipment shall be acceptable to the Engineer. Pipe shall not be placed directly on rough ground but shall be supported in a manner, which will protect the pipe against injury whenever stored at the trench site or elsewhere. No pipe shall be installed where the lining or coating show defects that may be harmful as determined by the Engineer. Such damaged lining or coating shall be repaired, or a new undamaged pipe shall be furnished and installed. The Contractor shall inspect each pipe and fitting prior to installation to insure that there are not damaged portions of the pipe. Any defective, damaged, or unsound pipe shall be repaired or replaced. All foreign matter or dirt shall be removed from the interior of the pipe before lowering into position in the trench. Pipe shall be kept clean during and after laying. All openings in the pipeline shall be closed with watertight expandable type sewer plugs at the end of each day's operation, or whenever the pipe openings are left unattended. The use of burlap, wood, or other similar temporary plugs will not be permitted. Where necessary to raise or lower the pipe due to unforeseen obstructions or other causes, the Engineer may change the alignment and/or the grades. Except for short runs, which may be permitted by the Engineer, pipes shall be laid uphill on grades that exceed 10 percent. Pipe, which is laid on a 11/4/2020 147 downhill grade, shall be blocked and held in place until sufficient support is furnished by the following pipe to prevent movement. Unless otherwise required, all pipe shall be laid straight between the changes in alignment, and at uniform grade between changes in grade. For concrete pipes with elliptical reinforcement, the pipe shall be placed with the minor axis of the reinforcement in a vertical position. Immediately after the pipe joints have been made, proper gasket placement shall be checked with a feeler gage as approved by the pipe manufacturer to verify proper gasket placement. 7-08.3(2)E Rubber Gasketed Joints Section 7-08.3(2)E is supplemented with the following: (******) Care shall be taken by the Contractor to avoid over-inserting the pipe and damaging the pipe or joint system. Any damaged pipe shall be replaced by the Contractor at his expense. 7-08.3(2)H Sewer Line Connections Section 7-08.3(2)H is supplemented with the following: (******) All connections not occurring at a manhole or catch basin shall be done utilizing pre-manufactured tee connectors or pipe sections approved by the Engineer. Any other method or materials proposed for use in making connections shall be subject to approval by the Engineer. Unless otherwise approved by the Engineer, all connections of lateral sewers to existing mains shall be as follows: A. Vitrified Clay Main Cut in new PVC “Tee” using “Strong-Back” Flexible Couplings (Fernco or approved equal). B. Concrete Main Cut in new PVC “Tee” using “Strong-Back” Flexible Couplings (Fernco or approved equal). C. PVC & C900 PVC Main Core-drilled with Romac Saddle (or approved equal) or cut in new “Tee” using “Strong-Back” Flexible Couplings (Fernco or approved equal). D. Ductile Iron Main Core-drilled with Romac Saddle (or approved equal). E. Lined Sewer Main Connection to sewer mains that have been lined (CIPP, Etc.); cut in new “Tee” using “Strong-Back” Flexible Couplings (Fernco or approved equal). F. HDPE Core-Drilled with Romac Saddle. “Inserta-Tee” may be used on sewer mains 12” diameter or larger. Connections (unless booted connections have been provided for) to existing concrete manholes shall be per Section 7-05.3(3). 7-08.3(3)A Backfilling Pipe Trenches Section 7-08.3(3)A is a new section supplementing 7-08.3(3) (******) To the maximum extent available, suitable material obtained from trench or pond excavation shall be used for trench backfill. All material placed as trench backfill shall be free from rocks or stones larger 11/4/2020 148 than 6 inches in their greatest dimension, brush, stumps, logs, roots, debris, and organic or other deleterious materials. No stones or rock shall be placed in the upper three feet of trench backfill. Rock or stones within the allowable size limit incorporated in the remainder of fills shall be distributed so that they do not congregate or interfere with proper compaction. The existing soils shall not be reused as trench backfill unless otherwise required by the Engineer. Structural fill shall consist of Gravel Borrow, meeting the requirements of Section 9-03.14(1) of the Standard Specifications. It should be free of organics and other debris. The structural trench backfill should be moisture conditioned to within approximately 3 percent of optimum moisture content, placed in loose horizontal lifts less than 6 inches in thickness, and compacted to at least 95 percent of the maximum dry density (MDD) as determined by the Modified Proctor compaction test method ASTM D 1557. Trench backfill shall be densely compacted in a systematic manner using methods that consistently produce adequate compaction levels. During placement of the initial lifts, the trench backfill material shall not be bulldozed into the trench or dropped directly on the pipe. Heavy vibratory equipment shall not be permitted to operate directly over the pipe until a minimum of 2 feet of backfill has been placed over the pipe bedding. Contactor shall take special care to obtain good compaction up to the edges of the excavation as the shoring is removed. The Engineer may be on-site to collect soil samples and to test compaction. The Contractor shall provide site access at all times for compaction testing and sample collection. Areas of the trench which fail to meet the compaction requirements shall be removed and replaced and re-compacted at the Contractor’s expense. The Contractor shall be responsible for any settlement of backfill, sub-base, and pavement that may occur during the period stipulated in the Contract conditions. All repairs necessary due to settlement shall be made by the Contractor at his expense. Backfill in unimproved areas shall be compacted to at least 90 percent of maximum dry density as determined by the modified proctor compaction test, ASTM D1557. The Contractor shall be responsible for the disposal of any excess excavated material. Section 7-08.3(5) Temporary Stormwater Diversion Section 7-08.3(5) is an added new section (******) It shall be the Contractor’s responsibility to maintain operation of the existing storm sewer system throughout the duration of the project without any disruption of service until the new storm drain has been accepted by the City to receive stormwater flows, and connections are made between the existing and new storm based on scheduling approved by the Engineer. A temporary stormwater diversion shall be capable of bypassing at least the 2-year peak flow during construction. 11/4/2020 149 The Contractor shall submit proposed methods for providing the diversions to the Engineer for approval prior to construction. The diversions shall have the least impact on property owners and traffic flow through the site. The diversions shall be installed, operated, and maintained only when needed where the existing storm drain system must be demolished to allow construction of the new system. Where shown on the Plans, Contractor shall time work of bypasses during period of anticipated no or little rain. If bypass pumping is provided, it shall be scheduled for continuous operation with backup equipment available at all times for periods of maintenance and refueling or failure of the primary bypass pump(s) or diversion system. The Contractor shall submit a Temporary Stormwater Diversion Plan in accordance with Section 1-05. The Contractor’s plan shall be reviewed by the City before the plan is implemented. The review of the flow diversion plan shall, as well as the Contractor’s proposed size of the bypass, in no way relieve the Contractor of his responsibility to provide a bypass system that conveys encountered flows without property damage or damage to the project or construction area. As risk associated with sizing the bypass and impacts to construction is born by the Contractor. 7-08.4 Measurement Section 7-17.4 is supplemented with the following: (******) Measurement of “Bank Run Gravel for Trench Backfill Sewer” will be determined by the cubic yard in place, measured by the neat line dimensions shown in the Plans, or by the ton on truck tickets. 7-09 PIPE AND FITTINGS FOR WATER MAINS 7-09.3(15)A Ductile Iron Pipe Section 7-09.3(15) is deleted in its entirety and replaced with the following: (******) Long radius curves with radius of 400 feet or more, either horizontal or vertical, pipe may be laid with standard pipe lengths by deflecting the joints. If the pipe is shown curved on the Plans and no special fittings are shown, the Contractor can assume that the curves can be made by deflecting the joints with standard lengths of pipe. If shorter lengths are required, the Plans will indicate maximum lengths that can be used. The amount of deflection at each pipe joint when pipe is laid on a horizontal or vertical curve shall not exceed 50% of the manufacturer’s printed recommended deflections. The Contractor shall submit to the Engineer the pipe manufacturer's joint deflection recommendations prior to pipe installation indicating deflections are within allowable AWWA specification tolerances. Where field conditions require deflection or curves not anticipated by the Plans, the Engineer will determine the methods to be used. No additional payment will be made for laying pipe on curves as shown on the Plans, or for field changes involving standard lengths of pipe deflected at the joints. When special fittings not shown on the Plans are required to meet field conditions, additional payment will be made for special fittings as provided in Section 1-09.6. When rubber gasketed pipe is laid on a curve, the pipe shall be jointed in a straight alignment and then deflected to the curved alignment. Trenches shall be made wider on curves for this purpose. 11/4/2020 150 Where pipe installation on curves requires the use of special fittings, concrete blocking shall be used per Section 7-09.3(21). Where restrained joint pipe is installed on a curve, the Contractor shall submit the pipe manufacturer’s recommendations to the Engineer for approval. 7-09.3(15)B Polyvinyl Chloride (PVC) Pipe (4 inches and Over) Section 7-09.3(15)B is deleted in its entirety and replaced with the following: (******) Polyvinyl Chloride (PVC) Pipe shall not be used for water mains and appurtenances. 7-09.3(17) Laying Ductile Iron Pipe and Fittings with Polyethylene Encasement The title and text of section 7-09.3(17) has been revised with the following: (******) The Contractor shall lay ductile iron pipe with a polyethylene encasement. Pipe and polyethylene encasement shall be installed in accordance with AWWA C105. The polyethylene encasement shall also be installed on all appurtenances, such as pipe laterals, couplings, fittings, and valves, with 8-mil polyethylene plastic in accordance with Section 4-5 of ANSI 21.5 or AWWA C105. The polyethylene wrap shall be tube type and black color. Any damage that occurs to the wrap shall be repaired in accordance with ANSI/AWWA C105/A21.5-93. Installation of the polyethylene encasement shall be considered incidental to the installation of the pipe and no additional payment shall be allowed. 7-09.3(19)A Connections to Existing Mains Section 7-09.3(19) is revised to read as follows: (******) The Contractor shall not operate any valve on existing Water Main. The City of Renton Water Operations and Maintenance staff will make all connections to charged water mains and will operate all valves to accomplish shutdowns and subsequent reactivation. The draining of existing water mains will be done by City water maintenance staff. The Contractor shall provide pumping and disposal of the water from the draining of the existing water mains including de-chlorination of the water prior to disposal. Connections to the existing water main shall not be made without first making the necessary scheduling arrangements with the Engineer in advance. The Contractor shall request water main shut-offs for connections of new water mains to existing water mains at least ten (10) working days in advance for each connection. Approval of connections to existing water main is contingent on the Water Main and appurtenances being completely installed, tested, cleaned with polypig, disinfected and flushed per Contract requirements. City’s water operations and maintenance staff will notify in writing all water customers affected by the shut-offs of the water mains at least 48 hours in advance (not including weekends and holidays) of any water shut-offs. The Contractor may be required to perform the connection during times other than normal working hours. Water main shut-offs shall occur during non-holiday weekdays unless 11/4/2020 151 otherwise specified in the contract documents. Water main shut-offs shall not occur in the five (5) weekdays preceding or the day after the major holidays listed below: New Year’s Day, Martin Luther King Jr. Day, Memorial Day, Independence Day, Labor Day, Veterans Day, Thanksgiving Day, Christmas Day. Due to the needs of various water customers in the project vicinity, water shut-off periods are limited to the times set forth below: Days Hours Monday to Thursday 9:00 AM TO 3:00 PM Friday to Sunday DO NOT SCHEDULE The City of Renton’s Water Maintenance Manager, at his/her sole discretion, may adjust the above shut-off periods in order to address specific project circumstances and customer needs. No water main shutoffs affecting public schools will be allowed during scheduled school hours. The City reserves the right to re-schedule the connection if the work area is not ready at the scheduled time for the connection. Points of connection to existing water mains shall be exposed by hydro excavation or potholing prior to trenching of the new water mains. Before the installation of the new water mains, the Contractor shall field verify, in the presence of the Engineer, the actual location and depth of the existing water mains where new connections will be made to assure proper fit. Care shall be taken not to disturb existing thrust blocks and soil bearing areas. After excavation, the Contractor shall verify the dimensions, type, condition, and roundness of the exposed water main. The Contractor shall immediately notify the Engineer if the connection cannot be made as specified by the Contract Plans in order that the connection detail may be revised. When necessary, the profile shall be adjusted as directed by the Engineer to prevent abrupt changes in grade and alignment of the water main and connection. The Contractor shall provide all saw-cutting, removal and disposal of existing surface improvements, excavation, haul and disposal of unsuitable materials, shoring, de-watering, foundation material, at the connection areas before the scheduled time for the connection by the City. The Contractor shall provide all materials necessary for the City Water Maintenance personnel to install all connections to existing water mains as indicated on the contract plans, including fittings, couplings, pipe spools, shackle materials to complete the connections. The City Water Operations and Maintenance staff will: a) Deactivate and dewater the existing and new water main to perform the connections. The Contractor shall provide pumping and disposal of the water from the draining of the water mains including de-chlorination. b) Cut, remove and dispose pipe sections as necessary to install the new Materials with Contractor’s assistance c) Swab all connecting pipe and fittings with 5-6%chlorine solution d) Perform the connection work e) Reactivate and flush the Water Main 11/4/2020 152 The Contractor shall install the polywrap on all pipe and fittings at the connection points and installed concrete thrust blocks per Contract standard plans and specifications. In addition to those connections shown on the Plans, segments of a new Water Main may be placed in service prior to completion of the new Water Main. All connection between the charged and uncharged segments of the new Water Main, including connection to a new Tapping Tee and Valve will be done by the City of Renton Water Operations and Maintenance staff. Connections to existing water mains which include the cutting of the existing water main for the installation of new in-line tee and valves shall be done in two steps: Step 1: Cut-in of existing water main for installation of in-line tee, valves and appurtenances. The Contractor shall provide all materials necessary for the City Water Maintenance personnel to cut the existing water main as indicated on the contract plans for the installation of the in-line tee and valves, including but not limited to the required fittings, couplings, pipe spools, shackle materials to complete the cut-in. After the cut-in of the in-line tee and valves by City personnel, the Contractor shall provide and install concrete blocking and polyethylene encasement behind the tee and other fittings. A minimum 3-day curing period is for all concrete blockings before a connection can be made to the new water mains or new tapping valve. Step 2: Connection of new water main to the above cut-in tee and valves, or to a new tapping valve on existing water mains 7-09.3(21) Concrete Thrust Blocking and Dead-Man Block Section 7-09.3(21) is deleted in its entirety and replaced with the following: (******) Concrete thrust blocking shall be placed at bends, tees, dead ends, crosses and on other fittings in conformance to the City of Renton Standards Plans, latest revisions and Contract Plans. Concrete thrust collar and blocking and dead-man thrust blocking shall be installed at locations shown on the plans and shall be in conformance with the Standard Plans and contract Plans. Reinforcement steel shall be Grade 40 or better. Blocking shall be poured in place Ready-Mix Concrete Class 3000 with a minimum compressive strength at 28 days of 3,000 psi. Job site mixing, hand-mixed concrete and mobile concrete mixers are not allowed. All fittings to be blocked shall be wrapped with 8-mil polyethylene plastic. Concrete blocking shall bear against solid undisturbed earth at the sides and bottom of the trench excavation and shall be shaped and properly formed with plywood or other acceptable forming materials so as not to obstruct access to the joints of the pipe, bolts or fittings. The forms shall be removed prior to backfilling. Unacceptable concrete blocking shall be replaced at the Contractor’s expense. The Contractor shall provide the Engineer at least 1 Working Day advance notice before pouring concrete thrust blocking and 1 Working Day advance notice for inspection and approval of all concrete blocking prior to backfilling. 11/4/2020 153 7-09.3(23) Hydrostatic Pressure Test Section 7-09.3(23) is revised to read as follows: (******) Water main and appurtenances including service connections to the meter setter shall be tested in sections of convenient length under a hydrostatic pressure equal to 150 psi in excess of that under which they will operate or in no case shall the test pressure be less than 225 psi at the highest point on the water main. Pumps, gauges, plugs, saddles, corporation stops, miscellaneous hose and piping, and measuring equipment necessary for performing the test shall be furnished and operated by the Contractor. The Contractor shall obtain a hydrant meter permit from the City by completing a permit application and making the required security deposits. The Contractor shall use the City’s issued hydrant meter with an attached backflow prevention assembly to draw water from the City’ water system to fill the water mains for poly-pigging, testing, cleaning, disinfection and for subsequent flushing purposes. There will be a charge for the water used for filling, testing, cleaning and disinfection of the water mains. Sections to be tested shall normally be limited to 1,500 feet or less. The Engineer may require that the first section of pipe, not less than 1,000 feet in length, installed by each of the Contractor’s crews, be tested in order to qualify the crew and the materials. Pipe laying shall not be continued more than an additional 1,000 feet until the first section has been tested successfully. The pipeline shall be backfilled sufficiently to prevent movement of the pipe under pressure. Thrust blocks shall be in place and time allowed for the concrete to cure before testing. Where permanent blocking is not required, the Contractor shall furnish and install temporary blocking and remove it after testing. Before applying the specified test pressure, the water main shall be slowly filled and air shall be expelled completely from the pipe, valves and hydrants. If permanent air vents are not located at all high points, the contractor shall install corporation cocks at such points so that the air can be expelled as the line is filled with water. After all the air has been expelled, the corporation cocks shall be closed and the test pressure applied. At the conclusion of the pressure test, the corporation cocks shall be removed and plugged. The Contractor shall perform a leakage test concurrently with the pressure test. The pressure test shall be conducted for a 2-hour period. The test shall be accomplished by pumping the main up to the required pressure, stopping the pump for 2 hours, and then pumping the main up to the test pressure again. During the test, the section being tested shall be observed to detect any visible leakage. A clean container shall be used for holding water for pumping up pressure on the main being tested. This makeup water shall be sterilized by the addition of chlorine to a concentration of 50 mg/l. The acceptability of the pressure test and leakage test will be determined by two factors as follows: 1. The loss in pressure shall not exceed 5 psi during the 2-hour test period. 2. The quantity of water lost from the main and appurtenances shall not exceed the number of gallons during the 2-hour test period as listed in the following table. 11/4/2020 154 Allowable leakage in gallons per 1000 ft. of pipeline* for a 2-hour test period Nominal Pipe Diameter in inches Test Pressure in psi 4” 6" 8" 10" 12" 16" 20" 24" 400 0.60 0.90 1.20 1.50 1.80 2.40 3.00 3.60 375 0.58 0.87 1.16 1.45 1.74 2.33 2.91 3.49 350 0.56 0.84 1.12 1.40 1.69 2.25 2.81 3.37 275 0.50 0.75 1.00 1.24 1.49 1.99 2.49 2.99 250 0.47 0.71 0.95 1.19 1.42 1.90 2.37 2.85 225 0.45 0.68 0.90 1.13 1.35 1.80 2.25 2.70 200 0.42 0.64 0.85 1.06 1.28 1.70 2.12 2.55 *If the pipeline under test contains sections of various diameters, the allowable leakage will be the sum of the computed leakage for each size. For those diameters or pressures not listed, the formula below shall be used: The quantity of water lost from the main shall not exceed the number of gallons per hour as determined by the formula: L= SD√P__ 266,400 where: L = Allowable leakage in gallons/hour S = Gross length of pipe tested, feet D = Nominal diameter of the pipe in inches P = Test pressure during the leakage test in psi The quantity of water required to restore the pressure shall be accurately determined by either 1) pumping from an open container of suitable size such that accurate volume measurements can be made by the Engineer or, 2) by pumping through a positive displacement water meter with a sweep unit hand registering one (1) gallon per revolution. The meter shall be approved by the Engineer. Pressure gauges used in the test shall be accompanied with certifications of accuracy from a testing Laboratory approved by the Engineer. Any visible leakage detected shall be corrected by the Contractor regardless of the allowable leakage specified above. Should the tested section fail to meet the pressure test successfully as specified, the Contractor shall, at no additional expense to the Contracting Agency, locate and repair the defects and then retest the pipeline. All tests shall be made with the hydrant auxiliary gate valves open and pressure against the hydrant inlet valve. After the test is completed, each valve shall be tested by closing each in turn and relieving the pressure beyond. This test of the valve will be acceptable if there is no immediate loss of pressure on the gauge when the pressure comes against the valve being checked. The Contractor shall verify that the pressure differential across the valve does not exceed the rated working pressure of the valve. 11/4/2020 155 Prior to calling out the Engineer to witness the pressure test, the Contractor shall have all equipment set up completely ready for operation and shall have successfully performed the test to ensure that the pipe is in satisfactory condition. Defective materials or workmanship, discovered as a result of hydrostatic field test, shall be replaced by the Contractor at no additional expense to the Contracting Agency. Whenever it is necessary to replace defective material or correct the workmanship, the hydrostatic test shall be re-run at the Contractor’s expense until a satisfactory test is obtained. 7-09.3(24)A Flushing and "Poly-pigging" Section 7-09.3(24)A shall be revised and supplemented with the following: (******) Prior to disinfection and prior to final flushing of the Water Mains for bacteriological sampling and testing, all Water Mains shall first be poly-pigged to remove any solids or contaminated materials that may have entered or become lodged in the pipes during installation. The "Poly-pig" shall be light density foam (1-2 lbs/cubic-foot) with 90A durometer urethane rubber coating on the rear of the "Poly-pig" only. The "Poly-pig" shall be cylinder shaped with bullet nose or squared end. The “Poly-pigs” shall be inserted in the pipes and retrieved form the pipes through launching stations with vertical crosses and blow-off assemblies as shown and on the Contract Plans and Standard Plans. If the main cannot be poly-pigged, then a tap shall be provided large enough to develop a flow velocity of at least 2.5 fps in the water main. Taps required by the Contractor for temporary or permanent release of air, chlorination or flushing purposes shall be provided by the Contractor as part of the construction of water mains. The Contractor shall be responsible for disposal of treated water flushed from mains and shall neutralize the wastewater for protection of aquatic life in the receiving water before disposal into any natural drainage channel, i.e., receiving water, waters of the State, including wetlands. The Contractor shall be responsible for disposing of disinfecting solution to the satisfaction of the Contracting Agency and local authorities. At a minimum, chlorinated water shall be dechlorinated to a concentration of 0.1 parts per million (ppm) or less, and pH adjustment to within 6.5 – 8.5 standard units before discharging to surface waters of the State or to a storm sewer system that drains to surface waters of the State. If approved by the Engineer and by the local authority responsible for the sanitary sewer system, disposal of treated water from mains may be made to an available sanitary sewer, provided the rate of disposal will not overload the sewer. 7-09.3(24)D Dry Calcium Hypochlorite Section 7-09.3(24)D is deleted in its entirety and replaced with the following: (******) Dry calcium hypochlorite shall not be placed in the pipe as laid. 11/4/2020 156 7-09.3(24)K Retention Period Section 7-09.3(24)K is deleted in its entirety and replaced with the following: (******) Treated water shall be retained in the pipe at least 16 hours but no longer than 48 hours. After the retention period, the chlorine residual shall be tested at all pipe extremities and at other representative points and shall measure at least 10 mg/L. If a measurement of less than 10 mg/L is obtained repeat disinfection is required. 7-09.3(24)N Final Flushing and Testing Section 7-09.3(24)N is deleted in its entirety and replaced with the following: (******) Following chlorination, treated water shall be flushed from the newly-laid pipe until the replacement water throughout its length shows, upon test, the absence of chlorine. In the event chlorine is normally used in the source of supply, then the tests shall show a residual not in excess of that carried in the water supply system. A sample tap shall be located ahead of the flushing hose for convenience and for sanitary sampling. Before placing the lines into service, two satisfactory reports taken at least 15 minutes apart from each sampling point shall be received from the local or State Health Department or from a State accredited testing laboratory on samples collected from representative points in the new system. Samples will be collected and bacteriological tests obtained by the Engineer. At a minimum, chlorinated water shall be dechlorinated to a concentration of 0.1 parts per million (ppm) or less, and pH adjustment to within 6.5 to 8.5 standard units, if necessary, before discharging to surface waters of the State or to a storm sewer system that drains to surface waters of the State. 7-09.3(25) Joint Restraint Systems Section 7-09.3(25) is a new section: (******) General: Where shown in the Plans, in the Specifications or required by the Engineer, joint restraint system (shackle rods) shall be used. All joint restraint materials used shall be those manufactured by Star National Products, 1323 Holly Avenue, PO Box 258, Columbus Ohio 43216, unless an equal alternate is approved in writing by the Engineer. Materials: Steel types used shall be: High strength low-alloy steel (cor-ten), ASTM A242, heat-treated, superstar "SST" series. High strength low-alloy steel (cor-ten), ASTM A242, superstar "SS" series. Items to be galvanized are to meet the following requirements: ASTM A153 for galvanizing iron and steel hardware. ASTM A123 for galvanizing rolled, pressed and forged steel shapes. 11/4/2020 157 Joint restrainer system components: Tiebolt: ASTM A242, type 2, zinc plated or hot-dip galvanized. SST 7:5/8" for 2" and 3" mechanical joints, 3/4" for 4" to 12" mechanical joints, ASTM A325, type 3D, except tensile strength of full-body threaded section shall be increased to 40,000 lbs. minimum for 5/8" and 60,000 lbs. minimum for 3/4" by heat treating (quenching and tempering) to manufacturer’s reheat and hardness Specifications. SST 753: 3/4" for 14" to 24" mechanical joints. Same ASTM Specification as SST 7. SST 77: 3/4" same as SST 7, except 1" eye for 7/8" rod. Same ASTM Specification as SST 7. Tienut: Heavy hex nut for each tiebolt: SS8: 5/8" and 3/4", ASTM A563, grade C3, or zinc plated. S8: 5/8" and 3/4", ASTM A563, grade A, zinc plated or hot-dip galvanized. Tiecoupling: Used to extend continuous threaded rods and are provided with a center stop to aid installation, zinc plated or hot-dip galvanized. SS10: for 5/8" and 3/4" tierods, ASTM A563, grade C3. S10: for 5/8" and 3/4" tierods, ASTM A563, grade A. Tierod: Continuous threaded rod for cutting to desired lengths, zinc plated or hot-dip galvanized. SS12: 5/8" and 3/4" diameter, ASTM A242, type 2; ANSI B1.1. S12: 5/8" and 3/4" diameter, ASTM A36, A307. Tiewasher: Round flat washers, zinc plated or hot-dip galvanized. SS17: ASTM A242, F436. S17: ANSI B18.22.1. Installation: Install the joint restraint system in accordance with the manufacturer’s instructions so all joints are mechanically locked together to prevent joint separation. Tie-bolts shall be installed to pull against the mechanical joint body and not the MJ follower. Torque nuts at 75-90 foot pounds for 3/4" nuts. Install tie-couplings with both rods threaded equal distance into tie-couplings. Arrange tie-rods symmetrically around the pipe. Pipe Diameter Number of 3/4" Tie Rods Required 4” 2 6” 2 8” 2 10” 4 12” 4 14” 6 16” 6 18” 8 20 10 24” 12 Where a manufacturer’s mechanical joint valve or fitting is supplied with slots for "T" bolts instead of holes, a flanged valve with a flange by mechanical joint adapter shall be used instead, so as to provide adequate space for locating the tie-bolts. 11/4/2020 158 Where a continuous run of pipe is required to be restrained, no run of restrained pipe shall be greater than 60 feet in length between fittings. Insert long body solid sleeves as required on longer runs to keep tie-rod lengths to the 60 foot maximum. Pipe used in continuously restrained runs shall be mechanical joint pipe and tie-bolts shall be installed as rod guides at each joint. Where poly wrapping is required all tie-bolts, tie-nuts, tie-couplings, tie-rods, and tie-washers, shall be galvanized. All disturbed sections will be painted, to the Inspector ’s satisfaction, with Koppers Bitomastic No. 300-m, or approved equal. Where poly wrapping is not required all tie-bolts, tie-nuts, tie-couplings, tie-rods and tie-washers may be galvanized as specified in the preceding paragraph or plain and painted in the entirety with Koppers Bitumastic No. 800-m, or approved equal. Tie-bolts, tie-nuts, tie-couplings, tie-rods, and tie-washers shall be considered incidental to installation of the pipe and no additional payment shall be made. 7-09.4 Measurement Section 7-09.4 is revised with the following: (******) Measurement of bank run gravel for trench backfill will be by the cubic yard measured by the calculation of neat lines based on maximum trench width per Section 2-09.4 or by the ton, in accordance with Section 1-09. Measurement for payment of concrete thrust blocking and dead-man blocks will be per cubic-yard when these items are included as separate pay items. If not included as separate pay items in the contract, then thrust blocking and dead-man blocks shall be considered incidental to the installation of the water main and no further compensation shall be made. Measurement for payment for connections to existing water mains will be per each for each connection to existing water main(s) as shown on the Plans. 7-09.5 Payment Section 7-09.5 is revised and supplemented with the following: (******) "Furnish and Install ____Ductile Iron Water Main & Fittings”, per lineal foot. The unit contract price per linear foot for each size and kind of “Furnish and Install ____Ductile Iron Water Main & Fittings" shall be full pay for the bid item as described in Section 1-09.14. "Concrete Thrust Blocking and Dead-Man Anchor Blocks", per cubic yard. The unit contract price per cubic yard for "Concrete Concrete Thrust Blocking and Dead-Man Anchor Blocks " shall be full pay for the bid item as described in Section 1-09.14. "Connection to Existing Water Mains", per each. The unit contract price per each for “Connection to Existing Water Mains” shall be full pay for the bid item as described in Section 1-09.14. 11/4/2020 159 “Select Imported Trench Backfill”, per cubic yard or ton. The unit contract price per cubic yard or ton for “Select Imported Trench Backfill” shall be full pay for the bid item as described in Section 1-09.14. "Removal and Replacement of Unsuitable Foundation Material", per ton or cubic yard. The unit contract price per cubic yard or ton for "Removal and Replacement of Unsuitable Foundation Material" shall be full pay for the bid item as described in Section 1-09.14. 7-12 VALVES FOR WATER MAINS 7-12.3(1) Installation of Valve Marker Post Section 7-12.3(1) is deleted in its entirety and replaced with the following: (******) Where required, a valve marker post shall be furnished and installed with each valve. Valve marker posts shall be placed at the edge of the right-of-way opposite the valve and be set with 18 inches of the post exposed above grade. 7-12.3(2) Adjust Existing Valve Box to Grade Section 7-12.3(2) is a new section: (******) Valve boxes shall be adjusted to grade in the same manner as for manholes, as detailed in Section 7-05.3(1) and the City of Renton Standard Details. Valve box adjustments shall include, but not be limited to, the locations shown on the Plans. Existing roadway valve boxes shall be adjusted to conform to final finished grades. The final installation shall be made in accordance with the applicable portions of Section 7-12. In the event that the existing valve box is plugged or blocked with debris, the Contractor shall use whatever means necessary to remove such debris, leaving the valve installation in a fully operable condition. The valve box shall be set to an elevation tolerance of one-fourth inch (1/4") to one-half inch (1/2") below finished grade. 7-12.4 Measurement Section 7-12.4 is supplemented with the following: (******) Adjustment of existing valve boxes to grade shall be measured per each, if included as a separate pay item in the Contract; if not a separate pay item but required to complete the Work, then value box adjustment shall be considered incidental. Hydrant auxiliary gate valve will be included in the measurement for hydrant assembly and will not be included in this measurement item. 11/4/2020 160 7-12.5 Payment Section 7-12.5 is deleted in its entirety and replaced with the following: (******) "Furnish and Install ____-Inch Gate Valve Assembly”, per each. The unit contract price per each for "Furnish and Install ____-Inch Gate Valve Assembly" shall be full pay for the bid item as described in Section 1-09.14. "Air-Release/Air-Vacuum Valve Assembly," per each. The unit contract price per for air-release/air-vacuum valve assembly shall be for all, labor, equipment and material to complete the installation of the assembly including but not limited to, excavating, tapping the main, laying and jointing the pipe and fittings and appurtenances, backfilling, testing, flushing, and disinfection, meter box and cover, at location shown on the plans, and per the City of Renton Standard Details, latest revision. "Adjust Existing Valve Box to Grade (RC)," per each. The contract bid price for "Adjust Existing Valve Box to Grade" above shall be full compensation for all labor, material, tools and equipment necessary to satisfactorily complete the Work as defined in the Contract Documents, including all incidental Work. If not included as a separate pay item in the Contract, but required to complete other Work in the Contract, then adjustment of valve boxes shall be considered incidental to other items of Work and no further compensation shall be made. 7-14 HYDRANTS 7-14.3(1) Setting Hydrants Section 7-14.3(1) is deleted in its entirety and replaced with the following: (******) Where shown on the Plans, hydrants shall be installed in accordance with the Standard Plans and Contract specifications. A minimum 3-foot radius unobstructed working area shall be provided around all hydrants. The bottom surface of the breakaway flange shall be set 2-inches minimum and 7-inches maximum above the concrete shear block finished grade. For each hydrant requiring vertical adjustment, see Section 7-14.3(6). Fire hydrants shall be of such length as to be suitable for installation with connections to 6", 8" and 10" piping in trenches 3 - 1/2 feet deep unless otherwise specified. The hydrant shall be designed for a 4-1/2 foot burial where 12" and larger pipe is shown unless otherwise noted in the Plans. After installation hydrants shall be subjected to a hydrostatic test as specified in Section 7-09.3(23). The hydrant excavation shall be backfilled and compacted when installation and testing are complete and accepted by the Engineer. A concrete shear block as shown by the hydrant details on the Standard Plans shall be constructed for all hydrants. Construction, Materials, and finishing of the concrete shear block shall conform to 11/4/2020 161 Section 8-14, Cement Concrete Sidewalk. The shear block shall be set flush with the immediately surrounding finish grade. The Contractor shall flush, test and disinfect furnished hydrants and hydrant barrel extensions according to Section 7-14.3(6). Upon completion of the project, all fire hydrants shall be painted with two field coats of Kelly-Moore/Preservative paint No. 5780-563 DTM Acrylic Gloss Safety Yellow or approved equal. Any hydrants not in service shall be identified by covering with a burlap or plastic bag properly secured. Fire hydrant assembly shall include: main line cast-iron or ductile iron tee (MJ x FL), 6" gate valve (FL x MJ), 6" DI spool (PE x PE) up to 18 feet in length, 5-1/4" MVO fire hydrant (MJ connection), 4" x 5" Storz adapter with stainless steel cable, cast iron valve box, cover, valve operating nut extension, 2-3/4" Cor-Ten shackle rods and accessories, concrete blocks, shear block and blue pavement marker. 7-14.3(3) Resetting Existing Hydrants Section 7-14.3(3) is supplemented with the following: (******) All existing hydrants to be reset shall be rebuilt to the approval of the Engineer. All rubber gaskets shall be replaced with new gaskets of the type required for a new installation of the same type. Unless a specific bid item has been included in the Proposal/Contract Document, resetting existing hydrants shall be incidental to and included in the various bid items. 7-14.3(4) Moving Existing Hydrants Section 7-14.3(4) is supplemented with the following: (******) All existing hydrants to be moved shall be rebuilt to the approval of the Engineer. All rubber gaskets shall be replaced with new gaskets of the type required for a new installation of the same type. Unless a specific bid item has been included in the Proposal/Contract Document, resetting existing hydrants shall be incidental to and included in the various bid items. Unless a specific bid item has been included in the Proposal/Contract Document, resetting existing hydrants shall be incidental to and included in the various bid items. 7-14.3(7) Remove and Salvage Hydrant Section 7-14.3(7) is a new section: (******) Existing hydrants shall be removed where shown in the Plans. Removed hydrants shall be delivered to the City of Renton shops by the Contractor. The existing hydrant lateral tee shall be removed from the main. Unless a specific bid item has been included in the Proposal/Contract Document, resetting existing hydrants shall be incidental to and included in the various bid items. 11/4/2020 162 7-14.5 Payment Section 7-14.5 is revised with the following: (******) Payment will be made in accordance with Section 1-04.1, for each of the following bid items that are included in the proposal: “Furnish and Install Hydrant Assembly”, per each. The unit contract price per each for " Furnish and Install Hydrant Assembly”, shall be full pay for the bid item as described in Section 1-09.14. “Resetting Existing Hydrants”, per each. The unit contract price per each for “Resetting Existing Hydrant” shall be full pay for all Work to reset the existing hydrant, including rebuilding (or replacement with a new hydrant), shackling, blocking, painting, and guard posts and reconnecting to the main. The new pipe connecting the hydrant to the main shall be considered incidental and no additional payment shall be made. Guard posts, shown on the Plans shall be incidental to the contract. “Moving Existing Hydrants”, per each. The unit contract price per each for “Moving Existing Hydrant” shall be full pay for all Work to move the existing hydrant, including new tee, rebuilding (or replacement with a new hydrant), shackling, blocking, painting, and guard posts and reconnecting to the main. The new pipe connecting the hydrant to the main shall be considered incidental and no additional payment shall be made. Guard posts, shown on the Plans shall be incidental to the contract. 7-15 SERVICE CONNECTIONS 7-15.3 Construction Details Section 7-15.3 is supplemented with the following: (******) All pipe materials for new water service lines and for extension or replacement of existing water service lines shall be copper and lead free in accordance with the Federal Reduction of Lead in Drinking Water Act. Pipe materials for water service line installation for size 2-inch or less and connection to ductile iron water main shall be copper type “K” annealed tubing and seamless (ANSI H33.1). Ductile iron pipe Class 52 or stronger shall be direct-tapped with 1-inch corporation stops for 1-inch service lines. All meter setters for residential domestic use shall be 1-inch by 1-inch setters unless otherwise specified on the Contract Plans. For existing 3/4-inch meters, the Contractor shall furnish and install reducing couplings to adapt the 1-inch setter to the standard 3/4-inch domestic meter. 11/4/2020 163 Where installation of service lines is within existing paved streets, the service lines shall be installed by a trenchless percussion and impact method (hoe-hogging). If the trenchless percussion and impact method fails, regular open trench methods may be used. Where shown in the Plans, the Contractor shall: • Furnish and install new water service lines from the new water main to the new meter setters and new meter boxes near the existing meters • Furnish and install adaptors for the relocation of the existing water meters to the new meter setters and re-install the existing meters in the new meter setters • Connect the new meter setters to the customers’ private service lines • Restore disturbed areas to their approximate original condition as directed by the Engineer. 7-15.5 Payment Section 7-15.5 deleted in its entirety and replaced with the following: (******) Payment will be made in accordance with Section 1-04.1, for the following bid item when it is included in the proposal: “Furnish and Install ____ In. Water Service Connection”, per each. The unit contract price per each for " Furnish and Install ____ In. Water Service Connection”, shall be full pay for the bid item as described in Section 1-09.14. 7-17 SANITARY SEWERS 7-17.2 Materials Section 7-17.2 is deleted in its entirety and replaced with the following: (******) Pipe Gravity sewer pipe shall be as specified herein and as shown on the Plans. The Contractor shall provide electronic copies of the pipe manufacturer’s technical literature and tables of dimensional tolerances to the Engineer. Any pipe found to have dimensional tolerances in excess of those prescribed or having defects, which prevent adequate joint seal or any other damage, shall be rejected. If requested by the Engineer, not less than three nor more than five lengths of pipe for each size, selected from stock by the Engineer, shall be tested as specified for maximum dimensional tolerance of the respective pipe. Materials shall meet the requirements of the following sections: Material for sewer pipe shall meet the requirements of Section 9-05.12 as modified in these special provisions or as specified on the project plans. (Specification to list acceptable materials and applicable specification for project). All pipe shall be clearly marked with type, class, and thickness. Lettering shall be legible and permanent under normal conditions of handling and storage. 11/4/2020 164 7-17.3 Construction Requirements 7-17.3(1) Protection of Existing Sewerage Facilities Section 7-17.3(1) is supplemented with the following: (******) When extending an existing sewer, the downstream system shall be protected from construction debris by placing a screen or trap in the first existing manhole downstream of the connection. It shall be the Contractor's responsibility to maintain this screen or trap during construction of the new sewer and then remove it once the new system is placed into service. The Contractor shall remove any construction debris that enters the existing downstream system as a result of his work at his expense. When the first manhole is set, its outlet shall be plugged until acceptance of the new construction by the Engineer. 7-17.3(2)H Television Inspection Section 7-17.3(2)H is supplemented with the following: (******) CCTV Inspection 1. All newly-installed and newly-rehabilitated (public and private) Sanitary Sewer and Storm Drain main lines shall be inspected by means of remote CCTV. CCTV inspections and reports shall be submitted to the City of Renton inspector assigned to the project prior to receiving approval to install project curbs, gutters and/or pavement. 2. The Contractor shall perform all CCTV inspections in accordance with the National Association of Sewer Service Companies (NASSCO) Pipeline Assessment Certification Program (PACP). 3. All CCTV operators shall have current NASSCO PACP certification. 4. CCTV inspections shall be recorded in a GraniteNet compatible format database using the latest software version and submitted with electronic links between the data and the video on an External HDD, DVD or Flash Drive. 5. All CCTV inspection reports shall be within +/- two (2) feet of the measured linear footage between manholes along the existing pipeline centerline from the start of pipe to end of pipe. 6. All Owner and PACP required header information must be fully and accurately entered on all CCTV reports. Work not following these specifications will be rejected and the Contractor shall be required to re-CCTV the work. 7. The documentation of the work shall consist of PACP CCTV Reports, PACP database, logs, electronic reports, etc. noting important features encountered during the inspection. The speed of travel shall be slow enough to inspect each pipe joint, tee connection, structural deterioration, infiltration and inflow sources, and deposits, but should not, at any time, be faster than 30 feet per minute, except as noted otherwise in this document. 8. The camera must be centered in the pipe to provide accurate distance measurements to provide locations of features in the sewer and these footage measurements shall be displayed and documented on the video. All PACP Observations shall be identified by audio and on a PACP log. All video must be continuously metered from manhole to manhole. All video recording shall be continuous from structure to structure with no “pausing” of the video recording during each pipeline inspection. The pipe shall be cleaned prior to the CCTV inspection to ensure all defects, features and observations are seen and logged. 9. Just prior to beginning the CCTV inspection, while the CCTV camera is in place and recording, water (containing dye) shall be introduced into the upstream manhole of each 11/4/2020 165 pipe segment until it is observed and recorded flowing past the camera’s field of vision in its entirety. 10. The CCTV camera shall have a water-level measuring device (ball, cylinder, etc.) attached that has ¼” markings to show the depth of water in the pipe during the CCTV inspection. 11. All manholes shall be channeled and coated prior to CCTV inspection. 12. Per City of Renton specification 7-08.3(2)B, sewer and storm drain pipeline shall have no more than ½” of ponding to be considered acceptable. 7-17.3(2)I Abandon Existing Sanitary Sewer Pipes Section 7-17.3(2)I is a new section: (******) Where it is shown on the plans that existing sanitary sewer pipe(s) is to be abandoned by filling with grout, both ends of the abandoned pipe and all lateral connections to the pipe shall be plugged with 3,000 psi cement concrete and the pipe shall be filled with cement-based grout. The grout mix design and method of installation shall be approved by the Engineer prior to beginning the operation (See Section 9-03.22 for Grout Mix requirements). 7-17.5 Payment Section 7-17.5 is revised and supplemented with the following: (******) Payment will be made in accordance with Section 1-04.19, for each of the bid items that are included in the proposal. The unit contract price per linear foot for “Testing Sewer Pipe” shall be full pay for all labor, material and equipment required to conduct the leakage tests required in Section 7-17.3(2). If no unit price for “Testing Sewer Pipe” is included it shall be considered incidental to the pipe items. 7-18 SIDE SEWERS 7-18.3(2) Fittings Section 7-18.3 is deleted in its entirety and replaced with the following: (******) Fittings and connections to new and existing sewers shall be per the City of Renton’s Standard Plans. 7-18.3(3) Testing Section 7-18.3(3) is deleted in its entirety and replaced with the following: (******) All side sewers constructed in conjunction with a new sewer main shall, for purposes of testing as specified in Section 7-17, have the side sewer cleanout at the right-of-way (as shown in the respective City of Renton Standard Plans) installed prior to testing. Caps shall be installed and sufficiently restrained on the end of each side sewer and its respective surface cleanout to withstand the internal pressure created for testing in conjunction with the sewer main. Where a sewer main and its respective side sewer are constructed to replace and existing, in-operation sewer system, pressure testing will not be required. 11/4/2020 166 7-18.3(5) End Pipe Marker Section 7-18.3(5) is deleted in its entirety and replaced with the following: (******) The location of side sewers at the property line shall be indicated by the presents of a surface cleanout installed per the associated City of Renton Standard Plan. 7-19 SEWER CLEANOUTS 7-19.3 Construction Requirements Section 7-19.3 is deleted in its entirety and replaced with the following: (******) Sewer cleanouts shall be installed per the associated City of Renton Standard Plan(s). 7-19.4 Measurement Section 7-19.4 is deleted in its entirety and replaced with the following: (******) Sewer cleanouts that are installed on sewer main lines will be measured per each. Sewer cleanouts that are installed on side sewers shall be considered incidental to the side sewer pipe. 7-20 CURED IN PLACE PIPE (CIPP) Section 7-20 is a New Section. Description This Section specifies rehabilitation of existing wastewater or stormwater (host pipes) by the installation of felt or fiberglass resin-impregnated liner cured-in-place piping (CIPP). Service connections and manholes may be rehabilitated with products specified in other Sections. Contractor shall coordinate rehabilitation of manholes, mainlines, and lateral interfaces with product installers. Contractor shall ensure that resin systems are compatible with all rehabilitation products that they will contact. Work to remove and replace manhole cones, risers, frame and cover, and concrete collars necessary for the installation of the CIPP shall be considered incidental as part of the CIPP Work. Licensing The Contractor or sub-contractors shall have a current City of Renton business license. The Contractor or sub-contractor installing the CIPP shall have a current license agreement with the product Manufacturer. All individuals installing the CIPP shall be certified by the product Manufacturer. Certification showing that the Installer is currently licensed by the appropriate licensor to perform CIPP installation shall be submitted in accordance with Section 1-07.6. 11/4/2020 167 Contractor and Manufacturer Qualifications Manufacturer Qualifications: • The Manufacturer’s CIPP liner shall have successfully installed a minimum of 200,000 linear feet in accordance with these specifications. • Manufacturers using standards other than those listed in these specifications shall demonstrate, to the satisfaction of the Owner, that their standards produce a product that is, at a minimum, equal to the quality of a product produced using these specifications. Contractor Qualifications: • A minimum of five (5) successful projects totaling a minimum of 50,000 linear feet of installed CIPP meeting the requirements of these specifications • The Contractor’s superintendent shall have a minimum of three (3) successfully completed projects totaling a minimum of 25,000 linear feet of installed CIPP meeting the requirements of these specifications. The superintendent shall be onsite during installation of the CIPP work for the duration of the project. • At least one (1) person on the Contractor’s installation crew shall have a minimum of one (1) year of CIPP installation experience. This person shall be onsite at all times during the CIPP installation work. • The Contractor’s identified Lateral Cutting Technician shall have a minimum of one (1) year of experience reinstating laterals. Contractor Submittals All procedures or material descriptions requiring the Engineer's approval shall be submitted not less than 15 calendar days prior to mobilizing or commencing any CIPP activities at the site of the work. Submit as specified in Section 6-07.3(2). The following submittals are required: 1. CIPP Lining Plan to include the following: a. Work sequence organized by pipe section with installation schedule. b. Confirmation of liner length and diameter. c. Locations of all service connections with disposition for each. d. Anticipated cleaning and preparation requirements. e. Proposed lining material and curing method. f. Sewer Service Interruption Notification Plan. 2. Spill Prevention Plan. 3. Manufacturer’s certificate(s) indicating that the supplied lining materials meet the requirements of the specifications, ASTM standards, and a certificate of compliance from an independent third-party lab. 4. Certification stating CIPP tube has been manufactured in accordance with ASTM F1216 or F2019 and resin is suitable for its intended use. 5. Certification showing the Contractor is currently licensed by the appropriate licensor to perform CIPP installation. 6. Name of resin supplier and liner fabric supplier. 7. Test reports on testing of CIPP products illustrating they meet the relevant requirements of this specification. Manufacturer shall provide ISO 9001 certificate by a third party confirming that all the ASTM test reports are valid and up to date at the time of the bid and during construction period. 8. Manufacturer’s recommendations for factory and field (whichever applies) wet out procedures including: volume of resin per unit of liner, mixing ratios and procedures for 11/4/2020 168 resin and catalyst/hardener, shelf life of resin, pot life of resin, required wet out procedure to ensure full saturation, and other criteria deemed necessary to ensure proper wet out of the liner. 9. Manufacturer’s data sheets for factory wet out and/or Contractor’s data sheets for field wet out showing quantity of resin and catalyst used for each length of liner, at or prior to time of installation. 10. Manufacturer’s certification that all Manufacturer’s wet out recommendations have been followed on all lengths of CIPP which have factory wet out, at or prior to time of installation. 11. Manufacturer’s recommendations for storage procedures and temperature control, handling and inserting the liner, curing details, service connection methods, trimming and finishing, QA/QC procedures, and minimum equipment requirements to allow for an adequate installation. 12. Manufacturer’s recommendations and procedures for minimum and maximum pressures, temperatures, and time durations to be used. 13. Data on Contractor’s equipment to be used on site including: type and tolerance of temperature gages and thermocouples used to monitor cure temperature; type and tolerance of equipment used to generate liner inversion pressure; make, model, and technical data of all equipment used to generate heat for the curing process; make, model and technical data of backup equipment used to maintain curing temperature; rough size of vehicle(s) which carries the CIPP pipe and overall installation equipment footprint required. 14. Contractor shall calculate and submit to the Engineer for review after field verification of pipe sizes and prior to ordering any material from the manufacturer the required minimum thickness for the CIPP to be installed in each pipe reach based on the internal inspection data. 15. Manufacturer onsite Representative’s Certification that the Contractor’s installation meets all requirements of the Manufacturer and will not void the Owner’s warranty. 16. CIPP field samples from field installations. Field sampling procedure shall be in accordance with the latest version of ASTM F1216 or F2019 or ASTM F1743 and in accordance with ASTM D5813. 17. Material Safety Data Sheets for resins, hardeners, catalysts, solvents, and all other compounds or chemicals to be used on the job site. 18. Data logger output in a graphic format showing pipe section, time, pressure, and temperature during activation, heating, curing, and cool down, as applicable for CIPP technology used. 19. Informational hand out that describes the materials, processes, and odors associated with the lining process. This handout shall be provided at the request of residents. 20. Pre- and Post-Installation CCTV inspection videos. 21. Contractor shall obtain a Discharge Authorization Permit from King County’s Wastewater Treatment Division for any proposed discharges to the existing Sanitary Sewer System, including process water resulting from the curing process (if applicable). Contractor is responsible for adhering to all discharge limitations associated with the received permit. Contractor shall submit a copy of the permit to the City once obtained. Warranty Contractor shall provide a 1-year written bonded warranty for the full value of the contract with a 3.5 percent inflation allowed per year after acceptance of the liner to cover the repairs resulting 11/4/2020 169 from liner failure within the warranty period, including new pipe, labor and incidentals as well as any fines by the local, state, and federal environmental agencies. The written bonded warranty shall be issued by a BB+ rated surety with more than 20 years of business history and with headquarters in the United States. Product Storage and Handling Requirements Contractor shall be responsible for the delivery, storage, and handling of all materials for CIPP and end sealing material in accordance with the written requirements of the manufacturer. Contractor shall exercise adequate care during transportation, handling, and installation to ensure the CIPP material is not torn, cut, or otherwise damaged. If any part or parts of the CIPP material becomes torn, cut, or otherwise damaged before or during insertion, it shall be repaired or replaced in accordance with the manufacturer’s recommendations and approval of the Engineer before proceeding. Materials CIPP products and materials shall be in accordance with the latest version of ASTM F1216 for Resin-Impregnated Flexible Tube (Felt Liner) or ASTM F2019 for Glass Reinforced Plastic (GRP) Thermosetting Resin Pipe (Fiberglass Liner), with Suppliers recommendations as described below. CIPP The CIPP design shall be in accordance with the latest version of ASTM F2019, with physical properties and chemical resistance demonstrated per ASTM D5813, F2019 for Type III, Grade 2 CIPP classification, with final approval from the Engineer. The liner thickness shall be designed based on the engineering formulas listed in ASTM F1216 and F2019 for “fully deteriorated” pipes and the conditions indicated below: 1. Design Safety Factor = 2.0. 2. Ovality factor = 2 percent. 3. Constrained Soil Modulus = Per ASTM D3839, Soil Class III at 90 percent compaction. 4. Modulus of soil reaction, E’ = 700 psi. 5. Groundwater Depth = At ground surface. 6. Soil Depth = As indicated on the drawings. 7. Live load using an AASHTO HS20 vehicle loading. 8. Soil Unit Weight = 140 lbs/cf. 9. Minimum Service Life = 50 years. Felt Cured-in-Place Resin Impregnated Material The liner shall be designed in accordance with the procedures of ASTM F1216. All material properties used in design calculations shall be long-term (time-corrected) values. The design for the CIPP shall recognize any non-uniform cross section and the liner bifurcation present at the spring line of the host pipe. Accounting for this condition by the use of an ovality reduction factor alone is unacceptable. The CIPP will be continuous in length and the wall thickness shall be uniform. No overlapping sections shall be allowed throughout the circumference or the length of the liner. 11/4/2020 170 The CIPP will be capable of conforming to offset joints, bells, and disfigured pipe sections. It shall be able to stretch to fit irregular pipe sections and negotiate bends as shown on the drawings. The CIPP service life shall be a minimum of 50 years. The Contractor shall be responsible for control of all material and process variables to provide a finish CIPP possessing the minimum properties specified in ASTM F1216. The CIPP shall be marked at a distance of regular intervals along its entire length, not to exceed five (5) feet. Markings shall include Manufacturer’s name or identifying symbol. The CIPP liner shall be manufactured with materials from a consistent supplier. All materials of similar type shall be from a single source for the entire project. The CIPP shall be fabricated to a size that, when installed, will tightly fit the internal circumference and length of the original pipe. Allowance shall be made for circumferential and longitudinal stretching during the installation process. Diametric shrinking during the curing process shall meet the requirements of ASTM D5813, Section 6.3.1 or better. For liners inserted by the inversion method, the CIPP shall be coated on one side with a translucent waterproof coating of polyvinyl chloride (PVC) or polyurethane. For liners inserted by the pull/winch method, the CIPP shall be coated on one side with a translucent waterproof coating of PVC, polyurethane, polyethylene, or polypropylene. Fiberglass Cured-in-Place Resin Impregnated Material Glass Reinforced Plastic Flexible Tube (fiberglass liner), consists of at least two separate tubes of corrosion resistant glass fiber in accordance with ASTM D5780 and F2019. Liner shall include an inner foil (or calibration hose) to contain resin which shall be removed after completion of installation (unless intended to be a permanent part of the CIPP system and fabricated as an integral part of the tube by bonding or fusing). In addition, an external permanent foil shall be provided that is resistant and impermeable to moisture and all wave lengths of light as part of the UV curing process. The liner shall be continuous in length and the wall thickness shall be uniform. No overlapping sections shall be allowed throughout the circumference or length of the liner. The liner shall be capable of conforming to offset joints, bells, and disfigured pipe sections. It shall be able to stretch to fit irregular pipe sections and negotiate bends as shown on the drawings. The liner shall be marked at regular intervals along its entire length, not to exceed five (5) feet. Markings shall include Supplier's name or identifying symbol. The liner shall be manufactured with materials from a consistent supplier. All materials of a similar type shall be from a single source for the entire project. The liner shall be fabricated to a size that, when installed, will tightly fit to the internal, circumference and length of the host pipe. Allowance shall be made for circumferential stretching during the installation process. 11/4/2020 171 The liner shall not be of a dark or non-reflective material which would inhibit proper closed-circuit television inspection. The liner shall meet the chemical resistance criteria specified in ASTM D5813, D578 and ASTM F2019 (Appendix X2) for Type III, Grade 2. The liner shall be handled with care during delivery to protect from UV exposure prior to installation. Resin & Cured CIPP Properties The resin used shall be compatible with the CIPP system used, and designed for use depending on the application. The resin shall be a general purpose, unsaturated polyester, catalyst system compatible with the CIPP system that provides the cured physical strengths and properties specified herein. Resins shall be tinted for adequate visibility suitable for internal inspection and provide positive indication of adequate liner wet-out. The resin system for the cure-in-place pipe process, using steam or water curing, shall be manufactured in accordance with ASTM F1216. Resin shall have the following characteristics: 1. The resin shall be thermosetting polyester. 2. When cured, the resin shall have a flexural strength of not less than 4,500 psi (ASTM D790). 3. When cured, the resin shall have a flexural modulus (short term) of not less than 250,000 psi (ASTM D790). 4. When cured, the resin shall have a tensile strength of not less than 3,000 psi (ASTM 0368). 5. 50-year flexural creep modulus: 150,000 psi per ASTM D 2990. 6. Tensile strength: 9,000 psi per ASTM D638 for sectional liner. For materials that do not allow sufficiently accurate hoop/weft testing in accordance with ASTM D638, initial tensile strength may also be substantiated by short-term flat plate specimen testing. 7. The resin shall be able to cure in the presence of water. 8. The resin initiation temperature for curing should be as recommended by manufacturer. 9. The resin color shall be in contrast to the color of the liner fabric to assist in visual inspection. 10. The CIPP resin shall be compatible with the liner fabric, liner coating, other rehabilitation systems and the host pipe materials that it may contact. 11. The resin shall form no excessive bubbling or wrinkling during lining. 12. The resin shall be manufactured with materials from a consistent supplier. All materials of similar type shall be from a single source for the entire project. 13. The resin shall have no fillers added for the sole purpose of increasing the resin volume. Resin shall include no more than five (5) percent filler by volume for the purpose of modifying resin viscosity, heat transfer characteristics, or flexural modulus of a cured liner. The resin system for the cure-in-place pipe process using ultraviolet curing shall be manufactured in accordance with ASTM F2019. Resin shall have the following characteristics: 1. The resin shall be chemically resistant polyester thermoset and catalyst system compatible with UV curing installation process. A photo-inhibitor system shall be added to the resin prior to impregnation. The initiator system of the resin shall be optimized to the output of the ultraviolet curing lights. 2. When cured, the resin shall have a flexural strength of not less than 6,500 psi (ASTM D790). 3. When cured, the resin shall have a flexural modulus (short term) of not less than 725,000 psi (ASTM D790). 11/4/2020 172 4. When cured, the resin shall have a tensile strength of not less than 9,000 psi (ASTM D3039, D368). 5. 50-year flexural creep modulus: 150,000 psi per ASTM D 2990. 6. Tensile strength: 9,000 psi per ASTM D 638 for sectional liner. For materials that do not allow sufficiently accurate hoop/weft testing in accordance with ASTM D638, initial tensile strength may also be substantiated by short-term flat plate specimen testing. 7. The resin color shall be in contrast to the color of the liner fabric to assist in visual inspection. 8. The CIPP resin shall be compatible with the liner fabric, foils and host pipe materials. 9. The resin shall form no excessive bubbling or wrinkling during lining. 10. The resin shall be manufactured with materials from a consistent supplier. All materials of similar type shall be from a single source for the entire project. 11. The resin shall have no fillers added for the sole purpose of increasing the resin volume Resin shall include no more than five (5) percent filler by volume for the purpose of modifying viscosity, heat transfer characteristics, or flexural modulus of a cured liner. Dimensions of CIPP Contractor shall measure the actual inside diameter of the host pipe, at different locations along its length, to verify the appropriate size of CIPP liner to use. The existing host pipe may be larger than their nominal size due to corrosion of the concrete pipe. It is the Contractor’s responsibility to measure the actual inside diameter at different locations of the host pipe to verify the appropriate size of the CIPP liner to use. The Contractor shall make allowances in determining the felt tube length and circumference for stretch during installation and shrinkage during curing and aging. The minimum length shall be that which continuously spans the distance from the center of the inlet manhole to the center of the outlet manhole, based on the specifics of the repair and pipe diameter. The Contractor shall verify the lengths in the field before the liner tube is cut and impregnated. Individual installation runs may include one or more manhole-to-manhole sections as authorized by the Engineer. Wall Thickness The wall thickness of the tube shall be ordered to the next standard incremental thickness above the minimum calculated design thickness. Unless otherwise specified to provide for excess resin migration, the gap thickness of the wetting out equipment shall be sized to allow an excess of 5 to 10 percent resin to pass during impregnation. The nominal CIPP thickness shall be at least the calculated design thickness, per ASTM F1216 (felt liner) or F2019, (fiberglass liner) except where fabric layers overlap, in which case it may be in excess of this value. CIPP Liner Labeling Manufacturer label on each liner tube shall be in 1-inch letters, minimum, and include the following information: 1. Date of manufacture of the liner. 2. Name or trademark of the manufacturer. 3. Liner diameter. 4. Liner thickness. 5. Liner length. 11/4/2020 173 Chemical Resistance The cured pipe shall be resistant to a variety of chemical effluents as described in ASTM D543. Testing for chemical resistance may be performed on the sample of the finished product prior to this contract, provided a certified affidavit, signed by an officer of the company, is submitted stating the resin the tests apply to and the resin submitted for this project are the same. Testing data up to 2-years prior to bid date will be accepted. Finished and cured CIPP liner properties shall perform as specified. Chemical resistance test results shall be provided in accordance with Test Method D543 on samples of the cured liner material that are the same as that proposed for installation. Exposure should be for a minimum of one month at 73.4 degrees F. During this period, the CIPP test specimens should lose no more than 20 percent of their initial flexural strength and flexural modulus when tested in accordance with Section 8 of ASTM F1216, when subjected to the following solutions: Chemical Solution Concentration, percent Tap Water (pH 6-9) 100 Nitric Acid 5 Phosphoric Acid 10 Sulfuric Acid 10 Gasoline 100 Vegetable Oil 100 Detergent 0.1 Soap 0.1 The Contractor shall be responsible for all costs associated with the chemical resistance tests. Proof of meeting the requirements for the design specified shall be provided to the Engineer for approval at least seven (7) days prior to ordering any material. CIPP End and Connection Seal Contractor shall seal the end points of the liner so that no leakage of fluids may infiltrate between the liner and the existing pipe. Contractor shall apply epoxy sealant (after CIPP acceptance) to completely seal area around opening of the liner and the connection. Hydraulic cements and quick-set cement products are not acceptable. The installation of the connection seal shall not, in any way, damage or adversely affect the CIPP. If damage to the CIPP liner does occur, the Contractor shall repair or replace the area at no additional cost to the Owner. Contractor shall trim loose or hanging/intruding pipe connection seals so that they are flush with the internal pipe wall. The Contractor shall not fold the hanging/intruding material. Allowable CIPP and End Connection Seal Manufacturers The following manufacturers of CIPP are approved: 1. Inliner Technologies. 2. Insituform Technologies, Inc. 3. National Liner. 4. Premier-Pipe. 5. Spiniello Companies. 6. SAK, LLC. 11/4/2020 174 7. Saertex. 8. Reline America Inc. 9. Or approved equal. The following manufacturers of CIPP end and connection sealing are approved: 1. Neopoxy. 2. Or approved equal. Construction Requirements Pre-Installation CCTV Inspection Contractor shall conduct CCTV video inspection of the host pipe prior to commencing construction. All CCTV inspections shall be performed in accordance with Section 7-17.3(2)H. Contractor will review the CCTV inspection and indicate where the following deficiencies are located: 1. Any obstructions within the host pipe that may affect the sliplining operation. 2. Joint separation. 3. Offset joint. 4. Cracked or damaged host pipe. 5. Out of round host pipe. 6. Infiltration point. The findings of the pre installation inspection shall be summarized in an inspection report and submitted along with the video files and corresponding database to the Engineer for review. Flow Management It shall be the Contractor's responsibility to maintain operation of the existing sewer and/or storm systems throughout the duration of the project. The Contractor shall divert all flows around each segment of the pipe designated for rehabilitation. This diversion shall consist of redirecting flow from an upstream manhole and discharging it to a manhole downstream of the rehabilitation operation. This can be accomplished via a combination of pumping and/or gravity flow. After the work is completed, flow shall be returned to the rehabilitated sewer and/or storm system. The area affected by the bypass operation shall be fully restored to pre-bypassing conditions. Bypass pumping system of stormwater shall be capable of bypassing at least the 2-year peak flow during construction. Bypass pumping shall be scheduled for continuous operation. Back-up equipment shall be on-site and available for periods of maintenance, refueling or failure of the primary bypass pump(s) or diversion system. Bypass pumping shall be done in such a manner as not to damage private or public property, or create a nuisance or public menace. The bypass-pumping pipe shall not block any driveways or intersections unless approved by the Engineer. The sewage shall be pumped through a watertight hose or pipe that is adequately protected from traffic. The discharge of raw sewage to private property, city streets, sidewalks, storm sewer, or any location other than an approved sanitary sewer is prohibited. The Contractor shall be liable for all cleanup, damages, and resultant fines should the Contractor's operation cause any backups or overflows. 11/4/2020 175 The Contractor's bypass operation shall be sized to handle, at a minimum, the full pipe capacity in each subject line removed from service. If flow conditions are greater than full pipe, the Contractor may elect to wait for flow conditions to subside prior to removing the subject line from service. Working days will not be charged for the period of time during which the flow is greater than full pipe. No additional payment will be made for periods of high flows during which the Contractor elects to wait for lower flows. Once the Contractor removes a section of line from service he/she is responsible to bypass any and all flow in the system during construction, even in the event the system surcharges and exceeds the full pipe capacity, until the line is returned to service. All bypassing systems shall be approved by the Engineer. The Contractor shall submit a plan for bypassing the existing system to the Engineer for review. The Contractor's plan for bypass pumping shall be satisfactory to the Engineer before the Contractor will be allowed to commence bypass pumping. The sewage and/or storm bypass pumping plan shall include an emergency response plan detailing procedures to be taken in the event of a failure of the bypass pumping. The review of the bypassing system and equipment by the Engineer shall in no way relieve the Contractor of their responsibility and public liability. The Contractor shall coordinate activities with impacted property owners. Property Owners shall be notified at least 24 hours in advance of any disruption to their sewer service. All construction-related service disruptions shall be approved by the Engineer prior to the disruption taking place. When situations exist where impacted properties cannot be disconnected, plugged, or subjected to any other service interruption, i.e., hospitals, care facilities, restaurants, etc., bypass pumping of the side sewer to the downstream sanitary sewer system shall be required prior to insertion of the liner system. The Contractor shall verify, with the approval of the Engineer, whether a property is able to be interrupted prior to lining operations. If the subject property’s side sewer requires bypass pumping, the costs for the bypass pumping shall be covered by Force Account. Host Pipe Access Contractor shall install access structures necessary for installation of CIPP liner. Access structures to the host pipe for installation of the CIPP liner shall be excavated as required by the Contractor. Access structures shall be located in areas that minimize excavation requirements. Provide excavation and backfill, pipe work, reconnection, and access structures including manhole cones, risers, frame and cover, and concrete collars as necessary. The Contractor shall plug the downstream manhole to prevent excavation material from entering the sewer and/or storm system during the installation of all access structures. Prior to entering any permit-required confined space, the Contractor shall evaluate the atmosphere to determine the presence of toxic, flammable vapors or lack of oxygen in accordance with local, state, and federal safety regulations. Host Pipe Cleaning, Preparation, and Inspection Prior to CIPP tube installation, the Contractor shall clean the host pipe. The Contractor shall clear the existing host pipe of obstructions such as solids, collapsed pipe, roots, rocks or other intrusions that will prevent or hinder CIPP liner installation. Minimize infiltration into the existing pipe so as not to interfere with the proper installation and cure of the CIPP liner. 11/4/2020 176 The Contractor shall perform pre-lining inspection after cleaning and preparation to confirm that the host pipe is ready for lining. The pre-lining inspection video shall be submitted to the Engineer for review at least 24 hours prior to the scheduled installation of the liner. Installation of the liner shall not proceed prior to receiving approval by the Engineer. The Engineer will confirm the following: 1. Necessary cleaning and pipe preparation work, including any internal and external repairs/modifications have been completed. 2. That the condition of the host pipe is consistent with the design conditions and specifications. Prior to commencing lining, the Contractor shall notify the Engineer of any condition that is contrary to the design conditions or assumptions made that may affect either long term or short term performance or the liner. 3. The location, condition, and operational status of all lateral tap connections. At each location within the Project, prior to diversion of flows the Contractor shall initiate odor control measures. The Contractor shall perform post-lining CCTV inspection following installation of the liner. The Contractor shall confirm the adequacy of all lateral tap connection reinstatements and the fit and the finish of the CIPP liner prior to submitting the post-installation inspection video files to the Engineer. The Contractor shall submit CCTV post-installation inspection reports and video files along with the corresponding data base to Engineer within one (1) week of the inspection. Point Repairs The Contractor shall advise the Engineer of any point repairs that can only be performed by excavating the defect. The Contractor shall repair all defects in the host pipe including but not limited to open joints, fractures, cracks, protruding taps and holes in the pipe that may adversely affect the successful installation of the liner. Those repairs shall include, but not limited to, the following: 1. Grouting all defects as recommended by liner manufacturer or installer. 2. Grouting all locations with excessive infiltration as outlined below: a. The determination of an excessive leak shall be made by the Owner’s representative and shall be based on PACP leak designations: i. Leaks that would be categorized as a Runner(IR) – Severity 4 or Gusher (IG) – Severity 5 shall be considered as excessive. Measurement and Payment for Excessive Leak Repairs shall be as designated in Section 7-20.6 and 7-20.7. ii. Leaks categorized as Weeper(IW) – Severity 2 or Dripper(ID) – Severity 3 shall be considered incidental to the unit price for CIPP rehabilitation. Measurement and Payment for Excessive Leak Repairs shall be as designated in Section 7-20.6 and 7-20.7. 3. Make point repairs of any host pipe defect that be accomplished using conventional sewer cleaning equipment or by remotely performed repair methods acceptable to the Engineer such as grout packers, link seal, or spot liner. Remove protruding laterals, rolled gaskets, roots, mineral deposits, and other objects protruding into the host pipe utilizing a remote-controlled cutter. 11/4/2020 177 Trimming Intruding Laterals Contractor shall trim intruding laterals so that the service connection is flush with the internal pipe wall. All lateral trimming shall be documented by pre and post trimming photos. The Contractor shall ensure that the existing pipe is not damaged during cutting operations. Protection of Existing Manholes The Contractor shall protect all manholes from any damage that may result from the lining operation. Spill Prevention and Control Contractor shall keep a stockpile of spill cleanup materials, such as rags or absorbents, readily accessible on-site. Contractor shall immediately contain and prevent leaks and spills from entering storm drainage systems, and properly clean up and dispose of all waste and cleanup materials. If the waste is hazardous, the Contractor shall dispose of hazardous waste only at authorized and permitted disposal facilities. Only licensed hazardous waste haulers shall transport the hazardous waste to an off-site location, unless the quantities to be transported are below those applicable threshold limits for transportation by the Contractor as specified under State and Federal regulations. Contractor shall immediately report any hazardous materials spill to the Owner and Engineer. Installation Felt Liner CIPP Tube Installation Lining installation shall be in accordance with the requirements of the product Manufacturer and as directed by their Technical Representative. This includes the correction of defective work. Contractor shall designate the location where the CIPP tube will be impregnated with resin (“wet-out”). These locations shall be subject to approval by the Engineer. The Contractor shall allow the Engineer to inspect the materials and “wet-out” procedure. If the “wet-out” location is not at the project site, the impregnated CIPP tube shall be transported to site under controlled environmental conditions as specified by the Manufacturer of the product. Transport vehicles shall include a tamper resistant, sealed temperature recording device which records the temperature of the liner at all times after leaving the wet-out site. Contractor shall decide when to transport the resin impregnated CIPP tube and when to commence installation depending on prevailing weather conditions, so as to not jeopardize the installation or be detrimental to the long-term performance of the CIPP. The liner shall be installed by the inversion tube method where possible. The resin-impregnated tube shall be lowered into the insertion pit through an inversion tube and reducer if needed. The liner shall be installed at a rate less than 10 feet per minute at all times. The CIPP liner shall be installed through existing manholes. Liner shall not be installed through intermediate manholes unless approved in advance by the Engineer. All requests to line through intermediate manholes shall be submitted in writing to the Engineer. There shall be no separate payment for additional or enhanced access to facilitate the Contractor’s CIPP liner installation process. 11/4/2020 178 For CIPP liner thicknesses greater than 0.75 inch, or where the existing pipe, soil, and groundwater is likely to provide a significant heat sink affecting the temperature gradient across the CIPP liner material, the temperature of the exotherm shall be monitored by remote temperature sensors placed at the interface of the existing pipe and the CIPP. A minimum of two temperature sensors shall be installed, one at either end of the length being lined. The curing process shall not be terminated until the temperature sensor readings indicated that a satisfactory cure has been completed. Any extended cure times shall not adversely affect the properties of the CIPP lining material. The curing process shall follow a step cure using steam, where possible, as recommended by the manufacturer and approved by the Engineer. The curing process shall be held at the top step for an adequate length of time to ensure that the design physical properties of the liner are attained. For the water curing method, circulation water shall cool down to at least 100 degrees F for 1 hour before releasing the hydrostatic head. The rate of temperature rise and fall during heating and cooling shall not exceed 2 degrees F per minute. The circulation water shall be filtered through a carbon filter treatment system, approved by the Engineer, prior to release into the sanitary sewer system. Evacuate water from the pipe at a controlled rate to prevent negative pressure in the pipe. The Contractor shall provide a sampling plan to the Engineer that demonstrates pollutants are not being discharged into the sanitary sewer system. After liner has cooled down, perform a preliminary television inspection of the newly installed liner. Verify the liner is continuous over the entire length. Verify the liner is free from visual defects such as foreign inclusions, dry spots, lifts, pinholes, seam separation, delamination, and wrinkling beyond the specification allowances. Liner shall be impervious and free of any leakage. Wrinkles in the finished CIPP, that create a void between the wrinkle and the pipe which reduce the structural integrity of the CIPP, and which adversely decreases the hydraulic capacity of the pipe, or cause a backwater of one (1) inch, are unacceptable and shall be removed and repaired at no additional cost to the Owner. After the curing is complete and verified, all existing active service connections, as determined by the Engineer, shall be reinstated. Reinstate all service laterals using only remote internal methods. Where the CIPP liner does not create dimples at the service connections or in other ways indicate the locations, the exact location shall be determined from the internal inspection data. It shall be the Contractor’s responsibility to accurately locate and reinstate all service connections after the CIPP installation and curing has been completed. All service connections shall be reinstated to a minimum of 95 percent of the original opening, matching the invert of the lateral. Fiberglass Liner CIPP Tube Installation Liner installation shall be in accordance with the requirements of the product Manufacturer and as directed by their Technical Representative. This includes the correction of defective work. Resin Impregnation: The wet out procedure for flexible fiberglass tube liner impregnation shall conform to the following requirements: 1. Furnish glass reinforced plastic tube liner (fiberglass liner) per this specification. 2. Impregnate the flexible fiberglass tube liner with resin under controlled conditions at the manufacturer's plant. 3. Use a volume of resin sufficient to fill all voids in the liner material at nominal thickness and diameter. Volume shall be adjusted by adding 5 to 10 percent excess resin for the 11/4/2020 179 change in resin volume due to polymerization and to allow for any migration of resin into the cracks and joints of the host pipe. Keep logs of resin volume actually used in the wet out process and submit to Engineer prior to installation. 4. The impregnated liner shall be stored, transported, and installed in accordance with the manufacturer’s recommendations and in such a manner that it will not be damaged, exposed to direct sunlight, exposed to any curing environment, or result in a public safety hazard. All materials may be subject to inspection and review by the Engineer prior to installation. Liner installation shaft conform to the following requirements: 1. Sliding Foil and Winch Cable — upon verification of removal of debris and protrusions, pull in sliding foil as recommended by the manufacturer. 2. Pulling Head or Pulling Manifold and Inverted Roller — Connect liner to the winch cable forming a pulling head or using a pulling manifold. Care shall be taken in mounting a pulling manifold to provide an airtight fit. The rate of the pulling head or manifold shall not exceed the maximum rate recommended by the Manufacturer and in accordance with ASTM F2019. 3. Pull resin impregnated fiberglass liner into position using a power winch. The pulling speed shall not exceed the maximum rate recommended by the Manufacturer. If product is sensitive to elongation, measure overall elongation of the fiberglass liner after the pull-in completion. The acceptable longitudinal elongation shall be less than two (2) percent of the overall length specified by the manufacturer. 4. The fiberglass liner shall be inflated with air until it is fitting tight against the wall of the existing host pipe. The air pressure shall be adjusted to hold the impregnated fiberglass liner in place during the curing process. Ultraviolet Light Curing: 1. Curing process shall conform with ASTM F2019. 2. Assemble multi-lamp ultraviolet light curing assembly (UV curing assembly) according to Manufacturer’s recommendations for the pipe and liner diameter. Ultraviolet (UV) curing lights shall be tuned or optimized to the photo initiator system of the resin. Provide quantity and strength of UV lamps per manufacturer's recommendation. UV lamps shall not exceed 80 percent of logged hours of usage of the manufacturer’s stated usage rate. UV curing assembly shall have minimum of one CCTV camera and sensors to record temperature and pressure during curing process. 3. While maintaining sufficient air pressure to inflate the impregnated fiberglass liner, insert multi-lamp ultraviolet light curing assembly (UV curing assembly) in order with UV curing bulbs OFF to draw the curing mechanism through the impregnated liner and perform a pre-curing inspection. Upon confirmation that the liner is ready for curing, turn on UV curing bulbs and conduct curing process. Unless approved by Engineer, do not pull UV light train in a downstream direction during the curing process. 4. UV curing assembly shall travel through the impregnated fiberglass liner at a pre-determined speed to allow polymerization of the resin as recommended by the manufacturer. 5. The Contractor shall follow the Supplier’s cool-down instructions prior to relieving the air pressure of the liner. 11/4/2020 180 6. The Contractor shall document a UV curing report and submit a file copy to the Engineer for each pipe. This sheet shall contain, but not be limited to, the following: a. Date of Installation. b. Site number(s) and address. c. The curing method used (i.e. UV). d. Time and rate of travel for UV curing process. e. Pressure and temperature readings. f. Amount of lamps in operation on UV curing assembly. g. Time of installation from start to finish. Testing Post Installation CCTV Inspections Contractor will review the CCTV inspection video tapes and indicate where the following deficiencies are located: 1. Cracked or damaged liner pipe. 2. Out of round liner pipe. 3. Debris in liner pipe. The findings of the post installation inspections shall be summarized in inspection reports and submitted to the Engineer for review. Final acceptance of the installation will not take place until any deficiencies identified in the inspections are addressed. Material Testing Contractor shall prepare a sample of the installed CIPP liner for subsequent testing of its physical properties. Sampling shall be performed for each separate installation of CIPP or one (1) test per batch-order of sectional liner. The Owner reserves the right to take five (5) random core samples of the installed CIPP liner at no additional cost in accordance with the procedures in ASTM D5813, as is applicable. The method of repair will be as recommended by the Contractor. The minimum wall thickness shall be determined at a minimum of three locations on a cut section of the CIPP lining using a method of measurement accurate to the nearest 0.005 inch or one (1) test per batch order of sectional liner not taken from actual live installation. The sample shall be prepared using the flat plate sampling method in accordance with the procedures in ASTM F1216. The flat plate sample shall be large enough to provide five sample specimens each for short-term flexural (bending) properties, as per ASTM D790. The sample will be clamped in a mold and placed in the downtube during the curing of the CIPP tube. The sample shall be removed after all the water is removed from the cured pipe tube. The samples shall be identified by Date, Project Name, Size, Thickness, Location, Resin, and Catalyst. The cured sample shall be tested by an independent testing laboratory as recommended by the CIPP liner manufacturer and approved by the Engineer for the short-term flexural (bending) properties and tensile properties, per ASTM D790 and ASTM D638, respectively. The sample shall be double bagged and sealed. The Contractor shall provide liner test results for long-term properties in accordance with ASTM D 2990. The Contractor shall be responsible for any deviation from the specified physical properties and those evaluated through testing. Failure to meet the specified physical properties 11/4/2020 181 shall result in the CIPP liner being considered defective Work and shall be rejected. The Contractor shall be responsible for all costs associated with the testing of the liner physical properties. For UV-Cured Systems — Contractor shall provide an additional restrained field sample to allow circumferential (hoop) directions of the fiberglass reinforcement, at least 2-inches wide (axial direction of the liner, along the length) to test a representative amount of fibers if glass roving mats are used. The samples are to be tested in a curved beam configuration where the minimum beam width is 2-inches, in accordance with ASTM F2019. Cleanup Following inspection, the Contractor shall clean up the entire Project area. All excess material and debris, not incorporated into the permanent installation, shall be disposed off site by the Contractor at a site approved by the Engineer. Measurement Measurement for “X-Inch CIPP Pipe” will be linear feet installed. Linear feet installed shall be measured along the invert. The number of linear feet will be measured from the center of manhole to center of manhole. Measurement for “Lateral Reinstatement” will be per each. Measurement for “Excessive Leak Repair” will be per each. Payment Payment Schedule for “X-Inch CIPP Pipe”, “Lateral Reinstatement”, and “Excessive Leak Repair” is shown in Section 1-09.14. 7-21 8-02 ROADSIDE RESTORATION 8-02.3(4)A Topsoil Type A Section 8-02.3(4)A is supplemented with the following: (******) The contractor shall provide a material submittal for topsoil prior to use. 8-02.3(16)A Lawn Installation Section 8-02.3(16)A has been supplemented with the following: (******) 8-02.3(16)A1 Submittals 8-02.3(16)A1a Certification of Material 1. Include seed mix percentages, purity, germination rates, weed experience, and date tested for the preceding. Include complete data on source, size and quality. 2. Supply on-site 12” x 12” sample of each sod specified for inspection and approval in advance by the City. 11/4/2020 182 3. Supply Grower’s written recommendations for fertilizer type, rate of application, and frequency. 4. All certificates required by law shall accompany shipments. 5. Upon completion of the installation and prior to final inspection, deliver all certificates to the Engineer. 8-02.3(16)A1b Manufacturer’s Certificates of Conformance 1. Supply for Certificates of Conformance for fertilizer being used for the project. 8-02.3(16)A1c Schedule for Installation 1. The Contractor shall coordinate all work with the City and submit a watering plan for the Establishment Period. 8-02.3(16)A2 Product Handling Deliver all items to the site in their original containers, with all labels intact and legible, at the time of the City’s inspection. Coordinate delivery and installation of sod to ensure sod is installed immediately upon delivery. Use all means necessary to protect new lawn areas before, during, and after installation and to protect the installed work and materials of all other trades. In the event of damage or rejection, immediately make all repairs and replacements necessary for the approval of the Inspector and at no additional cost to the City. 8-02.3(16)A3 Site Information If sod is stored onsite, preserve and protect all sod on site prior to and during installation. Protect from wind, drought, unusual weather and vandalism. Store all sod on site within limits of work. Protect adjacent property, public walks, curbs and pavement from damage. Do not block public access routes with plant material. 8-02.3(16)A4 Sod The Contractor shall provide sod to all new lawn areas and to those lawn areas requiring restoration from the Contractor’s operations. Sod shall conform to section 9-14.6(8) as shown in the Special Provisions. 8-02.3(16)A4a Other Materials All other materials not specifically described but required for a complete and proper planting installation, shall be selected by the Contractor subject to the approval of the Engineer. 8-02.3(16)A5 Execution Prior to all work of this section, carefully inspect the installed work of all other trades and verify that all such work is complete to the point where this installation may properly commence. Verify that lawn installation may be completed in accordance with the original design and the referenced standards. In the event of discrepancy, immediately notify the Engineer for specific instructions. 11/4/2020 183 8-02.3(16)A5a Installation Preparation 1. Prepare subgrade in all lawn areas by scarifying to a 8” minimum depth and removing rocks and debris over 1” in diameter. Subgrade soils should be free-draining and without any impervious soils or other materials harmful to plant growth. Notify the Inspector of any subgrade conditions deleterious to plant growth. 2. Spread topsoil to a minimum depth of 6” after settlement in all lawn areas. 3. Thoroughly rototill topsoil to a minimum depth of 6 inches. 4. Fine grade per Contract Specifications in turf areas as indicated on drawings. Rake entire surface to conform to site grading. Grade edges to 1” below adjacent paved surfaces to provide a smooth transition. Roll as necessary to firm grade to satisfaction of the Inspector. 5. Apply fertilizer to the prepared lawn areas at rates recommended by sod grower and lightly rake to incorporate into the soil. 8-02.3(16)A5b Sod Installation 1. Moisten sod bed and roll lightly for compaction. 2. Lay sod strips per supplier’s instructions. Tightly butt joints, trim edges to conform to smooth curves and straight lines of pavement. Sod is to be flush with paved surfaces after settlement. Avoid gaps and overlaps and stagger sod joints in a brick-like fashion. 3. Remove any bumps, undulations, or low-high spots with a light rolling. 4. Water daily for a minimum of two weeks to prevent dehydration. 5. Protect all turf areas by erecting temporary fences, barriers, signs, etc. as necessary to prevent trampling. 6. Do not work in, over, or adjacent to planting areas without proper protection and safeguards. 8-02.3(16)B Lawn Establishment Section 8-02.3(16)B has been deleted and replaced with the following: (******) 8-02.3(16)B Lawn Establishment and Final Acceptance The Contractor shall maintain all new lawn areas in this project; shall be responsible for the survival of turf in acceptable condition and shall maintain all new lawn areas in a neat and orderly fashion until Final Acceptance of the project by the City. The period for Final Acceptance shall be no sooner than the second mowing. The Contractor will be held responsible for all damage or loss caused by his inattention or carelessness. The Contractor shall repair damage caused by traffic, vandalism, weather or other outside causes. 8-02.3(16)B1 Establishment Period The Establishment Period will commence on the date of Preliminary Acceptance and will extend to Substantial Completion or Final Acceptance by the City of landscape work, whichever is later. Maintenance during this period will include: 1. Watering: Water areas of new turf so they receive adequate water for survival of the plant in a healthy position. 2. Lawns shall be fertilized every six weeks from March through September per Grower’s written recommendations. Lawns shall be maintained weed-free. 3. Lawns are to be mowed weekly or as needed to maintain a neat appearance. All grass clippings shall be removed from the site. Maximum height of lawn shall not exceed three inches. 11/4/2020 184 4. Protect all lawn areas against damage, including erosion and trespassing, by providing and maintaining proper safeguards. 5. Debris Control: Debris control shall be accomplished in all landscaped lawn areas on a regular basis, at least weekly or more often where necessary. This will include leaf fall control in Fall period. Policing for paper and litter in all areas shall be conducted at least weekly. During the Fall period leaves, windblown into gutters and catch basins, are considered as litter and shall be removed as debris. 8-02.3(16)B2 Guarantee All new turf areas shall be guaranteed by the Contractor to be in a healthy condition for a period of one year from the date of Final Acceptance. 8-02.3(16)B3 Final Acceptance Acceptance of lawn planting as specified shall be based on a uniform stand of grass and a uniform grade at the time of final inspection. Final inspection of the work of the Section will be made at the time of the Final Inspection of the entire project or earlier, if approved by the Engineer. A final punch list will be issued. Final Acceptance of the new turf areas which are the responsibility of the Contractor will be contingent upon Final Acceptance of the entire project or at the determination of the City if earlier than Final Acceptance of the entire project. 8-09 RAISED PAVEMENT MARKERS 8-09.5 Payment Section 8-09.5 has been revised with the following: (******) Payment will be made for each of the following bid items that are included in the proposal: “Raised Pavement Marker Type 1”, per each. “Raised Pavement Marker Type 2”, per each. “Raised Pavement Marker Type 3-______ In.”, per each. “Recessed Pavement Marker”, per each. The unit contract price per each for “Raised Pavement Marker Type 1”, “Raised Pavement Marker Type 2”, and “Raised Pavement Marker Type 3-______ In.” and “Recessed Pavement Marker” shall be full pay for all labor, materials, and equipment necessary for furnishing and installing the markers in accordance with these Specifications, including all cost involved with traffic control unless traffic control is listed in the Contract as a separate pay item. 11/4/2020 185 8-13 MONUMENT CASES 8-13.1 Description Section 8-13.1 is revised and supplemented with the following: (******) This Work shall consist of furnishing and placing monument cases and covers, in accordance with the Standard Plans and these Specifications, in conformity with the lines and locations shown in the Plans or as staked by the Engineer or by the Contractor supplied Surveyor. 8-13.3 Construction Requirements Paragraphs 2 and 3 of Section 8-13.3 is revised and supplemented with the following: (******) The monument will be furnished and set by the Contractor supplied Surveyor. When existing monuments will be impacted by a project, the Contractor shall be responsible for assuring that a registered surveyor references the existing monuments prior to construction. After construction is complete, the monuments shall be re-established by the Surveyor in accordance with RCW58.09.130. 8-13.4 Measurement Section 8-13.4 is supplemented with the following: (******) All costs for surveying and resetting existing monuments impacted by construction shall be considered incidental to the Contract unless specifically called out to be paid as a bid item. 8-13.5 Payment Section 8-13.5 is supplemented with the following: (******) "Reset Existing Monument" per each. Resetting an existing monument impacted by construction shall be incidental unless included as a pay item in the Schedule of Prices. 8-14 CEMENT CONCRETE SIDEWALKS 8-14.3(4) Curing Section 8-14.3(4) is replaced with: (******) The curing materials and procedures outlined in Section 5-05.3(13) of the Standard Specifications shall prevail, except that white pigmented curing compound shall not be used on sidewalks. The curing agent shall be applied immediately after brushing and be maintained for a period of 5 days. The Contractor shall have readily available sufficient protective covering, such as waterproof paper or plastic membrane, to cover the pour of an entire day in the event of rain or other unsuitable weather. During the curing period, all traffic, both pedestrian and vehicular, shall be excluded. Vehicular traffic shall be excluded for such additional time as the Engineer may specify. 11/4/2020 186 The Contractor shall be responsible for barricading, patrolling, or otherwise protecting the newly placed concrete to prevent damage. Damaged, vandalized, discolored, stained, or unsightly concrete shall be removed and replaced at the expense of the Contractor. 8-14.4 Measurement Section 8-14.4 is supplemented by adding the following: (******) When the Contract contains a pay item for "Curb Ramp, Cement Concrete," the per each measurement shall include all costs for the complete installation per the Plans and standard details including expansion joint material, curb and gutter and ramped sidewalk section. Sawcutting, removal and disposal of excavated materials including existing pavement and sidewalk, crushed surfacing base materials and all other Work , materials and equipment required per Section 8-14, shall be included in the per each price for "Curb Ramp, Cement Concrete" unless any of these other items are listed and specified to be paid as separate pay items. If the Contract does not provide a pay item for "Curb Ramp, Cement Concrete," but the Plans call for such installation, then quantities shall be measured with and paid for under the bid items for Curb and Gutter and for Cement Concrete Sidewalk. When curb ramps are to be constructed of asphalt concrete, the payment shall be included in the pay item for "Miscellaneous and/or Driveway Asphalt Concrete." 8-14.5 Payment Section 8-14.5 is supplemented with the following: (******) "Curb Ramp, Cement Concrete," per each. Payment for excavation of material not related to the construction of the sidewalk but necessary before the sidewalk can be placed, when and if shown in the Plans, will be made in accordance with the provisions of Section 2-03. Otherwise, the Contractor shall make all excavations including haul and disposal, regardless of the depth required for constructing the sidewalk to the lines and grades shown, and shall include all costs thereof in the unit contract price per square yard for “Cement Concrete Sidewalk” and the per each contract price for “Curb Ramp, Cement Concrete.” 8-17 IMPACT ATTENUATOR SYSTEMS 8-17.5 Payment Section 8-17.5 is supplemented with the following: (******) If no pay item is included for temporary impact attenuators then all costs to provide and install shall be considered a part of the pay item for "Traffic Control." 11/4/2020 187 8-20 ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL 8-20.2(1) Equipment List and Drawings (******) Paragraph four of Section 8-20.2(1) is revised and supplemented with the following: The Contractor shall submit for approval six sets of shop drawings for each of the following types of standards called for on this project: 1. Light standards with or without pre-approved Plans. 2. Signal standards with or without pre-approved Plans. 3. Combination Signal and lighting standards. 4. Metal Strain Poles. Paragraph five of Section 8-20.2(1) is deleted. Paragraph six of Section 8-20.2(1) is deleted. Section 8-20.2(1) is supplemented with the following: The Contractor also shall submit either on the signal standard shop drawings or attached to the signal standard shop drawings all dimensions to clearly show the specific mast arm mounting height and signal tenon locations for each signal pole to be installed. 8-22 PAVEMENT MARKING 8-22.1 Description The following item in Section 8-22.1 is revised with the following: (******) Crosswalk Stripe A SOLID WHITE line, 8 inches wide and 10-feet long, installed parallel to another crosswalk stripe and parallel to the direction of traffic flow and centered in pairs on lane lines and the center of lanes. See detail sheet. Skip Center Line (Replacement) A BROKEN YELLOW line 4 inches wide. The broken or “skip” pattern shall be based on a 24-foot unit consisting of a 9-foot line and a 15-foot gap. Skip center strip is used as centerline delineation on two-lane or three-lane, two-way highways. Double Yellow Center Line (Replacement) Two SOLID YELLOW lines, each 4 inches wide, separated by a 4-inch space. Double yellow center stripe is used as centerline delineation on multilane, two-way highways and for channelization. Approach Line (New) A SOLID WHITE line, 8 inches wide, used to separate left and right turning movements from through movements, to separate high occupancy vehicle lanes from general-purpose lanes, for islands, hash marks, and other applications. Hash mark stripes shall be placed on 45-degree angle and 10 feet apart. 11/4/2020 188 Lane Line (Replacement) A BROKEN WHITE line, 4 inches wide, used to delineate adjacent lanes traveling in the same direction. The broken or “skip” pattern shall be based on a 24-foot unit consisting of a 9-foot line and a 15-foot gap. Two Way Left Turn Line (Replacement) A SOLID YELLOW line, 4 inches wide, with a BROKEN YELLOW line, 4 inches wide, separated by a 4-inch space. The broken or “skip” pattern shall be based on a 24-foot unit consisting of a 9-foot line and a 15-foot space. The solid line shall be installed to the right of the broken line in the direction of travel. Crosswalk Line (Replacement) A SOLID WHITE line, 8 inches wide and 10 feet long, installed parallel to another crosswalk stripe and parallel to the direction of traffic flow and centered in pairs on lane lines and the center of lanes. See detail sheet. Stop Line (Replacement) A SOLID WHITE line 12, 18, or 24 inches wide as noted on the Contract Plans. 8-22.3(5) Installation Instructions Section 8-22.3(5) is revised with the following: (******) A manufacturer’s technical representative need not be present at the initial material installation to approve the installation procedure. 8-22.5 Payment Section 8-22.5 is supplemented with the following: (******) “Approach Stripe,” per linear foot. "Remove Paint Line ....." wide," per linear foot.* "Remove Plastic Line ......" Wide," per linear foot.* "Remove existing traffic markings, "per Lump Sum.* *The linear foot contract price for "Remove Paint Line" and "Remove Plastic Line" and the lump sum contract price for "Remove existing traffic markings" shall be full compensation for furnishing all labor, tools, material, and equipment necessary for removal of existing traffic markings as per the Plans, Specifications and detail sheets. If these pay items do not appear in the contract schedule of prices, then the removal of old or conflicting traffic markings required to complete the channelization of the project as shown on the Plans or detail sheets shall be considered incidental to other items in the Contract and no further compensation shall be made. 11/4/2020 189 8-23 TEMPORARY PAVEMENT MARKINGS 8-23.5 Payment Section 8-23.5 is supplemented with the following: (******) If no pay item is included in the Contract for installation, or for removal of temporary pavement markings, then all costs associated with these items are considered incidental to other items in the Contract or included under "Traffic Control," if that item is included as a bid item. 9-03.8(7) HMA Tolerances and Adjustments Item 1 is deleted and replaced with: (******) 1. Job Mix Formula Tolerances. After the JMF is determined as required in 5-04.3(7)A, the constituents of the mixture at the time of acceptance shall conform to the following tolerances: Nonstatistical Commercial Evaluation Evaluation Aggregate, percent passing 1”, ¾”, ½”, and 3/8” sieves ±6% ±8% U.S. No. 4 sieve ±6% ±8% U.S. No. 8 sieve ±6% ±8% U.S. No. 16 sieve ±4% ±6% U.S. No. 30 sieve ±4% ±6% U.S. No. 50 sieve ±4% ±6% U.S. No. 100 sieve ±3% ±5% U.S. No. 200 sieve ±2.0% ±3.0% Asphalt Binder ±0.5% ±0.7% VMA 1.5% below minimum value in 9-03.8(2) VFA minimum and maximum as listed in 9-03.8(2) Va 2.5% minimum and 5.5% maximum These tolerance limits constitute the allowable limits as described in Section 1-06.2. The tolerance limit for aggregate shall not exceed the limits of the control point’s section, except the tolerance limits for sieves designated as 100% passing will be 99-100. 9-03.22 Cement-based Grout for Abandoning Existing Utilities (Additional Section) Section 9-03.22 is a new section: (******) The Contractor shall submit a mix proposal that has flow characteristics appropriate for filling a utility pipeline. The mix proposal for “Cement-base Grout for Abandoning Existing Utilities” shall be approved by the Engineer prior to commencing work on this item. Cement-based Grout for Abandoning Existing Utilities shall be equal to a 1-sack mix and the materials shall conform to the following: Cement: This material shall be Portland cement as specified in section 9-01. 11/4/2020 190 Aggregate: This material shall meet the requirements for fine aggregate as specified in Section 9-03.1. Water: Water shall conform to the provisions of Section 9-25.1. Minimum Strength: 100 psi 9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS 9-05.4 Steel Culvert Pipe and Pipe Arch (RC) Section 9-05.4 is revised with the following: (******) Steel culvert pipe and pipe arch shall meet the requirements of AASHTO M 36, Type I and Type II. Welded seam aluminum coated (aluminized) corrugated steel pipe and pipe arch with metallized coating applied inside and out following welding is acceptable and shall be asphalt treatment coated. 9-05.7(2) Reinforced Concrete Storm Sewer Pipe (RC) Section 9-05.7(2) is replaced by the following: (******) Reinforced Concrete Storm Sewer pipe shall conform to the requirements of ASTM C-76 and shall be Class IV. Cement used in the manufacture of reinforced concrete pipe shall be Type II in conformance with ASTM C150. No admixture shall be used unless otherwise specified. 9-05.7(2)A Basis for Acceptance (RC) Section 9-05.7(2)A is supplemented with the following: (******) All pipe shall be subject to (1) a three-edge-bearing strength (D-load) test in accordance with ASTM C76; and (2) a hydrostatic test of rubber gasket joints in accordance with ASTM C361 or AWWA C302 except test pressure shall be 5 psi. 9-05.7(3) Concrete Storm Sewer Pipe Joints (RC) Section 9-05.7(3) is replaced by the following: (******) Joint assembly design shall be reinforced concrete bell and spigot type incorporating a fully retained single rubber gasket in accordance with ASTM C361 or AWWA C302. Rubber gasket material shall be neoprene. 9-05.7(4) Testing Concrete Storm Sewer Pipe Joints (RC) Section 9-05.7(4) is supplemented with the following: (******) Hydrostatic testing of rubber gasket joints shall be performed in accordance with ASTM C361 or AWWA C302 except test pressure shall be 5 psi. 11/4/2020 191 9-05.9 Steel Spiral Rib Storm Sewer Pipe (RC) Section 9-05.9 is replaced with: (******) The manufacturer of spiral rib storm sewer pipe shall furnish the Engineer a Manufacturer's Certificate of Compliance stating that the materials furnished comply in all respects with these Specifications. The Engineer may require additional information or tests to be performed by the Contractor at no expense to the City. Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly. Spiral rib pipe shall be fabricated either by using a continuous helical lock seam or a continuous helical welded seam paralleling the rib. Steel spiral rib storm sewer pipe shall be manufactured of metallic coated (aluminized or galvanized) corrugated steel and inspected in conformance with Section 9-05.4. The size, coating, and metal shall be as shown in the Plans or in the Specifications. For spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be essentially rectangular and shall be 3/4 inch plus two times the wall thickness (2t) plus or minus 1/8 inch (measured outside to outside) and a minimum of 0.95 inch high (measured as the minimum vertical distance from the outside of pipe wall immediately adjacent to the lockseam or stiffener to the top surface of rib). The maximum spacing of the ribs shall be 11.75 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be a minimum of 0.10 inch and a maximum of 0.17 inch. If the sheet between adjacent ribs does not contain a lockseam, a stiffener shall be included midway between ribs, having a nominal radius of 0.25 inch and a minimum height of 0.20 inch toward the outside of the pipe. Pipe shall be fabricated with ends that can be effectively jointed with coupling bands. When required, spiral rib or narrow pitch spiral rib pipe shall be bituminous treated or paved. The bituminous treatment for spiral rib pipe shall conform to the requirements of Sections 9-05.4(3) and 9-05.4(4). For narrow pitch spiral rib sewer pipe, the helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be .375 inch + 1/8 inch wide (measured outside to outside) and a minimum of .4375 inch high (measured as the minimum vertical distance of ribs shall be 4.80 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of + 10 percent. 9-05.12 Polyvinyl Chloride (PVC) Pipe Section 9-05.12(3) is a new additional section: (******) Gravity sewer pipe shall be as specified herein and as shown on the Plans. The Contractor shall provide one electronic copy of the pipe manufacturer’s technical literature including tables of dimensional tolerances to the Engineer. Any pipe found to have dimensional tolerances in excess of those prescribed or having defects, which prevent adequate joint seal or any other damage, shall be rejected. If requested by the Engineer, not less than three nor more than five lengths of pipe for each 11/4/2020 192 size, selected from stock by the Engineer, shall be tested as specified for maximum dimensional tolerance or the respective pipe. Materials shall meet the requirements of the following sections: PVC sewer pipe – Section 9-05.12(1) PVC (C900/C905) sewer pipe – Section 9-30.1(5)A All pipe shall be clearly marked with type, class, and thickness. Lettering shall be legible and permanent under normal conditions of handling and storage. 9-05.14 ABS Composite Sewer Pipe Section 9-05.14 is deleted in its entirety (******) 9-05.17 Aluminum Spiral Rib Storm Sewer Pipe Section 9-05.17 is replaced with: (******) Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly. Spiral rib pipe shall be fabricated by using a continuous helical lock seam with a seam gasket. For spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 3/4 inch wide by 3/4 inch deep with a nominal spacing of 7-1/2 inches center to center. Pipe shall be fabricated with ends that can be effectively jointed with coupling bands. For narrow pitch spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 0.375 inch + 1/8 inch wide (measured outside to outside) and a minimum spacing of ribs shall be 4.80 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of + 10 percent. For wide pitch spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 3/4 inch + 1/8 inch wide (measured outside to outside) and a minimum of 0.95 inch high (measured as the minimum vertical distance from the outside of pipe wall to top surface of the rib). The maximum spacing of ribs shall be 11.75 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of + 10 percent. 9-05.20 Corrugated Polyethylene Storm Sewer Pipe (CPEP) Section 9-05.19 is replaced with the following: (******) 9-05.20(1) Description Corrugated Polyethylene Pipe (CPEP) shall be corrugated high-density polyethylene pipe with smooth internal wall manufactured by Advanced Drainage Systems (ADS), or approved equivalent. 11/4/2020 193 9-05.20(2) Pipe Material and Fabrication CPEP shall be in conformance with the latest version of ASTM F 667 or AASHTO M 294, Type S. 9-05.20(3) Fittings and Gaskets Fittings shall be gasketed PVC fittings. Gaskets shall conform to ASTM F 477. Fittings shall conform to ASTM F 1536 or ASTM D 3212. Fittings shall be manufactured by Nyloplast USA, Inc., or approved equivalent. 9-05.20(4) Installation Pipe and fittings shall be installed per the manufacturer's recommendations. Lubricate gasket and fitting socket with manufacturer-approved lubricant prior to pushing pipe into fitting. 9-05.24 Polypropylene Culvert Pipe, Polypropylene Storm Sewer Pipe, and Polypropylene Sanitary Sewer Pipe This sections content is deleted and replaced with the following: (******) All joints for polypropylene pipe shall be made with a bell/bell or bell and spigot coupling and shall conform to ASTM D 3212 using elastomeric gaskets conforming to ASTM F 477. All gaskets shall be factory installed on the pipe in accordance with the producer’s recommendations. Qualification for each producer of polypropylene storm sewer pipe requires joint system conformance to ASTM D 3212 using elastomeric gaskets conforming to ASTM F 477 and a formal quality control plan for each plant proposed for consideration. A Manufacturer’s Certificate of Compliance shall be required and shall accompany the materials delivered to the project. The certificate shall clearly identify production lots for all materials represented. The Contracting Agency may conduct verification tests of pipe stiffness or other properties it deems appropriate. This section is supplemented with the following new sub-sections: 9-05.24(1) Polypropylene Culvert Pipe and Storm Sewer Pipe Polypropylene culvert and storm sewer pipe shall conform to the following requirements: 1. For dual wall pipe sizes up to 30 inches: ASTM F2736. 2. For triple wall pipe sizes from 30 to 60 inches: ASTM F2764. 3. For dual wall profile pipe sizes 36 to 60 inches: AASHTO MP 21, Type S or Type D. 4. Fittings shall be factory welded, injection molded or PVC. 9-05.52 Dense Foam Section 9-05.52 is a New Section as follows: (******) Dense foam shall be Ethafoam HS 600 high density, polyethylene foam, as manufactured by Dow Chemical Company, or approved equivalent. 11/4/2020 194 9-08 PAINTS AND RELATED MATERIALS 9-08.9 Manhole Coating System Products Section 9-08.8 is a new section and subsections: (******) 9-08.8(1) Coating Systems Specification A. High Solids Urethane Coating System: C1 Coating Material: High Solids Urethane Surfaces: Concrete Surface Preparation: In accordance with SSPC SP-7 (Sweep or brush off blast) Application: Shop: The drying time between coats shall not exceed 24 hours in any case System Thickness: 3.0-4.0 mils dry film Coatings: Primer: One coat of Wasser MC-Shieldcoat 100 high solids urethane (1.5-2.0 DFT) Finish: One coat of Wasser MC-Shieldcoat 100 (min. 1.5-2.0 DFT) Color: White 9-14 EROSION CONTROL AND ROADSIDE PLANTING 9-14.1(1) Topsoil Type A Section 9-14.1(1) is supplemented with the following: (******) Planting soil / topsoil shall consist of loose, moderately well-drained, friable soil of sandy loam texture, free of ice, snow and rubbish with no admixture of refuse or material toxic to plant growth. Soil shall be reasonably free of stones, lumps, roots, and weeds or similar objects. Topsoil should be fertile and free-flowing (pulverized). Topsoil shall be Mycorrhizae inoculated. Topsoil shall meet the following parameters: Parameter Range pH 6.7-7.5 Moisture Content 25%-55% Soluble Salts 2.5 mmhos/(dS) Coarse Sand 50%max (by weight) Clay 25%max (by weight) Silt 15%max (by weight) Organic matter 10%max (by weight) 11/4/2020 195 9-14.6(8) Sod Section 9-14.6(8) is supplemented with the following: (******) Sod shall be nursery-grown (farm-grown) under climatic conditions similar to or hardier than those at the site. Sod shall have normal habit of growth and be healthy, vigorous and free of disease, insects, insect eggs and larvae. Sod material shall meet or exceed the specification of Federal, State and local laws requiring inspection for plant disease and insect control. Sod: Non-net “Premium Shadow Master” Sod Mixture from Emerald Turfgrass Farms, Inc., Sumner, WA, Ph: 253 838 9911 or 425 641 0608, or approved equal. Approved equal must be from a local grower and be established in growing sod in sandy loam soils. Sod grown in heavy clay soils is not acceptable. All required certifications apply for “approved equal”. Sod shall contain 65% perennial turf-type ryegrass by weight and 35% hard fescue by weight. 9-23 CONCRETE CURING MATERIALS AND ADMIXTURES 9-23.9 Fly Ash (RC) Section 9-23.9 is revised with the following: (******) Fly ash shall not be used around water lines. 9-30 WATER DISTRIBUTION MATERIALS 9-30.1 Pipe Section 9-30.1 is supplemented and revised with the following: (******) All materials for water distribution and transmission shall be new and undamaged. Prior to ordering any pipe and fittings to be used in a potable water supply, the Contractor shall submit the material source as required by Section 1-06.1 of the Standard Specifications. All direct and indirect drinking water system components which come in contact with potable water shall have National Sanitation Foundation (NSF) certification. All pipe and fittings shall be clearly marked with the manufacturer’s name, type, class, and thickness as applicable and shall be marked on the component at the place of manufacture. Marking shall be legible and permanent under normal conditions of handling and storage. 9-30.1(1) Ductile Iron Pipe Section 9-30.1(1) is revised with the following: (******) 1. Ductile iron pipe shall be centrifugally cast in 18 or 20 foot nominal lengths and meet the requirements of AWWA C151. Ductile iron pipe shall have a double thick cement mortar lining and a 1-mil thick seal coat meeting the requirements of AWWA C104. Ductile iron pipe shall be minimum Standard Thickness Class 52 or the thickness class as shown in the Plans. Flanged ductile iron pipe shall be Class 53 per AWWA C115. 2. Non-restrained joint shall be rubber gasket, push-on type joint (Tyton) or mechanical joint (M.J.) conforming to AWWA C111, unless otherwise specified. 3. Restrained joints shall be as specified in Section 9-30.2(6). 11/4/2020 196 4. Flanged joints shall conform to ANSI B16.1, class 125 drilling pattern, rated for 250 psi working pressure. Flanged ductile iron pipe shall be Class 53 per AWWA C 115. Thicker Classes are acceptable. The Contractor shall furnish certification from the manufacturer of the pipe and gasket being supplied that the inspection and all of the specified tests have been made and the results thereof comply with the requirements of the above referenced standards. 9-30.1(2) Polyethylene Encasement Section 9-30.1(2) is supplemented and revised with the following: (******) Polyethylene encasement (plastic film wrap) shall be eight mil polyethylene, tube type conforming to AWWA C105. All ductile iron pipes and fittings shall be installed with a polyethylene encasement, tube-type and in black color. 9-30.2 Fittings 9-30.2(1) Ductile Iron Pipe Section 9-30.2(1) is supplemented and revised with the following: (******) Fittings for ductile iron pipe shall be ductile iron conforming to AWWA C110, and AWWA C111 or AWWA C153 and shall be cement-lined conforming to AWWA C104. All water main fittings shall be ductile iron, short body, cement lined and for pressure rating of 350 psi for mechanical joint fittings and 250 psi for flange joint fittings, unless otherwise specified. Metal thickness and manufacturing process shall conform to applicable portions of ANSI/AWWA C110/A21.10. Mechanical joint, ductile iron, compact fittings 24 inches and less shall conform to ANSI A21.53 (AWWA C153). Flanged fittings, cast or ductile iron, shall conform to ANSI B16.1, class 125 drilling pattern. Ductile iron fittings include: tees, crosses, wyes, bends, adapters, sleeves, plugs, caps, offsets, reducers, and ells. Rubber gaskets for push-on joints (Tyton) or mechanical joint (M.J.) shall conform to ANSI A21.11 / AWWA C111. Gasket materials for flange joints shall be neoprene, Buna N, chlorinated butyl, or cloth-inserted rubber suitable for pressurized water service purposes. Type of connections shall be specified as push-on joint (Tyton), mechanical joint (M.J.), plain end (P.E.), flanged (FL), restrained joint (RJ) and threaded. Sleeves less than 12 inches in diameter shall be 12 inches minimum length and shall be mechanical joint. Sleeves greater than 12 inches in diameter shall be of the long body type and shall be 15 inches minimum length and shall be mechanical joint. Where ductile iron pipe is to be joined to existing cast iron pipe of the same nominal size and the outside diameter of the existing cast iron pipe is 0.05 inches or less from the outside diameter of the ductile iron pipe being joined, the pipe shall be joined with a mechanical joint sleeve. Where ductile iron pipe is to be joined to existing cast iron pipe of the same nominal size and the outside diameter of the existing cast iron pipe conforms to AWWA 1908 classifications A, B, C, D, or F, 11/4/2020 197 the pipe shall be joined with a transition mechanical joint sleeve having a single-piece casting. Threaded pipe and flanges combinations shall not be used. Bolts in piping and fittings shall be malleable iron, Cor-ten or stainless steel. Bolts and nuts for flanged pipe and fittings shall conform in size and length with ANSI/AWWA C111/A21.11. Stainless steel bolts shall meet the requirements of ASTM A-307, Grade A. Shackle rods shall be Cor-ten or stainless steel all thread 316SS. Stainless steel nuts and bolts shall be type 316SS. Contractor shall provide Manufacturer’s Certificate of Compliance in accordance with Section 1-06.3 Manufacturer’s Certificate of Compliance of the Standards Specifications for all fittings and bolts to be used. 9-30.2(2) Galvanized Iron Pipe Section 9-30.2(2) is a new section and shall read as follows: (******) Where galvanized iron pipe is specified, the pipe shall be standard weight, Schedule 40, steel pipe per Standard Specifications for black and hot-dipped, zinc coated (galvanized) welded and seamless steel pipe for ordinary uses (ASTM A-120). Fittings shall be screwed malleable iron galvanized per ANSI B16.3. 9-30.2(3) Steel Casing Pipe Section 9-30.2(3) is a new section and shall read as follows: (******) Steel casing shall be black steel pipe conforming to ASTM A 53. Before installation, coat casing exterior with shop-applied anticorrosive coating conforming to AWWA C210. Minimum coating thickness shall be 16 mils dry film thickness (DFT); however, thickness shall not exceed manufacturer’s recommended thickness. Coating type shall be a polyamide epoxy-coal tar equal to Tnemec Hi-Build Theme-Tar, Series 46H-413. Casing wall thickness shall be 0.250 inch for casings 24 inches or less in diameter and 0.375 inch for casings over 24 inches in diameter. Carrier pipe for water main shall be Restrained Joint Ductile Iron, Class 52. (******) 9-30.2(4) Spacers and Seals for Steel Casing Pipe Casing spacers shall be “centered positioning” type bands at least 12 inch in width, and shall be either stainless steel or heavy duty fusion bonded epoxy coated steel. Runners shall be 2-inch wide glass reinforced plastic securely bonded to the spacer, and shall be aligned on the spacer along the axis of insertion of the water main into the casing pipe. Runner length shall approximate the width of the spacer. Securing the spacer to the water main shall be in accordance with the manufacturer’s instruction. The height of the risers and runners combined shall be sufficient to keep the carrier pipe bell, couplings or fittings at least 0.75 inch from the casing pipe wall at all times and provide at least 1-inch clearance between the runners and the top of the casing wall, to prevent jamming during installation. 11/4/2020 198 Acceptable spacers and end seals manufacturers are Pipeline Seal and Insulator model S12G-2 for stainless steel and model C12G-2, C8G-2 for fusion-bonded and coated steel, Cascade Waterworks Mfg. Co., Advance Products & Systems, Inc. or approved equal. 9-30.2(6) Restrained Joint Section 9-30.2(6) including title isdeleted and replaced with with the following: (******) 9-30.2(6) Restrained Joint Pipe and Fittings Restrained joints (RJ) ductile iron pipe and fittings, where required on the plans, shall be flexible after assembly and be able to be disassembled. Restrained joints shall meet the following criteria: 1. The restrained joint shall have a positive metal to metal contact locking system without the use of gripping teeth. Gaskets for push-on joint pipe with integrally molded steel or metal teeth or locking segments shall not be allowed as substitutes for restrained-joint pipes. 2. The joint restraint system for the pipe shall be the same as the joint restraint system for the pipe fittings, except as provided in item 4 below. 3. The joint restraint system for the pipe shall be boltless. 4. Where restrained joint fittings required on the plans cannot be furnished or where restrained jointed fittings are required in areas that are known to be subject to location adjustments, the Contractor may submit a lay plan showing mechanically jointed fittings with wedge restraint glands for approval. Mechanically jointed pipe with wedge restraint glands shall not be substituted for restrained joint pipe. Wedge Restraint Glands Wedge restraint glands shall conform to AWWA C111, ASTM A 536-80 Grade 65-42-12. All bolts and wedges shall be ductile iron. Wedge shall be heat-treated to a minimum 370 BHN. Wedge restraint glands shall be rated for 350 psi for pipe 12 inch in diameter and smaller. 9-30.2(7) Bolted, Sleeve-Type Couplings for Plain End Pipe Section 9-30.2(7) is revised with the following: (******) Transition couplings, reducing couplings, transition reducing couplings, sleeves, flexible couplings for water main shall be compression type by pipe manufacturer: Romac or Ford or approved equal. Bolts and nuts shall be high strength, low alloy steel, corrosion resistant per AWWA C111. Stainless steel bolts require anti-seize compound. Heavy hex nuts shall be used. The long body pattern with a minimum center ring or center sleeve length of 12-inches for pipe less than 12 inches in diameter and equal to or greater than the pipe diameter for pipe greater than 12 inches in diameter. Solid sleeves (greater than 12 inch diameter) shall be a 15 inch minimum length. 9-30.3 Valves Section 9-30.3 is supplemented and revised with the following: (******) The valves shall be a standard pattern of a manufacturer whose products are approved by the Engineer and shall have the name or mark of the manufacturer, year valve casting was made, size and working pressure plainly cast in raided and legible letters on the valve body. All valves shall be NSF 11/4/2020 199 approved and valve bodies shall be ductile iron. All valves shall be stamped with “NSF APPROVED” and “DI”. Where a valve is required to operate in a higher pressure environment than the Class of valve specified in Section 9-30.3, the class of valve shall be as specified in the Contract. 9-30.3(1) Gate Valves (3 inches to 16 inches) Section 9-30.3(1) is supplemented and revised with the following: (******) All valve material shall be new and undamaged. Unless otherwise approved by the Engineer, the same manufacturer of each item shall be used throughout the work. All gate valves shall be ductile iron body, bronze mounted, resilient seat, non-rising stem and shall be equipped with a standard two (2) inch square operating nut and O-ring stem seals. Valves shall open counterclockwise when viewed from above. Valves shall be designed for a minimum water operating pressure of 200 PSI. Resilient seated gate valves shall be manufactured to meet or exceed the requirements of AWWA Standard C-509 and C-515 latest revisions. Valve ends shall be mechanical joints, flanged joints or mechanical by flanged joints as shown on the project plans. Where restrained joints are called out, valve ends shall be flanged with appropriate flange by restrained joint adapters. All gate valves shall include an 8" x 24" cast iron gate valve box and extensions, as required. A valve stem extension is required where the valve operating nut is more than 3 feet below finished grade. Valve stem extensions are to be a minimum of 1 foot with only one extension per valve in shall be installed in accordance to the City of Renton standard plans. Acceptable gate valves are Clow, M & H/Kennedy, American Flow Control (ACIPCo), Pratt/Mueller, US Metroseal or approved equal in sizes 16 inches and less. Approval of valves other than models specified shall be obtained prior to bid opening. 9-30.3(3) Butterfly Valves Section 9-30.3(3) is supplemented and revised with the following: (******) In addition to the requirements of section 9-30.3, water main butterfly valves shall conform to AWWA C504 and shall be Class 150B. The valve shall be short-body type and shall have flanged ends. Flanged ends shall be sized and drilled in conformance with ANSI B16.1 Class 125. Valve shall be suitable for direct bury and shall have a stem extension with AWWA 2-inch square operating nut and suitable valve box. All butterfly valves bodies and discs shall be ductile iron. The butterfly valves shall be manufactured by Henry Pratt Company, Mueller, DeZurick, Mosser Valve Division of Olsen Technologies, Dresser 450, Pratt Groundhog or approved equal. 11/4/2020 200 9-30.3(4) Valve Boxes Section 9-30.3(4) is supplemented and revised with the following: (******) Valve boxes shall be installed on all buried valves. The box and lid shall be cast iron, 2-piece slip type with cast iron extension as necessary, conforming to the City of Renton latest standard plans. The cover shall have the word “WATER” cast in it and shall have cast-iron “ears” installed in the direction of the main. Valve box extension pieces shall be provided for valves with groundcover in excess of the depth of the standard valve box. Acceptable manufacturers of valves boxes and covers are Olympic Foundry, Inc., EJCO, Rich (Varnish Casting Corp.) 9-30.3(5) Valve Marker Posts Section 9-30.3(5) is supplemented and revised with the following: (******) Valve markers shall be Carsonite composite utility marker .375"x 6'-0" or approved equal with blue label "water”. The valve markers shall be installed in conformance with the City of Renton Standard Plans. 9-30.3(6) Valve Stem Extensions Section 9-30.3(6) is supplemented and revised with the following: (******) Valve stem extensions shall have a 2-inch square operating nut and self-centering rockplate. A valve stem extension is required where the valve operating nut is more than 3 feet below finished grade. Valve stem extensions are to be a minimum of 1 foot with only one extension per valve in shall be installed in accordance to the City of Renton standard plans. 9-30.3(7) Combination Air Release/Air Vacuum Valves Section 9-30.3(7) is supplemented and revised with the following: (******) Combination air release/air vacuum valves shall comply with the requirements of ANSI/AWWA C512. Air and vacuum release valves shall be APCO No. 143C- Valve and Primer Corp, "Heavy-Duty," combination air release valve, Val-Matic No. 201C, Crispin UL10 or approved equal. Installation shall be per the City of Renton Standard Details, latest revision. Piping and fitting shall be copper or brass. Location of the air release valve as show on the plans is approximate. The installation shall be set at the actual high point of the line. 9-30.3(8) Tapping Sleeve and Valve Assembly Section 9-30.3(8) is supplemented and revised with the following: (******) Tapping sleeves shall be cast iron, ductile iron, or epoxy coated steel. Bolt and nuts shall be Cor-Ten or stainless steel. 9-30.3(9) Blow-Off Assembly Section 9-30.3(9) is a new section: (******) Installation of blow-off assembly shall be per City of Renton Standard Details, latest revision. Pipe and fittings shall be galvanized. Blow-off assembly shall be installed at location(s) shown on the plans. 11/4/2020 201 Temporary blow-off assembly on new dead-end water main shall be installed at location shown on the plans. Temporary blow-off assemblies for testing and flushing of the new water mains will not be included under this item and shall be considered incidental to the contract and no additional payment shall be made. 9-30.5 Hydrants Section 9-30.5 is supplemented and revised with the following: (******) Fire hydrants shall conform to AWWA C502 and shall be of standard manufacture and of a pattern approved by the City of Renton. The name or mark of the manufacturer, size of the valve opening and year made shall be plainly cast in raised letters on the hydrant barrel to be visible after the hydrant is installed. Hydrants of the following manufacture and pattern have been approved by the City of Renton. Clow Medallion, M&H 929, Mueller Centurion Model A-423, Waterous Pacer, American Darling Model B-62B, Kennedy K81D Guardian, East Jordan WaterMaster 5CD250. 9-30.5(1) End Connections Section 9-30.5(1) is revised with the following: (******) Hydrant end connections shall be mechanical joint connection unless otherwise specified in the description of the bid of proposal. 9-30.5(2) Hydrant Dimensions Section 9-30.5(2) is replaced with the following: (******) Fire hydrants shall have a valve opening with minimum diameter of 5-1/4 inches, “O” ring stem seal, two 2-1/2 inches National Standard Thread (N.S.T.) hose nozzle connections, one 4-inches pumper port connection with City of Seattle standard threats and with a 4.875” Seattle thread x 5” Storz adapter attached with a 1/8” stainless steel cable. The shoe connection and hydrant connection inside pipe size and auxiliary gate valve shall be 6 inches, mechanical joint with lugs. The operating nut and port cap nuts are 1-1/4-inch pentagonal. Hydrant restraint system shall be two 3/4-inch diameter Cor-Ten steel shackle rods with a poured in place concrete thrust block behind the hydrant shoe. If a wedge restraint system is used in lieu of shackle rods, mechanical joint pipe shall be used. Hydrants shall be provided with a breakaway flange assembly and be equipped with breaking devices at the sidewalk. The hydrant curb stand section of the hydrant that is above ground including all exposed surfaces of the breakaway flange shall be painted with 2 field coats of paint Kelly-Moore Luxlite or approved equal in Safety Yellow color. Fire hydrants shall be installed per City of Renton Standard Details for fire hydrants, latest revisions. 11/4/2020 202 9-30.6 Water Service Connections (2 Inches and Smaller) 9-30.6(3) Service Pipes 9-30.6(3)B Polyethylene Pipe Section 9-30.6(3)B is revised to read as follows: (******) Polyethylene pipe shall not be used. 9-30.6(4) Service Fittings Section 9-30.6(4) has been revised with the following: (******) Fittings used for copper tubing shall be compression type with gripper ring. 9-30.6(5) Meter Setters Section 9-30.6(5) has been supplemented with the following: (******) Meter setters shall be installed per the City of Renton Standard Details for water meters, latest revision. 9-30.6(7) Meter Boxes Section 9-30.6(7) has been supplemented with the following: (******) Meter boxes shall be installed per the City of Renton Standard Details for water meters, latest revision. SECTION 10 10-01 MARKING PAINT REMOVAL The permittee will be required to remove utility locate marks on sidewalks only within the Downtown Core Area. The permittee shall remove the utility locate marks within 14 days of job completion. APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 Appendix K CIP DETAIL SHEETS Unprotect password: CIP Capital Improvement Program Summary (Current Dollars)Capital Improvement Projects Project ID Project Name Project Type Short-term Long-term Pump Station (2020-2025)(2030-2039)LS-01 Lift Station Rehabilitation Cross Category 9,350,000$ 630,000$ 9,980,000$ LS-02 Forcemain Rehabilitation/Replacement Maintenance 14,740,000$ 49,470,000$ 64,210,000$ LS-03 Telemetry Upgrade Planning 2,880,000$ 2,000,000$ 4,880,000$ LS-04 Devil's Elbow Stream Bank Study Total Cost 26,970,000$ 52,100,000$ 96,870,000$ LS-05 Kennydale Lakeline Sewer Upgrade Annual Cost 4,495,000$ 5,210,000$ 4,844,000$ LS-06 Kennydale Lakeline Renewal LS-07 Low and Moderately-Low Risk Lift Station and FM Rehabilitation LS-08 Moderately-High and High Risk Lift Station and FM Rehabilitation Pipeline P-01 2020 Sanitary Sewer Main Replacement/Rehabilitation P-02 2021 Sanitary Sewer Main Replacement/Rehabilitation P-03 2022 Sanitary Sewer Main Replacement/Rehabilitation P-04 2023 Sanitary Sewer Main Replacement/Rehabilitation P-05 2024 Sanitary Sewer Main Replacement/Rehabilitation P-06 2025 Sanitary Sewer Main Replacement/Rehabilitation P-07 2026-2029 Sanitary Sewer Main Replacement/Rehabilitation P-08 2030-2039 Sanitary Sewer Main Replacement/Rehabilitation P-09 Sewer Capacity Improvements P-10 Flow Monitoring Program P-11 I/I Evaluation Program General G-01 Wastewater Operations Master Plan $20,160,000 21%G-02 Long-Range Wastewater Management Plan $71,510,000 74%G-03 Sanitary Sewer Hydraulic Model $5,200,000 5%G-04 Miscellaneous/Emergency Projects $96,870,000 100% $3,480,000 13% $21,090,000 78% $2,400,000 9% $26,970,000 100% $14,110,000 37% $35,990,000 9% $2,000,000 8% $52,100,000 100% Total CIP Cost Estimate City of Renton Long-Range Wastewater Management Plan Capital Improvement Program CIP Phasing Total Lift Station Total Short-Term Long-Term Total Lift Station Pipeline General Lift Station Pipeline General Pipeline General Lift Station , $20,160,000 , 21% Pipeline, $71,510,000 , 74% General , $5,200,000 , 5% Cost by Project Category Lift Station , $3,480,000 , 13% Pipeline 78% General 9% Cost by Project Category (Short-Term) Lift Station , $14,110,000 , 27% Pipeline, $35,990,000 , 69% General , $2,000,000 , 4% Cost by Project Category (Long-Term) 0CIP Phasing (Current Dollars)Project2028 Short-termMedium-termLong-termEnter Cost Type Here:Current Dollars(2020-2025)(2026-2029)(2030-2039)$20,160,000$3,000,000$180,000$0$300,000$0$0$650,000$640,000$640,000$640,000$3,480,000$2,570,000$14,110,000LS-01$900,000$900,000$0$0$0$0$0$0$0$0$0$900,000$0$0LS-02$400,000$400,000$0$0$0$0$0$0$0$0$0$400,000$0$0LS-03$300,000$0$0$0$300,000$0$0$0$0$0$0$300,000$0$0LS-04$180,000$0$180,000$0$0$0$0$0$0$0$0$180,000$0$0LS-05$1,700,000$1,700,000$0$0$0$0$0$0$0$0$0$1,700,000$0$0LS-06$8,000,000$0$0$0$0$0$0$0$0$0$0$0$0$8,000,000LS-07$6,110,000$0$0$0$0$0$0$0$0$0$0$0$0 $6,110,000LS-08$2,570,000$0$0$0$0$0$0 $650,000 $640,000 $640,000 $640,000$0 $2,570,000$0Pipelines$71,510,000$1,500,000$3,450,000$4,830,000$3,780,000$3,720,000$3,810,000$3,810,000$3,540,000$3,540,000$3,540,000$21,090,000$14,430,000$35,990,000P-01$1,500,000$1,500,000$0$0$0$0$0$0$0$0$0$1,500,000$0$0P-02$2,000,000$0$2,000,000$0$0$0$0$0$0$0$0$2,000,000$0$0P-03$2,000,000$0$0$2,000,000$0$0$0$0$0$0$0$2,000,000$0$0P-04$2,000,000$0$0$0$2,000,000$0$0$0$0$0$0$2,000,000$0$0P-05$2,000,000$0$0$0$0$2,000,000$0$0$0$0$0$2,000,000$0$0P-06$3,540,000$0$0$0$0$0$3,540,000$0$0$0$0$3,540,000$0$0P-07$14,160,000$0$0$0$0$0$0 $3,540,000 $3,540,000 $3,540,000 $3,540,000$0 $14,160,000$0P-08$35,360,000$0$0$0$0$0$0$0$0$0$0$0$0 $35,360,000P-09$5,800,000$0$1,450,000$1,450,000$1,450,000$1,450,000$0$0$0$0$0$5,800,000$0$0P-10$1,470,000$0$0$330,000$330,000$270,000$270,000$270,000$0$0$0$1,200,000$270,000$0P-11$1,680,000$0$0$1,050,000$0$0$0$0$0$0$0$1,050,000$0$630,000General$5,200,000$500,000$500,000$500,000$200,000$500,000$200,000$200,000$200,000$200,000$200,000$2,400,000$800,000$2,000,000G-01$300,000$300,000$0$0$0$0$0$0$0$0$0$300,000$0$0G-02$300,000$0$0$0$0$300,000$0$0$0$0$0$300,000$0$0G-03$600,000$0$300,000$300,000$0$0$0$0$0$0$0$600,000$0$0G-04$4,000,000$200,000$200,000$200,000$200,000$200,000$200,000$200,000$200,000$200,000$200,000$1,200,000$800,000$2,000,000CIP Total (Current Dollars)$96,870,000 $5,000,000 $4,130,000 $5,330,000 $4,280,000 $4,220,000 $4,010,000 $4,660,000 $4,380,000 $4,380,000 $4,380,000 $26,970,000 $17,800,000 $52,100,000Annual Cost (Current Dollars)$4,844,000$5,000,000$4,130,000$5,330,000$4,280,000$4,220,000$4,010,000$4,660,000$4,380,000$4,380,000$4,380,000$4,495,000$4,450,000$5,210,000City of RentonLong-Range Wastewater Management PlanCapital Improvement Program (Current Dollars)Capital Improvement Program Summary (Current Dollars)Wastewater Operations Master PlanDevil's Elbow Stream Bank StudyTelemetry Upgrade2020 Sanitary Sewer Main Replacement/Rehabilitation2021 Sanitary Sewer Main Replacement/Rehabilitation2022 Sanitary Sewer Main Replacement/Rehabilitation2023 Sanitary Sewer Main Replacement/RehabilitationI/I Evaluation ProgramFlow Monitoring ProgramForcemain Rehabilitation/Replacement2020 2021 2024 2029 2027 2026 2022 2023 2025 Long-Range Wastewater Management PlanSanitary Sewer Hydraulic ModelMiscellaneous/Emergency Projects2026-2029 Sanitary Sewer Main Replacement/Rehabilitation2030-2039 Sanitary Sewer Main Replacement/RehabilitationSewer Capacity Improvements Total CIP Cost Estimate Lift Station RehabilitationPump Stations2024 Sanitary Sewer Main Replacement/Rehabilitation2025 Sanitary Sewer Main Replacement/RehabilitationKennydale Lakeline Sewer UpgradeKennydale Lakeline RenewalLow and Moderately-Low Risk Lift Station and FM RehabilitationModerately-High and High Risk Lift Station and FM Rehabilitation City of Renton Long-Range Wastewater Management Plan Capital Improvement Program Notes: 1 All costs are in 2019 dollars. Cost estimate made in:2020 2 Engineering News Report (ENR) U.S. 20-City Construction Cost Index for July 2019 is 11293 3 Cost estimates do not include costs for easements or ROW acquisition. 4 Cost estimates per foot of pipe before contingencies are as follows: 5 Allowances are used based upon planning level budgeting. Estimates will be refined based on subsequent studies 6 To update costs for inflation to future value, insert inflation rate here:3% 7 When considering cost inflation for long-term projects, timing is assumed to be 15 years from current date. Gravity Sewer Unit Costs Pipe Diameter Value Unit Notes 6"$330 LF 15' depth 8"$341 LF 15' depth 10"$352 LF 15' depth 12"$363 LF 15' depth 14"$374 LF 15' depth 16"$385 LF 15' depth 18"$396 LF 15' depth 24"$407 LF 15' depth CIPP Costs Pipe Diameter Value Unit Notes 6"$52.80 LF 8"$70.40 LF 10"$88.00 LF 12"$105.60 LF 14"$123.20 LF 16"$140.80 LF 18"$158.40 LF 21"$184.80 LF 24"$211.20 LF Force Main Cleaning Parameter Cost Unit Notes Force Main Rehab/Replacement 119,895$ FM Lift Station Unit Costs Parameter Cost Unit Notes Low to Moderately-Low R&R 138,400$ LS High to Moderately-High R&R 138,400$ LS City price may differ Cost Estimate Assumptions Renton CIP and Financial.xlsx Assumptions City of Renton Long-Range Wastewater Management Plan Capital Improvement Program Cost Estimate Assumptions Monitoring Costs Cost Unit Notes I&I Micro-Monitoring 5,000$ meter/month Depth Monitoring 2,000$ meter/month Condition Assessment 10$ LF Adjustment Factors Notes City Admin 10% Design 20% Construction 10% Scope Contingency 30% Level Five Cost Estimate Disclaimer: The cost estimates within this CIP tool are based on our perception of current conditions at the project location. This estimate reflects our professional opinion of accurate costs at this time and is subject to change as the project design matures. Carollo Engineers, Inc. has no control over variances in the cost of labor, materials, equipment; nor services provided by others, contractor's means and methods of executing the work or of determining prices, competitive bidding or market conditions, practices or bidding strategies. Carollo Engineers cannot and does not warrant or Renton CIP and Financial.xlsx Assumptions Project ID:LS-01 Project Cost (Current $):900,000$ Project Name:Project Cost (Future $):900,000$ Facility Type:Lift Station Project Timing:2020 to 2020 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 LS 900,000$ 900,000$ 900,000$ 900,000$ Notes on Cost Estimation: January 2019 LS-01 (1 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary Lift Station Rehabilitation The Wastewater Utility operates 20 lift stations throughout the City. At this point, the City is going into the maintenance/rehabilitation phase for each of the stations. In 2016, the City completed the process of evaluating the needs for each station. The second phase of full rehabilitation of lift stations began in 2017 and will be completed in 2020. The cost for this has been reported by the City at $0.9 M in 2020. Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) Lift Station Rehabilitation Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project ID:LS-01 Project Cost (Current $):900,000$ Project Name:Project Cost (Future $):900,000$ Facility Type:Lift Station Project Timing:2020 to 2020 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Capacity:100%900,000$ 2020 900,000$ 900,000$ R&R:0%-$ -$ -$ General Programmatic 0%-$ -$ -$ Total Project Cost 100%900,000$ 900,000$ 900,000$ Project Location:Notes: January 2019 LS-01 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary Lift Station Rehabilitation Project Element Lift Station Rehabilitation Total Project Cost See full map on "Maps" tab. Project ID:LS-02 Project Cost (Current $):400,000$ Project Name:Project Cost (Future $):400,000$ Facility Type:Lift Station Project Timing:2020 to 2020 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 400,000$ 400,000$ 400,000$ 400,000$ Notes on Cost Estimation: January 2021 LS-02 (1 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary Forcemain Rehabilitation/Replacement The Wastewater Utility operates lift stations that each have their own FM that delivers the flow to the gravity system. While many of the lift stations have been either rehabilitated or replaced, their FMs often times were not. In 2016, a FM evaluation was completed that prioritized FMs. The replacement and rehabilitation of FMs identified began in 2016 and will be complete in 2020. The estimated cost is $400,000 in 2020. Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) Forcemain Rehabilitation/Replacement Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project ID:LS-02 Project Cost (Current $):400,000$ Project Name:Project Cost (Future $):400,000$ Facility Type:Lift Station Project Timing:2020 to 2020 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Capacity:100%400,000$ 2020 400,000$ 400,000$ R&R:0%-$ -$ -$ General Programmatic 0%-$ -$ -$ Total Project Cost 100%400,000$ 400,000$ 400,000$ Project Location:Notes: January 2021 LS-02 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary Forcemain Rehabilitation/Replacement Project Element Forcemain Rehabilitation/Replacement Total Project Cost See full map on "Maps" tab. Project ID:LS-03 Project Cost (Current $):300,000$ Project Name:Project Cost (Future $):327,818$ Facility Type:Lift Station Project Timing:2023 to 2023 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 300,000$ 300,000$ 300,000$ 300,000$ Notes on Cost Estimation: January 2021 LS-03 (1 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary Telemetry Upgrade The telemetry and control system records and stores flow rates and alarms for each lift station, which is then monitored in a Supervisory Control and Data Acquisition (SCADA) system. SCADA can then be accessed by the operations and maintenance (O&M) team, as well as engineers, to help the City monitor infrastructure. This system occasionally experiences communication and other issues that result in data errors which can be critical at times. Automatically generated reports are a benefit of the updated SCADA. It is currently anticipated that the system will be updated every five years. The cost for this has been reported by the City to be $300,000 and is planned for 2023. Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) Telemetry Upgrade Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project ID:LS-03 Project Cost (Current $):300,000$ Project Name:Project Cost (Future $):327,818$ Facility Type:Lift Station Project Timing:2023 to 2023 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ 2023 300,000$ 327,818$ Maintenance 0%-$ -$ -$ Planning 100%300,000$ -$ -$ Total Project Cost 100%300,000$ 300,000$ 327,818$ Project Location:Notes: January 2021 LS-03 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary Telemetry Upgrade Project Element Telemetry Upgrade Total Project Cost See full map on "Maps" tab. Project ID:LS-04 Project Cost (Current $):182,000$ Project Name:Project Cost (Future $):187,460$ Facility Type:Lift Station Project Timing:2021 to 2021 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 100,000$ 100,000$ 10,000$ 20,000$ 10,000$ 42,000$ 182,000$ 182,000$ Notes on Cost Estimation: January 2021 LS-04 (1 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary Devil's Elbow Stream Bank Study It is recommended that the City monitor the condition of stream banks adjacent to the Devil’s Elbow lift station and evaluate alternatives to armor the bank to protect the lift station and FM. The timing for this project is recommended to be completed in the short-term. The FM length is 506 LF with 6 inch diameter. The Level 5 AACE estimated cost for this project is $180,000 in the short-term. Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) Devil's Elbow Stream Bank Study Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project ID:LS-04 Project Cost (Current $):182,000$ Project Name:Project Cost (Future $):187,460$ Facility Type:Lift Station Project Timing:2021 to 2021 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ 2021 182,000$ 187,460$ Maintenance 0%-$ -$ -$ Planning 100%182,000$ -$ -$ Total Project Cost 100%182,000$ 182,000$ 187,460$ Project Location:Notes: January 2021 LS-04 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary Devil's Elbow Stream Bank Study Project Element Devil's Elbow Stream Bank Study Total Project Cost See full map on "Maps" tab. Project ID:LS-05 Project Cost (Current $):1,700,000$ Project Name:Project Cost (Future $):1,700,000$ Facility Type:Lift Station Project Timing:2020 to 2020 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 P 1,700,000$ 1,700,000$ ----1,700,000$ 1,700,000$ Notes on Cost Estimation: January 2021 LS-05 (1 of 2) Kennydale Lakeline Sewer Upgrade Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) Go to CIP Summary Kennydale Lakeline Sewer Upgrade The Kennydale Lake Line Sewer System Improvement Project will allow long-term operation of the system. This program includes design and construction of a preferred alternative: 1. Lake Line System rehabilitation and repair or 2. Replacement with Individual Lift Stations. The City has budgeted a total of $1.7 M for 2019 and $1.7 M for 2020 for a total of $3.4 M for this effort. City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Project ID:LS-05 Project Cost (Current $):1,700,000$ Project Name:Project Cost (Future $):1,700,000$ Facility Type:Lift Station Project Timing:2020 to 2020 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ 2020 1,700,000$ 1,700,000$ Maintenance 100%1,700,000$ -$ -$ Planning 0%-$ -$ -$ Total Project Cost 100%1,700,000$ 1,700,000$ 1,700,000$ Project Location:Notes: January 2021 LS-05 (2 of 2) See full map on "Maps" tab. Total Project Cost Go to CIP Summary Kennydale Lakeline Sewer Upgrade Project Element Kennydale Lakeline Sewer Upgrade City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Project ID:LS-06 Project Cost (Current $):8,000,000$ Project Name:Project Cost (Future $):12,463,739$ Facility Type:Lift Station Project Timing:Long-term Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 8,000,000$ 8,000,000$ 8,000,000$ 8,000,000$ Notes on Cost Estimation: January 2021 LS-06 (1 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary Kennydale Lakeline Renewal The Kennydale Lake Line Sewer System Evaluation identified multiple options for the replacing the system at the end of its usable life. For budgetary purposes, the least expensive option, Individual Lift Stations, for $8 M will be budgeted in the long-term. For additional details, see the 2019 Kennydale Lake Line Sewer System Evaluation Phase 2B and 3 Summary Report. Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) Kennydale Lakeline Renewal Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project ID:LS-06 Project Cost (Current $):8,000,000$ Project Name:Project Cost (Future $):12,463,739$ Facility Type:Lift Station Project Timing:Long-term Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ Long-term 2,666,667$ 4,154,580$ Maintenance 100%8,000,000$ Long-term 2,666,667$ 4,154,580$ Planning 0%-$ Long-term 2,666,667$ 4,154,580$ Total Project Cost 100%8,000,000$ 8,000,000$ 12,463,739$ Project Location:Notes: January 2021 LS-06 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary Kennydale Lakeline Renewal Project Element Kennydale Lakeline Renewal Kennydale Lakeline Renewal Kennydale Lakeline Renewal Total Project Cost See full map on "Maps" tab. Project ID:LS-07 Project Cost (Current $):6,111,253$ Project Name:Project Cost (Future $):9,521,134$ Facility Type:Lift Station Project Timing:Long-term Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10%20%10%30% 13 LS 138,400$ 1,799,200$ 179,920$ 359,840$ 179,920$ 755,664$ 3,274,544$ 13 FM 119,895$ 1,558,632$ 155,863$ 311,726$ 155,863$ 654,625$ 2,836,709$ 6,111,253$ Notes on Cost Estimation: January 2021 LS-07 (1 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP SummaryLow and Moderately-Low Risk Lift Station and FM Rehabilitation This project addresses long-term renewal needs for existing facilities. Lift stations and FMs in the moderately-low to low risk categories are recommended to be evaluated for rehabilitation in the long-term, which are listed in Table 8.4. The recommended rehabilitation is consistent with the City’s historical Lift Station rehabilitation schedule. Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) Lift Station Rehabilitation FM Rehabilitaton/Replacement Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project ID:LS-07 Project Cost (Current $):6,111,253$ Project Name:Project Cost (Future $):9,521,134$ Facility Type:Lift Station Project Timing:Long-term Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ Long-term 3,274,544$ 5,101,633$ Maintenance 100%6,111,253$ Long-term 2,836,709$ 4,419,501$ Planning 0%-$ Total Project Cost 100%6,111,253$ 6,111,253$ 9,521,134$ Project Location:Notes: January 2021 LS-07 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP SummaryLow and Moderately-Low Risk Lift Station and FM Rehabilitation Project Element Lift Station Rehabilitation FM Rehabilitaton/Replacement Total Project Cost See full map on "Maps" tab. Project ID:LS-08 Project Cost (Current $):2,568,691$ Project Name:Project Cost (Future $):8,110$ Facility Type:Lift Station Project Timing:2026 to 2029 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 5 LS 138,400$ 692,000$ 69,200$ 138,400$ 69,200$ 290,640$ 1,259,440$ 6 LF 119,895$ 719,368$ 71,937$ 143,874$ 71,937$ 302,135$ 1,309,251$ 2,568,691$ Notes on Cost Estimation: January 2021 LS-08 (1 of 2) Lift Station Rehabilitation FM Rehabilitation/Replacement Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP SummaryModerately-High and High Risk Lift Station and FM Rehabilitation Lift stations and FMs that are moderately-high to high risk are recommended for rehabilitation in the long-term, which are listed in Table 8.5. The recommended rehabilitation is consist with the City’s historical Lift Station rehabilitation schedule. These stations are the Talbot Crest, Long, Wedgewood, Devil's Elbow, and Kensington Crest. Estimated cost of lift station rehabilitation is $1.26 M in the short term and medium term and $1.31 M in the long term for a total of $2.57 M. This does not include the rehabilitation of Lake WA No. 1 and Lake WA Flush Stations. Project ID:LS-08 Project Cost (Current $):2,568,691$ Project Name:Project Cost (Future $):8,110$ Facility Type:Lift Station Project Timing:2026 to 2029 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ 2026 642,173$ 2,026$ Maintenance 100%2,568,691$ 2027 642,173$ 2,027$ Planning 0%-$ 2028 642,173$ 2,028$ 2029 642,173$ 2,029$ Total Project Cost 100% 2,568,691$ 2,568,691$ 8,110$ Project Location:Notes: January 2021 LS-08 (2 of 2) Lift Station Rehabilitation See full map on "Maps" tab. Total Project Cost City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP SummaryModerately-High and High Risk Lift Station and FM Rehabilitation Project Element Lift Station Rehabilitation Lift Station Rehabilitation Lift Station Rehabilitation Project ID:Project Cost (Current $):-$ Project Name:Project Cost (Future $):-$ Facility Type:Pipe Project Timing:Long-term Developer Share:Inflation Rate:3% Project Description: This project is used to identify the annual cost of the Sanitary Sewer Main Replacement and Rehabilitation Program on spreadsheets P-06 to P-08. Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10%20%10%30% 1,432 LF 330$ 472,560$ 47,256$ 94,512$ 47,256$ 198,475$ 860,059$ 31,289 LF 341$ 10,669,549$ 1,066,955$ 2,133,910$ 1,066,955$ 4,481,211$ 19,418,579$ 1,759 LF 352$ 619,168$ 61,917$ 123,834$ 61,917$ 260,051$ 1,126,886$ 5,890 LF 363$ 2,138,070$ 213,807$ 427,614$ 213,807$ 897,989$ 3,891,287$ 2,490 LF 374$ 931,260$ 93,126$ 186,252$ 93,126$ 391,129$ 1,694,893$ 5,316 LF 385$ 2,046,660$ 204,666$ 409,332$ 204,666$ 859,597$ 3,724,921$ 2,151 LF 396$ 851,796$ 85,180$ 170,359$ 85,180$ 357,754$ 1,550,269$ 3,909 LF 407$ 1,590,963$ 159,096$ 318,193$ 159,096$ 668,204$ 2,895,553$ 7,590 LF 53$ 400,752$ 40,075$ 80,150$ 40,075$ 168,316$ 729,369$ 123,932 LF 70$ 8,724,778$ 872,478$ 1,744,956$ 872,478$ 3,664,407$ 15,879,095$ 11,354 LF 88$ 999,108$ 99,911$ 199,822$ 99,911$ 419,625$ 1,818,377$ 14,238 LF 106$ 1,503,480$ 150,348$ 300,696$ 150,348$ 631,462$ 2,736,334$ 297 LF 123$ 36,590$ 3,659$ 7,318$ 3,659$ 15,368$ 66,595$ 7,475 LF 141$ 1,052,480$ 105,248$ 210,496$ 105,248$ 442,042$ 1,915,514$ 4,169 LF 158$ 660,290$ 66,029$ 132,058$ 66,029$ 277,322$ 1,201,729$ 2,921 LF 185$ 539,708$ 53,971$ 107,942$ 53,971$ 226,678$ 982,269$ 5,179 LF 211$ 1,093,699$ 109,370$ 218,740$ 109,370$ 459,354$ 1,990,533$ 2,935 LF 10$ 29,350$ 2,935$ 5,870$ 2,935$ 12,327$ 53,417$ 34,360,262$ 62,535,677$ 29,964,658$ 2025 - 2039 3,535,711.79$ 53,035,677$ 1,997,643.84$ 3,535,711.79$ Notes on Cost Estimation: January 2021 6" Moderately-High Risk Gravity Sewer Rehabilitation 14" Moderately-High Risk Gravity Sewer Rehabilitation Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab. 50% of moderately-high risk pipes and 100% of high risk pipes are estimated to be replaced.Go to Assumptions Tab 8" Moderately-High Risk Gravity Sewer Rehabilitation 10" Moderately-High Risk Gravity Sewer Rehabilitation 12" Moderately-High Risk Gravity Sewer Rehabilitation 16" Moderately-High Risk Gravity Sewer Rehabilitation 18" Moderately-High Risk Gravity Sewer Rehabilitation 24" Moderately-High Risk Gravity Sewer Rehabilitation 21" Moderately-High Risk Gravity Sewer Rehabilitation Gravity Sewer Condition Assessment Total Cost (Current $) 8" High Risk Gravity Sewer Rehabilitation 10" High Risk Gravity Sewer Rehabilitation 6" High Risk Gravity Sewer Rehabilitation Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Go to CIP Summary Rehabilitation Program City of Renton Long-Range Wastewater Master Plan Capital Improvement Program 24" High Risk Gravity Sewer Rehabilitation 12" High Risk Gravity Sewer Rehabilitation 14" High Risk Gravity Sewer Rehabilitation 16: High Risk Gravity Sewer Rehabilitation 18" High Risk Gravity Sewer Rehabilitation Project ID:Project Cost (Current $):-$ Project Name:Project Cost (Future $):-$ Facility Type:Pipe Project Timing:Long-term Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ Maintenance 100%62,535,677$ Planning 0%-$ Total Project Cost 100%62,535,677$ -$ -$ Project Location:Notes: January 2021 See full map on "Maps" tab. Go to CIP Summary Rehabilitation Program Project Element City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Total Project Cost Project ID:P-01 Project Cost (Current $):1,500,000$ Project Name:Project Cost (Future $):1,500,000$ Facility Type:Pipe Project Timing:2020 to 2020 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 LF 1,500,000$ 1,500,000$ 1,500,000$ 1,500,000$ Notes on Cost Estimation: January 2021 P-01 (1 of 2) This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. Similar to FMs and lift stations, a vulnerability and criticality analysis was conducted. RUL was determined for different pipe materials. For the CIP, pipes with RUL greater than 20 years were not considered. In order to confirm the condition of individual pipe’s RUL, the City should conduct ongoing monitoring through CCTV inspections and tracking of point repairs and other maintenance issues. If the pipe has higher criticality or vulnerability, then a more advanced condition assessment may be required. This may include CCTV inspection, soil resistivity testing, pipe couponing, and other types of pipeline studies. City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2020 Sanitary Sewer Main Replacement/Rehabilitation Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) 2020 Sanitary Sewer Main Replacement/Rehabilitation Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project ID:P-01 Project Cost (Current $):1,500,000$ Project Name:Project Cost (Future $):1,500,000$ Facility Type:Pipe Project Timing:2020 to 2020 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ Maintenance 100%1,500,000$ General 0%-$ -$ -$ Total Project Cost 100%1,500,000$ 1,500,000$ 1,500,000$ Project Location:Notes: January 2021 P-01 (2 of 2) 2020 1,500,000$ 1,500,000$ City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2020 Sanitary Sewer Main Replacement/Rehabilitation Project Element 2020 Sanitary Sewer Main Replacement/Rehabilitation Total Project Cost See full map on "Maps" tab. Project ID:P-02 Project Cost (Current $):2,000,000$ Project Name:Project Cost (Future $):2,060,000$ Facility Type:Pipe Project Timing:2021 to 2021 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 LF 2,000,000$ 2,000,000$ 2,000,000$ 2,000,000$ Notes on Cost Estimation: January 2021 P-02 (1 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2021 Sanitary Sewer Main Replacement/Rehabilitation This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) 2021 Sanitary Sewer Main Replacement/Rehabilitation Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project ID:P-02 Project Cost (Current $):2,000,000$ Project Name:Project Cost (Future $):2,060,000$ Facility Type:Pipe Project Timing:2021 to 2021 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ Maintenance 100%2,000,000$ General 0%-$ -$ -$ Total Project Cost 100%2,000,000$ 2,000,000$ 2,060,000$ Project Location:Notes: January 2021 P-02 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2021 Sanitary Sewer Main Replacement/Rehabilitation Project Element 2021 Sanitary Sewer Main Replacement/Rehabilitation 2021 2,000,000$ 2,060,000$ Total Project Cost See full map on "Maps" tab. Project ID:P-03 Project Cost (Current $):2,000,000$ Project Name:Project Cost (Future $):2,121,800$ Facility Type:Pipe Project Timing:2022 to 2022 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 LF 2,000,000$ 2,000,000$ 2,000,000$ 2,000,000$ Notes on Cost Estimation: January 2021 P-03 (1 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2022 Sanitary Sewer Main Replacement/Rehabilitation This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) 2022 Sanitary Sewer Main Replacement/Rehabilitation Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project ID:P-03 Project Cost (Current $):2,000,000$ Project Name:Project Cost (Future $):2,121,800$ Facility Type:Pipe Project Timing:2022 to 2022 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ Maintenance 100%2,000,000$ General 0%-$ -$ -$ Total Project Cost 100%2,000,000$ 2,000,000$ 2,121,800$ Project Location:Notes: January 2021 P-03 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2022 Sanitary Sewer Main Replacement/Rehabilitation Project Element 2022 Sanitary Sewer Main Replacement/Rehabilitation 2022 2,000,000$ 2,121,800$ Total Project Cost See full map on "Maps" tab. Project ID:P-04 Project Cost (Current $):2,000,000$ Project Name:Project Cost (Future $):2,185,454$ Facility Type:Pipe Project Timing:2023 to 2023 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 LF 2,000,000$ 2,000,000$ 2,000,000$ 2,000,000$ Notes on Cost Estimation: January 2021 P-04 (1 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2023 Sanitary Sewer Main Replacement/Rehabilitation This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) 2023 Sanitary Sewer Main Replacement/Rehabilitation Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project ID:P-04 Project Cost (Current $):2,000,000$ Project Name:Project Cost (Future $):2,185,454$ Facility Type:Pipe Project Timing:2023 to 2023 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ Maintenance 100%2,000,000$ General 0%-$ -$ -$ Total Project Cost 100%2,000,000$ 2,000,000$ 2,185,454$ Project Location:Notes: January 2021 P-04 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2023 Sanitary Sewer Main Replacement/Rehabilitation Project Element 2023 Sanitary Sewer Main Replacement/Rehabilitation 2023 2,000,000$ 2,185,454$ Total Project Cost See full map on "Maps" tab. Project ID:P-05 Project Cost (Current $):2,000,000$ Project Name:Project Cost (Future $):2,251,018$ Facility Type:Pipe Project Timing:2024 to 2024 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 LF 2,000,000$ 2,000,000$ 2,000,000$ 2,000,000$ Notes on Cost Estimation: January 2021 P-05 (1 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2024 Sanitary Sewer Main Replacement/Rehabilitation This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) 2024 Sanitary Sewer Main Replacement/Rehabilitation Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project ID:P-05 Project Cost (Current $):2,000,000$ Project Name:Project Cost (Future $):2,251,018$ Facility Type:Pipe Project Timing:2024 to 2024 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ Maintenance 100%2,000,000$ General 0%-$ -$ -$ Total Project Cost 100%2,000,000$ 2,000,000$ 2,251,018$ Project Location:Notes: January 2021 P-05 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2024 Sanitary Sewer Main Replacement/Rehabilitation Project Element 2024 Sanitary Sewer Main Replacement/Rehabilitation 2024 2,000,000$ 2,251,018$ Total Project Cost See full map on "Maps" tab. Project ID:P-06 Project Cost (Current $):3,535,712$ Project Name:Project Cost (Future $):4,098,859$ Facility Type:Pipe Project Timing:2025 to 2025 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 LF 2,000,000$ 2,000,000$ 3,535,712$ 3,535,712$ Notes on Cost Estimation: January 2021 P-06 (1 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2025 Sanitary Sewer Main Replacement/Rehabilitation This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) 2025 Sanitary Sewer Main Replacement/Rehabilitation Total Project Cost (Current $) These unit costs were calculated annually in the 'Rehabilitation Program' spreadsheet.Go to Assumptions Tab Project ID:P-06 Project Cost (Current $):3,535,712$ Project Name:Project Cost (Future $):4,098,859$ Facility Type:Pipe Project Timing:2025 to 2025 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ Maintenance 100%3,535,712$ General 0%-$ -$ -$ Total Project Cost 100%3,535,712$ 3,535,712$ 4,098,859$ Project Location:Notes: January 2021 P-06 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2025 Sanitary Sewer Main Replacement/Rehabilitation Project Element 2025 Sanitary Sewer Main Replacement/Rehabilitation 2025 3,535,712$ 4,098,859$ Total Project Cost See full map on "Maps" tab. Project ID:P-07 Project Cost (Current $):14,142,847$ Project Name:Project Cost (Future $):17,662,540$ Facility Type:Pipe Project Timing:2026 to 2029 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 4 3,535,712$ 14,142,847.16$ 14,142,847$ 14,142,847$ Notes on Cost Estimation: January 2021 P-07 (1 of 2) This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2026-2029 Sanitary Sewer Main Replacement/Rehabilitation 2026-2029 Sanitary Sewer Main Replacement/Rehabilitation Total Project Cost (Current $) These unit costs were calculated annually in the 'Rehabilitation Program' spreadsheet.Go to Assumptions Tab Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) Project ID:P-07 Project Cost (Current $):14,142,847$ Project Name:Project Cost (Future $):17,662,540$ Facility Type:Pipe Project Timing:2026 to 2029 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) 2029 3,535,712$ 4,613,302$ Total Project Cost 100% 14,142,847$ 14,142,847$ 17,662,540$ Project Location:Notes: See full map on "Maps" tab. January 2021 P-07 (2 of 2) 2026-2029 Sanitary Sewer Main Replacement/Rehabilitation Cross Category 0%-$ Maintenance 100% 14,142,847$ General 0%-$ 4,348,480$ 2026-2029 Sanitary Sewer Main Replacement/Rehabilitation 2028 3,535,712$ 4,478,934$ City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2026-2029 Sanitary Sewer Main Replacement/Rehabilitation Project Element 2026-2029 Sanitary Sewer Main Replacement/Rehabilitation 2026 3,535,712$ 4,221,825$ 2026-2029 Sanitary Sewer Main Replacement/Rehabilitation 2027 3,535,712$ Total Project Cost Project ID:P-08 Project Cost (Current $):35,357,118$ Project Name:Project Cost (Future $):55,085,238$ Facility Type:Pipe Project Timing:Long-term Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 10 3,535,712$ 35,357,117.89$ 35,357,118$ 35,357,118$ Notes on Cost Estimation: January 2021 P-08 (1 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2030-2039 Sanitary Sewer Main Replacement/Rehabilitation This is an annual program that is performed to identify and either repair, rehabilitate, or replace portions of sewer pipe that do not meet current standards. The program will be city-wide and may consist of individual projects. Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) 2030-2039 Sanitary Sewer Main Replacement/Rehabilitation Total Project Cost (Current $) These unit costs were calculated annually in the 'Rehabilitation Program' spreadsheet.Go to Assumptions Tab Project ID:P-08 Project Cost (Current $):35,357,118$ Project Name:Project Cost (Future $):55,085,238$ Facility Type:Pipe Project Timing:Long-term Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ Maintenance 100%35,357,118$ General 0%-$ Total Project Cost 100%35,357,118$ 35,357,118$ 55,085,238$ Project Location:Notes: January 2021 P-08 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary2030-2039 Sanitary Sewer Main Replacement/Rehabilitation Project Element 2030-2039 Sanitary Sewer Main Replacement/Rehabilitation Long-term 35,357,118$ 55,085,238$ Total Project Cost Project ID:P-09 Project Cost (Current $):5,808,763$ Project Name:Project Cost (Future $):6,257,687$ Facility Type:Pipe Project Timing:2021 to 2024 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 386 LF 363$ 140,118$ 14,012$ 28,024$ 14,012$ 58,850$ 255,015$ 42 LF 385$ 16,170$ 1,617$ 3,234$ 1,617$ 6,791$ 29,429$ 1,718 LF 363$ 623,634$ 62,363$ 124,727$ 62,363$ 261,926$ 1,135,014$ 3,278 LF 363$ 1,189,914$ 118,991$ 237,983$ 118,991$ 499,764$ 2,165,643$ 73 LF 385$ 28,105$ 2,811$ 5,621$ 2,811$ 11,804$ 51,151$ 843 LF 341$ 287,463$ 28,746$ 57,493$ 28,746$ 120,734$ 523,183$ 50 LF 385$ 19,250$ 1,925$ 3,850$ 1,925$ 8,085$ 35,035$ 240 LF 341$ 81,840$ 8,184$ 16,368$ 8,184$ 34,373$ 148,949$ 100 LF 363$ 36,300$ 3,630$ 7,260$ 3,630$ 15,246$ 66,066$ 1,477 LF 352$ 519,904$ 51,990$ 103,981$ 51,990$ 218,360$ 946,225$ 447 LF 341$ 152,427$ 15,243$ 30,485$ 15,243$ 64,019$ 277,417$ 283 LF 341$ 96,503$ 9,650$ 19,301$ 9,650$ 40,531$ 175,635$ 5,808,763$ Notes on Cost Estimation: January 2021 P-09 (1 of 2) Project Element Quantity Unit 37A: 8" Edmonds Ave and NE 9th St Reconfiguration 37A: 16" Edmonds Ave and NE 9th St Reconfiguration 23A - 8" to 12" Diameter Pipe 23A - 12" to 16" Diameter Pipe BA - 8" to 12" Diameter Pipe 46A - 8" to 12" Diameter Pipe 46A - 12" to 16" Diameter Pipe Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab 24A: 8" Monroe Ave and NE 7th St Reconfiguration 24A: 12" Monroe Ave and NE 7th St Reconfiguration 11A: 10" Grant Ave and Se 9th St Reconfiguration 20A: 8" SE 99th Ct Reconfiguration 20B: 8" Jericho Pl and NE 16th St Reconfiguration Unit Cost ($/Unit)Subtotal Total Cost (Current $) Go to CIP Summary Sewer Capacity Improvements Pipe upsizing is determined after the pipe was monitored, the most cost effective solution for these pipes are to increase their size. Since a larger pipe would need to be installed, the construction is estimated with open-cut installation. Additionally, the pipe reconfiguration includes locations where the pipe has a reverse slope causing a deficiency in the system. After confirmation that the slope information is accurate, pipe replacement is the recommended action. For pipe replacement, it would involve open cut construction. Locations include the following sections: Edmonds Ave and NE 9th St, Monroe Ave and NE 7th St, Grant Ave and SE 9th St, SE 99th Ct, and Jericho Pl and NE 16th St. City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Project ID:P-09 Project Cost (Current $):5,808,763$ Project Name:Project Cost (Future $):6,257,687$ Facility Type:Pipe Project Timing:2021 to 2024 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 100%5,808,763$ 2021 1,452,191$ 1,495,756$ Maintenance 0%-$ 2022 1,452,191$ 1,540,629$ Planning 0%-$ 2023 1,452,191$ 1,586,848$ 2024 1,452,191$ 1,634,453$ Total Project Cost 100%5,808,763$ 5,808,763$ 6,257,687$ Project Location:Notes: See full map on January 2021 P-09 (2 of 2) Go to CIP Summary Sewer Capacity Improvements Total Project Cost Sewer Capacity Improvements Project Element Sewer Capacity Improvements Sewer Capacity Improvements Sewer Capacity Improvements City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Project ID:P-10 Project Cost (Current $):1,470,300$ Project Name:Project Cost (Future $): 1,629,717$ Facility Type:Pipe Project Timing:2022 to 2026 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): Project Element No. Dur.10% 20% 10% 30% 05A - Talbot Rd S and 36th St to 27th Place 1 60 Meter/Mo 20,000$ 95,000$ 9,500$ 19,000$ 9,500$ 39,900$ 172,900$ 14A - West Sunset Blvd and SW 4th Place 1 84 Meter/Mo 20,000$ 125,000$ 12,500$ 25,000$ 12,500$ 52,500$ 227,500$ 15A - Renton High School 1 84 Meter/Mo 20,000$ 125,000$ 9,500$ 25,000$ 12,500$ 51,600$ 223,600$ 21A - Anacortes Ave NE and NE 17th to NE 26th St 2 84 Meter/Mo 20,000$ 145,000$ 14,500$ 29,000$ 14,500$ 60,900$ 263,900$ 22A - Whitman Ct NE and NE 12th St 2 24 Meter/Mo 20,000$ 70,000$ 7,000$ 14,000$ 7,000$ 29,400$ 127,400$ 41A: Lake Washington Blvd and 32nd to 36th St 1 84 Meter/Mo 20,000$ 125,000$ 12,500$ 25,000$ 12,500$ 52,500$ 227,500$ 48A - NE 7th St and Harington Ave NE 1 84 Meter/Mo 20,000$ 125,000$ 12,500$ 25,000$ 12,500$ 52,500$ 227,500$ Total Project Cost (Current $)1,470,300$ Notes on Cost Estimation: January 2021 P-10 (1 of 2) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab. 20k for initial meter installation. 15k/yr/meter for service/analysis Go to Assumptions Tab Units Subtotal Total Cost (Current $) Design Construction Scope Contingency Quantity Meter Unit Cost City Admin City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary Flow Monitoring Program The additional long-term depth monitoring project is to verify the existence of a deficiency in the specified pipe. These locations have typically not been observed deficient, so additional monitoring over a specified period of time to observe deficiency is recommended. The Talbot Rd S and 36th St to 27th Place location is recommended for monitoring for at most 5 years to determine potential deficiency.The Whitman Ct NE and NE 12th location is recommended for monitoring for a maximum of 2 years to determine potential deficiency. The Anacortes Ave NE and NE 17th St to NE 26th St location is recommended for monitoring for a maximum of 1 year to determine potential deficiency. The Renton High School location is recommended for monitoring for a maximum of 1 year to determine potential deficiency. Altogether, the flow and monitoring program timing will be short, medium, and long-term. Project ID:P-10 Project Cost (Current $):1,470,300$ Project Name:Project Cost (Future $): 1,629,717$ Facility Type:Pipe Project Timing:2022 to 2026 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 100%1,470,300$ Flow Monitoring Program 2022 332,280$ 332,280$ Maintenance 0%-$ 2023 332,280$ 363,091$ Planning 0%-$ 2024 268,580$ 302,289$ 2025 268,580$ 311,358$ 2026 268,580$ 320,699$ Total Project Cost 100%1,470,300$ 1,470,300$ 1,629,717$ Project Location:Notes: See full map January 2021 P-10 (2 of 2) Flow Monitoring Program Total Project Cost City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Flow Monitoring Program Go to CIP Summary Flow Monitoring Program Project Element Flow Monitoring Program Flow Monitoring Program Project ID:P-11 Project Cost (Current $):1,674,400$ Project Name:Project Cost (Future $):2,088,480$ Facility Type:Project Timing:2022 to Long-term Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency No.Dur. Basin Monitoring (8 Basins)24 5 Meters/Mo 120,000$ 600,000$ 60,000$ 120,000$ 60,000$ 252,000$ 1,092,000$ Basin Study 8 Meters/Mo 40,000$ 320,000$ 32,000$ 64,000$ 32,000$ 134,400$ 582,400$ 1,674,400$ Notes on Cost Estimation: January 2021 P-11 (1 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary I/I Evaluation Program Micro-monitoring project is recommended for areas in wastewater basins where there were signs of significant I/I in the collection system. Micro- monitoring involved installing multiple flow monitors where there is high I/I, and break larger basins into smaller basis to better refine the location of high I/I. By micro-monitoring, an isolated location within the basin would be identified and only this section would need to be replaced. Locations include S Renton Village Pl from Valley Fwy to Talbot Rd S, Lake Ave S to 15th St, Benson Rd S to S Eagle Dr., and Jones Dr SE to SE 18th Pl as one project element of I/I Micro-Monitoring. Additionally Lake Washington Blvd and 32nd to 36th St are recommended for monitoring. Pipe Quantity Meter 10% 20% 10% 30% Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab. 5k/meter/month for evaluation and 40k per basin for the study Go to Assumptions Tab Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $)Project Element Project ID:P-11 Project Cost (Current $):1,674,400$ Project Name:Project Cost (Future $):2,088,480$ Facility Type:Pipe Project Timing:2022 to Long-term Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 100%1,674,400$ 2022 682,500$ 724,064$ Maintenance 0%-$ Long-term 409,500$ 637,988$ Planning 0%-$ 2022 364,000$ 386,168$ Long-term 218,400$ 340,260$ Total Project Cost 100%1,674,400$ 1,674,400$ 2,088,480$ Project Location: Notes: January 2021 P-11 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary I/I Evaluation Program Project Element Short Term I/I Eval Long Term I/I Eval See full map on "Maps" tab. Long Term Study Short Term Study Total Project Cost Project ID:G-01 Project Cost (Current $):300,000$ Project Name:Project Cost (Future $):300,000$ Facility Type:General Project Timing:2020 to 2020 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 LS 600,000$ 600,000$ 600,000$ 600,000$ Notes on Cost Estimation: January 2021 G-01 (1 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary Wastewater Operations Master Plan The Wastewater Operations Master Plan (OMP) is a plan created by the City. The first purpose of this plan is to document current procedures and programs into an O&M manual, review existing programs for effectiveness and compliance of potential future regulatory requirements. The second purpose is to analyze and recommend program improvements in accordance with the City’s long-term goals and objectives, and assist with the development of an improvement implementation strategy. Based on the City’s existing resources and implementation budget, it is recommended to implement this plan over 5 years, with the highest priority improvements being completed first. Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) Wastewater Operations Master Plan Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab. Half of Master Plan total cost is distributed to 2019 which is prior to the CIP planning period.Go to Assumptions Tab Project ID:G-01 Project Cost (Current $):300,000$ Project Name:Project Cost (Future $):300,000$ Facility Type:General Project Timing:2020 to 2020 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ 2020 300,000$ 300,000$ Maintenance 0%-$ -$ -$ Planning 100%600,000$ -$ -$ Total Project Cost 100%600,000$ 300,000$ 300,000$ Project Location:Notes: January 2021 G-01 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary Wastewater Operations Master Plan Project Element Wastewater Operations Master Plan Total Project Cost See full map on "Maps" tab. Project ID:G-02 Project Cost (Current $):300,000$ Project Name:Project Cost (Future $):337,653$ Facility Type:General Project Timing:2024 to 2024 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 LS 300,000$ 300,000$ 300,000$ 300,000$ Notes on Cost Estimation: January 2021 G-02 (1 of 2) Long Range Wastewater Management Plan Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) Go to CIP Summary Long-Range Wastewater Management Plan The Long Range Wastewater Management Plan considers a 20-year planning period for the analysis of existing and projected conditions. The sewage collection system’s operational and capital requirements are detailed to achieve the City’s operational goals and fulfill regulatory requirements. City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Project ID:G-02 Project Cost (Current $):300,000$ Project Name:Project Cost (Future $):337,653$ Facility Type:General Project Timing:2024 to 2024 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ 2024 300,000$ 337,653$ Maintenance 0%-$ -$ -$ Planning 100%300,000$ -$ -$ Total Project Cost 100%300,000$ 300,000$ 337,653$ Project Location:Notes: January 2021 G-02 (2 of 2) See full map on "Maps" tab. Total Project Cost Go to CIP Summary Long-Range Wastewater Management Plan Project Element Long Range Wastewater Management Plan City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Project ID:G-03 Project Cost (Current $):600,000$ Project Name:Project Cost (Future $):627,270$ Facility Type:General Project Timing:2021 to 2022 Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): City Admin Design Construction Scope Contingency 10% 20% 10% 30% 1 LS 600,000$ 600,000$ 600,000$ 600,000$ Notes on Cost Estimation: January 2021 G-03 (1 of 2) Sanitary Sewer Hydraulic Model Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Total Cost (Current $) Go to CIP Summary Sanitary Sewer Hydraulic Model As discussed in Chapter 7 in the System Infrastructure Capacity, the City has a hydraulic model that allows them to evaluate existing the sanitary sewer system and determine areas of capacity constraint, and provide a tool for planning future improvements. The model needs to be updated as the system expands, and flow monitoring and physical system data is collected by survey or field inspection. City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Project ID:G-03 Project Cost (Current $):600,000$ Project Name:Project Cost (Future $):627,270$ Facility Type:General Project Timing:2021 to 2022 Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ 2021 300,000$ 309,000$ Maintenance 0%-$ 2022 300,000$ 318,270$ Planning 100%600,000$ -$ -$ Total Project Cost 100%600,000$ 600,000$ 627,270$ Project Location:Notes: January 2021 G-03 (2 of 2) See full map on "Maps" tab. Total Project Cost Go to CIP Summary Sanitary Sewer Hydraulic Model Project Element Sanitary Sewer Hydraulic Model Sanitary Sewer Hydraulic Model City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Project ID:G-04 Project Cost (Current $):4,000,000$ Project Name:Project Cost (Future $):5,408,711$ Facility Type:General Project Timing:2020 to Long-term Developer Share:Inflation Rate:3% Project Description: Project Cost Estimate (Current $): 10% 20% 10% 30% 20 200,000$ 4,000,000$ 4,000,000$ 4,000,000$ Notes on Cost Estimation: January 2021 G-04 (1 of 2) City Admin Design Construction Scope Contingency City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Total Cost (Current $) Go to CIP Summary Miscellaneous/Emergency Projects This project is to perform small repairs, replacements, or installations of sewers that are not scheduled in the CIP, but become a priority due to unexpected problems, failures, or coordination with other projects. Project Element Quantity Unit Unit Cost ($/Unit)Subtotal Miscellaneous/Emergency Projects Total Project Cost (Current $) Based on the pipe cost per linear foot assumptions found on the "Assumptions" tab.Go to Assumptions Tab Project ID:G-04 Project Cost (Current $):4,000,000$ Project Name:Project Cost (Future $):5,408,711$ Facility Type:General Project Timing:2020 to Long-term Developer Share:0 Inflation Rate:3% Cost Allocation:Project Timing: Project Type Percent Cost Timing Project Cost (Current $) Project Cost (Future $) Cross Category 0%-$ 2020 200,000$ 200,000$ Maintenance 0%-$ 2021 200,000$ 206,000$ Planning 100%4,000,000$ 2022 200,000$ 212,180$ 2023 200,000$ 218,545$ 2024 200,000$ 225,102$ 2025 200,000$ 231,855$ 2026 200,000$ 238,810$ 2027 200,000$ 245,975$ 2028 200,000$ 253,354$ 2029 200,000$ 260,955$ Long-term 2,000,000$ 3,115,935$ Total Project Cost 100%4,000,000$ 4,000,000$ 5,408,711$ Project Location:Notes: January 2021 G-04 (2 of 2) City of Renton Long-Range Wastewater Master Plan Capital Improvement Program Go to CIP Summary Miscellaneous/Emergency Projects Project Element Miscellaneous/Emergency Projects Miscellaneous/Emergency Projects Miscellaneous/Emergency Projects Miscellaneous/Emergency Projects See full map on "Maps" tab. Miscellaneous/Emergency Projects Miscellaneous/Emergency Projects Total Project Cost Miscellaneous/Emergency Projects Miscellaneous/Emergency Projects Miscellaneous/Emergency Projects Miscellaneous/Emergency Projects Miscellaneous/Emergency Projects APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 Appendix L-1 WELLHEAD PROTECTION PLAN UPDATE CITY OF RENTON WELLHEAD PROTECTION PLAN UPDATE CONTAMINANT SOURCE INVENTORY REPORT February 7, 2019 CITY OF RENTON WELLHEAD PROTECTION PLAN UPDATE CONTAMINANT SOURCE INVENTORY REPORT Prepared for: City of Renton 1055 South Grady Way Renton, Washington 98057 Prepared by: Pacific Groundwater Group 2377 Eastlake Avenue East, Suite 200 Seattle, Washington 98102 206.329.0141 www.pgwg.com February 7, 2010 JE1801 Renton_CSI_2018 v3 RENTON WHPP UPDATE iii FEBRUARY 2019 TABLE OF CONTENTS 1.0 INTRODUCTION ........................................................................................................................... 1 2.0 BACKGROUND .............................................................................................................................. 1 2.1 AQUIFER PROTECTION AREA BACKGROUND ................................................................................. 2 3.0 WELLHEAD PROTECTION AREA DELINEATION UPDATES ........................................... 3 4.0 CONTAMINANT SOURCE INVENTORY & RISK ASSESSMENT ....................................... 4 4.1 DATA SOURCES ............................................................................................................................. 5 4.2 CURRENT LAND USE AND ZONING ................................................................................................ 5 4.3 CONTAMINANT SOURCES ............................................................................................................... 6 4.3.1 Contaminant Sources with Known Releases ............................................................................. 7 4.3.2 Potential Sources ...................................................................................................................... 7 4.4 WINDSHIELD SURVEY FINDINGS .................................................................................................. 16 4.5 WHPA NOTIFICATION LETTERS .................................................................................................. 16 5.0 REFERENCES .............................................................................................................................. 17 RENTON WHPP UPDATE iv FEBRUARY 2019 TABLES Table 1: Summary of Land Use Types of Concern Table 2: Summary Data for Parcels of Possible Elevated Risk within Renton Wellhead Pro- tection Areas Table 3: Summary of Environmental Sites of Potential Concern within Wellhead Protection Capture Zones Table 4: Active Hazardous Materials Sites in Renton WHPAs Table 5: Distribution of Septic Systems within City of Renton WHPAs Table 6: Distribution of Home Heating Oil Tanks within City of Renton WHPAs Table 7: Visited Windshield Survey Cleanup Sites FIGURES Figure 1: City of Renton 2018 Wellhead Protection Area Capture Zones Figure 2: Zoning and Parcels of Possible Elevated Risk Within Renton WHPAs Figure 3: Zoning and Parcels of Possible Elevated Risk Within Downtown WHPA Figure 4: Potential Contaminant Sources within City of Renton WHPAs Figure 5: Potential Contaminant Sources within City of Renton Downtown WHPA APPENDICES Appendix A: FSID Interaction Type and Groundwater Risk Identification Appendix B: WHPA No Further Action Site Table Appendix C: Environmental Sites Information Appendix D: Notification Letters RENTON WHPP UPDATE v FEBRUARY 2019 LIST OF ACRONYMS APA Aquifer Protection Area BGS Below Ground Surface CEC Contaminant of Emerging Concern CSI Contaminant Source Inventory EPA Environmental Protection Agency DOH Washington State Department of Health FSID Facility Site Identification Database GIS Geographic Information System LUST Leaking Underground Storage Tank MCL Maximum Contaminant Level NFA No Further Action Qa Annual Water Right Quantity Qi Instantaneous Water Right Quantity SSA Sole Source Aquifer UST Underground Storage Tank WAC Washington Administrative Code WSDOT Washington Department of Transportation WHPA Wellhead Protection Area WHPP Wellhead Protection Plan RENTON WHPP UPDATE vi FEBRUARY 2019 SIGNATURE This report, and Pacific Groundwater Group’s work contributing to this report, were reviewed by the undersigned and approved for release. Glenn Mutti-Driscoll Hydrogeologist Washington State Hydrogeologist No. 2832 RENTON WHPP UPDATE FEBRUARY 2019 1.0 INTRODUCTION This report summarizes contaminant risks to groundwater supplies for the City of Renton (City). Information presented in this report supports an update of the City’s Water System Plan currently being prepared by Carollo Engineers. This report is an update to the City’s prior Wellhead Protection Plan (WHPP) and its purpose is to document known or sus- pected contaminant sites or sources within the City’s Wellhead Protection Areas (WHPAs), and to help the City understand the risks posed by these sources. Elements of this report were developed following the Washington State Department of Health (DOH) guidelines for Wellhead Protection Programs (DOH, 2010). This report documents the results of the Contaminant Source Inventory (CSI) update per- formed. This includes updates to the City’s WHPAs, results from a “windshield survey” performed by the City and PGG, and example letters to be sent to businesses and property owners within the City’s WHPAs. This work was performed, and this report prepared, in accordance with generally accept- ed hydrogeologic practices at this time and in this area for the exclusive use of the City of Renton for specific application to the study area. No other warranty, express or implied, is made. 2.0 BACKGROUND The City of Renton is located in King County, Washington, and has four distinct water sources which include: the Downtown wellfield, the Maplewood wellfield, Springbrook Springs, and Well PW-5A (Figure 1). Each water source comes from separate aquifers that are summarized below. The Downtown wellfield draws its water from the deltaic portion of the Cedar Valley Al- luvial Aquifer (from herein referred to as the deltaic aquifer), which has been designated as a Sole Source Aquifer (SSA) by the EPA since 1988. A SSA designation indicates that an aquifer supplies at least 50 percent of the water for its service area and there is no rea- sonable alternative drinking water source that exists should the aquifer become contami- nated1. The deltaic aquifer near the Downtown wellfield is composed of course-grained sands and gravels and has an average aquifer thickness of approximately 70 feet. The av- erage depth to groundwater is roughly 23 feet below ground surface (bgs) at the Down- town wellfield. Fine-grained sediments (silts and clays) or local bedrock were observed beneath the aquifer at the City production wells. Deposits overlying the deltaic aquifer are composed of silt, sand, and gravel; however, no confining layer exists above the aqui- fer and it is therefore more vulnerable to contamination than other water supply aquifers in the Renton area. Confining layers can retard the downward flow of contaminants, and thus act as protective layer overlying an aquifer. The Maplewood wellfield draws its water from the Maplewood Production Aquifer, which is a deep sand and gravel aquifer separated from the surficial aquifer by a leaky 1 With a SSA designation, the EPA reviews projects located in the SSA area that will receive federal funding to en- sure that projects do not contaminate the SSA. RENTON WHPP UPDATE FEBRUARY 2019 aquitard. The production wells at Maplewood are screened at depths between 284 and 344 feet bgs. Water discharged at Springbrook Springs is sourced from a sand and gravel aquifer un- derlying a thick sequence of glacial till. Water from the springs is collected in two infil- tration galleries, which convey the water into transmission lines. The springs exhibit a de- layed response to seasonal precipitation (City of Renton and Carrollo Engineers, 2012), which suggests that the overlying till acts as a protective fine-grained unit above the aqui- fer. Well PW-5A is completed in a deep sand and gravel aquifer zone located approximately 280 to 390 feet bgs. Stratified glacial deposits of fine-to-coarse sand and gravel layered with silt and clay exist above this aquifer. Few other wells are completed to this depth in the Well PW-5A area, and therefore the local extent and thickness of the aquifer is poorly characterized. The Well PW-5A aquifer potentially is connected to the Maplewood Pro- duction Aquifer (PGG, 1994a), but an in-depth evaluation of this connection has not been performed. 2.1 AQUIFER PROTECTION AREA BACKGROUND In 1988, the City created an Aquifer Protection Program with the intent of safeguarding the groundwater supply sources within the City. Because the City developed this program prior to DOH’s Wellhead Protection Program, the City defined its program around “Aq- uifer Protection Areas” (APAs) rather than WHPAs. Different APA zones were delineat- ed relative to the amount of contamination risk associated with an aquifer, with Zone 1 having the highest level of associated risk, followed by Zone 1 Modified and then Zone 2. In 1992, the City passed an Aquifer Protection Ordinance to limit the storage and han- dling of hazardous material in the APAs. As part of the Aquifer Protection Program, a significant amount of public outreach and education occurred to familiarize elected offi- cials and citizens with the APA concept, where they exist, and land use restrictions asso- ciated with them. In 1994 the Renton Groundwater Model was created (PGG, 1994a; 1994b), which deline- ated the Downtown and Maplewood wellfield capture zones based on the best available hydrogeologic data at the time. During the last planning period, the City redefined the extent of the APAs to be con- sistent with the delineated capture zones in the most current water system plan. The cur- rent APAs are defined as follows:  APA Zone 1: Downtown wellfield 1-year WHPA  APA Zone 1 Modified: 1-year WHPA for all other sources  APA Zone 2: 5-year and 10-year WHPAs for all water sources Based on the historical education and outreach efforts previously performed, the City continues to refer to the Aquifer Protection Program in its outreach materials, rather than a Wellhead Protection Program (as termed by the DOH). Because this report is intended to meet DOH criteria for a Wellhead Protection Plan update, the term Wellhead Protec- RENTON WHPP UPDATE FEBRUARY 2019 tion Area (or WHPA) will be used to describe time of travel capture zones (rather than APA zones). 3.0 WELLHEAD PROTECTION AREA DELINEATION UPDATES City WHPAs were previously updated in 1998 by PGG (1998) and have not been revised since. In 1998, each of the City’s four water sources had WHPAs delineated for their 1-, 5-, and 10-year time of travel capture zones. As part of the 2018 WHPP update, the City requested that 6-month capture zones be delineated, and that updated Maplewood pump- ing rates be applied based on treatment limitations at the Maplewood Treatment Plant. The following table lists the pumping rates used for the 2018 capture zone delineation update, while Figure 1 shows the extent of the updated capture zones. Details regarding the updated pumping rates used and the method of delineation are listed below:  Downtown WHPA: Pumping rates for the Downtown wellfield wells were updated from their annualized annual water right quantity (Qa) to their instantaneous water right quantity (Qi) for delineation of the 6-month capture zone. The new 6-month cap- ture zone was delineated using the Renton Groundwater Model (PGG, 1994a; 1994b). The 1-, 5-, and 10-year capture zones for the Downtown wellfield were not updated, however it should be noted that greater uncertainty exists where the capture zones ex- tend under the uplands because the Renton Groundwater Model was calibrated only to water levels in the deltaic and Maplewood Production aquifers.  Maplewood WHPA: Pumping from the Maplewood wellfield was updated to reflect current usage, and therefore in addition to delineating a 6-month capture zone, the 1-, 5-, and 10-year capture zones were re-delineated. The Maplewood wellfield pumping rates were adjusted to account for the limiting water treatment capacity of 3,000 gpm at the Maplewood Treatment Plant. Typically, only one Maplewood well is actively pumping at a time, but as a conservative approach the 2018 capture zones were delin- eated using the Qi available at PW-12 and PW-17 for a total wellfield pumping rate of Source WHPA 2018 Well RW‐1 Downtown 2,200 Well RW‐2 Downtown 2,200 Well RW‐3 Downtown 2,200 Well PW‐8 Downtown 3,500 Well PW‐12 Maplewood 1,600 Well PW‐11 Maplewood 0 Well PW‐17 Maplewood 1,500 Springbrook Springs Springbrook Springs 1,050 Well PW‐5A Well PW‐5A 1,438 RENTON WHPP UPDATE FEBRUARY 2019 3,100 gpm. Capture zones were delineated using the Renton Groundwater Model (PGG, 1994a; 1994b). It should be noted that greater uncertainty exists where the cap- ture zones extend under the uplands because the Renton Groundwater Model was cal- ibrated only to water levels in the deltaic and Maplewood Production aquifers. Addi- tionally, the southernmost fingers of the Maplewood 5- and 10-year capture zones ex- tended up to 0.8 miles outside of the model domain. In this area, the capture zones were approximated based on modeled groundwater flow velocities (from the Renton Groundwater Model immediately adjacent to the area) and oriented similar to the known extent of a subsurface bedrock valley.  Springbrook Springs WHPA: The Springbrook Springs 6-month capture zone was de- lineated based on the Qi of the springs. The new capture zone was defined in same manner as the previous 1-, 5-, and 10-year capture zone, which used the Darcy equa- tion with local values for aquifer thickness (50 ft), hydraulic conductivity (75 ft/day), the hydraulic gradient (0.028 ft/ft)2, and an assumed aquifer porosity of 0.25 (PGG, 1998). The 1-, 5-, and 10-year capture zones for Springbrook Springs were not updat- ed as part of this work.  Well PW-5A WHPA: The 6-month capture zone delineated for Well PW-5A is based on its annualized Qa quantity and defined using the calculated fixed radius method. This is the same way in which the 1-, 5-, and 10-year capture zones were previously delineated (PGG, 1998). For this calculation, the observed screen length (105.5 ft) and an assumed aquifer porosity (0.22) were used. Capture zones presented in Figure 1 are plotted in two dimensions, while in reality they occur in the subsurface in three dimensions. The two-dimensional delineation of the Downtown WHPA is likely representative of what is occurring in three dimensions be- cause the deltaic aquifer is not overlain by a shallower aquifer. For the Maplewood WHPA, the 6-month and 1-year capture zones predominately capture water from the deep Maplewood Production aquifer, while the 5-and 10-year capture zones capture sig- nificant quantities of water from both the deep and shallow aquifers. Compared to the deltaic aquifer, this suggests that the Maplewood Production aquifer will be less sensitive to land use immediately above its 6-month and 1-year capture zones because the water captured by the production wells is mostly from the deep Maplewood Production aquifer rather than from the shallow water table aquifer (as occurs at the Downtown wellfield). The capture zone delineation methods for Well PW-5A and Springbrook Springs are two- dimensional, and therefore the occurrence of capture in three dimensions from multiple aquifers at these sources has not been further evaluated. 4.0 CONTAMINANT SOURCE INVENTORY & RISK ASSESSMENT The following sections present an inventory of confirmed and potential sources of con- tamination located within the updated WHPAs and an evaluation of risks associated with these sources. 2 The hydraulic gradient used by PGG (1998) for areas one mile or greater from Springbrook Springs was 0.01 ft/ft, and therefore the 5- and 10-year capture zones were delineated slightly differently from the existing 1-year and new- ly defined 6-month capture zones. RENTON WHPP UPDATE FEBRUARY 2019 4.1 DATA SOURCES Potential contaminant risks that lie within the vicinity of the City’s WHPAs were investi- gated and mapped primarily using data from two sources. The first source is a parcel da- tabase created by King County that contains information regarding land use, zoning, sew- age handling, and the home heating source for parcels in the county. The second source is data obtained from the Washington State Department of Ecology’s Facility / Site Identifi- cation (FSID) database, which includes state cleanup sites, federal superfund sites, haz- ardous waste generators, solid waste facilities and underground storage tanks (USTs). Supplemental information was also obtained from Ecology’s Confirmed and Suspected Contaminated Sites database, their UST database, their Toxics Cleanup Program data- base, and data regarding dry cleaners from Puget Sound Clean Air Agency. Information from these sources was classified and plotted on GIS coverages to assess whether exist- ing and potential contaminant sources were located within the vicinity of Renton’s WHPAs3. 4.2 CURRENT LAND USE AND ZONING King County’s database contains a description of the land use within each parcel in the study area. A GIS analysis and database query were used to identify land uses present in the City WHPAs that are thought to pose elevated risk to groundwater. Parcels where such land uses were identified were designated “parcels of possible elevated risk.” Table 1 summarizes County land use categories that are considered to be of concern (primarily based on potential contaminant sources identified by DOH (2010)) and Table 2 summa- rizes the individual parcels with those categories within the WHPA. Figure 2 shows the distribution of zoning throughout the study area, and Figure 3 pro- vides a close-up of zoning in the Downtown WHPA. It also shows the parcels of possible elevated risk that occur within the City’s capture zones as green cross-hatched areas. A summary of the distribution of parcels of possible elevated risk is presented in the table below. In total, 96 parcels of possible elevated risk were identified based on County land use screening codes. Parcels of possible elevated risk that fall within the various capture zones should be considered possible contaminant source locations, with parcels in shorter time of travel zones being more pressing to evaluate for risk management. However, giv- en that some County land-use categories are quite broad, many of these parcels are likely not of significant hazard, and in general these parcels of possible elevated risk are of low- er risk than sites with known or potential contaminant sources onsite as identified in Sec- tion 4.3. 3 Some locations from Ecology’s FSID database were adjusted based on facility address, parcel information, and Google Earth imagery. RENTON WHPP UPDATE FEBRUARY 2019 Travel Time (years) Number of Parcels of Concern within WHPA DT MPW SBS 5A 0.5 9 4 2 0 1 7 5 1 0 5 31 17 0 3 10 13 3 1 0 Current zoning information from the County’s GIS was also used to evaluate current and future land use in the study area. The following zoning categories are mapped on Figures 2 and 3:  Industrial  Commercial  Residential  Open Space The Downtown WHPA is primarily zoned commercial, though residential and industrial are also major land use types. The most commonly zoned land use within the Maplewood WHPA is residential, followed by open space. In the Springbrook Springs WHPA, the predominant zoning type is residential, followed by commercial and open space. In the Well PW-5A WHPA, the predominant zoning type is residential, followed by open space. Areas zoned as commercial and industrial are the most likely to comprise threats to groundwater quality. 4.3 CONTAMINANT SOURCES Table 3 summarizes known environmental sites of potential concern within the Renton WHPAs. As mentioned in the previous section, these sites of potential concern are con- sidered of higher risk than the parcels of possible elevated risk listed in Table 2. In total, 85 active contaminant sources of potential concern to the water supply were identified within Renton’s WHPAs. These sites were identified using Ecology’s FSID database. The FSID entries for the Renton area were sorted based on their interaction type, and sites with relevant interaction types were flagged and mapped. Appendix A lists the FSID interaction types that may pose risks to groundwater. Mapped site locations were then verified (and in some cases updated) using a Google Maps address search. Figures 4 and 5 display the location of each of these sites and indicates through the location symbols which types of activities or risk are associated with each site. Each site marker has three pie slices which indicate the type of activities actively associated with the site as follows: RENTON WHPP UPDATE FEBRUARY 2019 Underground Storage Tank (UST) or Leaky Underground Storage Tank (LUST) Cleanup Site (State Cleanup or Voluntary Cleanup) Hazardous Material Generator or Handler Any combination of the three indicators is possible. Sites with ongoing cleanup actions have a red circle surrounding the pie to emphasize the risk associated with these facilities. Site markers without any pie slices filled in indicate the facility is tracked in Ecology’s facilities database, and the facility type is considered to have risk to groundwater, but the facility is not a cleanup site, a hazardous materials handler, nor does it have registered underground storage tanks. Numerous sites in the Renton area previously were tracked as cleanup sites but have re- ceived a No-Further-Action (NFA) determination from Ecology. A NFA letter signifies the site cleanup efforts have met standards in WAC 173-340 and the site does not pose a threat to human health of the environment. Though effective remedial actions have oc- curred at these sites, residual contaminants that may be present could be mobilized if re- medial controls (such as impermeable coverings) are disrupted due to neglect or redevel- opment. Therefore, the City should consider continued tracking of NFA sites so that when there is a proposed development on a NFA site, additional review occurs (in the form of reviewing environmental covenants and/or final closure documents for the site) as part of granting a building permit to ensure that the new land use does not inadvertent- ly mobilize residual contaminants. In total, 79 NFA sites are present in the Renton WHPAs and are listed in Appendix B. 4.3.1 Contaminant Sources with Known Releases Table 3 includes 30 confirmed sites with known active contaminant releases occur in Renton’s WHPAs. Active contaminant release sites are shown on Figures 4 and 5 with a red circle surrounding their respective contaminant pie. Because the majority of these sites have confirmed groundwater contamination, they pose a higher level of risk to Ren- ton groundwater quality than any other sites identified in this report. Additional infor- mation from the Department of Ecology for each active cleanup site tracked by Ecology is provided in Appendix C. Some sites listed on Table 3 currently handle hazardous materials or have UST, but pre- viously were cleanup sites and have now received NFA letters from Ecology indicating that the site has been remediated. Where this has occurred, “No Further Action” will be listed under the “Cleanup Status” column on Table 3. 4.3.2 Potential Sources Potential contamination sources within the WHPAs and discussed in this section are based on Ecology’s FSID database, Ecology’s Underground Injection Control (UIC) da- tabase, and King County’s parcel database (which includes septic data and home heating oil tank data). The following potential contamination sources have been identified within capture zones for the Renton wells: RENTON WHPP UPDATE FEBRUARY 2019  Hazardous materials  Underground storage tanks  On-site septic systems  Home heating oil tanks  Stormwater  Agriculture, golf courses, and parks  Unused and improperly constructed wells  Transportation corridors  Pipeline spills 4.3.2.1 Hazardous Materials The commercial use of chemicals poses a threat to groundwater quality, since chemicals can accidentally spill or be disposed of improperly. The likelihood of such releases from spills can be reduced by proper methods of handling, spill prevention measures, and emergency response strategies. Risk reduction strategies should target on-site handling and waste management practices. Improper disposal is likely the most common pathway for chemicals to be released into the environment. The following facility activity classifi- cations were used to identify sites with hazardous material for this assessment: RENTON WHPP UPDATE FEBRUARY 2019 FSID Activity Code Definition HWG Facilities that generate any quantity of a dangerous waste. They may be classified as small, medium or large quantity generators (SQG, MQG, or LQG) depending on hazardous waste generated for a given month. HWP Under Chapter 173-307 WAC, facilities that report under Section 313 of the Emergency Planning/Community Right-To-Know Act (EPCRA), or that generate more than 2,640 pounds of hazardous waste per year, must prepare Pollution Prevention Plans. HWOTHER Facilities that are required to have a RCRA Site ID# but who do not generate and/or manage hazardous waste (XQG generator status). This includes transporters, used oil recycler's, and dangerous waste fuel marketers and burners. HWTRNSFR Transfer facility is a site, owned, leased or operated by a transporter of regulated hazardous waste shipments where any of the following oc- curs: 1) receives wastes from another transporter, 2) transfers wastes from one transport vehicle to another, 3) transfers waste from one con- tainer to another, and 4) stores waste within a vehicle or on property for 10 days or less. Examples of transfer facilities include a parking lot, warehouse, truck terminal, barge or steamship loading and unloading facility, or railroad spur loading or unloading facility. HWTSDF Facilities that treat store or dispose hazardous waste. RSVP The Hazardous Waste and Toxics Reduction Program engages in a variety of field work, site visits, and contacts with sites. While most compliance related activity is recorded into the EPA's RCRAInfo sys- tem, the other types of activities are recorded into the Revised Site Visit Program (RSVP). TIER2 Businesses that store 10,000 pounds or more of a hazardous chemical or 500 pounds or less, depending on the chemical, of an extremely hazardous chemical on site at any one time must report annually. Re- ports are sent to the State Emergency Response Commission [repre- sented by Ecology], Local Emergency Planning Committees, and local fire departments for emergency planning. [product, not waste] TRI Facilities in specific industries that manufacture, process or use more than the threshold amount of one or more of 600 listed toxic chemi- cals. Most threshold amounts are 10,000 or 25,000 pounds per year. Some chemicals have much lower thresholds. The most significant threats to groundwater are related to the use and storage of solvents. Solvents are persistent and relatively mobile. A large plume of contamination can be cre- ated with a small quantity of solvent. The FSID database indicates that there are 43 sites within the Renton WHPAs that are ac- tive and fall into one of the above hazardous material classifications. These are included in Tables 3 and 4, with Table 4 further identifying the hazardous material classification for each site and whether the site has more than one hazardous material activity occurring RENTON WHPP UPDATE FEBRUARY 2019 on it. The facility site index database does not indicate whether sites listed are large, me- dium, or small hazardous waste generators. One site presumably handling hazardous ma- terials but not identified in Ecology database is the Puhich Dry Cleaner Site. This site was observed during the Windshield Survey (described below in Section 4.4) as having sever- al new monitoring wells which suggests possible monitoring for PCE (the most common contaminant associated with dry cleaners). The site was therefore added to Tables 3 and 4. The City should contact the owners of Puhich Dry Cleaners to confirm this assump- tion. 4.3.2.2 Underground Storage Tanks Contamination in soil and groundwater caused by leaking USTs (“LUSTs”) is a major environmental, legal, and regulatory issue. Common causes of leaks are structural failure, corrosion, improper fittings, improper installation, damage, and natural phenomena. Alt- hough USTs are typically used to store flammable motor fuels or heating oils, they may be used for other compounds used by industry, government, or business. Leakage from USTs and associated piping can often occur without detection. Even rela- tively small amounts of certain compounds can adversely impact groundwater quality. Once released from an UST, some petroleum products and volatile organic compounds can rapidly migrate to groundwater, a problem that is especially serious in areas with permeable soils or that directly overlie a water supply aquifer. Of the many materials stored in USTs, solvents are considered the most toxic. However, petroleum products may pose a greater total risk because their use is far more prevalent. In addition, petroleum products contain many potential contaminants, including three EPA priority pollutants: benzene, toluene, and ethylbenzene. Benzene is a known human carcinogen. Figures 4 and 5 show the locations of USTs in the WHPAs. These sites were identified from Ecology’s UST site data and Toxics Cleanup Program database. Most of these sites exist in areas zoned industrial and commercial. Currently, 34 active USTs facilities locat- ed within the wellhead protection capture zones. Of the 34 active UST sites, there are 11 large facilities (>15,000 gallons total volume) in operations (Table 3). The tanks at these large facilities have been upgraded to standards developed in the mid-1990’s and include double-walled tanks and leak detection systems. In total, sixteen active LUST sites from the Ecology database are located within the WHPAs. 4.3.2.3 On-Site Septic Systems On-site septic systems pose a risk to groundwater where they are relatively high in densi- ty and/or where hazardous wastes are discharged to them. Potential contaminants from septic systems include pathogenic organisms (bacteria and parasites), toxic substances, contaminants of emerging concern (CECs), and nitrogen compounds. The extent to which pathogens are transported in the subsurface away from a septic drain field depends on the type of pathogen and the chemical and physical conditions in the subsurface. In general, if a septic system is properly sited, constructed, and maintained, the transport of microorganisms will be limited. Household hazardous chemicals such as cleaners, polishes, waxes, and paints can be transported to groundwater via a septic sys- RENTON WHPP UPDATE FEBRUARY 2019 tem. Some products contain toxic and persistent chemicals that can cause low-level con- tamination when coupled with a high density of septic systems. Homeowners may im- properly apply or dispose of chemicals because they do not understand the threat they pose to groundwater quality. In some areas, business and commercial facilities use on-site septic systems for sewage disposal. Business, commercial, and industrial operations that utilize on-site systems need to take special precautions to avoid contamination of their wastewater. Septic systems can also be sources of CECs, which generally are not hazardous chemi- cals, but can present in wastewater at low concentrations. CECs include pharmaceuticals, personal care products, food additives, cooking products, flame retardants, and various commercially and industrially used compounds. These compounds are not always re- moved by wastewater treatment plants or septic tanks, and therefore are often detectable in groundwater and surface water. Research into CECs and their potential impact to hu- mans and the environment is ongoing and Ecology, DOH and EPA may periodically ad- just their requirements as more becomes known about the risks posed by these contami- nants. Ammonia and nitrate are highly soluble in water and can be expected in detectable quan- tities wherever portions of an aquifer are affected by septic system discharges. Septic sys- tems are a source of nitrate in groundwater throughout King County. Nitrate is regulated, since ingestion can result in methemoglobinemia, or “blue baby” syndrome. Other sources of nitrate include fertilizers, feedlots, and natural mineral deposits. Background concentrations of nitrate in groundwater are typically less than 1 milligram of nitrogen per liter (mg-N/L). Shallow wells typically are more susceptible to nitrate contamination since they are closer to surficial sources and less aquifer dilution occurs near the water table. The maximum contaminant level (MCL) for nitrate is 10 mg-N/L. Most of the Renton area is served by sewer systems, however, residents in some local neighborhoods and streets within the WHPAs still rely on septic systems. The King County Assessor’s database indicates if a given property is served by a septic system. Properties with septic systems are plotted on Figures 2 and 3. Table 5 summarizes the distribution of septic systems with the City’s WHPAs and indicates that a total of 1,075 properties within the City WHPAs are on septic systems. The greatest number of septics occurs in the Springbrook Springs WHPA, followed by the Maplewood WHPA and the Well PW-5A WHPA. Virtually no septic systems exist in the Downtown WHPA. A comparison of mapped septic parcels to land use zoning areas (Figures 2 and 3) suggests that no septic systems are located on properties zoned for commercial or industrial uses. 4.3.2.4 Home Heating Oil Tanks Data from the King County assessor’s office was obtained regarding the heat source of the primary building located on each parcel. Properties using heating oil were mapped as locations that most likely have home heating oil tanks on site and are shown in Figures 2 and 3. In total, 892 parcels with home heating oil tanks are located with the City WHPAs. Most of these parcels (333) are located in the Downtown WHPA, followed by Well PW-5A (275), Springbrook Springs (180), and Maplewood (104) WHPAs. Home heating oil is a heavier mixture of hydrocarbons and is generally less soluble in water than gasoline. Home heating oil tank leaks are typically more localized than gaso- RENTON WHPP UPDATE FEBRUARY 2019 line or diesel leaks from service stations since the tanks are significantly smaller and the hydrocarbon mixture is less mobile. Historically, no documented groundwater contami- nation has occurred in Renton due to home heating oil tank leaks (PGG, 2012). There- fore, based on the smaller quantities and lower mobility of home heating oil in the envi- ronment, the risk of contamination to production wells caused by home heating oil tank leaks is considered low, though future leaks causing contamination remain possible. Be- cause the deltaic aquifer is relatively shallow, unconfined, and overlain by a dense distri- bution of home heating oil tanks, educational outreach to homeowners regarding home heating oil tank maintenance and spill cleanup procedures is recommended within the Downtown wellfield 1-year WHPA. 4.3.2.5 Stormwater Stormwater (i.e., urban runoff) is produced when rainfall or other precipitation accumu- lates faster than it can evaporate, be used by plants, or infiltrate to the subsurface. Urban areas produce more runoff than rural areas because they have more impermeable surfac- es, such as rooftops, driveways, streets, and highways. Even grass lawns can produce more runoff than forests and pasture. Stormwater typically contains pollutants, such as sediment, nutrients, bacteria, oils and grease, metals, and other toxics. Many of these contaminants come from air pollution, motor vehicles, application of pesticides and fertilizers, soil erosion, and animal feces. Roofing materials have also been identified as a diffuse source of metals in runoff, par- ticularly zinc (Good, 1993). In general, contaminant concentrations in urban stormwater are similar for all land uses, though slightly higher nitrate concentrations occur in resi- dential areas and higher heavy metals concentrations occur in commercial areas. Concen- trated sources of stormwater contamination may also occur if undiluted pollutants (e.g., fertilizer, gasoline, etc) are accidentally spilled or intentionally released and enter storm drains. Stormwater contamination typically is of concern for surface water pollution because most urban runoff is directed to streams, lakes, and other water bodies with fish and other aquatic life that are highly sensitive to common stormwater contaminants. Infiltration of stormwater generally results in some contaminant treatment, but could still pose risks to groundwater quality depending on the types and concentrations of contaminants present in the stormwater. Potential Risk from Stormwater Concern over potential groundwater contamination from stormwater has been recognized by several governmental agencies in western Washington. Stormwater-related impacts to water quality are of particular concern in industrial, commercial, and high-density resi- dential development areas, where runoff volumes can be large. Consequently, stormwater runoff from highways and roads can introduce contaminants such as EPA-priority pollu- tants (heavy metals and numerous organic compounds), pesticides/herbicides, and coli- form bacteria into the groundwater system. Stormwater runoff from lawns and agricultur- al areas may also introduce nitrate, herbicides, pesticides, and bacterial contaminants. RENTON WHPP UPDATE FEBRUARY 2019 Stormwater Management in the Renton Area Stormwater infiltration is prohibited in APA zone 1 and restricted in APA zone 2, and therefore much of the stormwater in Renton is routed to the Cedar River via dedicated a stormwater system. Surface water will generally convey stormwater contaminants outside of City WHPAs, though sediment deposition or local surface water-groundwater interac- tions may cause stormwater contaminants to locally remain within the WHPAs and/or en- ter groundwater. Given that the Cedar River is losing adjacent to the Downtown well- field, it is possible that dissolved contaminants within stormwater runoff could enter the City’s water supply. Though stormwater contaminants would be greatly diluted in the Cedar River and further diluted in the deltaic aquifer, additional study of this potential contaminant pathway should be considered. Historically, no groundwater contamination attributed to stormwater has been identified at City water supply sources. Drywells are stormwater handling facilities intended to infiltrate captured stormwater di- rectly into the ground in a shallow well (as compared to a stormwater basin which allows infiltration and evaporation in a shallow depression). Ecology’s UIC database was re- viewed to identify the location of drywells within the City’s WHPAs. Within the UIC da- tabase, 12 active drywells were identified. UIC drywell locations are shown in Figures 2 and 3. Drywells can provide a shortened pathway for contaminants present in stormwater to reach the uppermost aquifer. Stormwater that is infiltrated through drywells may re- ceive less treatment and filtration than stormwater infiltrating through soils because of this. However, in some cases varying degrees of stormwater treatment may occur via bi- oswales or through engineered treatment vaults prior to infiltration through a drywell. In addition to UICs identified by Ecology, 17 additional stormwater infiltration structure locations (provided by the City and King County) within the WHPAs are mapped in Fig- ures 2 and 3. Infiltration basins can pose less of a threat to groundwater quality than dry wells since a greater thickness of sediments usually exist between the basin bottom and the water table. However, infiltration basins may infiltrate a larger quantity of water than dry wells, and therefore the relative risk of a dry well versus an infiltration basin should be evaluated on a case-by-case basis. Lastly, Ecology’s FSID database lists sites having general stormwater discharge permits, with categories that include large construction sites, industrial sites, municipal storm- water systems, and WSDOT facilities (listed in Appendix A). General stormwater dis- charge permits were not included with potential hazards sites based on the reasoning that all sites within a WHPA have stormwater draining to state waters, and therefore storm- water pollution risks are not limited to only large permitted sites. 4.3.2.6 Agriculture, Golf Courses, Parks, and Lawns Fertilizers, pesticides, and herbicides are applied to residential lawns, commercial land- scaping, agricultural lands, and landscaped areas adjacent to roads. If optimally applied, these chemicals pose little threat to groundwater, however, applications are commonly made incorrectly and groundwater contamination can result if agricultural chemicals are applied in exceedance of the agronomic rate. Excess nitrate from fertilizer will be carried in water infiltrating to the underlying groundwater system. Frimpter and others (1990) es- timated that an average of 9 pounds of nitrate-N leached annually to groundwater from RENTON WHPP UPDATE FEBRUARY 2019 each 5,000-square-foot lawn. Landscaping activities can also be the source of pesticides and herbicides. Residential lawns and other landscaping occur throughout the Renton WHPAs. These are potential sources of nitrogen, pesticides and herbicides to the groundwater. The risk of groundwater contamination by these contaminants is moderate because much of the City’s water supply aquifer is overlain by glacial till or confining layers, except for with- in the Downtown Wellfield WHPA. Agricultural activities in the Renton WHPAs are limited, though some small farms are located in the Springbrook Springs WHPA in the vicinity of SE 196th St. The application of fertilizer and pesticides/herbicides in agriculture can potentially pose threats to groundwater quality. Public parks, schools, and sports complexes were all identified within Renton WHPAs, and the application of fertilizers and pesticides/herbicides at these sites can negatively impact groundwater quality. Some of these parks are within wellfield 6-month time of travel zones (such as Liberty Park and Cedar River Park), and therefore the City should coordinate with the parks department on the use of chemicals at facilities in close proxim- ity to wellfields. The Maplewood Golf Course is located within the Maplewood wellfield 6-month WHPA, and is likely receiving fertilizer, pesticide, and/or herbicide applications. However, the Maplewood wellfield wells are deep (approximately 284 feet bgs to the top of the screened interval) and separated from the surficial aquifer by an aquitard. Historically, the wells have not had a nitrate-N concentration exceeding 0.5 mg/L. Therefore, the risk of nitrate or pesticide/herbicide contamination to the Maplewood wellfield wells is con- sidered low. 4.3.2.7 Unused, and Improperly Constructed Wells Improperly constructed or abandoned wells pose several potential problems. Unused wells that have not been properly decommissioned can provide a conduit between the ground surface and underlying aquifers. In wells with no surface seal, contaminants in- troduced near the wellhead can move downward outside the casing to underlying aqui- fers. Many older wells that were constructed before the implementation of the State’s minimum well standards in WAC 173-160 in 1971 have no surface seal. Abandoned wells pose a special risk if they are left without a sealed cap because contaminants can be introduced directly into the aquifer. Unused wells also pose a risk when they are damaged during site redevelopment. Any of these situations can provide a conduit for contaminant movement. An inventory of abandoned wells in the study area is beyond the scope of this project. 4.3.2.8 Transportation Spills Vehicles transporting hazardous material can be a source of groundwater contamination through accidents and resultant chemical spills. Hazardous materials are transported through Renton on a daily basis. The major transportation routes in the City WHPAs in- clude: RENTON WHPP UPDATE FEBRUARY 2019  Interstate 405  State Route 167/Valley Freeway  State Route 169  State Route 900  State Route 515  Rainier Avenue  Grady Way  Bronson Way/2nd Avenue  Rail lines (primarily serving the Boeing facility) All of these transportation corridors go through at least one of the City’s WHPAs, with I- 405 (the most heavily used route) present in both the Downtown and Well PW-5A WHPAs and is in very close proximity to those supply wells. Historically, a tanker truck overturn on I-405 in 1983 resulted in a relatively small spill (500 gallons) of petroleum product, some of which entered the Cedar River via storm sewer in the vicinity of the Downtown wellfield (PGG, 2012). A major spill along any of these routes could adverse- ly impact groundwater pumped from these supply wells, particularly at the Downtown wellfield since it is shallow and lacks overlying aquitards. Spill response plans are of critical importance in protecting the City’s sources. Response planning should be coordinated between the City, first-responder emergency services (fire, police and state patrol), Ecology and DOH. A formal spill response plan should be regularly updated, and first-responder units should be provided with maps showing the City’s APA and WHPA areas to help ensure proper coordination that will protect the wa- ter resources in the event of a spill. 4.3.2.9 Pipeline Spills Several large pipelines exist in the City’s WHPAs and have historically had spills associ- ated with them. Pipelines are also at risk to earthquake damage. Figures 2 and 3 show the locations of the Olympic Pipeline and King County Sewer mainlines. The Olympic Pipeline (OPL) crosses through the 1 year Maplewood wellfield WHPA and through a small portion of the Downtown wellfield 5 and 10 year WHPAs. In 1986 a failed block valve on the OPL caused approximately 80,000 gallons of petroleum product to leak from the pipeline, which was eventually discovered due to seepage into the Cedar River. Following the installation of over 50 monitoring wells and remediation using nu- merous air sparge and soil vapor extraction wells (PGG, 2012), the spill site was granted a NFA from Ecology in 2015. In 2002, a large (42-inch diameter) sanitary sewer trunk line was punctured by a drill rig during construction along the Maple Valley Highway. Approximately 50,000 gallons of sewage and landfill leachate was spilled just north of Cedar River Park in the area be- tween PW-9 and the Henry Moses Aquatic Center, which is within the 6-month WHPA for the Downtown wellfield. However, contaminant migration from this spill was limited RENTON WHPP UPDATE FEBRUARY 2019 and was only detected in groundwater a few feet from the break and only for a few days following the break (PGG, 2012). Smaller side sewer pipelines can also pose a potential contamination risk. In 1988 a side sewer line in Cedar River Park near PW-8 was unknowingly broken during the construc- tion of the Renton Community Center, and for several months intermittent coliform hits were detected in nearby PW-8 (PGG, 2012). Though pipeline spills are relatively rare and historically have resulted from malfunctioning equipment or construction damage, if a leak is not identified quickly, the risk of aquifer contamination is greatly increased. 4.4 WINDSHIELD SURVEY FINDINGS On November 28, 2018 City and PGG personnel performed a windshield survey of sites of interest identified by the City during review of the initial inventory results and those recommended by PGG as a result of our analysis. The sites fell into the following catego- ries:  High priority sites identified by the City  Sites with ongoing contaminant cleanups  Dry cleaners In total, 30 sites meeting one of the above criteria were visited. Several additional lower priority sites in close proximity to these were also visited. Site names and addresses were confirmed or updated during this process, and general observations and the presence of observed monitoring wells were noted as part of the survey. Cleanup sites and dry clean- ers visited during the windshield survey along with associated field notes are listed in Table 7. Based on the windshield survey, one additional site (Puhich Dry Cleaners, with map ID 70) was added to the list of sites of potential concern. 4.5 WHPA NOTIFICATION LETTERS In an effort to protect and coordinate spill response planning within the City’s WHPA, notification letters (which presents a WHPA map and describes appropriate procedures in the event of a spill) should be sent to the following entities:  Parcels of Possible Elevated Risk within WHPAs (Table 2)  Owners of Active Environmental Sites of Potential Concern within WHPAs (Table D-1). It should be noted that some overlap exists between Table 2 and Table D-1 sites for sites that were identified both as a possible hazard based on land use and a potential hazard based on Ecology data.  Local Fire and Police Department  Washington Department of Ecology Copies of potential notification letters are provided in Appendix D. RENTON WHPP UPDATE FEBRUARY 2019 5.0 REFERENCES City of Renton and Carollo Engineers, 2012. Appendix L Wellhead Protection Plan in City of Renton Water System Plan Update 2012. Frimpter, M. H., J. J. Donohue, and M. V. Rapacz. 1990. A Mass Balance Nitrate Model for Predicting the Effects of Land Use on Ground-Water Quality, U.S. Geological Survey Open File Report 88-493. Good, J. C., 1993. Roof Runoff as a Diffuse Source of Metals and Aquatic Toxicity in Storm Water. Water Science Technology, 28(305):317-321. Pacific Groundwater Group, 1994a. Renton Groundwater Model Design, Development, and Calibration Final Draft Report. Consultant’s report prepared for City of Renton, January, 1994. Pacific Groundwater Group, 1994b. Results of Capture Zone Delineation Using Particle Tracking Analysis. Consultant’s letter report prepared for City of Renton, January 14, 1994. Pacific Groundwater Group, 1998. Capture Zone Delineation. Consultant’s letter report prepared for City of Renton, 1998. PGG, 2012. Monitoring Well Prioritization and Repairs Phase II Report City of Renton. Consultants report submitted to the City of Renton November 28, 2012. Washington State Department of Health (WSDOH), 2010. Washington State Wellhead Protection Program Guidance Document. June 2010. DOH 331-018 (Revised) Table 1. Summary of Land Use Types of Concern Land Use Item Code Land Use Description 104 Retail (Big Box) 122 Medical/Dental Office 130 Farm 137 Greenhouse/Nursury/Horticultural Services 138 Mining/Quarry/Ore Processing 142 Driving Range 143 Golf Course 161 Auto Showroom and Lot 163 Car Wash 168 Convenience Store with Gas 173 Hospital 179 Mortuary/Cemetery/Crematory 186 Service Station 190 Vet/Animal Control Service 194 Mini Lube 195 Warehouse 210 Industrial Park 216 Service Building 223 Industrial (General Purpose) 245 Industrial (Heavy) 246 Industrial (Light) 247 Air Terminal and Hangers 252 Mini Warehouse 266 Utility, Public 276 Historic Prop (Loft/Warehouse) 327 Open Space (Agricultural‐RCW 84.34) 343 Gas Station Notes: Big box stores (land use item code 104) typically have large back up generators and require fuel storage (particularly stores with large freezer sections) that could result in spills if improperly handled. Lawn & garden supplies such as fertilizer bags also may be stored outside and could result in high nutrient concentrations in runoff. Several general categories (including warehouse, industrial park, service building, mini warehouse, and historic warehouses) were included they may use or store hazardous chemicals. Table 1. Summary of Land Use Types of Concern Renton WHPP Update Table 2. Summary Data for Parcels of Possible Elevated Risk within Renton Wellhead Protection AreasParcel NumberProperty Name Parcel AddressLand‐Use Description WHPA720003003 Renton Salvation Army Food Bank 206 S TOBIN ST RENTON , WA 98057Warehouse DT 5 yr720003201AERO PLASTICS 61 SHATTUCK AVE S RENTON , WA 98057Industrial(Gen Purpose) DT 5 yr720010107SHELL & TACO BELL 300 RAINIER AVE S RENTON , WA 98057Conv Store with Gas DT 5 yr720012608FIRESTONE STORE 351 RAINIER AVE S RENTON , WA 98057Auto Showroom and Lot DT 5 yr720017300GOODYEAR TIRE STORE 207 S 3RD ST RENTON , WA 98057Auto Showroom and Lot DT 5 yr720017607Rebel Fitness 216 S TOBIN ST RENTON , WA 98057Warehouse DT 5 yr720019900SAFEWAY GAS SALES 112 S 3RD ST RENTON , WA 98057Service Station DT 5 yr42205900402SPRINGBOOK FARM 12801 SE 196TH ST , WA 98058Farm SBS 10 yr52205904601RESIDENCE & GARAGES 19401 102ND AVE SE RENTON , WA 98055Greenhse/Nrsry/Hort Srvc SBS 0.5 yr52205908701UYETA LANDSCAPE & MAINTENANCE 19605 106TH AVE SE RENTON , WA 98055Farm SBS 0.5 yr72305900101BOEING RENTON737 LOGAN AVE N RENTON , WA 98057Industrial(Heavy) DT 5 yr72305900705RENTON AIRPORT616 W PERIMETER RD RENTON , WA 98057Air Terminal and Hangers DT 1 yr82305919704PACCAR PARTS480 HOUSER WAY N RENTON , WA 98057Industrial Park DT 5 yr135230120507WAREHOUSE1655 N 4TH ST RENTON , WA 98057Warehouse DT 1 yr135230122503WAREHOUSE1675 N 4TH ST RENTON , WA 98057Warehouse DT 5 yr152305901406MAPLEWOOD GOLF COURSE4000 MAPLE VALLEY HWY RENTON , WA 98058Golf Course MPW 1 yr152305916909MAPLEWOOD GOLF COURSEGolf Course MPW 5 yr162305901801MAPLEWOOD GOLF COURSEGolf Course MPW 0.5 yr162305904607STATE OF WASH HWY DEPT 2631 NE 4TH ST RENTON , WA 98056Warehouse MPW 10 yr162305904904MAPLEWOOD GOLF COURSEGolf Course MPW 1 yr162305906503MAPLEWOOD GOLF COURSEGolf Course MPW 0.5 yr162305912600MAPLEWOOD GOLF COURSEGolf Course MPW 5 yr172305902600STONEWAY SAND & GRAVEL LAND1915 MAPLE VALLEY HWY RENTON , WA 98057Industrial(Heavy) DT 0.5 yr172305908599MT OLIVET CEMETARY100 BLAINE AVE NE RENTON , WA 98056Mortuary/Cemetery/Crematory DT 10 yr172305910603MT OLIVET CEMETARYMortuary/Cemetery/Crematory DT 10 yrTable 2. Summary Data for Parcels of Possible Elevated Risk within Renton Wellhead Protection AreasRenton WHPP Update Table 2. Summary Data for Parcels of Possible Elevated Risk within Renton Wellhead Protection AreasParcel NumberProperty Name Parcel AddressLand‐Use Description WHPA172305912906SUNSET CARS 330 SUNSET BLVD N RENTON , WA 98057Auto Showroom and Lot DT 1 yr182305903805BOB BRIDGE TOYOTA 150 SW 7TH ST RENTON , WA 98057Auto Showroom and Lot DT 10 yr182305904605BOMA 620 S 7TH ST RENTON , WA 98057Industrial(Light) DT 5 yr182305905602WAREHOUSE 600 SMITHERS AVE S RENTON , WA 98057Warehouse DT 5 yr182305906303CAR CLUB INC 250 RAINIER AVE S RENTON , WA 98057Auto Showroom and Lot DT 5 yr182305910008Office Bldg under construction 60 SW SUNSET BLVD RENTON , WA 98057Auto Showroom and Lot DT 10 yr182305913101BROWN BEAR CAR WASH/CHEVRONCar Wash DT 10 yr182305913309BOB BRIDGE OLDSMOBILE650 RAINIER AVE S RENTON , WA 98057Auto Showroom and Lot DT 5 yr182305919801WHSE/ OFFICE BUILDING (ASSOC W/9206)325 BURNETT AVE N RENTON , WA 98057Industrial(Gen Purpose) DT 1 yr182305921203LITHIA DODGE CHRYSLER560 HARDIE AVE SW RENTON , WA 98057Auto Showroom and Lot DT 5 yr182305921302MIDAS MUFFLERS265 RAINIER AVE S RENTON , WA 98057Auto Showroom and Lot DT 5 yr192305902103RENTON HONDAAuto Showroom and Lot DT 10 yr192305902509RENTON COIL SPRING423 S 7TH ST RENTON , WA 98057Warehouse DT 5 yr192305903101Car Pros Renton Honda201 S 7TH ST RENTON , WA 98057Auto Showroom and Lot DT 5 yr192305903507SOUND FORD750 RAINIER AVE S RENTON , WA 98057Auto Showroom and Lot DT 10 yr192305904406LES SCHWAB TIRES710 RAINIER AVE S RENTON , WA 98057Auto Showroom and Lot DT 5 yr192305905304Walkers Renton Mazda720 RAINIER AVE S RENTON , WA 98057Auto Showroom and Lot DT 10 yr192305905403CHEVRON EXTRA MILE301 S GRADY WAY RENTON , WA 98057Conv Store with Gas DT 10 yr192305906807Sound Ford200 S GRADY WAY RENTON , WA 98057Auto Showroom and Lot DT 10 yr192305907003ARCO AMPM 710 S GRADY WAY RENTON , WA 98057Conv Store with Gas DT 5 yr192305909207CAR WASHCar Wash DT 5 yr192305909603HYUNDAI OF RENTON700 S GRADY WAY RENTON , WA 98057Auto Showroom and Lot DT 5 yr192305910502Discount Tire Store361 S GRADY WAY RENTON , WA 98057Auto Showroom and Lot DT 10 yr212305902307MAPLEWOOD GOLF COURSEGolf Course MPW 0.5 yr222305900300MAPLEWOOD GOLF COURSEGolf Course MPW 5 yr222305900805MAPLEWOOD GOLF COURSEGolf Course MPW 1 yr222305900904MAPLEWOOD GOLF COURSEGolf Course MPW 5 yrTable 2. Summary Data for Parcels of Possible Elevated Risk within Renton Wellhead Protection AreasRenton WHPP Update Table 2. Summary Data for Parcels of Possible Elevated Risk within Renton Wellhead Protection AreasParcel NumberProperty Name Parcel AddressLand‐Use Description WHPA222305901001MAPLEWOOD GOLF COURSE4024 MAPLE VALLEY HWY RENTON , WA 98058Golf Course MPW 0.5 yr222305913006MAPLEWOOD GOLF COURSEGolf Course MPW 1 yr222305914004MAPLEWOOD GOLF COURSEGolf Course MPW 1 yr222305914103MAPLEWOOD GOLF COURSEGolf Course MPW 5 yr222305915308MAPLEWOOD GOLF COURSEGolf Course MPW 5 yr232305921107CONVENIANCE STORE W/ GAS15355 MAPLE VALLEY HWY RENTON , WA 98058Service Station MPW 5 yr247300129001FAIRWOOD GOLF & COUNTRY CLUBGolf Course MPW 5 yr247300142004FAIRWOOD GOLF & COUNTRY CLUBGolf Course MPW 5 yr247300357008FAIRWOOD GOLF & COUNTRY CLUB 15100 SE 172ND ST RENTON, WA 98058Golf Course MPW 5 yr247300358006FAIRWOOD GOLF & COUNTRY CLUBGolf Course MPW 5 yr247300359004FAIRWOOD GOLF & COUNTRY CLUBGolf Course MPW 5 yr247300360002FAIRWOOD GOLF & COUNTRY CLUBGolf Course MPW 5 yr247300361000FAIRWOOD GOLF & COUNTRY CLUBGolf Course MPW 5 yr247320028001FAIRWOOD GOLF & COUNTRY CLUBGolf Course MPW 5 yr247320029009FAIRWOOD GOLF & COUNTRY CLUBGolf Course MPW 5 yr247320030007FAIRWOOD GOLF & COUNTRY CLUBGolf Course MPW 5 yr247337282005FAIRWOOD GOLF & COUNTRY CLUBGolf Course MPW 10 yr247337285008FAIRWOOD GOLF & COUNTRY CLUB 17124 151ST AVE SE , WA 98058Golf Course MPW 10 yr334040267000SOUND FORD 101 SW GRADY WAY RENTON , WA 98057Auto Showroom and Lot DT 10 yr334210323708SHELL FOOD MART 1410 N 30TH ST RENTON , WA 98056Conv Store with Gas 5A ‐ 5 yr334210327105CHEVRON EXTRA MILE 1419 N 30TH ST RENTON , WA 98056Conv Store with Gas 5A ‐ 5 yr334210346402ARCO FOOD MART 1616 NE 30TH ST RENTON , WA 98056Conv Store with Gas 5A ‐ 5 yr380600004507Gudmundson Company Inc. 102 LAKE AVE S RENTON , WA 98057Warehouse DT 5 yr380600010504AL MADINA GROCERY 81 S TOBIN ST RENTON , WA 98057Warehouse DT 5 yr569600027605SHOP/STORAGE & RES 101 BURNETT AVE S RENTON , WA 98057Warehouse DT 0.5 yr662340023206JOHNSONS WELL DRILLING 19411 108TH AVE SE RENTON , WA 98055Warehouse SBS 1 yrTable 2. Summary Data for Parcels of Possible Elevated Risk within Renton Wellhead Protection AreasRenton WHPP Update Table 2. Summary Data for Parcels of Possible Elevated Risk within Renton Wellhead Protection AreasParcel NumberProperty Name Parcel AddressLand‐Use Description WHPA722300001004PACCAR 485 HOUSER WAY N RENTON , WA 98057Industrial(Gen Purpose) DT 1 yr722400069505SHELL 401 PARK AVE N RENTON , WA 98057Conv Store with Gas DT 1 yr722930002000Memory Lane Motors/Muscle Cars 109 S TILLICUM ST RENTON , WA 98057Warehouse DT 5 yr722930010003WAREHOUSE/OFFICE 235 AIRPORT WAY RENTON , WA 98057Warehouse DT 5 yr722950001007BROWN BEAR / CHEVRON ASSOCIATED PARKING 77 RAINIER AVE S RENTON , WA 98057Gas Station DT 10 yr722950003003MINIT LUBE 100 RAINIER AVE S RENTON , WA 98057Mini Lube DT 5 yr723150135009SERVICE LINEN SUPPLY 903 S 4TH ST RENTON, WA 98507Industrial(Light) DT 0.5 yr723150136007SERVICE LINEN SUPPLYIndustrial(Light) DT 0.5 yr723150137302SERVICE LINENIndustrial(Light) DT 0.5 yr723150174008WAREHOUSE 335 WELLS AVE S RENTON , WA 98057Warehouse DT 0.5 yr723150174107WAREHOUSE 331 WELLS AVE S RENTON , WA 98057Warehouse DT 0.5 yr723150174503WAREHOUSE 327 WELLS AVE S RENTON , WA 98057Warehouse DT 0.5 yr723150212501OFFICE/WHSE 107 WILLIAMS AVE S RENTON , WA 98057Industrial(Gen Purpose) DT 0.5 yr756460009506INDUSTRIAL BUILDINGS 525 GARDEN AVE N RENTON , WA 98057Warehouse DT 5 yr784130001505RENTON PRINTERY 315 S 3RD ST RENTON , WA 98057Industrial(Light) DT 5 yr784180018003Vacant Warehouse Bldg 221 MORRIS AVE S RENTON , WA 98057Warehouse DT 1 yr915460000507CHEVRON HUNGRY BEAR, CAR WASH, XPRESS LUBE 800 S GRADY WAY RENTON , WA 98057Conv Store with Gas DT 5 yr915460017006IMP IS LOCATED ON MINOR 0005Conv Store with Gas DT 5 yrNotes:DT = Downtown; MPW = Maplewood; SBS = Springbrook Springs; 5A = Well PW‐5AIn most cases, a blank value in the address column indicates the mailing address for the parcel is listed for another parcel with the same property name. However, in a few instances the King County database did not have an associated parcel address for a given property. Table 2. Summary Data for Parcels of Possible Elevated Risk within Renton Wellhead Protection AreasRenton WHPP Update Table 3. Summary of Environmental Sites of Potential Concern within Wellhead Protection AreasMap IDFacility NameFacility IDWHPA ZoneUnder Ground Storage Tank (UST)Leaking USTTotal "Current" Operational Tank Volume (gallons)*Hazardous MaterialsCleanup SiteCleanup StatusHalogenated Organic CompoundsMetals Priority PollutantsPetroleum Products - UnspecifiedPetroleum - OtherPetroleum - GasolinePetroleum- DieselBenzenePhenolic CompoundsNon Halogenated SolventsOther Non-Halogenated OrganicsPolycyclic Aromatic HydrocarbonsConventional Contaminants, OrganicConventional Contaminants, InorganicMetals, OtherPolychlorinated biPenyls (PCBs)LUST- Other Hazardous SubstanceLeadPesticides- UnspecifiedArsenicHalogenated Solvents1RENTON CITY CCTF9776647DT 0.5 yrY2RENTON CITY WELL 943699751DT 0.5 yr Y3Shag Cedar River Court Apartments (Cedar River Court Apartments)12793DT 0.5 yrYCleanup Started C (s)4RENTON CITY WELL 832747884DT 0.5 yrY5RENTON CITY WELL 1 2 365475594DT 0.5 yrY6Vacant (Tire Store)24009DT 0.5 yrYCleanup StartedC (s) C (s)7Pacific NW Bell Switching Station / CenturyLink (Qwest Corporation W00276)96588161DT 0.5 yrYY1 removed, 1 closed in place, 1 exempt; FSID notes active LUST and inactive USTYYCleanup StartedC (gw), C(s)8Stoneway Concrete Renton62244377DT 0.5 yrYCleanup StartedC(s)9ABRA Auto Body & Glass (Taylors Auto Body)54887792DT 0.5 yrY2x 111 to 1,100 closed in place (UST database). FSID notes active UST however.YYCleanup StartedC (s) C (s) S (s)C (s)10North American Refractories82472985DT 0.5 yrYNo Further Action11SERVICE LINEN SUPPLY INC12593698DT 0.5 yrYY5 x 111 to 1,100 removed, 1 unknown volume closed in placeYCleanup StartedC (gw), C(s)C (gw), C(s)C (gw), C(s)C (gw), C(s)12Shell (Arco 5207)17426998DT 1 yrYY3 removed, 4 x 10,000 to 19,999 activeYCleanup StartedC (gw), C(s)C (gw), C(s)13Renton School Dist 4032066DT 1 yrY7 removed, 2 x 10,000 to 19,999 activeYNo Further Action14Kennys Auto Rebuild Inc46848442DT 5 yrY15RENTON SOC 07072877423621DT 5 yrY2 with unknown tank status16PACCAR PARTS NW DISTRIBUTING82882955DT 5 yrY17Kenworth Truck Research & Development5276518DT 5 yrY18PACCAR MIS85953633DT 5 yrY1 closed in place, 1 x 2,001 to 4,999 activeYNo Further ActionTable 3. Summary of Environmental Sites of Potential Concern within Wellhead Protection AreasRenton WHPP Update Table 3. Summary of Environmental Sites of Potential Concern within Wellhead Protection AreasMap IDFacility NameFacility IDWHPA ZoneUnder Ground Storage Tank (UST)Leaking USTTotal "Current" Operational Tank Volume (gallons)*Hazardous MaterialsCleanup SiteCleanup StatusHalogenated Organic CompoundsMetals Priority PollutantsPetroleum Products - UnspecifiedPetroleum - OtherPetroleum - GasolinePetroleum- DieselBenzenePhenolic CompoundsNon Halogenated SolventsOther Non-Halogenated OrganicsPolycyclic Aromatic HydrocarbonsConventional Contaminants, OrganicConventional Contaminants, InorganicMetals, OtherPolychlorinated biPenyls (PCBs)LUST- Other Hazardous SubstanceLeadPesticides- UnspecifiedArsenicHalogenated Solvents19PACIFIC CAR & FOUNDRY CO2065DT 5 yrYYConstruction Complete‐Performance MonitoringC (gw), C(s)C (gw), C(s) C(s)C(s) C(s)C(s)C(s) C(s) C(s)20Boeing 5th & Park Building85524291DT 5 yrY21Kelly Moore Paint Co Inc Renton2509959DT 5 yrY22Spirit Auto Center of Renton (Sunset Cars; Vacant Property (Pierotti))5366DT 5 yrYY6 removed. Active LUST per FSID.YCleanup StartedC(s) C(s) C(s)C(s)23Ero‐Dyne Aviation (SKY HARBOR AVIATION )63051958DT 5 yrYAwaiting CleanupS(gw) C(s)S(gw) C(s)24Renton Airport15436DT 5 yr25Vacant (SDS Partners)63618514DT 5 yrYY4 removed. Active UST and LUST per FSID though.YCleanup StartedC (gw), C(s)26Gudmundson Co Inc62661325DT 5 yrY27Formula‐1 Fast Lube (INDY LUBE UST 6799; Formula One Service)96572525DT 5 yrYY3 removed, 1 closed in place. Active LUST per TCP database.YCleanup StartedC (s), B(gw)28Vacant (Dennys Restaurant Rainier Ave)5970DT 5 yrYY1 with unknown tank statusYCleanup StartedC (gw), C(s)29Gene Meyer Inc44381644DT 5 yrY30SUNSET RAINIER RENTON WALGREENS88647696DT 5 yrYUST per FSID thoughNo Further Action31Safeway Store 15635763DT 5 yrY32Hertz and Lyft Express Drive (Walkers Renton Subaru Used Cars)19684856DT 5 yrYY3 removed, 3 x 111 to 1,100 of unknown statusYCleanup StartedC (gw), C(s)C (gw), C(s)C (gw), C(s)C (gw), C(s)C (gw), C(s)33SAFEWAY STORE 1563 FUEL CENTER2859817DT 5 yrY1x 10,000 to 19,999, 1 active of unknown volume34SAFEWAY Fuel Renton99291269DT 5 yrYY3 removed; FSID notes active UST and LUST howeverYCleanup StartedC (gw), C(s)C (gw), C(s)35RENTON BP16258354DT 5 yrY3 removed, 2 x 10,000 to 19,999 activeNo Further Action36Renton Cleaning Center5888526DT 5 yrYTable 3. Summary of Environmental Sites of Potential Concern within Wellhead Protection AreasRenton WHPP Update Table 3. Summary of Environmental Sites of Potential Concern within Wellhead Protection AreasMap IDFacility NameFacility IDWHPA ZoneUnder Ground Storage Tank (UST)Leaking USTTotal "Current" Operational Tank Volume (gallons)*Hazardous MaterialsCleanup SiteCleanup StatusHalogenated Organic CompoundsMetals Priority PollutantsPetroleum Products - UnspecifiedPetroleum - OtherPetroleum - GasolinePetroleum- DieselBenzenePhenolic CompoundsNon Halogenated SolventsOther Non-Halogenated OrganicsPolycyclic Aromatic HydrocarbonsConventional Contaminants, OrganicConventional Contaminants, InorganicMetals, OtherPolychlorinated biPenyls (PCBs)LUST- Other Hazardous SubstanceLeadPesticides- UnspecifiedArsenicHalogenated Solvents37Fred Meyer Fuel Center No. 45920819DT 5 yrY1x 10,000 to 19,999 and 1x 20,000 to 29,999 active38Verizon Wireless Renton Center2302487DT 5 yrY39Latin Market (Renton Clinic Assoc)94731533DT 5 yrYYLUST per TCP database.YCleanup StartedC (gw), C(s)40Salon de Belleza (Scott Drycleaners)62912812DT 5 yrYCleanup Started C (gw,s)41BURNETT PARK9006005DT 5 yrY1 x 2,001 to 4,999 closure in process42Car Pros Chrysler Jeep Dodge Ram (Lithia Dodge Chrysler Jeep)7826317DT 5 yrYCleanup StartedC (gw), C(s)C (gw), C(s)C (gw), C(s)C (gw), C(s)C(gw), S(s)C(gw), S(s)43Brown Bear (RENTON 1, Brown Bear Car Wash 2422)27778869DT 5 yrYY3x removed; FSID notes active LUST and inactive USTYCleanup StartedC (gw), C(s)C (gw), C(s)RB(gw), RB(s)44PSE GRADY WAY RENTON COMPLEX PARCEL 386541135DT 5 yrYCleanup StartedC(gw), R(s)C(gw), R(s)S(gw), R(s)45Renton Coil Spring Co. (LTS Trucking, Castagno Brothers)71914167DT 5 yrYY2 removed; FSID notes active UST, inactive LUST; is an active LUST per TCP database.YCleanup Started (Site Reopened after 2011 NFA)C (gw), C(s)46BROWN BEAR CAR WASH99851765DT 5 yrY1 x 10,000 to 19,999 and 1 x 20,000 to 29,999 active47Bankers Auto Rebuild & Towing18577466DT 5 yrY48Arco 590247138342DT 5 yrY4 x 10,000 to 19,999 activeNo Further Action49PSE GRADY WAY RENTON COMPLEX PARCEL 221349929DT 5 yrYCleanup StartedC(gw), R(s)C(gw), R(s)S(gw), R(s)50Kenworth Truck R&D9167239DT 10 yr51PSE Boeing Renton #2 Substation13138DT 10 yrY52KENWORTH TRUCK CO RENTON13289817DT 10 yrY53Car Wash Enterprises CWE Renton4474679DT 10 yrY4x removed, 3 x 10,000 to 19,999 activeNo Further Action54King Cnty Solid Waste Div Renton Tran62379615DT/MPW 10 yrYTable 3. Summary of Environmental Sites of Potential Concern within Wellhead Protection AreasRenton WHPP Update Table 3. Summary of Environmental Sites of Potential Concern within Wellhead Protection AreasMap IDFacility NameFacility IDWHPA ZoneUnder Ground Storage Tank (UST)Leaking USTTotal "Current" Operational Tank Volume (gallons)*Hazardous MaterialsCleanup SiteCleanup StatusHalogenated Organic CompoundsMetals Priority PollutantsPetroleum Products - UnspecifiedPetroleum - OtherPetroleum - GasolinePetroleum- DieselBenzenePhenolic CompoundsNon Halogenated SolventsOther Non-Halogenated OrganicsPolycyclic Aromatic HydrocarbonsConventional Contaminants, OrganicConventional Contaminants, InorganicMetals, OtherPolychlorinated biPenyls (PCBs)LUST- Other Hazardous SubstanceLeadPesticides- UnspecifiedArsenicHalogenated Solvents55King County Dept of Transportation ‐ 155 Monroe Ave NE21295DT/MPW 10 yr56KING CNTY DPW RENTON FACILITY32954817DT/MPW 10 yrYNo Further Action57KING CO REGIONAL COMM AND EMERGENCY COORD CTR24298DT/MPW 10 yrY58Fred Meyer Stores Inc Renton12107DT 10 yrY59Fred Meyer UST 7842 (SEARS ROEBUCK & CO UST 7842)60178828DT 10 yrYY1x removed; however FSID notes active LUST and USTYCleanup StartedC (gw), C(s)60Wal Mart 251637352136DT 10 yrY61Vacant (Sound Ford)58499353DT 10 yrYCleanup StartedC(s), S(gw)C (gw), C(s)C(s), S(gw)62Mini Mart/ Mobil Gas Station (USA MINI MART 115)94569877DT 10 yrYY6 x removed, 2 active of unknown size; FSID notes active LUST & USTYYCleanup StartedC(s), S(gw)C(s), S(gw)C(s), S(gw)63Texaco Station 6323204023238112DT 10 yrYY3 x removed; FSID notes active LUST and inactive USTYCleanup StartedC(gw), B(s)C (gw), C(s)C (gw), C(s)C (gw), C(s)C (gw), C(s)C (gw), C(s)64Walkers Renton MAZDA18869255DT 10 yrY65CHEVRON 9911477287947DT 10 yrYY6 x removed, 3 x 10,000 to 19,999 active; FSID notes active LUST & USTYYCleanup StartedC (gw), C(s)C (gw), C(s)66Renton Village Cleaners (Renton Village Dry Cleaners)4484368DT 10 yrYYCleanup StartedC (gw), C(s)67Rite Aid #520120396DT 10 yrY68Allied Battery Co Inc Renton5884609DT 10 yrY69AIRTOUCH CELLULAR SOUTH CENTER71676937DT 10 yrY70Puhich Dry Cleaners^5971DT 0.5 yrY71MAPLEWOOD MAINTENANCE SHOP64293294MPW 5 yrY1 removed, 1 x 111 to 1,100 activeNo Further Action72RENTON CITY WATER DEPT75784645MPW 5 yrY73VERIZON WIRELESS WARE MAPLEWOOD19828MPW 5 yrYTable 3. Summary of Environmental Sites of Potential Concern within Wellhead Protection AreasRenton WHPP Update Table 3. Summary of Environmental Sites of Potential Concern within Wellhead Protection AreasMap IDFacility NameFacility IDWHPA ZoneUnder Ground Storage Tank (UST)Leaking USTTotal "Current" Operational Tank Volume (gallons)*Hazardous MaterialsCleanup SiteCleanup StatusHalogenated Organic CompoundsMetals Priority PollutantsPetroleum Products - UnspecifiedPetroleum - OtherPetroleum - GasolinePetroleum- DieselBenzenePhenolic CompoundsNon Halogenated SolventsOther Non-Halogenated OrganicsPolycyclic Aromatic HydrocarbonsConventional Contaminants, OrganicConventional Contaminants, InorganicMetals, OtherPolychlorinated biPenyls (PCBs)LUST- Other Hazardous SubstanceLeadPesticides- UnspecifiedArsenicHalogenated Solvents74KING COUNTY PARKS34837919MPW 10yrY75RENTON HIGHLANDS LANDFILL2128MPW 10yrYAwaiting CleanupS (s) S (s)76King Cnty DOT Road Services Div41149477MPW 10yrY77FAIRWOOD GOLF & COUNTRY CLUB43989944MPW 10yrY2 x 111 to 1,100 active78RENTON CITY SPRING BROOK SPRINGS76461781SPS 0.5 yrY79Panther Lake Shopping Center17428SPS 1 yrYCleanup StartedC (s)80Rite Aid #51897155SPS 1 yrY81Allied Waste Service Kent1247957SPS 5 yr82SOOS CREEK WATER & SEWER DISTRICT24788111SPS 10 yrY1 x 111 to 1,100 active83Kennydale Chevron744658995A 5 yrY1 removed, 4 active of unknown sizeYNo Further Action84KENNYDALE FUEL35385A 5 yrY2 x removed, 2 x 10,000 to 19,999 activeNo Further Action85Shell Station 120646482718355A 5 yrY4 x removed, 3 x 10,000 to 19,999 activeNo Further ActionGeneral Table NotesWHPA = Wellhead Protection Area; DT = Downtown; MPW = Maplewood; SBS = Springbrook Springs; 5A = Well PW‐5AThe 5 and 10 year WHPAs for the Downtown and Maplewood well fields overlap; if a hazardous site is located where the WHPAs overlap, the WHPA is denoted as DT/MPW.Facility names in parentheses indicates that a site was visited during the windshield survey and it has a different name from the FSID facility name (which is in parentheses). Facility names with no parentheses in their entry use the FSID facility name.If a site does not have a UST, hazardous materials, or cleanup present (or historically present) on it, it has been flagged due to other factors that increase the risk of groundwater contamination.^Puhich Dry Cleaners (Map ID 70) was not listed in the FSID database, but was observed during the windshield survey and it is suspected that hazardous materials are used at the site."No Further Action" is listed for sites that were cleaned up and granted a No Futher Action determination from Ecology, but remain potential contamination sources due to current land use.Cleanup Site Contaminants and Media Notes (provided from Ecology's online Site Summary Report)B Below Cleanup LevelR Remediated(gw) GroundwaterC Confirmed Above Cleanup Level RA Remediated‐Above Cleanup Level (sw) Surface WaterS SuspectedRB Remediated‐Below Cleanup Level (s) Soil*Tank size and status information is from Ecology's UST database. In some instances information from the FSID database was inconsistent with data from the UST database and/or Ecology's Toxics Cleanup Program (TCP) database; notations have been included for sites where this occurs. Table 3. Summary of Environmental Sites of Potential Concern within Wellhead Protection AreasRenton WHPP Update Table 4. Active Hazardous Materials Sites in Renton WHPAs Map ID FSID Facility Name Facility Address Activity Code WHPA 1 9776647 RENTON CITY CCTF 1715 SE MAPLE VALLEY HWY TIER2 DT 0.5 yr 2 43699751 RENTON CITY WELL 9 1707 SE MAPLE VALLEY HWY TIER2 DT 0.5 yr 4 32747884 RENTON CITY WELL 8 1703 SE MAPLE VALLEY HWY TIER2 DT 0.5 yr 5 65475594 RENTON CITY WELL 1 2 3 1398 HOUSER WAY N TIER2 DT 0.5 yr 7 96588161 Pacific NW Bell Switching Station / CenturyLink (Qwest Corporation W00276) 225 WILLIAMS AVE S HWOTHER DT 0.5 yr 7 96588161 Pacific NW Bell Switching Station / CenturyLink (Qwest Corporation W00276)225 WILLIAMS AVE S TIER2 DT 0.5 yr 9 54887792 ABRA Auto Body & Glass (Taylors Auto Body)330 MAIN AVE S HWG DT 0.5 yr 10 82472985 North American Refractories 1500 HOUSER WAY S TIER2 DT 0.5 yr 13 2066 Renton School Dist 403 1220 N 4TH ST TIER2 DT 1 yr 14 46848442 Kennys Auto Rebuild Inc 618 Park Ave N HWG DT 5 yr 16 82882955 PACCAR PARTS NW DISTRIBUTING 502 HOUSER WAY N TIER2 DT 5 yr 17 5276518 Kenworth Truck Research & Development 485 HOUSER WAY N HWG DT 5 yr 17 5276518 Kenworth Truck Research & Development 485 HOUSER WAY N TIER2 DT 5 yr 18 85953633 PACCAR MIS 480 HOUSER WAY N TIER2 DT 5 yr 19 2065 PACIFIC CAR & FOUNDRY CO 1400 N 4TH ST HWOTHER DT 5 yr 20 85524291 Boeing 5th & Park Building 500 PARK AVE N GARAGE BLDG 1013 & 1016 HWG DT 5 yr 21 2509959 Kelly Moore Paint Co Inc Renton 350 Sunset Blvd N Ste C HWOTHER DT 5 yr 26 62661325 Gudmundson Co Inc 102 LAKE AVE S HWOTHER DT 5 yr 29 44381644 Gene Meyer Inc 225 RAINIER AVE S HWOTHER DT 5 yr 31 5763 Safeway Store 1563 200 S 3rd St HWG DT 5 yr 36 5888526 Renton Cleaning Center 364 RENTON CTR WAY SW HWG DT 5 yr 38 2302487 Verizon Wireless Renton Center 450 SHATTUCK AVE S TIER2 DT 5 yr 47 18577466 Bankers Auto Rebuild & Towing 405 S 7TH ST HWG DT 5 yr 51 13138 PSE Boeing Renton #2 Substation 704 Logan Ave N TIER2 DT 10 yr 52 13289817 KENWORTH TRUCK CO RENTON 1601 N 8TH ST TIER2 DT 10 yr 52 13289817 KENWORTH TRUCK CO RENTON 1601 N 8TH ST TRI DT 10 yr 52 13289817 KENWORTH TRUCK CO RENTON 1601 N 8TH ST HWP DT 10 yr 52 13289817 KENWORTH TRUCK CO RENTON 1601 N 8TH ST HWG DT 10 yr 54 62379615 King Cnty Solid Waste Div Renton Tran 3021 NE 4TH ST HWOTHER DT/MPW 10 yr 56 32954817 KING CNTY DPW RENTON FACILITY 155 MONROE AVE NE TIER2 DT/MPW 10 yr 57 24298 KING CO REGIONAL COMM AND EMERGENCY COORD CTR 3511 NE 2ND ST TIER2 DT/MPW 10 yr 58 12107 Fred Meyer Stores Inc Renton 365 Renton Center Way SW HWG DT 10 yr Active Hazardous Material Sites Table 4. Active Hazardous Materials Sites in Renton WHPAs Renton WHPP Update Table 4. Active Hazardous Materials Sites in Renton WHPAs Map ID FSID Facility Name Facility Address Activity Code WHPA Active Hazardous Material Sites 58 12107 Fred Meyer Stores Inc Renton 365 Renton Center Way SW RSVP DT 10 yr 60 37352136 Wal Mart 2516 743 RAINIER AVE S HWP DT 10 yr 60 37352136 Wal Mart 2516 743 RAINIER AVE S HWG DT 10 yr 62 94569877 Mini Mart/ Mobil Gas Station (USA MINI MART 115)765 RAINIER AVE S TIER2 DT 10 yr 64 18869255 Walkers Renton MAZDA 200 S GRADY WAY HWG DT 10 yr 65 77287947 CHEVRON 99114 301 S GRADY WAY HWOTHER DT 10 yr 66 4484368 Renton Village Cleaners (Renton Village Dry Cleaners)601 S Grady Way HWOTHER DT 10 yr 67 20396 Rite Aid #5201 601 S Grady Way Ste P HWG DT 10 yr 68 5884609 Allied Battery Co Inc Renton 55 SW 12TH TIER2 DT 10 yr 69 71676937 AIRTOUCH CELLULAR SOUTH CENTER 15 S GRADY WAY TIER2 DT 10 yr 72 75784645 RENTON CITY WATER DEPT 4030 MAPLE VALLEY HWY TIER2 MPW 5 yr 73 19828 VERIZON WIRELESS WARE MAPLEWOOD 15214 149TH AVE SE TIER2 MPW 5 yr 74 34837919 KING COUNTY PARKS 3005 NE 4TH HWG MPW 10 yr 76 41149477 King Cnty DOT Road Services Div 155 MONROE AVE NE BLDG P G F TIER2 MPW 10 yr 76 41149477 King Cnty DOT Road Services Div 155 MONROE AVE NE BLDG P G F HWP MPW 10 yr 76 41149477 King Cnty DOT Road Services Div 155 MONROE AVE NE BLDG P G F HWG MPW 10 yr 78 76461781 RENTON CITY SPRING BROOK SPRINGS 5750 TALBOT RD S TIER2 SBS 0.5 yr 80 7155 Rite Aid #5189 20518 108th Ave SE HWG SBS 1 yr 83 74465899 Kennydale Chevron 1419 N 30TH ST HWG 5A 5 yr Notes: DT = Downtown; MPW = Maplewood; SBS = Springbrook Springs; 5A = Well PW‐5A HWG = facility generates hazardous waste. HWP = facility generates over 2640 lbs hazardous waste per year. HWOTHER = Facility does not generate or manage hazardous waste, but includes transporters of hazardous waste, used oil recyclers, and dangerous waste fuel marketers & burners. The 5 and 10 year WHPAs for the Downtown and Maplewood well fields overlap; if a hazardous site is located where the WHPAs overlap, the WHPA is denoted as DT/MPW. TIER 2 = facility stores 10,000 pounds or more of a hazardous chemical, or 500 pounds or less (depending on the chemical) of an extremely hazardous chemical on site at any one time. TRI = facility manufactures, processes or uses more than the threshold amount of one or more of 600 listed toxic chemicals. Most threshold amounts are 10,000 or 25,000 pounds per year. Some chemicals have much lower thresholds. Facility names in parentheses indicates that a site was visited during the windshield survey and it has a different name from the FSID facility name (which is in parentheses). Facility names with no parentheses in their entry use the FSID facility name. Table 4. Active Hazardous Materials Sites in Renton WHPAs Renton WHPP Update Table 5. Distribution of Septic Systems within City of Renton WHPAs WHPA DT MPW SBS 5A 6‐month 0 58 2 10 1‐year 0 35 10 20 5‐year 0 104 131 107 10‐year 2 152 285 159 total in WHPA 2 349 428 296 Notes: DT = Downtown; MPW = Maplewood; SBS = Springbrook Springs; 5A = Well PW‐5A Septic system counts presented in this table are approximate because large parcels overlapping two time‐of‐ travel zones are counted in both. Table 5. Distribution of Septic Sytems within City of Renton WHPAs Renton WHPP Update Table 6. Distribution of Home Heating Oil Tanks within City of Renton WHPAs WHPA DT MPW SBS 5A 6‐month 127 33 4 26 1‐year 28 15 52 22 5‐year 143 51 40 90 10‐year 35 5 84 137 total in WHPA 333 104 180 275 Notes: DT = Downtown; MPW = Maplewood; SBS = Springbrook Springs; 5A = Well PW‐5A Home heating oil counts presented in this table are approximate because large parcels overlapping two time‐of‐ travel zones are counted in both. The 5 year DT WHPA overlaps the 1 and 5 year MPW WHPAs. Because the time of travel to the MPW wellfield is less than or equal to the time of travel to the DT wellfield, home heating oil tanks in this overlapping region were counted only as part of the MPW WHPAs. Table 6. Distribution of Home Heating Oil Tanks within City of Renton WHPAs Renton WHPP Update Table 7. Visited Windshield Survey Cleanup Sites Visit rationalMap IDFacility Name Facility Address WHPA Zone Leaking USTHazardous Materials3 Shag Cedar River Court Apartments (Cedar River Court Apartments) 130 MAIN AVE S DT 0.5 yr 6 Vacant (Tire Store) 205 LOGAN AVE S DT 0.5 yr 7 Pacific NW Bell Switching Station / CenturyLink (Qwest Corporation W00276) 225 WILLIAMS AVE S DT 0.5 yr Y Y 8 Stoneway Concrete Renton 1915 SE MAPLE VALLEY HWY DT 0.5 yr 9 ABRA Auto Body & Glass (Taylors Auto Body)330 MAIN AVE S DT 0.5 yr Y 11 SERVICE LINEN SUPPLY INC 903 S 4TH ST DT 0.5 yr Y 12 Shell (ARCO 5207)401 PARK AVE N DT 1 yr Y 19 PACIFIC CAR & FOUNDRY CO 1400 N 4TH ST DT 5 yr Y 22 Spirit Auto Center of Renton (Sunset Cars; Vacant Property (Pierotti))330 Sunset Blvd N DT 5 yr Y 23 Ero‐Dyne Aviation (SKY HARBOR AVIATION ) 300 AIRPORT WAY S DT 5 yr 25 Vacant (SDS Partners)307 AIRPORT WAY DT 5 yr Y 27 Formula‐1 Fast Lube (INDY LUBE UST 6799; Formula One Service)100 RAINIER AVE S DT 5 yr Y 28 Vacant (Dennys Restaurant Rainier Ave) 144 RAINIER AVE S DT 5 yr Y 32 Hertz and Lyft Express Drive (Walkers Renton Subaru Used Cars)250 RAINIER AVE S DT 5 yr Y 34 SAFEWAY Fuel Renton 112 S 3RD ST DT 5 yr Y 39 Latin Market (Renton Clinic Assoc) 215 S 4TH PL DT 5 yr Y 40 Salon de Belleza (Scott Drycleaners) 201 S 4TH PL DT 5 yr 42 Car Pros Chrysler Jeep Dodge Ram (Lithia Dodge Chrysler Jeep)585 RAINIER AVE S DT 5 yr 43 Brown Bear (RENTON 1, Brown Bear Car Wash 2422)621 & 641 RAINIER AVE S DT 5 yr Y 44 PSE GRADY WAY RENTON COMPLEX PARCEL 3 915 S GRADY WAY DT 5 yr 45 Renton Coil Spring Co. (LTS Trucking, Castagno Brothers)423 S 7TH ST DT 5 yr Y 49 PSE GRADY WAY RENTON COMPLEX PARCEL 2 915 S GRADY WAY DT 5 yr 59 Fred Meyer UST 7842 (SEARS ROEBUCK & CO UST 7842)359 RENTON CENTER WAY SW DT 10 yr Y 61 Vacant (Sound Ford)750 RAINIER AVE S DT 10 yr 62 Mini Mart/ Mobil Gas Station (USA MINI MART 115)765 RAINIER AVE S DT 10 yr Y YActive Cleanup SiteTable 7. Visited Windshield Survey Sites Renton WHPP Update Table 7. Visited Windshield Survey Cleanup Sites Visit rationalMap IDFacility Name Facility Address WHPA Zone Leaking USTHazardous Materials63 Texaco Station 632320402 509 S GRADY WAY DT 10 yr Y 65 CHEVRON 99114 301 S GRADY WAY DT 10 yr Y Y 66 Renton Village Cleaners (Renton Village Dry Cleaners)601 S Grady Way DT 10 yr Y 75 RENTON HIGHLANDS LANDFILL NE 3RD ST & NE 4TH ST MPW 10yr 79 Panther Lake Shopping Center 20610 108TH AVE SE SPS 1 yr 70 Puhich Dry Cleaners 319 Main Ave S DT 0.5 yr Y 36 Renton Cleaning Center 364 RENTON CTR WAY SW DT 5 yr Y General Table Notes WHPA = Wellhead Protection Area; DT = Downtown; MPW = Maplewood; SBS = Springbrook Springs; 5A = Well PW‐5ADry CleanerActive Cleanup SiteFacility names in parentheses indicates that a site was visited during the windshield survey and it has a different name from the FSID facility name (which is in parentheses). Facility names with no parentheses in their entry use the FSID facility name. This table lists cleanup sites and dry cleaners visited as part of the windshield survey. Several sites from the City's APA database neighboring the cleanup sites were also visited during the windshield survey, but are not included in this table. Table 7. Visited Windshield Survey Sites Renton WHPP Update !(!(!( !( !( !(!( !(!( !( !( Lake Washington Lake Youngs PantherLake Cedar River PW-9 PW-8RW-3 RW-2 EW-3R PW-12 PW-17PW-11 PW-5A SpringBrookSprings RW-1 DowntownWellfield MaplewoodWellfield §¨¦405 §¨¦405 ¬«169 ¬«167 ¬«900 ¬«515 ¬«900 SE 208TH ST SE 192ND ST140TH AVE SE116TH AVE SESE PETROV ITSKY RD NE 4TH ST LIND AVE SW108TH AVE SEUNION AVE NETALBOT RD SE VALLEY RD84TH AVE SDUVALL AVE NEOAKESDALE AVE SWPARK AVE NBENSON DR SEDMONDS AVE NESE MAY VALL E Y R D BENSON RD S SE 128TH ST SE 168TH ST MAP L E V A L L E Y H W Y78TH AVE SSW 7TH ST RAI N I E R A V E S NE 12TH ST 164TH AVE SE148TH AVE SESE RENTO N M A P L E V A L L E Y R D NE 3RD ST SE 144TH ST NE 7TH ST MONROE AVE NE156TH AVE SES 2ND ST 124TH AVE SESW 16TH ST N 3RD ST S 3RD ST SE CARR RD 144TH AVE SERAINIER AVE NMAIN AVE SSW GRADY WAY LAKE WASH INGTON BLVD NNE SUNSET BLVDSW 27TH ST SW 41ST ST SW 34TH ST S GRADY WAY SE 89 T H P L 128TH AVE SE87TH AVE SN 4TH ST N 30TH ST 1 5 4 T H P L S E 140 T H W A Y S E S 4TH ST ABERDEEN AVE NESE 204TH WA Y SE 142ND ST S 132ND ST PUGET DR SESE 176TH ST N 8TH ST NE 27TH ST EAST VALLEY HWY SN 6TH ST S 196TH ST SW 43RD ST 169TH AVE SE168TH AVE SEH A R D I E A V E SW WELLS AVE SREN T O N A V E S SW LANG S T O N R D SE 88TH P L UNION AVE SESE PUGET DRGARDEN AVE N SE 164TH ST S 43RD ST S 208TH ST T A Y L O R P L NW S 21ST ST S 180TH ST S 3RD PL 132ND AVE SES 7TH ST S 112TH ST 108TH AVE SE84TH AVE SPARK AVE NGARDEN AVE N148TH AVE SENE 4TH STABERDEEN AVE NETALBOT RD SRAINIER AVE STALBOT RD S!(City of Renton Production Well or Spring 2018 Capture Zones 6-Month 1-Year 5-Years 10-Years City Limits City of Renton 2018Wellhead Protection Area Capture Zones Figure 1K:\PONY\Renton_2017\GIS\Overview.mxd, 2/7/20190 3,000Feet K ÍBÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍBÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍBÍB ÍB ÍB !(!(!( !( !( !(!( !(!( !( !( ÍB ÍBÍBÍB ÍBÍB ÍB ÍBÍB ÍB ÍB ÍB Lake Washington Lake Youngs PantherLake Cedar River PW-9 PW-8RW-3 RW-2 EW-3R PW-12 PW-17PW-11 PW-5A Spring Brook Springs SE 192ND ST 140TH AVE SE116TH AVE SESE PETROV ITSKY RD NE 4TH ST LIND AVE SW108TH AVE SEUNION AVE NETALBOT RD SE VALLEY RD84TH AVE SDUVALL AVE NEOAKESDALE AVE SWPARK AVE NBENSON DR SEDMONDS AVE NESE MAY VALL E Y R D BENSON RD S SE 128TH ST SE 168TH ST MAP L E V A L L E Y H W Y78TH AVE SSW 7TH ST RAI N I E R A V E S NE 12TH ST 164TH AVE SE148TH AVE SESE RENTO N M A P L E V A L L E Y R D NE 3RD ST SE 144TH ST NE 7TH ST MONROE AVE NE156TH AVE SES 2ND ST SW 16TH ST N 3RD ST S 3RD ST SE CARR RD 144TH AVE SERAINIER AVE NMAIN AVE SSW GRADY WAY LAKE WASH INGTON BLVD NNE SUNSET BLVDSW 27TH ST SW 41ST ST SW 34TH ST S GRADY WAY SE 89 T H P L 128TH AVE SE87TH AVE SN 4TH ST N 30TH ST 1 5 4 T H P L S E 140 T H W A Y S E S 4TH ST ABERDEEN AVE NESE 142ND ST S 132ND ST PUGET DR SESE 176TH ST N 8TH ST LOGAN AVE NN 6TH ST S 196TH ST 169TH AVE SE168TH AVE SEH A R D I E A V E SW WELLS AVE SREN T O N A V E S SW LANG S T O N R D SE 88TH P L UNION AVE SESE PUGET DRGARDEN AVE NHOUSER WAY N SE 164TH ST T A Y L O R P L NW S 21ST ST S 3RD PL WILLIAMS AVE N132ND AVE SES 7TH ST S 112TH ST PARK AVE NRAINIER AVE S148TH AVE SENE 4TH ST TALBOT RD S108TH AVE SE84TH AVE STALBOT RD STALBOT RD SGARDEN AVE N!(City of Renton Production Well or Spring Septic Systems (King County Assessor) ÍB Stormwater Detention Facilities with Infiltration (from City of Renton and County) ÍB Active UIC Drywells (Ecology 2018) Buildings with Oil Heat (King County Assessor) Parcels of Possible Elevated Risk (Current Land Use from King County) King County Sewer Mainlines Olympic Pipeline Rail Lines City Limits Generalized Zoning Open Space Residential Commercial Industrial Capture Zones 6-Month 1-Year 5-Years 10-Years Zoning and Parcels of Possible Elevated Risk Within Renton WHPAs Figure 2K:\PONY\Renton_2017\GIS\Landuse_ect.mxd, 2/7/20190 3,000Feet K See Figure 3 ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍBÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB ÍB !(!(!( !( !( !(!( !( !( Ce d a r R i v e r MAPL E V A L L E Y H W YPARK AVE NNE 4TH ST NE 3RD ST NE 7TH S T S 2ND ST N 3RD ST UNION AVE NERAIN IER AVE S S 3RD ST MAIN AVE SRAINIER AVE NMONROE AVE NES GRADY WAY N 4TH ST S 4TH ST WILLIAMS AVE SBENSON RD S N 8TH ST TALBOT RD SLOGAN AVE NN 6TH ST EDMONDS AVE NEHARDIE AVE SWWELLS AVE SBURNETT AVE SSHATTUCK AVE SSUNSET BLVD NSUNSET BLVD NE SW 7TH ST LOGAN AVE SUNION AVE SEN AIRPORT WAY BRONSON WAY NHOUSER WAY NWELLS AVE NPUGET DR SEMEADOW AVE NT A Y L O R P L NW FACTORY AVE NTAYLOR AVE NWRENTON AVE SPUGET DR S S 3RD PL WILLIAMS AVE NSW SUNSET BLVDMORRIS AVE SS 7TH ST MILL AVE SBENSON DR SSW GRADY WAY E VALLEY RDSLATER ST SSW 16TH ST 116TH AVE SEGARDEN AVE NNE 4TH STWELLS AVE NWILLIAMS AVE NS 7TH ST PW-9 PW-8RW-3 RW-2 EW-3R PW-12 PW-17PW-11 RW-1 !(City of Renton Production Wells Septic Systems (King CountyAssessor) ÍB Active UIC Drywells (Ecology2018) ÍB Detention Facilities withInfiltration (from City of Rentonand County) Buildings with Oil Heat (KingCounty Assessor) Parcels of Possible Elevated Risk(Current Land Use from KingCounty) King County Sewer Mainlines Olympic Pipeline Rail Lines Generalized Zoning Open Space Residential Commercial Industrial Capture Zones 6-Month 1-Year 5-Years 10-Years Zoning and Parcels of Possible Elevated Risk Within Downtown WHPA Figure 3 K:\PONY\Renton_2017\GIS\Downtown_lu.mxd, 2/7/20190 2,000FeetK !(!(!( !( !( !(!( !(!( !( !( ( (( (( ( ( (( ( ( ( ( ( ( ( ( ( ( ( (( ( ( ( ( ( ( (( 7 8 9 6 3 46 34 27 39 62 30 44 1820 16 10 15 65 78 72 83 45 69 71 25 23 40 26 54 59 61 85 48 14 29 77 76 60 74 56 43 82 49 32 64 47 12 35 52 11 50 41 42 36 68 17 66 53 63 33 21 38 81 57 55 37 67 73 79 24 51 58 80 70 28 31 22 84 75 13 19 5 2 4 1 PW-5A DowntownWellfield MaplewoodWellfield SpringBrookSprings Lake Washington Lake Youngs PantherLake Cedar River SE 208TH ST SE 192ND ST140TH AVE SE116TH AVE SESE PETROV ITSKY RD NE 4TH ST LIND AVE SW108TH AVE SEUNION AVE NETALBOT RD SE VALLEY RD84TH AVE SDUVALL AVE NEOAKESDALE AVE SWPARK AVE NBENSON DR SEDMONDS AVE NESE MAY VALL E Y R D BENSON RD S SE 128TH ST SE 168TH ST MAP L E V A L L E Y H W Y78TH AVE SSW 7TH ST RAI N I E R A V E S NE 12TH ST 164TH AVE SE148TH AVE SESE RENTO N M A P L E V A L L E Y R D NE 3RD ST SE 144TH ST NE 7TH ST MONROE AVE NE156TH AVE SE124TH AVE SESW 16TH ST S 3RD ST SE CARR RD 144TH AVE SERAINIER AVE N SW GRADY WAY LAKE WASH INGTON BLVD NNE SUNSET BLVDSW 27TH ST SW 41ST ST SW 34TH ST SE 89 T H P L 128TH AVE SE87TH AVE SN 30TH ST 154TH PL SE140 T H W A Y S EABERDEEN AVE NESE 204TH WA Y SE 142ND ST S 132ND ST PUGET DR SESE 176TH ST NE 27TH ST EAST VALLEY HWY SS 196TH ST SW 43RD ST 169TH AVE SE168TH AVE SEREN T O N A V E S SW LAN G S T O N R D SE 88TH P L UNION AVE SESE PUGET DRHOUSER WAY N SE 164TH ST S 43RD ST S 208TH ST T A Y L O R P L NW S 21ST ST S 180TH ST 132ND AVE SES 112TH ST N PARK DRNE 4TH STABERDEEN AVE NEPARK AVE N148TH AVE SE108TH AVE SE84TH AVE STALBOT RD STALBOT RD S!(City of Renton Production Well or Spring (11) Bedrock Outcrops Capture Zones 6-Month 1-Year 5-Years 10-Years Potential Contaminant Sources Within City of Renton WHPAs Figure 4 Active DOE Sites of Concern Active Release GUST/LUST GHazardous MaterialsGCleanup Site ( 11GTable 3 ID Refer to Text and Table 3 for description.K:\PONY\Renton_2017\GIS\basemap_ContaminantSources.mxd, 2/7/20190 3,000Feet K See Figure 5 !(!(!(!( !( !(!( !( !( ( ( ( (( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( PW-9 PW-8 RW-3 RW-2RW-1 EW-3R PW-12 PW-17PW-11 7 5 8 9 1 6 3 70 46 34 27 39 62 30 44 1820 16 10 15 65 72 45 69 71 25 23 40 26 54 59 61 48 14 29 76 60 74 56 43 49 32 64 47 12 35 52 11 50 41 42 36 68 17 66 53 63 33 21 38 57 55 37 67 24 51 58 28 31 22 75 13 19 Ce d a r R i v e r MAPL E V A L L E Y H W YPARK AVE NNE 4TH ST NE 3RD ST NE 7TH S T S 2ND ST N 3RD ST UNION AVE NES 3RD ST MAIN AVE SRAINIER AVE NMONROE AVE NEN 4TH ST S 4TH ST WILLIAMS AVE SBENSON RD S N 8TH ST TALBOT RD SLOGAN AVE NN 6TH ST EDMONDS AVE NEH A R D I E A V E SW WELLS AVE SBURNETT AVE SSHATTUCK AVE SSUNSET BLVD NSUNSET BLVD NE SW 7TH ST LOGAN AVE SUNION AVE SEN AIRPORT WAY BRONSON WAY NWELLS AVE NPUGET DR SET A Y L O R P L NW FACTORY AVE NTAYLOR AVE NWRENTON AVE SPUGET DR SWILLIAMS AVE NSW SUNSET BLVDS 7TH ST MILL AVE SBENSON DR SSW GRADY WAY E VALLEY RDSLATER ST SSW 16TH ST 116TH AVE SEGARDEN AVE NNE 4TH ST WILLIAMS AVE NWELLS AVE N2 4 !(City of Renton Production Well Bedrock Outcrops Capture Zones 6-Month 1-Year 5-Years 10-Years Potential Contaminant Sources Within City of Renton Downtown WHPA Figure 5 Active DOE Sites of Concern Active Release GUST/LUST GHazardous MaterialsGCleanup Site ( 11GTable 3 ID Refer to Text and Table 3 for description.K:\PONY\Renton_2017\GIS\Downtown.mxd, 2/7/20190 2,000Feet K RENTON WHPP UPDATE FEBRUARY 2019 APPENDIX A FSID INTERACTION TYPE AND GROUNDWATER RISK IDENTIFICATION Table A‐1. Ecology Facility Site Database Interaction Types and Potential Hazard Posed to Groundwater ACRONYM INTERACTON TYPE DEFINITION WHPA Risk? Hazardous Materials? Cleanup Site?UST/LUST? AQARS Air Qual Annual Reg Source Facilities with actual or potential emissions that are less than thresholds identified for federal and state operating permit program. (These sources are smaller than operating permit program sources). See WAC 173‐400‐100 AQGSR Air Qual Gas Sta Reg Gas stations and gasoline storage facilities. See Ch. 173‐491 WAC. AQLA Air Qual Local Authority Reg Small sources governed only by local air authorities. AQOPS Air Qual Oper Permit Source Facilities with actual or potential emissions that are greater than 100 tons of (or 10 tons any one hazardous air pollutants or 25 tons per year of a combination of hazardous pollutants) fugitive air emissions per year. (These are generally large industrial facilities governed by the federal and state operating permit program.) See Ch. 173‐401 WAC AQPR Air Qual Periodic Reg These businesses are the smallest sources required to report their emissions under the federal and state operating permit program. (These sources are generally smaller than registration sources). See WAC 173‐400‐102 AQPS Air Qual Permit Source Facilities that as part of their process will emit air pollutants and are seeking construction permits for either a new source or changes to their existing facility. See WAC 173‐400‐110 or ‐114 AQPSD Air Qual PSD Source All facilities that emit more than 250 tons per year of air pollutants, or 100 tons per year if the pollutants are within 28 listed categories. AQSYNMNR Air Qual Synth Minor Source Facilities that would be regulated under the operating permit program but have opted to keep their emission limits lower than the threshold for the program Their enforceable emission limits keep them out of the operating permit program. See WAC 173‐400‐03 ENFORFNL Enforcement Final An Enforcement action (i.e. Penalty, Order, Notice) was finalized and issued to the respective party, indicating the enforcement action was taken. The start and end date listed in the database are both the date the action was issued to the responsible party. Y NONENFNL Non Enforcement Final A Non‐Enforcement action (i.e. permit, notice of construction, etc.) was finalized, issued to the respective party, indicating the non‐enforcement action was taken.Y TIER2 Emergency/Haz Chem Rpt TIER2 Businesses that store 10,000 pounds or more of a hazardous chemical or 500 pounds or less, depending on the chemical, of an extremely hazardous chemical on site at any one time must report annually. Reports are sent to the State Emergency Response Commission [represented by Ecology] Local Emergency Planning Committees, and local fire departments for emergency planning. [product, not waste]Y Y TRI Toxics Release Inventory Facilities in specific industries that manufacture, process or use more than the threshold amount of one or more of 600 listed toxic chemicals. Most threshold amounts are 10,000 or 25,000 pounds per year. Some chemicals have much lower thresholds. Y Y HWP Hazardous Waste Planner Under Chapter 173‐307 WAC, facilities that report under Section 313 of the Emergency Planning/Community Right‐To‐ Know Act (EPCRA), or that generate more than 2,640 pounds of hazardous waste per year, must prepare Pollution Prevention Plans. Y Y LSC Local Source Control The site has received a technical assistance visit from a Local Source Control Specialist. UW Urban Waters The site has received an inspection by an Ecology Urban Waters Inspector. RSVP Revised Site Visit Program The Hazardous Waste and Toxics Reduction Program engages in a variety of field work, site visits, and contacts with sites. While most compliance related activity is recorded into the EPA's RCRAInfo system, the other types of activities are recorded into the Revised Site Visit Program (RSVP). HWG Hazardous Waste Generator Facilities that generate any quantity of a dangerous waste. They may be classified as SQG, MQG, or LQG depending on hazardous waste generated for a given month.Y Y HWOTHER Haz Waste Management Activity Facilities that are required to have a RCRA Site ID# but who do not generate and/or manage hazardous waste (XQG generator status). This includes transporters, used oil recycler's, and dangerous waste fuel marketers and burners.Y Y HWTRNSFR Haz Waste Transfer Facility Transfer facility is a site, owned, leased or operated by a transporter of regulated hazardous waste shipments where any of the following occurs: 1) receives wastes from another transporter, 2) transfers wastes from one transport vehicle to another, 3) transfers waste from one container to another, and 4) stores waste within a vehicle or on property for 10 days or less. Examples of transfer facilities include a parking lot, warehouse, truck terminal, barge or steamship loading and unloading facility, or railroad spur loading or unloading facility. Y Y HWTSDF Haz Treatment Storage Facility Facilities that treat store or dispose hazardous waste.Y Y Table A‐1. Ecology Facility Site Database Interaction Types and Potential Hazards Posed to Groundwater Renton WHPP Update ACRONYM INTERACTON TYPE DEFINITION WHPA Risk? Hazardous Materials? Cleanup Site?UST/LUST? 401MIT 401CZM Mitigation Site A 401Mit Site is in most cases associated with a 401Proj site. It is a compensatory mitigation site required as permit conditions for activities occurring at the 401Proj site. Mitigation sites are required for impacts to the state’s water bodies and are to be protected in perpetuity. Examples of compensatory mitigation sites include; restoration, creation, enhancement, preservation, and mitigation bank sites. 401PROJ 401CZM Project Site A 401Proj Site is a location where a proposed activity has triggered an Ecology action based on its authority from Section 401 of the Clean Water Act and/or Coastal Zone Management Act. The activity may be pending or Ecology has taken some action (denied or approved a permit, conducted an enforcement action, etc.). Examples of projects include: commercial, residential, or industrial developments involving fill of wetlands; dredging and other in‐water activities; bridge crossings; etc. 401MITOLD 401CZM OLD Mitigation Site A 401Mit Site is in most cases associated with a 401Proj site. It is a compensatory mitigation site required as permit conditions for activities occurring at the 401Proj site. Mitigation sites are required for impacts to the state’s water bodies and are to be protected in perpetuity. Examples of compensatory mitigation sites include; restoration, creation, enhancement, preservation, and mitigation bank sites. 401PROJOLD 401CZM OLD Project Site A 401Proj Site is a location where a proposed activity has triggered an Ecology action based on its authority from Section 401 of the Clean Water Act and/or Coastal Zone Management Act. The activity may be pending or Ecology has taken some action (denied or approved a permit, conducted an enforcement action, etc.). Examples of projects Legacy Data ‐‐ include: commercial, residential, or industrial developments involving fill of wetlands; dredging and other in‐water activities; bridge crossings; etc. CLASS1 Class 1 Facility Applies to large, fixed shore‐side facilities such as refineries, refueling terminals, and oil pipelines. This definition includes facilities that transfer to tank vessels and pipelines. Full definition can be found in Washington Administrative Code (WAC) 173‐180‐020.Y CLASS2 Class 2 Facility Applies to mobile equipment such as tank trucks, railcars, and portable tanks that transfer to any non‐recreational vessel of any size. Full definition can be found in Washington Administrative Code (WAC) 173‐180‐020.Y CLASS3 Class 3 Facility Applies to small tank farms and terminals that transfer oil to non‐recreational vessels that have a fuel capacity of 10,500 gallons or more. Full definition can be found in Washington Administrative Code (WAC) 173‐180‐020.Y CLASS4 Class 4 Facility Applies to marinas and other small fueling facilities that transfer oil to non‐recreation vessels that have a fuel capacity of less than 10,500 gallons. Full definition can be found in Washington Administrative Code (WAC) 173‐180‐020.Y CPLAN Oil Facility Contingency Plan Oil handling facilities that are required to file oil spill contingency plans. An oil handling facility can be classified as a structure, equipment, pipeline, or device located on or near navigable waters of the state that transfers oil in bulk to or from a tank vessel or pipeline and is used for producing, storing, handling, transferring, processing, or transporting oil in bulk. NERTS Reported in NERTS A facility that was reported in the Environmental Reports Tracking System Y FCS Federal (Superfund) Cleanup St A federal cleanup site listed in CERCLIS where Ecology has been or is currently involved with the cleanup process or has knowledge of the site from another process.Y Y FUDS Formerly Used Defense Site The Department of Defense (DoD) is responsible for cleaning up properties that were formerly owned, leased possessed, or operated by DoD. Such properties are known as Formerly Used Defense Sites (FUDS). The Army is the executive agent for the program and the U.S. Army Corps of Engineers is the organization that manages and executes the program. Information about the origin and extent of contamination, land transfer issues, past and present property ownership, and program policies must be evaluated before DoD considers a property eligible for Defense Environment Restoration Account (DERA) funding under the FUDS program.Y Y INDPNDNT Independent Cleanup Any remedial action without department oversight or approval and not under an order or decree.Y Y IRAP Independent Remedial Action Program Ecology staff reviewed IRAP reports and provide written determination indicating whether the cleanup meets Model Toxics Control Act (MTCA) standards.Y Y LUST LUST Facility A leaking underground tank cleanup site being cleaned up with Ecology oversight or review. Y YY SCS State Cleanup Site A site is being cleaned up under state regulations. Regulations include Model Toxics Control Act or its predecessors.Y Y Table A‐1. Ecology Facility Site Database Interaction Types and Potential Hazards Posed to Groundwater Renton WHPP Update ACRONYM INTERACTON TYPE DEFINITION WHPA Risk? Hazardous Materials? Cleanup Site?UST/LUST? SEDIMENT Sediments A sediment site is a location of interest at which sediment chemical and/or biological data has been obtained and evaluated for potential impacts to human health or the environment. Sediment sites may exist beneath or be associated with freshwater, marine and estuarine bodies of water. Sediment sites may or may not be linked to a known land‐based facility. VOLCLNST Voluntary Cleanup Sites For a fee, Ecology staff will review an independent cleanup report(s) and provide a written decision about the adequacy of the cleanup actions taken and described in the report. Y Y SCI Source Control Inspection Source Control Inspection conducted by Ecology or other agency for TCP Cleanup Sites. UST Underground Storage Tank Any one or combination of tanks (including connecting underground pipes) that is used to contain regulated substances and has a tank volume of ten percent or more beneath the surface of the ground. This term does not include any of the exempt UST systems specified in WAC 173‐360‐ 110(2) or any piping connected thereto. See WAC 173‐360 Y Y INDUSTRL Industrial Sites The Industrial Section focuses on three major industries of Washington State: Aluminum Smelters, Oil refineries and Pulp and Paper Mills. The Section's staff is trained to handle the complexities of these industries and is responsible for environmental permitting, site inspections, and compliance issues. They regulate air, water, hazardous waste, and cleanup management activities at pulp and paper mills and aluminum smelters. They also regulate water, hazardous waste, and cleanup management activities at state oil refineries.Y BIOSOLIDS BIOSOLIDS Biosolids Y COMPOST Composting Compost facilities turn organic wastes into compost under controlled conditions without attracting pests or creating human or environmental health problems.Y LANDAPP Land Application An area of land, under the same ownership or operator, where solid waste that has beneficial use for its agronomic or soil‐ amending properties is applied under controlled amounts and conditions.Y LANDFILL Landfill A disposal facility or part of a facility at which solid waste is placed in or on land and which is not a land treatment facility.Y MRW Moderate Risk Waste A solid waste handling facility that is used to collect, treat, recycle, exchange, store, consolidate and/or transfer moderate risk waste (MRW). MRW is limited to conditionally exempt small quantity generator (CESQG) waste and household hazardous waste (HHW).Y RECOVERY Energy Recovery Energy recovery facilities that recover energy in a useable form from the burning (incineration) of solid waste. These include energy‐recovery facilities that burn municipal solid waste and paper manufactures who burn wood waste at a rate of more than twelve tons of solid waste per day.Y RECYCLE Recycling Recycling facilities are those that transform or remanufacture waste materials into usable or marketable materials for use other than landfill disposal or incineration. Requirements do not include the collection, compacting, repackaging and sorting for the purpose of transport.Y STRHAND Storage & Handling Various types of facilities that handle solid waste on an interim basis. These include piles of solid waste, surface impoundments holding liquids, drop boxes where solid waste is collected for future transportation, areas storing over 800 tires, and transfer stations where solid waste is collected, compacted, sorted and loaded for transport to a recycling facility or final disposal at a landfill or incineration.Y WQDAIRY Dairy Any farm licensed to produce milk under chapter 15.36 RCW. This definition is further restricted to include only those facilities that are producing bovine milk (as opposed to goat milk), and excludes other dairy related operations such as replacement heifer rearing farms. It should be noted that some dairies have more than one milking parlor and therefore have more than one license.Y APALGAEGP AP Aquatic Plant and Algae Management GP General permit to regulate application of herbicides and other products used in lakes to treat plants or algae in order to protect state waters.Y APFISHIP AP Fish Management IP Individual permit issued to WA State Fish and Wildlife (WFDW) that regulates the discharge of 2 fish eradication chemicals (rotenone and antimycin A used to control undesirable fish species) in order to protect waters of the state.Y APFISHRMGP AP Fisheries Resource Management GP Fisheries Resource Management Permit issued to WA WDFW Rotenone permit Y APINVAQG AP Aquatic Invasive Species Ma General permit issued to regulate the application of chemicals (used to control non‐native invasive aquatic animals and non‐ native invasive marine algae) in order to protect state waters.Y APMOSQGP AP Aquatic Mosquito Control GP General permit issued to regulate mosquito control districts and government entities that apply specified control chemicals (used to control mosquitoes and mosquito larvae) in order to protect state waters.Y Table A‐1. Ecology Facility Site Database Interaction Types and Potential Hazards Posed to Groundwater Renton WHPP Update ACRONYM INTERACTON TYPE DEFINITION WHPA Risk? Hazardous Materials? Cleanup Site?UST/LUST? APMOTHIP AP Invasive Moth Control IP Individual permit issued to WA State Dept of Agriculture to regulate insecticides (used to control invasive moths) applied to vegetation within and overhanging surface waters in order to protect state waters. Y APNXWEEG AP Aquatic Noxious Weed Manage The general permit covers the indirect discharge of herbicides, adjuvants, and marker dyes into estuaries, marine areas, wetlands, along lake shorelines, rivers, streams, and other wet areas to manage Spartina and freshwater noxious weeds in Washington. An indirect discharge occurs when there may be incidental overspray or dripping of a chemical from the treated plants into waters of the state.Y APOYSTERIP AP Oyster Growers IP Individual permit issued to Willapa Bay/Grays Harbor Oyster Growers and to Farm and Forest Helicopter Service Inc. to regulate application of carbaryl (used to control burrowing shrimp) to state waters.Y APWEEDGP AP Irrigation System Aquatic Weed Control GP General permit issued to regulate applicators of herbicides to control aquatic weeds in irrigation water conveyance systems Y BOATGP Boatyard GP General permit issued to boatyards to regulate discharges of pollutants to state waters from boatyard construction, maintenance and repair activities Y BRIDGEWASHGP Bridge Washing GP General Permit for bridge washing DOT counties cities etc CAFOGP CAFO GP General permit issued to regulate operators of concentrated animal feeding operations that discharge to state waters.Y CAFOIP Cafo NPDES IP Individual NPDES permit issued to regulate operators of concentrated animal feeding operations that discharge to state waters.Y CONSTSWGP Construction SW GP General permit issued to owner/operators of construction projects that disturb 1 or more acres of land through clearing, grading, excavating, or stockpiling of fill material that discharge stormwater to state waters. DAIRY Dairy Unpermitted Unpermitted Dairy (Facility Site Place Holder)Y FISHGP Upland Fish Hatchery GP General permit issued to operators of upland fin‐fish hatching and rearing operations to regulate discharges to state waters FISHNETPENS Fish Net Pens In water structures that raise or hold fish. This separates these facilities from upland hatchery/fish rearing structures. They will all have NPDES permit. Some are in fresh water and some marine, but all will be located in a waterbody, not on land. FRUITGP Fruit Packer GP General permit issued to fruit packers to regulate discharges of process wastewater and stormwater to state waters.Y IND2GROUNDSWDP Industrial to ground SWDP IP Industrial to ground SWDP IP Y IND2POTWPRIVSWDP Industrial to POTW/Private SWD Industrial state waste discharge permit for facility that discharges pretreated wastewater to a public or privately owned treatment works (POTW).Y INDNPDESIP Industrial NPDES IP Individual NPDES and State permits issued to industries to regulate discharges of process wastewater to state waters. Y INDSWGP Industrial SW GP General permit issued to industries to regulate the discharge of contaminated stormwater to state waters. MARIJUANA Marijuana Growers This interaction is used for marijuana growers that fill out the checklist Ecology provides when they call and ask whether they will need a permit. MS4P1GP Municipal SW Phase I GP General permit issued to municipalities with populations greater than 100,000 to regulate stormwater discharges from municipal stormwater collections systems to state waters. MS4P2EASTGP Municipal SW Phase II Eastern WA GP General permit issued to all operators of regulated small municipal stormwater collection systems to regulate stormwater discharges to state waters in eastern WA. MS4P2WESTGP Municipal SW Phase II Western WA GP General permit issued to operators of small municipal stormwater collection systems to regulate stormwater discharges to state waters in western WA. MUNI2GROUNDSWDP Municipal to ground SWDP IP Municipal to ground SWDP IP Y MUNINPDESIP Municipal NPDES IP Individual NPDES and State permits issued to municipalities and other public entities to regulate discharges of treated domestic wastewater to state waters.Y NONPOINT NONPOINT A Facility or Site that is discharging polluted runoff from urban, agriculture, forestry or other practices and does not have a water quality permit.Y RECLAIMSWDP Reclaimed Water IP Individual permit issued to a generator of reclaimed water that regulates the location, the rate, the quality, and the purpose of use of the reclaimed water.Y SANDGP Sand and Gravel GP General permit issued to sand and gravel mining operators to regulate the discharge of pollutants to state waters.Y VESSELDECONSGP Vessel Deconstruction GP Vessel Deconstruction GP Y WATERCOLLECTGP Tributary Wastewater Collection System GP General permit issued to operators of tributary domestic wastewater collection systems not regulated under an individual permit.Y WATERTREATGP Water Treatment Plant GP General permit issued to water treatment plants to regulate the discharge of backwash (generated during potable water production) to state waters.Y WINEGP Winery GP General permit issued to regulate wineries that discharge process wastewater to state waters.Y WSDOTMSWGP WSDOT Municipal SW GP General permit issues to the WA State Department of Transportation to regulate its discharge of stormwater (runoff from state highways, rest areas, park and ride lots, ferry terminals, and maintenance facilities) to state waters. Table A‐1. Ecology Facility Site Database Interaction Types and Potential Hazards Posed to Groundwater Renton WHPP Update ACRONYM INTERACTON TYPE DEFINITION WHPA Risk? Hazardous Materials? Cleanup Site?UST/LUST? DAM Dam Site Under state law, the Department of Ecology is responsible for regulating dams that capture and store at least 10 acre‐feet of water or watery materials such as mine tailings, sewage and manure waste. Ecology's Dam Safety Office currently oversees about 870 dams across the state through plan reviews and construction inspections of new dams as well as conducting inspections of existing dams to assure proper operation and maintenance. Note: Professional judgement was applied in creating this list of potential groundwater hazards. It assumes that groundwater and surface water are in direct continuity, and therefore applications of pesticides or herbicides to surface waters could impact groundwater. General stormwater discharge permits were not included as potential hazards since stormwater from all sites within WHPAs potentially drain to state waters, and therefore stormwater pollution risks are not limitted to only permitted sites . Table A‐1. Ecology Facility Site Database Interaction Types and Potential Hazards Posed to Groundwater Renton WHPP Update RENTON WHPP UPDATE FEBRUARY 2019 APPENDIX B WHPA NO FURTHER ACTION SITE TABLE Table B‐1. Cleanup Sites With No Further Action Determinations Within Renton WHPAsFSIDCleanup Site IdFacility Name Facility AddressHazardous MaterialsLUSTEnvironmental Covenant2066 5054Renton School Dist 403 1220 N 4TH ST YY2068 93JH BAXTER & CO INC 5015 LAKE WASHINGTON BLVD N YY2169 1155RENTON TRANSFER STATION S OF NE 4TH ST 2193 1240WASHINGTON NATURAL GAS RENTON 319 S 3RD ST 2207 5067Texaco Station 120645 1408 BRONSON WAY N YY2315 1992PERFORMANCE APEX AUTO SHOP 410 SUNSET BLVD N Y2367 2059JA MERICA MOTORS 4111 NE SUNSET BLVD2475 3049GARDEN PLAZA PARK AVE N & N 6TH ST Y2514 5130UNOCAL SERVICE STATION 6321 17500 140TH AVE SE YY2532 2419RENTON SCHOOL DIST 403 WAREHOUSE 235 AIRPORT WAY S Y2559 5150ARCO STATION 4400 3123 NW SUNSET BLVD YY2570 5158US WEST RENTON ADMIN 300 SW 7TH ST Y3538 5206KENNYDALE FUEL 1616 NE 30TH STYY5418 177DUKES TRANSMISSION & USED CARS 251 RAINIER AVE N 5448 233ConocoPhillips 2705509 3002 SUNSET BLVD NE YY15012 12112Potoshnik Property 3401 3403 BURNETT AVE N15792 12559COMMERCIAL PROPERTY LAKE WASHINGTON BLVD N 1100 LAKE WASHINGTON BLVD NY22298 2832Renton Honda Shop 858 LIND AVE SWY333151 3978PROPOSED RENTON MIXED USE REDEV PROJECT559 601 625 RAINIER AVE N706771 444Shannons Village1630 DUVALL AVE NE 1771950 526477 Burnett Ave South77 BURNETT AVE S Y1932257 2156Le Pham Property19016 116TH AVE SE 3193787 2523Hanson Property2225 JONES AVE NE 3441394 7539Jiffy Lube Store 27583933 NE 4TH ST YY3834333 5327SUNSET CHEVRON150 SUNSET BLVD SW YY4474679 2708Car Wash Enterprises CWE Renton77 RAINIER AVE S YY4487258 2583Vino Ristorante Italiano212 S 3RD ST 5101053 1514Economy Auto Repair former4815 NE 4TH ST 5168785 5353Aqua Barn15227 RENTON MAPLE VALLEY RD YTable B‐1. Cleanup Sites With No Further Action Determinations Within Renton WHPAsRenton WHPP Update Table B‐1. Cleanup Sites With No Further Action Determinations Within Renton WHPAsFSIDCleanup Site IdFacility Name Facility AddressHazardous MaterialsLUSTEnvironmental Covenant5494605 1025OLYMPIC PIPE LINE CO MAPLEWOOD 3524 SE 5TH ST 5796263 1093Kens Dry Cleaners17620 140TH AVE SE SUITE C8 Y6417829 7701Puget Sound Helicopter Inc300 AIRPORT WAY S YY7567537 844Fogarrd Baker5325 NE 4TH ST 8119234 7773MCCANN ENTERPRISES INC13029 136TH AVE SE Y8980557 4503Lakeshore Landing Residential Site1201 N 10TH PL9625997 424SUNSET VIEW APARTMENTS2101 SW SUNSET BLVD 16258354 8124RENTON BP300 320 RAINIER AVE S YY16674799 7231Chevron USA Inc SS 945224044 NE SUNSET BLVDYY21164679 5675Arco 5238175 RAINIER AVE SYY26515148 5785RENTON SHOPPING CENTER351 HARDIE AVE SWYY27124698 4111Friedels Svc Inc345 FACTORY PL NY27383166 5801COOKS CHEVRON MART II201 S 3RD ST YY28815815 638PDQ Cleaners3807 NE 4TH Y32528923 5873GULL 2292904 MAPLE VALLEY HWYYY32954817 4262KING CNTY DPW RENTON FACILITY155 MONROE AVE NE Y34987922 8821TEXACO STATION 63232018014210 SE PETROVITSKYYY36726432 8901KING COUNTY PUBLIC WORKS ROADS DIV 155 MONROE AVE NE BLDG A Y36993943 11786Arco 602617200 140TH AVE SEYY46734965 61427 ELEVEN 2332169211520 DUVALL AVE NE Y47138342 9351Arco 5902710 S GRADY WAYYY47783192 9385Circle K Store 270160220727 108TH AVE SEYY47917271 6155RENTON NORTHWEST LLC4105 NE 4TH ST YY48271835 6160Shell Station 1206461410 N 30TH ST YY51753478 6202CHEVRON 9711119044 108TH AVE SE YY54463839 12913Bryant Motors1300 BRONSON WAY NY55297998 4744RENTON SCHOOL DISTRICT410 PARK AVE 61614156 6378GULL 2053800 NE 4TH YY62238722 1197WALTS SERVICE CENTER546 BURNETT AVE N 63659812 9975Cascade Lincoln Mercury201 S 7TH ST YYTable B‐1. Cleanup Sites With No Further Action Determinations Within Renton WHPAsRenton WHPP Update Table B‐1. Cleanup Sites With No Further Action Determinations Within Renton WHPAsFSIDCleanup Site IdFacility Name Facility AddressHazardous MaterialsLUSTEnvironmental Covenant64293294 9996MAPLEWOOD MAINTENANCE SHOP 4000 MAPLE VALLEY HWY Y64969378 4226T & S AUTOMOTIVE SALES 515 RAINIER AVE S68451915 2647Fairwood Cleaners Inc17240 140TH AVE SE Y71471562 6545CHARLEYS AUTOMOTIVE207 MAIN ST S Y72553632 10282Arco 54911537 DUVALL AVE NE YY72727118 10292NW ENTERPRIZES CORPORATION3123 NE 4TH Y72762979 10295Goodyear Auto Service Center 8821 207 S 3RD ST YY73233112 10311Shell Station 1212274102 NE 4TH ST YY74465899 6610Kennydale Chevron1419 N 30TH STYY78566837 2963LES SCHWAB TIRES RENTON710 RAINIER AVE S 79696523 6686JC MART2801 NE SUNSET BLVD Y81135179 4322ORCHARD PLAZA SHOPPING CTR DRY CLEANERS20910 108TH AVE SE82472985 2892North American Refractories1500 HOUSER WAY S Y82651824 1130BNSF Shattuck Street DerailmentSHATTUCK & HOUSER STS 84748394 4625Lithia Lot A Car of Renton700 S GRADY WAY 85831936 4325Plat of Shady EstatesS 197TH PL & TALBOT RD S 85953633 10844PACCAR MIS480 HOUSER WAY NYY88647696 6816SUNSET RAINIER RENTON WALGREENS 299 RAINIER AVE S YY97278611 11276SHORT STOP MINI MART4615 NE 4TH STYY97722694 1936RENTON HIGHLANDS2880 NE 3RD ST Table B‐1. Cleanup Sites With No Further Action Determinations Within Renton WHPAsRenton WHPP Update RENTON WHPP UPDATE FEBRUARY 2019 APPENDIX C ENVIRONMENTAL SITES INFORMATION CleanupSiteDetails2014 KING COUNTY SITE ID:Renton Highlands Landfill Cleanup Site ID: 212 FS ID: 2128 Alternate Name(s): Highlands Landfill, RENTON HIGHLANDS LANDFILL LOCATION: WRIA: 8 Lat/Long: 47.486 -122.181 View Vicinity Map Address: NE 3RD ST & NE 4TH ST Township Range Section Legislative District: 11 RENTON 98056 23N 5E 16 Congressional District: 9 STATUS: Awaiting Cleanup Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 1001 Renton Highlands Landfill Upland No Process Awaiting Cleanup ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 3/1/1988 3/1/1988 Northwest Region SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Conventional Contaminants, Inorganic S Conventional Contaminants, Organic S Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 1 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Scott Drycleaners Cleanup Site ID: 644 FS ID: 62912812 Alternate Name(s): Scott Drycleaners LOCATION: WRIA: 9 Lat/Long: 47.476 -122.215 View Vicinity Map Address: 201 S 4TH PL Township Range Section Legislative District: 37 RENTON 98055 23N 5E 18 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 4115 Scott Drycleaners Upland Independent Action Cleanup Started 515631 / 634327 ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 12/13/2000 12/13/2000 Colburn, Gail CleanupSite Initial Investigation / Federal Preliminary Assessment Completed 2/1/2001 2/1/2001 Local Government County Health-NW CleanupSite Early Notice Letter(s)Completed 10/22/2001 10/22/2001 Bremer, Steve VcpProject NW1145 VCP Opinion on Cleanup Action Completed 8/13/2003 Maurer, Christopher SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Halogenated Organics C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:PACIFIC CAR & FOUNDRY CO Cleanup Site ID: 788 FS ID: 2065 Alternate Name(s): ACTIVE USA INC, DALLAS & MAVIS FORWARDING TRUCK DEC, PACCAR DEFENSE SYSTEMS, PACCAR INC RENTON SITE, PACIFIC CAR & FOUNDRY CO, PACIFIC CAR & FOUNDRY CO., PACIFIC CAR & FOUNDRY COMPANY, PACIFIC CAR AND FOUNDRY COMPANY LOCATION: WRIA: 8 Lat/Long: 47.491 -122.198 View Vicinity Map Address: 1400 N 4TH ST Township Range Section Legislative District: 37 RENTON 98057 Congressional District: 9 STATUS: Construction Complete-Performance Monitoring Rank: 0 View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Timm, Ron Statute: MTCA Is Brownfield? Has Environmental Covenant? Yes Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 955 PACIFIC CAR AND FOUNDRY COMPANY Upland Federal-supervised or conducted Cleanup Complete-Active O&M/Monitoring ongoing ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Hazard Assessment/Federal Site Inspection Completed 9/10/1990 9/10/1990 Ecology South, David CleanupSite Hazardous Sites Listing/NPL Completed 9/10/1991 9/10/1991 South, David CleanupSite ActivityType Periodic Review Planned 3/1/2019 Freeman, Eugene CleanupSite ActivityType Periodic Review Completed 10/1/2009 11/23/2009 Hickey, Joe CleanupSite ActivityType Periodic Review Completed 3/1/2014 7/1/2014 Freeman, Eugene CleanupSite MilestoneTyp O & M In Process 11/8/1997 3/31/2012 South, David Milestone Remedial Investigation and/or Feasibility Study Completed 7/1/1988 8/30/1991 South, David Milestone Cleanup Action Plan Completed 6/15/1990 9/15/1991 South, David Milestone Cleanup - Construction Completed 9/15/1991 11/8/1997 South, David SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Conventional Contaminants, Inorganic C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Halogenated Organics C C Metals - Other C Metals Priority Pollutants C C Non-Halogenated Solvents C Petroleum Products-Unspecified C Phenolic Compounds C Polychlorinated biPhenyls (PCB)C Polycyclic Aromatic Hydrocarbons C Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Sky Harbor Aviation Cleanup Site ID: 1170 FS ID: 63051958 Alternate Name(s): RENTON MUNICIPAL AIRPORT, SKY HARBOR AVIATION LOCATION: WRIA: 8 Lat/Long: 47.486 -122.214 View Vicinity Map Address: 300 AIRPORT WAY S Township Range Section Legislative District: 37 RENTON 98055 23N 5E 18 Congressional District: 9 STATUS: Awaiting Cleanup Rank: 5 View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 4121 Sky Harbor Aviation Upland No Process Awaiting Cleanup 502544 ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 3/31/1999 3/31/1999 Northwest Region CleanupSite Initial Investigation / Federal Preliminary Assessment Completed 3/31/1999 3/31/1999 Ecology Northwest Region CleanupSite Early Notice Letter(s)Completed 9/7/1999 9/7/1999 Northwest Region CleanupSite Site Hazard Assessment/Federal Site Inspection Completed 3/13/2002 8/2/2002 Local Government County Health-NW CleanupSite Hazardous Sites Listing/NPL Completed 8/2/2002 8/2/2002 Northwest Region SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Non-Halogenated Solvents S C Petroleum Products-Unspecified S C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Stoneway Concrete Renton Cleanup Site ID: 2121 FS ID: 62244377 Alternate Name(s): RENTON PLANT, Stoneway Concrete Renton LOCATION: WRIA: 8 Lat/Long: 47.481 -122.194 View Vicinity Map Address: 1915 SE MAPLE VALLEY HWY Township Range Section Legislative District: 11 RENTON 98055 23N 5E 17 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Warfel, Michael Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 4094 Renton Plant Upland Voluntary Cleanup Program Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager VcpProject NW1702 VCP Receipt of Plan or Report Completed 8/11/2015 8/11/2015 Bardy, Louise VcpProject NW1702 VCP Receipt of Plan or Report Completed 4/24/2017 4/24/2017 Fernandez, Sonia VcpProject NW1702 VCP Opinion on Site Cleanup Plan Completed 4/24/2017 8/31/2017 Warfel, Michael VcpProject NW1702 VCP Status Request Completed 6/14/2015 8/11/2015 Bardy, Louise VcpProject NW1702 VCP Opinion on Interim Action Completed 11/29/2006 Headquarters VcpProject NW1702 VCP Opinion on Cleanup Action Plan Completed 3/9/2009 4/30/2009 Goldstein, Libby SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Petroleum Products-Unspecified C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:PSE Grady Way Renton Complex Parcel 2 Cleanup Site ID: 2743 FS ID: 21349929 Alternate Name(s): PSE GRADY WAY RENTON COMPLEX PARCEL 2, TALBOT STORAGE YARD LOCATION: WRIA: 9 Lat/Long: 47.473 -122.208 View Vicinity Map Address: 915 S GRADY WAY Township Range Section Legislative District: 11 RENTON 98055 23N 5E 19 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Yes Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 3481 PSE Grady Way Renton Complex Parcel 2 Upland Independent Action Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 1/20/2000 1/20/2000 Northwest Region CleanupSite Initial Investigation / Federal Preliminary Assessment Completed Northwest Region CleanupSite Site Hazard Assessment/Federal Site Inspection Canceled 4/7/2015 9/25/2015 Ecology w/ Contractor Musa, Donna VcpProject NW0429 VCP Opinion on Cleanup Action Completed 1/20/2000 2/3/2000 Madakor, Nnamdi SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Metals Priority Pollutants C R Petroleum Products-Unspecified C R Polychlorinated biPhenyls (PCB)S R Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:PSE Grady Way Renton Complex Parcel 3 Cleanup Site ID: 2893 FS ID: 86541135 Alternate Name(s): PSE GRADY WAY RENTON COMPLEX PARCEL 3, TALBOT STORAGE YARD LOCATION: WRIA: 9 Lat/Long: 47.471 -122.207 View Vicinity Map Address: 915 S GRADY WAY Township Range Section Legislative District: 11 RENTON 98055 23N 5E 19 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 4507 PSE GRADY WAY RENTON COMPLEX PARCEL 3 Upland Independent Action Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 1/20/2000 1/20/2000 Northwest Region CleanupSite Site Hazard Assessment/Federal Site Inspection Canceled 4/7/2015 9/25/2015 Ecology w/ Contractor Musa, Donna VcpProject NW0430 VCP Opinion on Cleanup Action Completed 1/20/2000 12/31/2002 Madakor, Nnamdi SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Metals Priority Pollutants C R Petroleum Products-Unspecified C R Polychlorinated biPhenyls (PCB)S R Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Renton Village Cleaners Cleanup Site ID: 3328 FS ID: 4484368 Alternate Name(s): Renton Village, Renton Village Cleaners, RENTON VILLAGE DRY CLEANERS LOCATION: WRIA: 9 Lat/Long: 47.472 -122.210 View Vicinity Map Address: 601 S Grady Way Township Range Section Legislative District: 11 Renton 98057 23N 5E 19 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Headquarters Site Manager: Maurer, Christopher Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 2512 Renton Village Cleaners Upland Voluntary Cleanup Program Cleanup Started 561155 ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 7/25/2007 7/25/2007 Northwest Region CleanupSite Initial Investigation / Federal Preliminary Assessment Completed 7/27/2007 7/27/2007 Ecology Colburn, Gail CleanupSite Early Notice Letter(s)Completed 8/6/2007 8/6/2007 Colburn, Gail VcpProject NW1914 VCP Opinion on Remedial Investigation Completed 4/9/2008 5/1/2008 Hickey, Joe VcpProject NW1914 VCP Status Request Completed 5/7/2013 Pederson, Carrie VcpProject NW1914 VCP Opinion on Interim Action Completed 9/22/2008 12/11/2008 Nye, Roger VcpProject NW3017 VCP Receipt of Plan or Report Completed 11/16/2015 11/16/2015 Fernandez, Sonia VcpProject NW3017 VCP Receipt of Plan or Report Completed 7/24/2017 7/24/2017 Maurer, Christopher VcpProject NW3017 VCP Opinion on Site Cleanup In Process 12/22/2015 Maurer, Christopher SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Halogenated Organics C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Service Linen Supply Cleanup Site ID: 3382 FS ID: 12593698 Alternate Name(s): Service Linen Supply, SERVICE LINEN SUPPLY INC LOCATION: WRIA: 9 Lat/Long: 47.478 -122.207 View Vicinity Map Address: 903 S 4TH ST Township Range Section Legislative District: 37 RENTON 98057-0659 23N 5E 17 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Headquarters Site Manager: Cook, Jason Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 3363 Service Linen Supply Upland Voluntary Cleanup Program Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager LUST LUST - Notification Completed 10/19/2000 10/19/2000 Bails, John LUST LUST - Report Received Completed 2/1/2017 2/1/2017 LUST LUST - Report Received Completed 10/19/2000 10/19/2000 VcpProject NW1637 VCP Opinion on Interim Action Completed 6/6/2006 8/3/2006 Hickey, Joe VcpProject NW3113 VCP Opinion on Site Cleanup Completed 2/1/2017 10/27/2017 Cook, Jason SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Conventional Contaminants, Organic C C LUST - Other Hazardous Substance C C Non-Halogenated Solvents C C Petroleum-Gasoline C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Texaco 632320402 Cleanup Site ID: 5313 FS ID: 3238112 Alternate Name(s): CHEVRON TEXACO 21-1549, GULL 1201, Texaco 632320402, Texaco Station 632320402 LOCATION: WRIA: 9 Lat/Long: 47.474 -122.207 View Vicinity Map Address: 509 S GRADY WAY Township Range Section Legislative District: 11 RENTON 98055 23N 5E 19 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Nye, Roger Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 4908 GULL 1201 Upland Voluntary Cleanup Program Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager Milestone Cleanup Action Plan In Process 4/27/2005 12/31/2006 Northwest Region LUST LUST - Notification Completed 8/28/1989 8/28/1989 LUST LUST - Report Received Completed 3/9/1994 3/9/1994 LUST LUST - Report Received Completed 12/16/2005 12/16/2005 LUST LUST - Report Received Completed 6/22/1998 6/22/1998 LUST LUST - Report Received Completed 2/11/1997 2/11/1997 LUST LUST - Report Received Completed 3/12/1998 3/12/1998 LUST LUST - Report Received Completed 4/25/2001 4/25/2001 LUST LUST - Report Received Completed 4/16/1998 4/16/1998 LUST LUST - Report Received Completed 7/6/2012 7/6/2012 LUST LUST - Report Received Completed 10/13/1998 10/13/1998 LUST LUST - Report Received Completed 12/17/2004 12/17/2004 LUST LUST - Report Received Completed 3/12/1998 3/12/1998 SITE ACTIVITIES: Toxics Cleanup Program Integrated Site Information System Page 1 of 3 Cleanup Site Details 3/8/2018 LUST LUST - Report Received Completed 1/29/2003 1/29/2003 LUST LUST - Report Received Completed 3/7/1994 3/7/1994 LUST LUST - Report Received Completed 2/11/1997 2/11/1997 LUST LUST - Report Received Completed 10/16/1995 10/16/1995 LUST LUST - Report Received Completed 4/21/1997 4/21/1997 LUST LUST - Report Received Completed 1/22/2002 1/22/2002 LUST LUST - Report Received Completed 3/31/1994 3/31/1994 LUST LUST - Report Received Completed 2/11/1997 2/11/1997 LUST LUST - Report Received Completed 10/13/1998 10/13/1998 LUST LUST - Report Received Completed 5/30/1995 5/30/1995 LUST LUST - Report Received Completed 8/26/1997 8/26/1997 LUST LUST - Report Received Completed 4/24/1995 4/24/1995 LUST LUST - Report Received Completed 10/16/1995 10/16/1995 LUST LUST - Report Received Completed 8/23/1996 8/23/1996 LUST LUST - Report Received Completed 9/30/2005 9/30/2005 LUST LUST - Report Received Completed 11/11/1993 11/11/1993 LUST LUST - Report Received Completed 12/23/2003 12/23/2003 LUST LUST - Report Received Completed 12/19/1994 12/19/1994 LUST LUST - Report Received Completed 1/7/1999 1/7/1999 LUST LUST - Report Received Completed 3/2/2007 3/2/2007 LUST LUST - Report Received Completed 8/9/2001 8/9/2001 LUST LUST - Report Received Completed 10/19/2009 10/19/2009 VcpProject NW1450 VCP Status Request In Process 7/7/2017 Fernandez, Sonia VcpProject NW1450 VCP Opinion on Cleanup Action Plan Completed 4/27/2005 Adams, Mark VcpProject NW1450 VCP Opinion on Interim Action Completed 3/19/2007 Adams, Mark VcpProject NW1450 VCP Opinion on Interim Action Canceled 7/9/2008 Adams, Mark Media:AFFECTED MEDIA & CONTAMINANTS: Toxics Cleanup Program Integrated Site Information System Page 2 of 3 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Benzene C C Lead C C Metals Priority Pollutants C B Pesticides-Unspecified C Petroleum-Gasoline C C Petroleum-Other C C Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 3 of 3 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Lithia Dodge Chrysler Jeep Cleanup Site ID: 5446 FS ID: 7826317 Alternate Name(s): Lithia Dodge Chrysler Jeep, PUGET SOUND CHRY PLY INC, PUGET SOUND CHRY-PLY INC, PUGET SOUND CHRYSLER PYMOUTH INC LOCATION: WRIA: 9 Lat/Long: 47.476 -122.215 View Vicinity Map Address: 585 RAINIER AVE S Township Range Section Legislative District: 37 RENTON 98055 23N 5E 18 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 5935 PUGET SOUND CHRYSLER PLYMOUTH Upland Independent Action Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 9/30/1994 9/30/1994 Northwest Region LUST LUST - Notification Completed 9/30/1994 9/30/1994 LUST LUST - Report Received Completed 12/13/1993 12/13/1993 LUST LUST - Report Received Completed 7/14/1994 7/14/1994 LUST LUST - Report Received Completed 10/13/1993 10/13/1993 LUST LUST - Report Received Completed 9/19/1994 9/19/1994 LUST LUST - Report Received Completed 3/14/2007 3/14/2007 LUST LUST - Report Received Completed 1/10/1995 1/10/1995 LUST LUST - Report Received Completed 10/20/1997 10/20/1997 LUST LUST - Report Received Completed 1/23/1995 1/23/1995 LUST LUST - Report Received Completed 3/23/1994 3/23/1994 LUST LUST - Report Received Completed 6/11/1996 6/11/1996 VcpProject NW0913 VCP Opinion on Cleanup Action Completed 6/11/2002 Sato, Brian SITE ACTIVITIES: AFFECTED MEDIA & CONTAMINANTS: Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Arsenic C S Benzene C C Lead C S Non-Halogenated Solvents C C Petroleum-Gasoline C C Petroleum-Other C C Media: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Walkers Renton Subaru Used Cars Cleanup Site ID: 5659 FS ID: 19684856 Alternate Name(s): SOUND SUBARU RENTON, WALKER SUBARU USED CAR LOT, Walkers Renton Subaru Used Cars LOCATION: WRIA: 9 Lat/Long: 47.480 -122.217 View Vicinity Map Address: 250 RAINIER AVE S Township Range Section Legislative District: 37 RENTON 98057 23N 5E 18 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 6291 SOUND SUBARU Upland Independent Action Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager LUST LUST - Notification Completed 4/8/1998 4/8/1998 LUST LUST - Report Received Completed 3/8/2000 3/8/2000 LUST LUST - Report Received Completed 3/8/2000 3/8/2000 LUST LUST - Report Received Completed 3/8/2000 3/8/2000 LUST LUST - Report Received Completed 4/8/1998 4/8/1998 LUST LUST - Report Received Completed 11/12/2013 11/12/2013 LUST LUST - Report Received Completed 11/12/2013 11/12/2013 VcpProject NW0420 VCP Opinion on Cleanup Action Completed 3/8/2000 5/4/2000 Kuntz, Michael VcpProject NW0420 VCP Opinion on Cleanup Action Completed 7/4/1776 Kuntz, Michael VcpProject NW2798 VCP Opinion on Remedial Investigation Canceled 11/12/2013 Madakor, Nnamdi SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Benzene C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Non-Halogenated Solvents C C Petroleum-Diesel C C Petroleum-Gasoline C C Petroleum-Other C C Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Sound Ford Cleanup Site ID: 6342 FS ID: 58499353 Alternate Name(s): Sound Ford, SOUND FORD INC, SOUND FORD RENTON LOCATION: WRIA: 9 Lat/Long: 47.473 -122.218 View Vicinity Map Address: 750 RAINIER AVE S Township Range Section Legislative District: 11 RENTON 98055 23N 5E 19 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 4881 SOUND FORD RENTON Upland Independent Action Cleanup Started 602460 ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 7/29/1989 7/29/1989 Northwest Region CleanupSite Site Discovery/Release Report Received Completed 8/15/1989 8/15/1989 Northwest Region CleanupSite Initial Investigation / Federal Preliminary Assessment Completed 11/10/2008 11/10/2008 Ecology Reid, Wallace CleanupSite Early Notice Letter(s)Completed 2/18/2009 2/18/2009 Reid, Wallace LUST LUST - Notification Completed 7/27/1989 7/27/1989 LUST LUST - Report Received Completed 10/4/1989 10/4/1989 LUST LUST - Report Received Completed 10/4/1989 10/4/1989 SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Benzene S C Petroleum-Gasoline C C Petroleum-Other S C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:LTS Trucking Cleanup Site ID: 6558 FS ID: 71914167 Alternate Name(s): CASTAGNO BROTHERS, CASTAGNO-BROS, LTS Trucking, RENTON ISSAQUAH AUTO FREIGHTLINE LOCATION: WRIA: 9 Lat/Long: 47.474 -122.212 View Vicinity Map Address: 423 S 7TH ST Township Range Section Legislative District: 11 RENTON 98055 23N 5E 19 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Yes Is PSI Site? NFA Received? NFA Date: 1/29/1999 NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 6426 LTS Trucking Upland Voluntary Cleanup Program No Further Action Required 15042 LTS Trucking (Off-Property)Upland No Process Awaiting Cleanup ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Reopen Site Completed 6/28/2011 6/28/2011 Northwest Region CleanupSite Site Status Changed to NFA Completed 1/29/1999 1/29/1999 CleanupSite ActivityType Periodic Review Completed 11/1/2014 11/1/2014 Freeman, Eugene CleanupSite ActivityType Periodic Review Planned 10/1/2019 Freeman, Eugene CleanupSite ActivityType Periodic Review Completed 11/2/2009 12/21/2009 Hickey, Joe LUST LUST - Notification Completed 2/19/1998 2/19/1998 Forson, Ben LUST LUST - Site Characterization Report Completed 1/10/1997 1/10/1997 LUST LUST - Report Received Completed 8/10/1997 8/10/1997 LUST LUST - Report Received Completed 2/12/1998 2/12/1998 LUST LUST - Report Received Completed 5/10/1997 5/10/1997 LUST LUST - Report Received Completed 10/30/1997 10/30/1997 LUST LUST - Report Received Completed 2/19/1998 2/19/1998 SITE ACTIVITIES: Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 VcpProject NW0033 VCP Opinion on Property Cleanup Completed 6/28/2011 6/28/2011 Olsen, Russ VcpProject NW0033 VCP Opinion on Cleanup Action Completed 2/19/1998 1/29/1999 Forson, Ben Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Petroleum-Other C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:ARCO STATION 5207 Cleanup Site ID: 8164 FS ID: 17426998 Alternate Name(s): ARCO 05207, Arco 5207, ARCO STATION 5207, Renton Daily Grow Mart, RENTON DAILY GROW MART INC, RENTON EAGLE MART LOCATION: WRIA: 8 Lat/Long: 47.489 -122.202 View Vicinity Map Address: 401 PARK AVE N Township Range Section Legislative District: 37 RENTON 98055 23N 5E 8 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 7856 ARCO STATION # 5207 Upland Voluntary Cleanup Program Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager LUST LUST - Notification Completed 12/15/1989 12/15/1989 LUST LUST - Report Received Completed 1/22/2010 1/22/2010 LUST LUST - Report Received Completed 3/4/2009 3/4/2009 LUST LUST - Report Received Completed 3/3/2000 3/3/2000 LUST LUST - Report Received Completed 7/24/1991 7/24/1991 LUST LUST - Report Received Completed 6/7/2010 6/7/2010 LUST LUST - Report Received Completed 6/24/1991 6/24/1991 LUST LUST - Report Received Completed 4/21/2006 4/21/2006 LUST LUST - Report Received Completed 4/30/1999 4/30/1999 LUST LUST - Report Received Completed 7/22/1993 7/22/1993 LUST LUST - Report Received Completed 2/10/1997 2/10/1997 LUST LUST - Report Received Completed 11/30/1993 11/30/1993 LUST LUST - Report Received Completed 3/15/2007 3/15/2007 SITE ACTIVITIES: Toxics Cleanup Program Integrated Site Information System Page 1 of 3 Cleanup Site Details 3/8/2018 LUST LUST - Report Received Completed 9/23/1999 9/23/1999 LUST LUST - Report Received Completed 10/26/1998 10/26/1998 LUST LUST - Report Received Completed 3/19/1991 3/19/1991 LUST LUST - Report Received Completed 10/21/2005 10/21/2005 LUST LUST - Report Received Completed 12/15/1995 12/15/1995 LUST LUST - Report Received Completed 5/24/2001 5/24/2001 LUST LUST - Report Received Completed 4/28/2008 4/28/2008 LUST LUST - Report Received Completed 2/7/1996 2/7/1996 LUST LUST - Report Received Completed 4/24/2003 4/24/2003 LUST LUST - Report Received Completed 10/27/1997 10/27/1997 LUST LUST - Report Received Completed 2/19/1993 2/19/1993 LUST LUST - Report Received Completed 1/22/2010 1/22/2010 LUST LUST - Report Received Completed 7/22/1997 7/22/1997 LUST LUST - Report Received Completed 5/17/1994 5/17/1994 LUST LUST - Report Received Completed 2/7/2002 2/7/2002 LUST LUST - Report Received Completed 4/6/1990 4/6/1990 LUST LUST - Report Received Completed 10/14/2008 10/14/2008 LUST LUST - Report Received Completed 11/9/1996 11/9/1996 LUST LUST - Report Received Completed 3/24/2004 3/24/2004 LUST LUST - Report Received Completed 11/6/2000 11/6/2000 LUST LUST - Report Received Completed 6/12/1992 6/12/1992 LUST LUST - Report Received Completed 8/24/2006 8/24/2006 LUST LUST - Report Received Completed 8/10/1993 8/10/1993 LUST LUST - Report Received Completed 10/20/2004 10/20/2004 LUST LUST - Report Received Completed 4/11/1995 4/11/1995 LUST LUST - Report Received Completed 4/5/1993 4/5/1993 LUST LUST - Report Received Completed 12/23/2003 12/23/2003 LUST LUST - Report Received Completed 8/25/1994 8/25/1994 Toxics Cleanup Program Integrated Site Information System Page 2 of 3 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 LUST LUST - Report Received Completed 2/11/2005 2/11/2005 LUST LUST - Report Received Completed 4/10/1998 4/10/1998 LUST LUST - Report Received Completed 10/25/2007 10/25/2007 LUST LUST - Report Received Completed 1/16/1995 1/16/1995 LUST LUST - Report Received Completed 9/9/2010 9/9/2010 LUST LUST - Report Received Completed 9/8/2010 9/8/2010 LUST LUST - Report Received Completed 11/22/2010 11/22/2010 LUST LUST - Report Received Completed 2/9/2011 2/9/2011 LUST LUST - Report Received Completed 2/8/2012 2/8/2012 LUST LUST - Report Received Completed 2/21/2013 2/21/2013 LUST LUST - Report Received Completed 11/1/2011 11/1/2011 LUST LUST - Report Received Completed 3/5/2015 3/5/2015 LUST LUST - Report Received Completed 4/14/2015 4/14/2015 LUST LUST - Report Received Completed 10/24/2014 10/24/2014 LUST LUST - Report Received Completed 7/2/2015 7/2/2015 LUST LUST - Report Received Completed 4/27/2014 4/27/2014 VcpProject NW2467 VCP Opinion on Site Cleanup Completed 3/5/2015 8/2/2016 Fernandez, Sonia Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Benzene C C Petroleum-Gasoline C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 3 of 3 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Brown Bear Car Wash 2422 Cleanup Site ID: 8561 FS ID: 27778869 Alternate Name(s): Brown Bear Car Wash 2422, Car Wash Enterprises, RENTON 1 LOCATION: WRIA: 9 Lat/Long: 47.474 -122.216 View Vicinity Map Address: 621 & 641 RAINIER AVE S Township Range Section Legislative District: 11 RENTON 98055-2410 23N 5E 18 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 12682 Car Wash Enterprises Renton (Off-Property)Upland No Process Cleanup Started 8253 Car Wash Enterprises Renton (Property)Upland Voluntary Cleanup Program No Further Action Required ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 8/19/2010 8/19/2010 Northwest Region LUST LUST - Notification Completed 4/12/1991 4/12/1991 LUST LUST - Report Received Completed 10/26/1999 10/26/1999 LUST LUST - Report Received Completed 9/2/1992 9/2/1992 LUST LUST - Report Received Completed 8/1/2003 8/1/2003 LUST LUST - Report Received Completed 5/30/1997 5/30/1997 LUST LUST - Report Received Completed 1/28/2005 1/28/2005 LUST LUST - Report Received Completed 11/7/1997 11/7/1997 LUST LUST - Report Received Completed 11/2/1993 11/2/1993 LUST LUST - Report Received Completed 9/12/2002 9/12/2002 LUST LUST - Report Received Completed 8/2/1999 8/2/1999 LUST LUST - Report Received Completed 8/20/2001 8/20/2001 SITE ACTIVITIES: Toxics Cleanup Program Integrated Site Information System Page 1 of 4 Cleanup Site Details 3/8/2018 LUST LUST - Report Received Completed 6/7/2004 6/7/2004 LUST LUST - Report Received Completed 1/4/2001 1/4/2001 LUST LUST - Report Received Completed 11/1/2004 11/1/2004 LUST LUST - Report Received Completed 7/18/2000 7/18/2000 LUST LUST - Report Received Completed 9/30/1992 9/30/1992 LUST LUST - Report Received Completed 8/25/1998 8/25/1998 LUST LUST - Report Received Completed 1/31/2003 1/31/2003 LUST LUST - Report Received Completed 9/28/1998 9/28/1998 LUST LUST - Report Received Completed 5/28/1992 5/28/1992 LUST LUST - Report Received Completed 12/29/1998 12/29/1998 LUST LUST - Report Received Completed 8/28/2003 8/28/2003 LUST LUST - Report Received Completed 5/9/1997 5/9/1997 LUST LUST - Report Received Completed 4/15/1991 4/15/1991 LUST LUST - Report Received Completed 9/16/2005 9/16/2005 LUST LUST - Report Received Completed 7/17/2000 7/17/2000 LUST LUST - Report Received Completed 9/17/1993 9/17/1993 LUST LUST - Report Received Completed 9/10/1993 9/10/1993 LUST LUST - Report Received Completed 4/15/1991 4/15/1991 LUST LUST - Report Received Completed 2/26/1998 2/26/1998 LUST LUST - Report Received Completed 1/29/2003 1/29/2003 LUST LUST - Report Received Completed 2/4/2002 2/4/2002 LUST LUST - Report Received Completed 10/18/1993 10/18/1993 LUST LUST - Report Received Completed 2/2/2000 2/2/2000 LUST LUST - Report Received Completed 5/7/2003 5/7/2003 LUST LUST - Report Received Completed 8/25/1998 8/25/1998 LUST LUST - Report Received Completed 9/10/1992 9/10/1992 LUST LUST - Report Received Completed 9/6/1996 9/6/1996 LUST LUST - Report Received Completed 5/9/2002 5/9/2002 Toxics Cleanup Program Integrated Site Information System Page 2 of 4 Cleanup Site Details 3/8/2018 LUST LUST - Report Received Completed 12/7/1992 12/7/1992 LUST LUST - Report Received Completed 3/18/1999 3/18/1999 LUST LUST - Report Received Completed 10/4/2005 10/4/2005 LUST LUST - Report Received Completed 7/29/2010 7/29/2010 LUST LUST - Report Received Completed 7/29/2010 7/29/2010 LUST LUST - Report Received Completed 7/29/2010 7/29/2010 LUST LUST - Report Received Completed 7/29/2010 7/29/2010 LUST LUST - Report Received Completed 11/15/2010 11/15/2010 LUST LUST - Report Received Completed 7/29/2010 7/29/2010 LUST LUST - Report Received Completed 1/3/2012 1/3/2012 LUST LUST - Report Received Completed 10/15/2012 10/15/2012 VcpProject NW2327 VCP Receipt of Plan or Report Completed 10/15/2012 10/15/2012 Pederson, Carrie VcpProject NW2327 VCP Receipt of Plan or Report Completed 1/3/2012 1/3/2012 Fernandez, Sonia VcpProject NW2327 VCP Opinion on Remedial Investigation Work Plan Completed 11/15/2010 12/13/2010 Liu, Jing VcpProject NW2327 VCP Opinion on Site Cleanup Completed 1/6/2012 4/12/2012 Vick, Heather VcpProject NW2327 VCP Opinion on Site Cleanup Completed 10/15/2012 1/10/2013 Vick, Heather LUST LUST - Notification Completed 1/10/2013 1/10/2013 Northwest Region LUST LUST - Report Received Completed 1/3/2012 1/3/2012 Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Benzene C C Non-Halogenated Solvents RB RB Petroleum-Gasoline C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 3 of 4 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 4 of 4 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Chevron 99114 Cleanup Site ID: 10476 FS ID: 77287947 Alternate Name(s): AABRA INC, CHEVRON 99114, CHEVRON SS 99114, GRADY WAY CHEVRON LOCATION: WRIA: 9 Lat/Long: 47.471 -122.216 View Vicinity Map Address: 301 S GRADY WAY Township Range Section Legislative District: 11 RENTON 98055 23N 5E 19 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 10168 CHEVRON 99114 Upland Independent Action Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager LUST LUST - Notification Completed 4/5/1991 4/5/1991 LUST LUST - Report Received Completed 12/22/2005 12/22/2005 LUST LUST - Report Received Completed 1/4/1994 1/4/1994 LUST LUST - Report Received Completed 3/4/2010 3/4/2010 LUST LUST - Report Received Completed 5/12/2008 5/12/2008 LUST LUST - Report Received Completed 8/2/1999 8/2/1999 LUST LUST - Report Received Completed 1/29/2003 1/29/2003 LUST LUST - Report Received Completed 4/24/1995 4/24/1995 LUST LUST - Report Received Completed 1/25/2002 1/25/2002 LUST LUST - Report Received Completed 7/5/2007 7/5/2007 LUST LUST - Report Received Completed 12/8/1997 12/8/1997 LUST LUST - Report Received Completed 1/14/2004 1/14/2004 LUST LUST - Report Received Completed 9/16/1993 9/16/1993 SITE ACTIVITIES: Toxics Cleanup Program Integrated Site Information System Page 1 of 3 Cleanup Site Details 3/8/2018 LUST LUST - Report Received Completed 1/11/2000 1/11/2000 LUST LUST - Report Received Completed 4/3/1996 4/3/1996 LUST LUST - Report Received Completed 3/4/1998 3/4/1998 LUST LUST - Report Received Completed 10/10/1994 10/10/1994 LUST LUST - Report Received Completed 5/7/2001 5/7/2001 LUST LUST - Report Received Completed 8/7/1996 8/7/1996 LUST LUST - Report Received Completed 1/13/1995 1/13/1995 LUST LUST - Report Received Completed 7/12/1994 7/12/1994 LUST LUST - Report Received Completed 1/6/1995 1/6/1995 LUST LUST - Report Received Completed 3/8/1994 3/8/1994 LUST LUST - Report Received Completed 10/1/2009 10/1/2009 LUST LUST - Report Received Completed 7/25/1994 7/25/1994 LUST LUST - Report Received Completed 8/10/2009 8/10/2009 LUST LUST - Report Received Completed 1/6/2005 1/6/2005 LUST LUST - Report Received Completed 7/10/1991 7/10/1991 LUST LUST - Report Received Completed 7/12/1993 7/12/1993 LUST LUST - Report Received Completed 9/25/1995 9/25/1995 LUST LUST - Report Received Completed 11/6/2003 11/6/2003 LUST LUST - Report Received Completed 11/13/1995 11/13/1995 LUST LUST - Report Received Completed 11/15/2007 11/15/2007 LUST LUST - Report Received Completed 6/30/1993 6/30/1993 LUST LUST - Report Received Completed 6/20/1994 6/20/1994 LUST LUST - Report Received Completed 11/3/2006 11/3/2006 LUST LUST - Report Received Completed 4/21/1994 4/21/1994 LUST LUST - Report Received Completed 1/23/2001 1/23/2001 LUST LUST - Report Received Completed 10/5/1994 10/5/1994 LUST LUST - Report Received Completed 10/24/1996 10/24/1996 LUST LUST - Report Received Completed 7/25/1996 7/25/1996 Toxics Cleanup Program Integrated Site Information System Page 2 of 3 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 LUST LUST - Report Received Completed 11/4/1993 11/4/1993 LUST LUST - Report Received Completed 10/14/1991 10/14/1991 LUST LUST - Report Received Completed 5/5/1993 5/5/1993 LUST LUST - Report Received Completed 1/28/1992 1/28/1992 LUST LUST - Report Received Completed 1/9/2012 1/9/2012 LUST LUST - Report Received Completed 7/6/2011 7/6/2011 LUST LUST - Report Received Completed 1/10/2011 1/10/2011 LUST LUST - Report Received Completed 5/6/2011 5/6/2011 Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Benzene C C Petroleum-Gasoline C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 3 of 3 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Taylor Auto Body Cleanup Site ID: 9662 FS ID: 54887792 Alternate Name(s): Taylor Auto Body, TAYLOR'S AUTO BODY, Taylors Auto Body LOCATION: WRIA: 9 Lat/Long: 47.479 -122.205 View Vicinity Map Address: 330 MAIN AVE S Township Range Section Legislative District: 37 RENTON 98057 23N 5E 17 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Headquarters Site Manager: Maurer, Christopher Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: 10/3/2011 NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 9354 TAYLOR AUTO BODY Upland Voluntary Cleanup Program Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 10/10/1990 10/10/1990 Northwest Region CleanupSite Initial Investigation / Federal Preliminary Assessment Completed 8/8/2011 8/8/2011 Ecology w/ Contractor Olsen, Russ CleanupSite Reopen Site Completed 12/23/2013 12/23/2013 Fernandez, Sonia CleanupSite Site Status Changed to NFA Completed 10/3/2011 10/3/2011 Olsen, Russ LUST LUST - Notification Completed 10/10/1990 10/10/1990 LUST LUST - Report Received Completed 12/23/2013 12/23/2013 LUST LUST - Report Received Completed 12/23/2013 12/23/2013 LUST LUST - Report Received Completed 12/23/2013 12/23/2013 LUST LUST - Report Received Completed 12/23/2013 12/23/2013 LUST LUST - Report Received Completed 12/23/2013 12/23/2013 LUST LUST - Report Received Completed 7/3/2017 7/3/2017 LUST LUST - Report Received Completed 7/3/2017 7/3/2017 LUST LUST - Report Received Completed 12/21/2016 12/21/2016 SITE ACTIVITIES: Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 LUST LUST - Report Received Completed 9/10/2014 9/10/2014 LUST LUST - Report Received Completed 11/29/2017 11/29/2017 LUST LUST - Report Received Completed 8/29/1990 8/29/1990 LUST LUST - Report Received Completed 11/16/1990 11/16/1990 VcpProject NW2814 VCP Receipt of Plan or Report Completed 12/5/2017 12/5/2017 Maurer, Christopher VcpProject NW2814 VCP Opinion on Remedial Investigation Work Plan In Process 3/24/2017 Northwest Region VcpProject NW2814 VCP Opinion on Remedial Investigation Completed 12/23/2013 2/28/2014 Freier-Coppinger, Romy VcpProject NW2814 VCP Status Request Completed 5/13/2016 12/21/2016 Bardy, Louise Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Benzene S Other Non-Halogenated Organics C Petroleum-Gasoline C Petroleum-Other C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 KING COUNTY SITE ID:Sears Svc Ctr Old Renton Shopping Cleanup Site ID: 9860 FS ID: 60178828 Alternate Name(s): SEARS ROEBUCK & CO RENTON, SEARS ROEBUCK & CO UST 7842, Sears Svc Ctr Old Renton Shopping LOCATION: WRIA: 9 Lat/Long: 47.477 -122.219 View Vicinity Map Address: 359 RENTON CENTER WAY SW Township Range Section Legislative District: 11 RENTON 98055-2393 23N 5E 18 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 9552 Sears Svc Ctr Old Renton Shopping Upland Independent Action Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager LUST LUST - Notification Completed 11/18/1994 11/18/1994 LUST LUST - Site Characterization Report Completed 2/13/2003 2/13/2003 LUST LUST - Report Received Completed 1/4/1995 1/4/1995 SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Petroleum-Diesel C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 1 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 KING COUNTY SITE ID:SDS Partners Property Cleanup Site ID: 9972 FS ID: 63618514 Alternate Name(s): SDS PARTNERS, SDS Partners Property LOCATION: WRIA: 8 Lat/Long: 47.485 -122.212 View Vicinity Map Address: 307 AIRPORT WAY Township Range Section Legislative District: 37 RENTON 98057 23N 5E 18 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 9664 SDS Partners Property Upland Independent Action Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager LUST LUST - Notification Completed 7/12/1993 7/12/1993 LUST LUST - Report Received Completed 11/1/1993 11/1/1993 SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Petroleum-Other C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 1 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Chevron 99114 Cleanup Site ID: 10476 FS ID: 77287947 Alternate Name(s): AABRA INC, CHEVRON 99114, CHEVRON SS 99114, GRADY WAY CHEVRON LOCATION: WRIA: 9 Lat/Long: 47.471 -122.216 View Vicinity Map Address: 301 S GRADY WAY Township Range Section Legislative District: 11 RENTON 98055 23N 5E 19 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 10168 CHEVRON 99114 Upland Independent Action Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager LUST LUST - Notification Completed 4/5/1991 4/5/1991 LUST LUST - Report Received Completed 12/22/2005 12/22/2005 LUST LUST - Report Received Completed 1/4/1994 1/4/1994 LUST LUST - Report Received Completed 3/4/2010 3/4/2010 LUST LUST - Report Received Completed 5/12/2008 5/12/2008 LUST LUST - Report Received Completed 8/2/1999 8/2/1999 LUST LUST - Report Received Completed 1/29/2003 1/29/2003 LUST LUST - Report Received Completed 4/24/1995 4/24/1995 LUST LUST - Report Received Completed 1/25/2002 1/25/2002 LUST LUST - Report Received Completed 7/5/2007 7/5/2007 LUST LUST - Report Received Completed 12/8/1997 12/8/1997 LUST LUST - Report Received Completed 1/14/2004 1/14/2004 LUST LUST - Report Received Completed 9/16/1993 9/16/1993 SITE ACTIVITIES: Toxics Cleanup Program Integrated Site Information System Page 1 of 3 Cleanup Site Details 3/8/2018 LUST LUST - Report Received Completed 1/11/2000 1/11/2000 LUST LUST - Report Received Completed 4/3/1996 4/3/1996 LUST LUST - Report Received Completed 3/4/1998 3/4/1998 LUST LUST - Report Received Completed 10/10/1994 10/10/1994 LUST LUST - Report Received Completed 5/7/2001 5/7/2001 LUST LUST - Report Received Completed 8/7/1996 8/7/1996 LUST LUST - Report Received Completed 1/13/1995 1/13/1995 LUST LUST - Report Received Completed 7/12/1994 7/12/1994 LUST LUST - Report Received Completed 1/6/1995 1/6/1995 LUST LUST - Report Received Completed 3/8/1994 3/8/1994 LUST LUST - Report Received Completed 10/1/2009 10/1/2009 LUST LUST - Report Received Completed 7/25/1994 7/25/1994 LUST LUST - Report Received Completed 8/10/2009 8/10/2009 LUST LUST - Report Received Completed 1/6/2005 1/6/2005 LUST LUST - Report Received Completed 7/10/1991 7/10/1991 LUST LUST - Report Received Completed 7/12/1993 7/12/1993 LUST LUST - Report Received Completed 9/25/1995 9/25/1995 LUST LUST - Report Received Completed 11/6/2003 11/6/2003 LUST LUST - Report Received Completed 11/13/1995 11/13/1995 LUST LUST - Report Received Completed 11/15/2007 11/15/2007 LUST LUST - Report Received Completed 6/30/1993 6/30/1993 LUST LUST - Report Received Completed 6/20/1994 6/20/1994 LUST LUST - Report Received Completed 11/3/2006 11/3/2006 LUST LUST - Report Received Completed 4/21/1994 4/21/1994 LUST LUST - Report Received Completed 1/23/2001 1/23/2001 LUST LUST - Report Received Completed 10/5/1994 10/5/1994 LUST LUST - Report Received Completed 10/24/1996 10/24/1996 LUST LUST - Report Received Completed 7/25/1996 7/25/1996 Toxics Cleanup Program Integrated Site Information System Page 2 of 3 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 LUST LUST - Report Received Completed 11/4/1993 11/4/1993 LUST LUST - Report Received Completed 10/14/1991 10/14/1991 LUST LUST - Report Received Completed 5/5/1993 5/5/1993 LUST LUST - Report Received Completed 1/28/1992 1/28/1992 LUST LUST - Report Received Completed 1/9/2012 1/9/2012 LUST LUST - Report Received Completed 7/6/2011 7/6/2011 LUST LUST - Report Received Completed 1/10/2011 1/10/2011 LUST LUST - Report Received Completed 5/6/2011 5/6/2011 Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Benzene C C Petroleum-Gasoline C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 3 of 3 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:USA Petroleum 115 Cleanup Site ID: 11155 FS ID: 94569877 Alternate Name(s): Evans Tire Svc Ctrs 040, EVANS TIRE SVC CTRS 064, MOBIL #68406, Mobil 68406, TESORO 68406, TESORO WEST COAST COMPANY LLC 68406, USA MINI MART 115, USA Petroleum 115, USA PETROLEUM CORP 115 LOCATION: WRIA: 9 Lat/Long: 47.472 -122.218 View Vicinity Map Address: 765 RAINIER AVE S Township Range Section Legislative District: 11 RENTON 98055 23N 5E 19 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Warfel, Michael Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 10847 USA Petroleum 115 Upland Voluntary Cleanup Program Cleanup Started 616780 639781 ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 11/8/1990 11/8/1990 Northwest Region CleanupSite Initial Investigation / Federal Preliminary Assessment Completed 3/20/2013 3/20/2013 Ecology Zouboulakis, Chris CleanupSite Early Notice Letter(s)Completed 12/3/2013 12/3/2013 Musa, Donna CleanupSite Early Notice Letter(s)Completed 10/4/2013 10/4/2013 Musa, Donna LUST LUST - Notification Completed 11/8/1990 11/8/1990 LUST LUST - Site Assessment Report Completed 2/14/2018 2/14/2018 LUST LUST - Report Received Completed 2/2/2007 2/2/2007 LUST LUST - Report Received Completed 1/22/2003 1/22/2003 LUST LUST - Report Received Completed 9/16/2005 9/16/2005 LUST LUST - Report Received Completed 5/22/2013 5/22/2013 LUST LUST - Report Received Completed 8/20/2014 8/20/2014 LUST LUST - Report Received Completed 9/22/2014 9/22/2014 LUST LUST - Report Received Completed 8/13/2013 8/13/2013 SITE ACTIVITIES: Toxics Cleanup Program Integrated Site Information System Page 1 of 3 Cleanup Site Details 3/8/2018 LUST LUST - Report Received Completed 10/11/2013 10/11/2013 LUST LUST - Report Received Completed 3/12/2014 3/12/2014 LUST LUST - Report Received Completed 4/4/2014 4/4/2014 LUST LUST - Report Received Completed 9/29/2015 9/29/2015 LUST LUST - Report Received Completed 9/28/2015 9/28/2015 LUST LUST - Report Received Completed 12/23/2013 12/23/2013 LUST LUST - Report Received Completed 6/6/2016 6/6/2016 LUST LUST - Report Received Completed 1/11/2016 1/11/2016 LUST LUST - Report Received Completed 5/12/2017 5/12/2017 LUST LUST - Report Received Completed 5/9/2017 5/9/2017 LUST LUST - Report Received Completed 8/3/2017 8/3/2017 LUST LUST - Report Received Completed 7/6/2005 7/6/2005 LUST LUST - Report Received Completed 4/21/2003 4/21/2003 LUST LUST - Report Received Completed 10/24/1994 10/24/1994 LUST LUST - Report Received Completed 11/18/2008 11/18/2008 LUST LUST - Report Received Completed 7/7/2006 7/7/2006 LUST LUST - Report Received Completed 6/25/2001 6/25/2001 LUST LUST - Report Received Completed 7/23/2007 7/23/2007 LUST LUST - Report Received Completed 1/22/2001 1/22/2001 LUST LUST - Report Received Completed 7/15/2004 7/15/2004 LUST LUST - Report Received Completed 9/23/1998 9/23/1998 LUST LUST - Report Received Completed 4/13/2006 4/13/2006 LUST LUST - Report Received Completed 1/5/2006 1/5/2006 LUST LUST - Report Received Completed 4/19/2005 4/19/2005 LUST LUST - Report Received Completed 4/23/2007 4/23/2007 LUST LUST - Report Received Completed 9/25/2001 9/25/2001 LUST LUST - Report Received Completed 10/24/2003 10/24/2003 LUST LUST - Report Received Completed 12/27/2001 12/27/2001 Toxics Cleanup Program Integrated Site Information System Page 2 of 3 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 LUST LUST - Report Received Completed 7/22/2008 7/22/2008 LUST LUST - Report Received Completed 4/12/2001 4/12/2001 LUST LUST - Report Received Completed 6/6/2002 6/6/2002 LUST LUST - Report Received Completed 2/28/2002 2/28/2002 LUST LUST - Report Received Completed 10/7/2004 10/7/2004 LUST LUST - Report Received Completed 10/8/2002 10/8/2002 LUST LUST - Report Received Completed 1/16/2004 1/16/2004 LUST LUST - Report Received Completed 4/20/2004 4/20/2004 LUST LUST - Report Received Completed 3/4/2008 3/4/2008 LUST LUST - Report Received Completed 7/2/2003 7/2/2003 LUST LUST - Report Received Completed 10/17/2006 10/17/2006 LUST LUST - Report Received Completed 12/20/2007 12/20/2007 LUST LUST - Report Received Completed 11/18/2008 11/18/2008 LUST LUST - Report Received Completed 1/28/2005 1/28/2005 LUST LUST - Report Received Completed 3/8/2013 3/8/2013 VcpProject NW2847 VCP Opinion on Site Cleanup Completed 4/4/2014 6/30/2014 Sanchez, Maureen Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Benzene C C Other Non-Halogenated Organics C Petroleum-Gasoline C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 3 of 3 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Renton Clinic Association Cleanup Site ID: 11160 FS ID: 94731533 Alternate Name(s): RENTON CLINIC ASSOCIATION LOCATION: WRIA: 9 Lat/Long: 47.477 -122.216 View Vicinity Map Address: 215 S 4TH PL Township Range Section Legislative District: 11 KENT 98042-0000 23N 5E 18 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 10852 Renton Clinic Association Upland Independent Action Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 3/1/1992 3/1/1992 Northwest Region CleanupSite Initial Investigation / Federal Preliminary Assessment Completed 10/3/2011 10/3/2011 Ecology w/ Contractor Olsen, Russ CleanupSite Early Notice Letter(s)Completed 10/3/2011 10/3/2011 Olsen, Russ LUST LUST - Notification Completed 3/1/1992 3/1/1992 LUST LUST - Report Received Completed 4/23/1991 4/23/1991 LUST LUST - Report Received Completed 5/31/1995 5/31/1995 SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Petroleum-Other C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Formula One Service Cleanup Site ID: 11250 FS ID: 96572525 Alternate Name(s): FORMULA ONE FORMER INDY LUBE, Formula One Service, INDY LUBE UST 6799 LOCATION: WRIA: 9 Lat/Long: 47.483 -122.219 View Vicinity Map Address: 100 RAINIER AVE S Township Range Section Legislative District: 37 RENTON 98055-2044 23N 5E 18 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 10942 Formula One Service Upland Independent Action Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 1/16/2000 1/16/2000 Northwest Region LUST LUST - Notification Completed 1/6/2000 1/6/2000 Bails, John LUST LUST - Report Received Completed 2/1/2000 2/1/2000 LUST LUST - Report Received Completed 1/22/2001 1/22/2001 LUST LUST - Report Received Completed 1/22/2001 1/22/2001 LUST LUST - Report Received Completed 2/17/2000 2/17/2000 SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Petroleum-Other B C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Qwest Corporation W00276 Cleanup Site ID: 11252 FS ID: 96588161 Alternate Name(s): QWEST CORP W00276, Qwest Corporation W00276, RENTON CO 070276, US WEST COMMUNICATION INC W00276, US WEST COMMUNICATIONS W00276, US West Renton Central Office LOCATION: WRIA: 9 Lat/Long: 47.481 -122.207 View Vicinity Map Address: 225 WILLIAMS AVE S Township Range Section Legislative District: 37 RENTON 98055 23N 5E 17 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 10944 Qwest Corporation W00276 Upland Independent Action Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 10/3/1990 10/3/1990 Northwest Region CleanupSite Initial Investigation / Federal Preliminary Assessment Completed 1/20/2009 1/20/2009 Ecology Reid, Wallace CleanupSite Early Notice Letter(s)Completed 7/13/2012 7/13/2012 Musa, Donna LUST LUST - Notification Completed 10/3/1990 10/3/1990 LUST LUST - Report Received Completed 7/3/1991 7/3/1991 LUST LUST - Report Received Completed 11/20/1992 11/20/1992 LUST LUST - Report Received Completed 3/19/1991 3/19/1991 LUST LUST - Report Received Completed 9/20/1990 9/20/1990 SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Petroleum-Other C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Safeway Fuel Renton Cleanup Site ID: 11352 FS ID: 99291269 Alternate Name(s): SAFEWAY, SAFEWAY FUEL, Safeway Fuel Renton LOCATION: WRIA: 9 Lat/Long: 47.480 -122.216 View Vicinity Map Address: 103 S 3RD ST Township Range Section Legislative District: 37 RENTON 98055 23N 5E 18 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 11044 Safeway Fuel Renton Upland Independent Action Cleanup Started 504228 ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager LUST LUST - Notification Completed 5/18/1999 5/18/1999 LUST LUST - Report Received Completed 6/17/2011 6/17/2011 LUST LUST - Report Received Completed 11/13/2006 11/13/2006 LUST LUST - Report Received Completed 10/7/2002 10/7/2002 LUST LUST - Report Received Completed 8/15/2002 8/15/2002 LUST LUST - Report Received Completed 8/15/2002 8/15/2002 LUST LUST - Report Received Completed 8/15/2002 8/15/2002 LUST LUST - Report Received Completed 9/27/2004 9/27/2004 LUST LUST - Report Received Completed 8/15/2002 8/15/2002 LUST LUST - Report Received Completed 1/8/2003 1/8/2003 LUST LUST - Report Received Completed 4/18/2003 4/18/2003 LUST LUST - Report Received Completed 10/9/2007 10/9/2007 LUST LUST - Report Received Completed 5/14/2009 5/14/2009 SITE ACTIVITIES: Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 LUST LUST - Report Received Completed 10/29/2003 10/29/2003 LUST LUST - Report Received Completed 8/15/2002 8/15/2002 LUST LUST - Report Received Completed 8/15/2002 8/15/2002 LUST LUST - Report Received Completed 8/15/2002 8/15/2002 LUST LUST - Report Received Completed 8/15/2002 8/15/2002 LUST LUST - Report Received Completed 10/18/2005 10/18/2005 LUST LUST - Report Received Completed 6/3/2005 6/3/2005 LUST LUST - Report Received Completed 8/15/2002 8/15/2002 LUST LUST - Report Received Completed 5/3/2004 5/3/2004 LUST LUST - Report Received Completed 11/24/2009 11/24/2009 LUST LUST - Report Received Completed 7/12/2002 7/12/2002 LUST LUST - Report Received Completed 6/1/2010 6/1/2010 Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Benzene C C Petroleum-Gasoline C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Sunset Cars Cleanup Site ID: 11937 FS ID: 5366 Alternate Name(s): Pierotti Property, Sunset Cars, Vacant Property (Pierotti), Vacant Property Pierotti LOCATION: WRIA: 8 Lat/Long: 47.487 -122.194 View Vicinity Map Address: 330 Sunset Blvd N Township Range Section Legislative District: 37 Renton 98055 23N 5E 17 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 12544 SUNSET CARS Upland Independent Action Cleanup Started 629998 ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 10/26/2011 10/26/2011 Northwest Region CleanupSite Initial Investigation / Federal Preliminary Assessment Completed 11/7/2011 11/7/2011 Ecology Zouboulakis, Chris CleanupSite Early Notice Letter(s)Completed 8/6/2012 8/6/2012 Musa, Donna LUST LUST - Notification Completed 10/26/2011 10/26/2011 Northwest Region LUST LUST - Report Received Completed 12/19/2012 12/19/2012 LUST LUST - Report Received Completed 2/17/2012 2/17/2012 SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Benzene C Lead C Petroleum-Diesel C Petroleum-Gasoline C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Dennys Restaurant Cleanup Site ID: 12058 FS ID: 5970 Alternate Name(s): Denny's Restaurant, Dennys Restaurant, Dennys Restaurant Rainier Ave, RICHFIELD RAINIER SERVICE LOCATION: WRIA: 9 Lat/Long: 47.482 -122.217 View Vicinity Map Address: 144 RAINIER AVE S Township Range Section Legislative District: 37 RENTON 98057 23N 5E 18 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 12673 Denny's Restaurant Upland Voluntary Cleanup Program Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager LUST LUST - Notification Completed 12/31/2012 12/31/2012 Northwest Region LUST LUST - Report Received Completed 12/31/2012 12/31/2012 LUST LUST - Report Received Completed 12/31/2012 12/31/2012 LUST LUST - Report Received Completed 12/31/2012 12/31/2012 LUST LUST - Report Received Completed 8/9/2013 8/9/2013 VcpProject NW2677 VCP Receipt of Plan or Report Completed 12/31/2012 12/31/2012 Pederson, Carrie VcpProject NW2677 VCP Receipt of Plan or Report Completed 12/31/2012 12/31/2012 Pederson, Carrie VcpProject NW2677 VCP Receipt of Plan or Report Completed 12/31/2012 12/31/2012 Pederson, Carrie VcpProject NW2677 VCP Opinion on Site Cleanup Completed 1/15/2013 4/17/2013 Yang, Grant VcpProject NW2677 VCP Status Request Completed 8/9/2016 1/6/2017 Yang, Grant SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Benzene C C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Petroleum-Gasoline C C Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 KING COUNTY SITE ID:Tire Store Cleanup Site ID: 12364 FS ID: 24009 Alternate Name(s): Tire Store LOCATION: WRIA: 9 Lat/Long: 47.481 -122.210 View Vicinity Map Address: 205 LOGAN AVE S Township Range Section Legislative District: 37 RENTON 98057 23N 5E 18 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Northwest Site Manager: Northwest Region Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 13001 Tire Store Upland Independent Action Cleanup Started 641368 ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 5/20/2013 5/20/2013 Musa, Donna CleanupSite Initial Investigation / Federal Preliminary Assessment Completed 10/22/2013 10/22/2013 Ecology Musa, Donna CleanupSite Early Notice Letter(s)Completed 5/28/2014 5/28/2014 Musa, Donna SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Petroleum-Diesel C Petroleum-Other C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 1 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Cedar River Court Apartments Cleanup Site ID: 13142 FS ID: 12793 Alternate Name(s): Cedar River Court Apartments LOCATION: WRIA: 8 Lat/Long: 47.482 -122.204 View Vicinity Map Address: 130 MAIN AVE S Township Range Section Legislative District: 37 RENTON 98057 23N 5E 17 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Headquarters Site Manager: Maurer, Christopher Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 13836 Cedar River Court Apartments Upland Voluntary Cleanup Program Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager VcpProject NW3089 VCP Receipt of Plan or Report Completed 9/2/2016 9/2/2016 Fernandez, Sonia VcpProject NW3089 VCP Receipt of Plan or Report Completed 10/11/2016 10/11/2016 Fernandez, Sonia VcpProject NW3089 VCP Receipt of Plan or Report Completed 9/2/2016 9/2/2016 Fernandez, Sonia VcpProject NW3089 VCP Receipt of Plan or Report Completed 9/2/2016 9/2/2016 Fernandez, Sonia VcpProject NW3089 VCP Opinion on Site Cleanup In Process 9/2/2016 Maurer, Christopher SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Petroleum-Other C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 KING COUNTY SITE ID:Panther Lake Shopping Center Cleanup Site ID: 13256 FS ID: 17428 Alternate Name(s): Panther Lake Shopping Center LOCATION: WRIA: 9 Lat/Long: 47.416 -122.196 View Vicinity Map Address: 20610 108TH AVE SE Township Range Section Legislative District: 11 KENT 98031 22N 5E 5 Congressional District: 9 STATUS: Cleanup Started Rank: View Site Web Page View Site Documents Responsible Unit: Headquarters Site Manager: Maurer, Christopher Statute: MTCA Is Brownfield? Has Environmental Covenant? Is PSI Site? NFA Received? NFA Date: NFA Reason: cuID Cleanup Unit Name Unit Type Process Type Unit Status Size (Acres) ERTS ID 13966 Panther Lake Shopping Center Upland Voluntary Cleanup Program Cleanup Started ASSOCIATED CLEANUP UNIT(s) Applies to:Related ID (Unit-LUST-VCP) Activity Display Name Status Start Date End Date Legal Mechanism Performed By Project Manager CleanupSite Site Discovery/Release Report Received Completed 3/21/2017 3/21/2017 Fernandez, Sonia VcpProject NW3124 VCP Receipt of Plan or Report Completed 2/14/2017 2/14/2017 Fernandez, Sonia VcpProject NW3124 VCP Receipt of Plan or Report Completed 2/14/2017 2/14/2017 Fernandez, Sonia VcpProject NW3124 VCP Receipt of Plan or Report Completed 2/14/2017 2/14/2017 Fernandez, Sonia VcpProject NW3124 VCP Opinion on Remedial Investigation In Process 3/21/2017 Northwest Region SITE ACTIVITIES: Contaminant: Ground Water Surface Water Soil Sediment Air Bedrock Halogenated Solvents C Media:AFFECTED MEDIA & CONTAMINANTS: Key: B - Below Cleanup Level C - Confirmed Above Cleanup Level S - Suspected R - Remediated RA - Remediated-Above RB - Remediated-Below Toxics Cleanup Program Integrated Site Information System Page 1 of 2 Cleanup Site Details 3/8/2018 CleanupSiteDetails2014 Toxics Cleanup Program Integrated Site Information System Page 2 of 2 Cleanup Site Details 3/8/2018 RENTON WHPP UPDATE FEBRUARY 2019 APPENDIX D NOTIFICATION LETTERS DATE Address of local business or cleanup site (see Table 2 and Table D-1) Re: City of Renton Aquifer Protection Program To Whom It May Concern: The City of Renton has developed an updated Aquifer Protection Program Plan to help maintain drinking water quality for our city residents. The Plan is based on Washington Department of Health WAC 246-290-135(3) regulations. As part of the Plan, maps were prepared that show the areas around each city drinking water source where a chemical spill on the ground may cause contamination of the aquifer. These areas are Aquifer Protection Areas (APAs). The Plan also requires an inventory of potential sources of groundwater contamination within these APAs. The primary purpose of this letter is to notify you that your facility is located within one of our APAs. Since your business or the activities conducted at your facility may involve the use of chemicals (e.g., gasoline, underground storage tanks, hazardous materials, etc.), and the potential exists that a chemical spill from your facility may adversely impact the City drinking water supply, please notify the City of Renton immediately if a chemical spill occurs at your facility. All spills should be reported by dialing 911 and requesting that the City of Renton Fire Department and that Public Health Department for Seattle & King County be contacted. Thank you for assisting us in protecting our water supply and groundwater resources. If you have any questions, please contact me at (425) 430-7335. Sincerely, Katie Nolan Drinking Water Utility Civil Engineer City of Renton Table D‐1. WHPA Notification Mailing List for Active Sites of Potential Concern Map ID Facility Name Facility ID Address City State Zip Code 1 RENTON CITY CCTF 9776647 1715 SE MAPLE VALLEY HWY RENTON WA 98055‐3900 2 RENTON CITY WELL 9 43699751 1707 SE MAPLE VALLEY HWY RENTON WA 98055‐3900 3 Shag Cedar River Court Apartments (Cedar River Court Apartments)12793 130 MAIN AVE S RENTON WA 98057 4 RENTON CITY WELL 8 32747884 1703 SE MAPLE VALLEY HWY RENTON WA 98055‐3900 5 RENTON CITY WELL 1 2 3 65475594 1398 HOUSER WAY N RENTON WA 98056 6 Vacant (Tire Store)24009 205 LOGAN AVE S RENTON WA 98057 7 Pacific NW Bell Switching Station / CenturyLink (Qwest Corporation W00276)96588161 225 WILLIAMS AVE S RENTON WA 98055 8 Stoneway Concrete Renton 62244377 1915 SE MAPLE VALLEY HWY RENTON WA 98055 9 ABRA Auto Body & Glass (Taylors Auto Body)54887792 330 MAIN AVE S RENTON WA 98057 10 North American Refractories 82472985 1500 HOUSER WAY S RENTON WA 98055‐1566 11 SERVICE LINEN SUPPLY INC 12593698 903 S 4TH ST RENTON WA 98057‐0659 12 Shell (Arco 5207)17426998 401 PARK AVE N RENTON WA 98055 13 Renton School Dist 403 2066 1220 N 4TH ST RENTON WA 98055 14 Kennys Auto Rebuild Inc 46848442 618 Park Ave N Renton WA 98057 15 RENTON SOC 070728 77423621 549 GARDEN RENTON WA 98055‐1511 16 PACCAR PARTS NW DISTRIBUTING 82882955 502 HOUSER WAY N RENTON WA 98055‐1504 17 Kenworth Truck Research & Development 5276518 485 HOUSER WAY N RENTON WA 98055 18 PACCAR MIS 85953633 480 HOUSER WAY N RENTON WA 98057 19 PACIFIC CAR & FOUNDRY CO 2065 1400 N 4TH ST RENTON WA 98057 20 Boeing 5th & Park Building 85524291 500 PARK AVE N GARAGE BLDG 1013 & 1016 RENTON WA 98055 21 Kelly Moore Paint Co Inc Renton 2509959 350 Sunset Blvd N Ste C Renton WA 98057 22 Spirit Auto Center of Renton (Sunset Cars; Vacant Property (Pierotti))5366 330 Sunset Blvd N Renton WA 98055 23 Ero‐Dyne Aviation (SKY HARBOR AVIATION )63051958 300 AIRPORT WAY S RENTON WA 98055 24 Renton Airport 15436 243 Perimeter Rd W RENTON WA 98057 25 Vacant (SDS Partners)63618514 307 AIRPORT WAY RENTON WA 98057 26 Gudmundson Co Inc 62661325 102 LAKE AVE S RENTON WA 98055 27 Formula‐1 Fast Lube (INDY LUBE UST 6799; Formula One Service)96572525 100 RAINIER AVE S RENTON WA 98055‐2044 28 Vacant (Dennys Restaurant Rainier Ave)5970 144 RAINIER AVE S RENTON WA 98057 29 Gene Meyer Inc 44381644 225 RAINIER AVE S RENTON WA 98055 30 SUNSET RAINIER RENTON WALGREENS 88647696 299 RAINIER AVE S RENTON WA 98055 31 Safeway Store 1563 5763 200 S 3rd St Renton WA 98055 32 Hertz and Lyft Express Drive (Walkers Renton Subaru Used Cars)19684856 250 RAINIER AVE S RENTON WA 98057 33 SAFEWAY STORE 1563 FUEL CENTER 2859817 200 S 3RD ST STE A RENTON WA 98055 34 SAFEWAY Fuel Renton 99291269 103 S 3RD ST RENTON WA 98055 35 RENTON BP 16258354 300 320 RAINIER AVE S RENTON WA 98055 36 Renton Cleaning Center 5888526 364 RENTON CTR WAY SW RENTON WA 98055 37 Fred Meyer Fuel Center No. 459 20819 405/431 Rainier Avenue South Renton WA 98057 38 Verizon Wireless Renton Center 2302487 450 SHATTUCK AVE S RENTON WA 98055 39 Latin Market (Renton Clinic Assoc)94731533 215 S 4TH PL KENT WA 98042‐0000 40 Salon de Belleza (Scott Drycleaners)62912812 201 S 4TH PL RENTON WA 98055 41 BURNETT PARK 9006005 502 BURNETT AVE S RENTON WA 98055 42 Car Pros Chrysler Jeep Dodge Ram (Lithia Dodge Chrysler Jeep)7826317 585 RAINIER AVE S RENTON WA 98055 43 Brown Bear (RENTON 1, Brown Bear Car Wash 2422)27778869 621 & 641 RAINIER AVE S RENTON WA 98055‐2410 44 PSE GRADY WAY RENTON COMPLEX PARCEL 3 86541135 915 S GRADY WAY RENTON WA 98055 45 Renton Coil Spring Co. (LTS Trucking, Castagno Brothers)71914167 423 S 7TH ST RENTON WA 98055 46 BROWN BEAR CAR WASH 99851765 800 GRADY WAY S RENTON WA 98055‐2943 47 Bankers Auto Rebuild & Towing 18577466 405 S 7TH ST RENTON WA 98055 48 Arco 5902 47138342 710 S GRADY WAY RENTON WA 98055 49 PSE GRADY WAY RENTON COMPLEX PARCEL 2 21349929 915 S GRADY WAY RENTON WA 98055 50 Kenworth Truck R&D 9167239 790 GARDEN AVE N RENTON WA 98055 51 PSE Boeing Renton #2 Substation 13138 704 Logan Ave N Renton WA 98057 52 KENWORTH TRUCK CO RENTON 13289817 1601 N 8TH ST RENTON WA 98057 53 Car Wash Enterprises CWE Renton 4474679 77 RAINIER AVE S RENTON WA 98055 54 King Cnty Solid Waste Div Renton Tran 62379615 3021 NE 4TH ST RENTON WA 98056 Table D‐1. WHPA Notification Mailing List for Active Sites of Potential Concern Renton WHPP Update Table D‐1. WHPA Notification Mailing List for Active Sites of Potential Concern Map ID Facility Name Facility ID Address City State Zip Code 55 King County Dept of Transportation ‐ 155 Monroe Ave NE 21295 Renton Transfer Station Renton WA 56 KING CNTY DPW RENTON FACILITY 32954817 155 MONROE AVE NE RENTON WA 98056‐4101 57 KING CO REGIONAL COMM AND EMERGENCY COORD CTR 24298 3511 NE 2ND ST RENTON WA 98056 58 Fred Meyer Stores Inc Renton 12107 365 Renton Center Way SW Renton WA 98057 59 Fred Meyer UST 7842 (SEARS ROEBUCK & CO UST 7842)60178828 359 RENTON CENTER WAY SW RENTON WA 98055‐2393 60 Wal Mart 2516 37352136 743 RAINIER AVE S RENTON WA 98055 61 Vacant (Sound Ford)58499353 750 RAINIER AVE S RENTON WA 98055 62 Mini Mart/ Mobil Gas Station (USA MINI MART 115)94569877 765 RAINIER AVE S RENTON WA 98055 63 Texaco Station 632320402 3238112 509 S GRADY WAY RENTON WA 98055 64 Walkers Renton MAZDA 18869255 200 S GRADY WAY RENTON WA 98055 65 CHEVRON 99114 77287947 301 S GRADY WAY RENTON WA 98055 66 Renton Village Cleaners (Renton Village Dry Cleaners)4484368 601 S Grady Way Renton WA 98057 67 Rite Aid #5201 20396 601 S Grady Way Ste P Renton WA 98057 68 Allied Battery Co Inc Renton 5884609 55 SW 12TH RENTON WA 98108 69 AIRTOUCH CELLULAR SOUTH CENTER 71676937 15 S GRADY WAY RENTON WA 98055 70 Puhich Dry Cleaners 5971 319 Main Ave S Renton WA 98057 71 MAPLEWOOD MAINTENANCE SHOP 64293294 4000 MAPLE VALLEY HWY RENTON WA 98058‐2871 72 RENTON CITY WATER DEPT 75784645 4030 MAPLE VALLEY HWY RENTON WA 98058‐2874 73 VERIZON WIRELESS WARE MAPLEWOOD 19828 15214 149TH AVE SE RENTON WA 98058 74 KING COUNTY PARKS 34837919 3005 NE 4TH RENTON WA 98056 75 RENTON HIGHLANDS LANDFILL 2128 NE 3RD ST & NE 4TH ST RENTON WA 98056 76 King Cnty DOT Road Services Div 41149477 155 MONROE AVE NE BLDG P G F RENTON WA 98056‐4199 77 FAIRWOOD GOLF & COUNTRY CLUB 43989944 17124 151TH AVE SE RENTON WA 98058‐8508 78 RENTON CITY SPRING BROOK SPRINGS 76461781 5750 TALBOT RD S RENTON WA 98056 79 Panther Lake Shopping Center 17428 20610 108TH AVE SE KENT WA 98031 80 Rite Aid #5189 7155 20518 108th Ave SE Kent WA 98031 81 Allied Waste Service Kent 1247957 12403 SE 202ND PL KENT WA 98031 82 SOOS CREEK WATER & SEWER DISTRICT 24788111 12700 SE 198TH ST RENTON WA 98058‐1039 83 Kennydale Chevron 74465899 1419 N 30TH ST RENTON WA 98056 84 KENNYDALE FUEL 3538 1616 NE 30TH ST RENTON WA 98056 85 Shell Station 120646 48271835 1410 N 30TH ST RENTON WA 98056 Notes: Facility names in parentheses indicates that a site was visited during the windshield survey and it has a different name from the FSID facility name (which is in parentheses). Facility names with no parentheses in their entry use the FSID facility name. Table D‐1. WHPA Notification Mailing List for Active Sites of Potential Concern Renton WHPP Update DATE Department of Ecology Northwest Regional Office 3190 160th Ave SE Bellevue, WA 98008-5452 Re: City of Renton Wellhead Protection Plan Dear Department of Ecology: The City of Renton has developed a Wellhead Protection Plan (which is referred to as the Aquifer Protection Program Plan in City materials) to help maintain the drinking water quality for our city residents. The Plan is based on Washington Department of Health WAC 246-290-135(3) regulations. As part of the Plan, maps were prepared that show the areas around each city drinking water source where a chemical spill on the ground may cause contamination of the aquifer. These areas are Wellhead Protection Areas (WHPAs). The enclosed map depicts the WHPA boundary, source wells, and identified potential contaminant sources. Also enclosed is a table (Table D-1) providing the facility ID, name and location for each potential contaminant source. Please review the map and use it as a reference when inspecting and permitting the storage, use, and disposal of hazardous material within our WHPAs. Please note that the City of Renton has sent notices to each of these properties informing them of their location within the WHPA boundary. The City has also sent similar letters to businesses with land uses that could potentially contaminate groundwater quality. Thank you for your attention in this matter. If you have any questions or would like a copy of the wellhead protection plan, please contact me at (425) 430-7335. Sincerely, Katie Nolan Drinking Water Utility Civil Engineer City of Renton DATE Police Chief VanValey Renton Police Department 1055 South Grady Way Renton, Washington 98057 Re: City of Renton Aquifer Protection Plan Dear Chief VanValey: The City of Renton has developed an updated Aquifer Protection Program Plan to help maintain the drinking water quality for our city residents. The Plan is based on Washington Department of Health WAC 246-290-135(3) regulations. As part of the Plan, maps were prepared that show the areas around each city drinking water source where a chemical spill on the ground may cause contamination of the aquifer. These areas are Aquifer Protection Areas (APAs). As part of this Plan, the city must provide wellhead protection information to agencies responsible for incident/spill response procedures. It is important that you are aware of where potential contaminant releases could adversely impact the quality of our community’s drinking water supply. A map of the APAs and adjacent transportation routes is enclosed for your review. An acknowledgement of receipt of this information or a response from your office as part of our aquifer protection plan documentation would be appreciated. We ask that you review the enclosed copy of the City’s current spill response plan so appropriate procedures are followed and necessary coordination occurs in the event of a spill or contaminant release. Thank you for your attention in this matter. If you have any questions or would like a copy of the aquifer protection plan, please contact me at (425) 430-7335. Sincerely, Katie Nolan Drinking Water Utility Civil Engineer City of Renton DATE Renton Regional Fire Authority 1055 S Grady Way 7th Floor Renton, Washington 98057 Re: City of Renton Aquifer Protection Plan Dear Renton Regional Fire Authority Commissioners: The City of Renton has developed an updated Aquifer Protection Program Plan to help maintain the drinking water quality for our city residents. The Plan is based on Washington Department of Health WAC 246-290-135(3) regulations. As part of the Plan, maps were prepared that show the areas around each city drinking water source where a chemical spill on the ground may cause contamination of the aquifer. These areas are Aquifer Protection Areas (APAs). As part of this Plan, the City must provide wellhead protection information to agencies responsible for incident/spill response procedures. It is important that you are aware of where potential contaminant releases could adversely impact the quality of our community’s drinking water supply. A map of the APAs and adjacent transportation routes is enclosed for your review. An acknowledgement of receipt of this information or a response from your office as part of our wellhead protection plan documentation would be appreciated. We ask that you review the enclosed copy of the City’s current spill response plan so appropriate procedures are followed and necessary coordination occurs in the event of a spill or contaminant release. Thank you for your attention in this matter. If you have any questions or would like a copy of the wellhead protection plan, please contact me at (425) 430-7335. Sincerely, Katie Nolan Drinking Water Utility Civil Engineer City of Renton APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 Appendix L-2 WELLHEAD PROTECTION AREAS AND SEPTIC SYSTEMS MAP APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 Appendix M WATER RECLAMATION EVALUATION CHECKLIST For questions, call Kristina Westbrook, King County Reclaimed Water Program Manager at (206) 296‐5279 www.kingcounty.gov/reclaimedwater Revised 12/12/2011 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:_______________________________ Date: ____________________________________________ PWS ID#__________________________________________ Contact: ________________________________________ 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): 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 The information requested is unknown or not available. Additional Comments: ____________________________________________________________  Other (choose one): Attached 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 The information requested is unknown or not available. Additional Comments: ____________________________________________________________ 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. 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) Yes, 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: __________________________________________________________________ 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): 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: __________________________________________________________________ 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: __________________________________________________________________ Water Rights Mitigation (choose one): Yes, 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: __________________________________________________________________ Potential Areas of Environmental Need (choose one): Yes, 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: __________________________________________________________________ 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). Yes, local legislation exists in our area in support of reclaimed water use. The following relevant legislation is attached (please list titles of documents): ________________________________________________________________________________________ ________________________________________________________________________________________ No 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). Describe if applicable: ________________________________________________________________________________________ ________________________________________________________________________________________ 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 water1 Is this a Potential Reclaimed Water Customer? 1 See Washington State Reclamation and Reuse Standards, September 1997, Section 1, Articles 1‐5 for allowable uses of reclaimed water. http://www.ecy.wa.gov/PROGRAMS/WQ/reclaim/standards.html APPENDICES | LONG-RANGE WASTEWATER MANAGEMENT PLAN | CITY OF RENTON FINAL | JULY 2022 Appendix N APPROVED GRINDER PUMP STATIONS FOR SINGLE FAMILY RESIDENCES CityofRentonWastewaterUtilityApprovedPrivate GrinderPumpStationsandForceMainsforSingleFamilyResidences ThefollowinggrinderpumppackagesystemsareapprovedbytheCityofRenton’sWastewaterUtilityforuseinsingle familyresidences.Anygrinderpumppackages,otherthanthoselistedbelow,shallbesubmittedtothe WastewaterUtilityforreviewandapprovalpriortoinstallation.ManufacturerGrinderPackageSystemLocalContacts•E/ONEEXTREMEDHSeriesCorrectEquipmentGordon&Assoc.•LibertyPumps2400-Series425-228-5555H.D.FowlerCo.•BarnesEc0TRANSystem425-654-8800Installationofagrinderpumppackageshallbeoutsideofthebuildingfootprint,within5feetofthefoundationandperthemanufacturesguidelines.Allgrinderpumppackagestationsshallbehard-wiredintothebuildingselectricalsystem.Electricalconnectionsviaaplugintoanelectricaloutletarenotapproved.Allgrinderpump packagestationsshallhaveaminimumstoragecapacityof50gallons.Privateforcemainsshallbe1.25-inchor1.5-inchnominaldiameterSDR21PVC,Schedule40PVC(200psi),SDR11HDPEpolypipeorotherapprovedmaterial.Privateforcemainswith pipejointsshallbetestedat150psiinaccordancewithASTMF2164,“StandardPracticeforFieldLeakTestingofPolyethylene(PE)PressurePipingSystemsUsingHydrostaticPressure”.Atestwillbeconsideredafailureifthepressuredropsbymorethan5psiin1hours.PrivateForceMainPressureTestingProcedure1.Filllineslowlywithwater.2.Expelairfromsystemduringfillingandbeforeapplyingtestpressure.3.Applytestpressureandallowsystemtostandwithoutmakeuppressurefor2to3hourstoallowforexpansionofpipe.4.Applyspecifiedtestpressurefor1hours.5.PressuretestshallbewitnessedbyaCityofRentonrepresentative. E/ONEEXTREME =/i%J)C,i77=LE1©J/©2JGeneralFeaturesThemodelDHO71orDRO71grinderpumpstationisacompleteunitthatincludes:thegrinderpump,checkvalve,HDPE(highdensitypolyethylene)tank,controls,andalarmpanel.AsingleDHO71orDRO71isapopularchoiceforone,averagesingle-familyhomeandcanalsobeusedforuptotwoaveragesingle-familyhomeswherecodesallowandwithconsentofthefactory.•Ratedforflowsof700gpd(2650lpd)•70gallons(265liters)ofcapacity•Indoororoutdoorinstallation•Standardoutdoorheights rangefrom61inchesto160inchesTheDHO71isthe“hardwired,”or“wired,”modelwhere acableconnectsthemotorcontrolstothelevelcontrolsthroughwatertightpenetrations.TheDR071isthe“radiofrequencyidentification”(REID),or“wireless,”modelthatuseswirelesstechnologytocommunicatebetweenthelevelcontrolsandthemotorcontrols.OperationalInformationMotor1hp,1,725rpm,hightorque,capacitorstart,thermallyprotected,120/240V,60Hz,1phaseInletConnections4-inchinletgrommetstandardforDWVpipe.Otherinletconfigurationsavailablefromthefactory.DischargeConnectionsPumpdischarge terminatesin1.25-inchNPTfemalethread.Caneasilybeadaptedto 1.25-inchPVCpipe oranyothermaterialrequiredbylocalcodes.Discharge15gpmat0psig(0.95Ipsat0m)11gpmat40psig(0.69Ipsat28m)7.8gpmat80psig(0.49Ipsat56m)AccessoriesE/OnerequiresthattheUni-Lateral,E/One’sownstainlesssteelcheckvalve,beinstalledbetweenthegrinderpumpstationandthestreetmainforaddedPatentNumbers:5,752,315protectionagainstbackflow.5,562,254 5,439,180Alarmpanelsareavailablewithavarietyofoptions,frombasicmonitoringtoadvancednoticeofservice requirements.TheRemoteSentryisidealforinstallationswherethealarmpanel maybehiddenfromview.NAOO5OPO1RevC DISCHARGE1-1/4FPTOPTIONS:ElDHO71ElDRO71(HARDWIREDLEVEL.CONTROLS)(WIRELESSLEVELCONTROLS)HDPETANKDUALWALL.CORRUGATED70GALLONCAPACITYCONCRETEBALLASTMAYBE REQUIREDSEEINSTALLATIONINSTRUCTIONFORDETAILSNOTE:DIMENSIONSAREFORREFONLY[•J11#1MODELDHO71/DRO71DETAILSHEETNAOO5OPO2FIELDJOINTREQUIREDFORMODELSDHO71-129/DRO71-129&DHO71-160/DRO71-160GASKETEDLID.HDPEELECTRICALQUICKDISCONNECTNEMA6P(EQD)STRAINRELIEFCORDCONNECTORPROTECTIVECABLESHROUD(HDPE)QUICKPOWER/ALARMCABLE12-6W/GND.DISCONNECTASSY.(304s.s.)5.5.CASTBALLVALVEE/ONEEQUALIZERINTERNALWELLVENT2.ODIA.INLET,GROMMETTOACCEPT4.5OO.D.PVCPIPE(STANDARD).DUSTCOVERSUPPLIEDFORSHIPMENT(NOTSUITABLEFORBURIAL)1-1/cDISCHARGE LINE(304s.s.)41.6in1057mmTODISCHARGECHECK VALVE(NORYL)ANTI-SIPHONVALVE(N0RYL)29.5DIAin749mmSEMI-POSITIVEDISPLACEMENTTYPEPUMP.EACHDIRECTLYDRIVENBYA1HPMOTOR OPTIONS:EIDHO71-61EIDRO71-61INLET;EPDMGROIAETFOR4DWVPIPE(STANDARD)0(HARDWIREDLEVELCONTROLS)(WIRELESSLEVELCONTROLS)ADCAH07/12/07B1/16DRBYCHK’DDATEISSUESCALESEWERSYSTEMSMODELDHO71-61/DRO71-61NAOO5OPODISCHARGE:1-1/4FEMALEPIPETHREAD029.5CONCRETEBALLASTMAYBEREQUIREDSEEINSTALLATIONINSTRUCTIONSFORDETAILSNOTE:DIMENSIONSAREFORREFONLY OPTIONS:DDHO71-74DDRO71-74CONCRETEBALLASTMAYBEREQUIREDSEEINSTALLATIONINSTRUCTIONSFORDETAILS(HARDWIREDLEVELCONTROLS)(WIRELESSLEVELCONTROLS)DIScHARGE:1-1/4FEMALEPIPETHREADULET:EPC’MGROLIETFOR029.54DWVPIPE(sTARD)NOTE:DIMENSIONSAREFORREFONLY DHO7116OLEVELCONTROLS)DDROll160LEVELCONTROLS)GRADEMUSTSLOPEAWAYFROMSTATION-3/SflSTAINLESSSTEELHARDWARE-FIELDASSEMBLE-(16PLACES)SIKATAPE-FIELDLOCATE-DETAIL,FIELDJOINTINLET:EPDMGROMMETFOR1DWVPIPE(STANDARD)SEEINSTALLATIONINSTRUCTIONSFORFURTHERDETAILSCONCRETEBALLASTMAYBEREQUIREDSEEINSTALLATIONINSTRUCTIONSFORDETAILSNOTE:DIMENSIONSAREFORREF0// CONCRETEBALLASTMAYBE REQUIREDSEEINSTALLATIONINSTRUCTIONSFORDETAILSNOTE:DIMENSIONSAREFORREFONLY0ADCAH07/13/07B1/16DRBYCHIQDDATEISSIESCALESEWERSYSTEMSMODELDHO71-158/DRO71-158(HARDWIREDOPTIONS:DD[1071-18LEVEL CONTROLS)(WIRELESSElDR071—18LEVEL CONTROLS)-GRADEI4USTSLOPEAWAYFROI.4STATIONIr&/,fIMIT:EPtGRO€TDISCHARGE:IFOP4DWV1-1/4FEMALE029.5IPIPE(sTAARD)PIPEUIPEADNAOO5OPO9 OPTIONS:EIDHO71-129/EIDRO71-129AWAYFROMSTATION(HARDWIREDLEVELCONTROLS)(WIRELESSLEVELCONTROLS)3/8STAI&ESSSTEELHARDWARE-FIELDASSEkFI_E-(16PLACES)•SIKATAPE-FELDLOCATE-DETAIL,FIELDJOINTSEEINSTALLATIONINSTRUCTIONSFORFURTHERDETAILSCONCRETEBALLASTMAYBEREQUIREDSEEINSTALLATIONINSTRUCTIONSFORDETAILSNOTE:DIMENSIONSAREFORREFONLYADCAH07/13/07B1/16DRBYCHK’DDATEISSUESCALEBEWERBY8TEMSMODELDHO71-129/DRO71-129SDISCHARGE:1-1/4FEMALEPIPETI-EEAD029.5LET:EPOMGRO€TFOR4DWVPIPE(STACARD)NAOO5OPO8 CONCRETEBALLASTMAYBEREQUIREDSEEINSTALLATIONINSTRUCTIONSFORDETAILSNOTE:DIMENSIONSAREFORREFDISCHARGE:1-1/4FEMALEPIPE1WEAD-029.5LET:EPOMGROTFOR4DWVPIPE(STAARD)OPTIONS:DDHO71-124ElDR071-124(HARDWIREDLEVELCONTROLS)(WIRELESSLEVELCONTROLS)0SNAOO5OPO7 OPTIONS:EIDHO71-9)EIDRO71-9)(HARDWIREDLEVEL CONTROLS)(wIRELEssLEVELCONTROLS)GRADE MUSTSLOPEAWAYFROMSTATIONDISCHARGE:1-1/4FEMALEPIPEIL.Et:EPDL4GROI.ETFORTHREAD•.029.54DWVPIPE(STAt’ARD)CONCRETEBALLASTMAYBEREQUIREDSEEINSTALLATIONINSTRUCTIONSFORDETAILSSNOTE:DIMENSIONSAREFORREFONLY LIBERTYPUMPS ‘jjjjI1AvailableHeights48”60”7284OmnivoreGnndersAvailablewithI.SGorLSCXSerles(2-Stage)Grinders04inlethubwithseal 1T243648or657Dnct’orgeDeDth4860.12o84Ta’kFelqhtOtisI.nIPrernountedSeeChartBeoGalvanizedguiderailsstandard.Forstainless steelrailsadd“S’tomodel number.Example:2472LSG24-SForsteelcoveroptionadd“-SC”suffixtomodel number.Example:(steel)2472LSG24-SCDimensionalDataTopViewr.7/i(24’28\j-SideViewPerformanceCurves:LitersPerMinute4netHubandSealProededNotAtlachedon60.72od84Systerrs(Mountedat18’on48TailSyllernI)I1AicIrr’,floatP’emorntodSocChartB&owOnNctPr,n,c.otedSeeChartScowF(otlevelsoreocijustoblepe,-ircltdedinstructionsFactor,’setcontrol levels2400-SeriesOfflevel9.5”(42cm)13”(33cm)13”(33cm)13”(33cm)OnLevel16.5(41.9cm)27’(69cm)31”(79cm)33(84cm)AlannLevel21”(79cm)33(86cm)37”(94cm)37’(102cm)VolumeperPumpCycle13.5gal.(51liters)31gal.(117liters)39gal.(148liters)43gal.(163liters)TotalBasinCapacity94gal.(356liters)118gal.(447liters)141gal.(534liters)165gal.(625liters)ISpecatioassubjecttowitJiout!1jI Patent SeewwwIibertypumps.com/patentsPOWDERCOATEDTOUGHH •2hp,heavy-dutymotor—oilfilled,thermallyprotected•Upperandlowerballbearings•One-pieceuni-bodycastironhousing•300SeriesSSRotorShaft•316Stainlesssteelimpeller•Dualseals—Upper sealisunitizeddurablesiliconcarbide.LowersealisVitondouble-lip.(Lowersealensuresthatalldebrisiskeptawayfrommainseal)•MotorwindingsinsulatedtoClassB(130CC)•AdvancedVSlicecuttingsystemmadeofhardened440stainlesssteel—RockwellC58•Horizontal 1-1/4”FNPTDischarge•Backvanesonimpellerandspiraledbottomplateforsuperiorsolidsclearing•Allstainlesssteelfasteners•Clog-freevolutedesign•Designedformaximumheatdissipationandcoolmotoroperatingtemperatures•Solidstatestartingcircuit-nomechanicalrelaycoil•25’powercordwithQuick-Disconnect•Piggybackplugwithwideanglefloat(onautomaticmodel)eliminatesneedforexpensivepanelVitonisaregistered trademarkofDuPontDowElastomersLLC.V-Slice®TechnologySuperiorcuttingsystemprovidesimprovedshreddingperformanceoverradialcutters.V-patternprovidesupto108alternatedcutsperrevolution.Entirecuttingsystemmadeof440stainlesssteelhardenedto58Rc.-Recessedcutterbolteliminateswadding7’IiiTi1A‘-.7’IiI!LqIFeatures:‘liii?f/Exclusioncleanout slotsandbackreliefclearsdebrisfromundercutterPatent:SeewwwIibertypumps.com/patents Stainlesssteelclaspforlift-outchain—44055cutterplatespiraledforsolidsclearing—.44055rotarycutterInternalstartlruncapacitorsonsinglephasemodels.“-C”modelshaveexternalcapsandrequireacontrolpanelWideanglefloatwithpiggy-backplug300SeriesSSRotorShaftRobust motorplate—1-114”NPTDischargeImprovedclog-freevolutedesignIII.Dependablesolidstatestartingcircuit-LargestainlesssteelhandlewithrubbergripQuick-disconnectpowercord(singlephaseonly)2hpmotor__________________Uniqueone-pieceunibodycastingILe316SSimpeller LSG2O0-SeriesSpecificationsLitersPerMinute03876114151189zç—----s•CastIronconstruction•Single1-114”guiderailpipedesign•Autoalignmentfeature(GR2OworksonlywithLSG-Seriespumps)•UpperrailsupportbracketLibe,iyPumps•7000AppIeTreeAvenue•Bergen,NewYork14416Phone800-543-2550Fax(585)494-18391101009080P.7050x50I—4030201000 10c@sModelLSG2O2ALSG2O2MLSG2O2M-CLSG203MLSG2O4MLSG2O5M20 3040GallonsPerMinuteHPVolts2208-2302208-2302208-2302208/2302440-4802575AutomaticModelTurn-On15”Turn-Off8”(adjustable)Phase333AmpsLocked RotorAmpsSpeed(RPM)60 15533450601553345060155334506010.662345060 5.3313450604.9313450Discharge1—1/41-1/4’1-1/4’1-1/4”1—1/4”1—1/4”Singlephasemodelsarethermallyprotected.3-phasemodelsrequireaproperlysizedcontrolpanel.Maximumfluidtemperature140°FSwitchWeightYes86No84No84No84No84No84LSG2O2MandLSG2O2Afeatureinternalcapacitorsanddonotrequireaseparatecontrol panelforoperation.LSG2O2M-Cfeaturesexternalcapacitors,requiringapanelwithappropriatelysizedstartandruncapacitors.Options forLSG2O2M-C:External CapGrinderModelDescriptionKOOl316Start/RunCapacitorKit(forretrofitinexistingpanels)SXHC24=3SimplexNEMA4XPanelwithstart/mncapacitorsAE24HC=3DuplexNEMA4XPanelwithstart/runcapacitorsForcompletepanelspecifications,seeSXorAE-seriesliterature.25’cordstandardonallmodels.LSG2O2M-Cfeatures35’cordstandard.GR2OGuideRailBase(GR2Ooptionsoldseparately)Specifications aresubjecttochangewithoutnotice.Copyright©LibertyPumps,Inc.2017Allrightsreserved.LLIT3200R03117 L)f’JP-rLrdslPSeriesThtPanels-(Optional)IPcontrolpanelsincorporatethelatestprogrammablepumpfeaturesthroughasimple,easy-to-usetouchpadontheinnerdoor.Nowpump programmingandsystemmonitoringiseasierthanever.Features:•NEMA4Xweatherproofenclosureforindoor?outdoormounting•Float-lesslevelsensoriscompactandeliminatesmultiplewide-anglefloatsforcontrollingpump•Redundant“ALARM”floatincludedforaddedsecurity•Innerpaneldoorprovidesincreasedsafety•Easy-to-usetouchpadforprogrammingpump on/offlevelsandalarmlevelininchesorcentimeters•Separatecontrolandalarmfuses• Digitaldisplayboardforsystemmonitoring•Alarmbeaconandhornprovideaudio/visualwarningofalarmcondition•Test/Normal/Silenceswitch•Auxiliarycontacts•PanelisfieldconvertibleforeitherdemanddoseortimeddoseapplicationsForthe completeIP-Seriesspecifications,SeeIP-Seriesliteraturesheet.SX-SeriesPanels-(Standard)Providereliablealternatingoperationwithstandardfeaturesthatinclude:•HOASwitch•NEMA 4Xenclosure•CircuitBreaker•VisualandAudiblealarm•Pumprunindicatorlight•Auxiliarycontacts•ThreelevelcontrolfloatsForthecompleteSX-Seriesspecifications,SeeSX-Seriesliteraturesheet.11II•1)SXH24=3ControlPanelwithAJarmIncludedAINOTE:Too,xlertheIP-Seriespaneloption,add“-IP”suffixtothesystemmodelnumber.Example:2472LSG24-lP Models2448LSG2022448LSG202-S2448LSG202-S-SC2448LSG202-SC2448LSGX2022448LSGX202-S2448LSGX202-S-SC2448LSGX202-SC2460LSG202-C(-24,or-36)2460LSG203(-24or-36)2460LSG204(-24or-36)2460LSG205(-24or-36)2460LSGX202(-24or-36)2460LSGX202-C(-24or-36)2460LSGX203(-24or-36)2460LSGX204(-24or-36)2460LSGX205(-24or-36)2472LSG202(-24,-36or-48)2472LSG202-C(-24,-36or-48)2472LSG203(-24,-36or-48)2472LSG204(-24,-36or-48)2472LSG205(-24,-36or-48)2472LSGX202(-24,-36or-48)2472LSGX202-C(-24,-36or-48)2472LSGX203(-24,-36 or-48)2472LSGX204(-24,-36or-48)2472LSGX205(-24,-36 or-48)208/230208/230208/230208/230208-230208-230208-230208-230208/230208/230440-480575208-230208-230208/230440-480575208/230208/230208/230440-480575208-230208-230208/230440-4805751220lbs.1220lbs.1230lbs.1226lbs.1229lbs.1229lbs.1239lbs.1239lbs.1237lbs.SXH24=31238lbs.SXHC24=33242lbs.3242lbs.3242lbs.1243lbs.1244lbs.3249lbs.3249lbs.3249lbs.NANANANANANANANAIPS-24HIPS-24HCIPS-54-161IPS-24HIPS-24HCIPS-34-511IPS-34-171IPS-54-161Volts2448—24”x48”basin(Dischargedepthis12”fromtopofbasin)StandardPanel(Optional)PanelPhaseWgt.SX-SeneslP-SeriesALM-2WALM-2WALM-2WALM-2WALM-2WALM=2WALM-2WALM-2W2460—24”x60”basin(Dischargedepthisavailablein24”or36”fromtopofbasin.Add-24 or -36tomodelwhenordering)2460LSG202(-24or-36)208/2301230lbs.SXH24=3IPS-24N2460LSG202-A(-24or-36)208/2301231lbs.ALM-2WNA1231lbs.SXHC243IPS-24HC3235lbs.SX34=3-511IPS-34-5113235lbs.SX34=3-171IPS-34-1713235lbs.SX54=3-161IPS-54-1611236lbs.SXH24=3IPS-24H1237lbs.SXHC24=3IPS-24HC3242lbs.SX34=3-511IPS-34-5113242lbs.SX34=3-171IPS-34-1713242lbs.SX54=3-161IPS-54-1612472—24”x72basin(Dischargedepthisavailablein24”, 36”or48”fromtopofbasin.Add-24,-36 or-48tomodel whenordering)2400-SeriesSimplexModels24”diameterfiberglassbasinavailableinheightsof48”,60”,72”and84”.AvailablewithstandardSX-SeriescontrolpanelorupgradetothenewIP-SeriesIntelligent Panel.SystemslistedtotherightareshippedwithastandardSX-Seriescontrolpanel.ToupgradetoanIP-Seriespaneladd“-IP”suffixtotheabovemodelnumber.SeeSX-SeriesorIP-Seriesliteratureforcompletespecifications.fibertypurnpsSX34=3-511IPS-34-511SX34=3-171IPS-34-171SX54=3-161SXH24=3SXHC24=3SX34=3-511SX34=3-171SX54=3-1 612484—24”x84’basin(Dischargedepthisavailablein24”. 36”,48”or60”fromtopofbasin.Add-24, -36,-48 or-60tomodel when ordering2484LSG202(-24,-36,-48or-60)2484LSG202-C(-24,-36,-48or-60)2484LSG203(-24,-36,-48or-60)2484LSG204(-24,-36,-48or-60)2484LSG205(-24,-36,-48or-60)2484LSGX202(-24,-36,-48or-60)2484LSGX202-C(-24,-36,-48or-60)2484LSGX203(-24,-36,-48or-60)2484LSGX204(-24,-36,-48or-60)2484LSGX205(-24,-36,-48or-60)208/230208/230208/230440-480575208-230208-230208/230440-4805751258lbs.1265lbs.3269lbs.3269lbs.3269lbs.1264lbs.1265lbs.3270lbs.3270lbs.3270lbs.SXH24=3SXI-tC24=3SX34=3-511SX34=3-171SX54=3-161SXH24=3SXHC24=3SX34=3-511SX34=3-171SX54=3-161IPS-24HIPS-24HCIPS-34-511IPS-34-171IPS-54-161IPS-24HIPS-24HCIPS-34-511IPS-34-171IPS-54-161UberlyPumps•7000AppleTheeAvenue•Bergen,NewYork14416Phone800-543-2550Fax(585)494-1839Specifications are sub]ecttochangewithoutnotice. Copyright@LibertyPumps,Inc.2012Allrightsreserved.LLIT6700-R06/12 BARNES FT%VSTEMEcoTRANTMSystemwww.cranepumps.comEcoTRANTMSystemSpecifications:____BASINEngineeredPolypropyleneCopolymer,2-piececonstruction, factoryassembledwithpreformedcorrosionresistantrebarinstalled. IncludesPODforpumpsupportandorientationRISERHDPE18”Dia.(457mm)corrugateddrainpipe,day-of-installationadjustmentsetsbasindepth[limit9ft.6inches(2.9m)tobottomofbasin]DISCHARGEOUTLET1-1/4”NPTFlexible,stainlesssteel.Connectstoabasinmountedbronzetankreceiver.INLET3positions,4”(Sch40/80orSDR35)FlexibleInletFlange(ForFieldInstallation)COVERRock-ShapedPolyethyleneCover,interlockingwithRiserAdapter,ventedorunvented.Keyedlockincluded.Loadratingof150lbpersqft.ALARM BOXModell500AlarmPanel,NEMA4XNon-metallicEnclosurewithKeyedLock,AlarmLight,AlarmHornw/PushButton,PumpandAlarmCircuitBreakersDIRECTBURIALCABLE....12/5TypeTC,STOOW RoundU.L.Listed.30ft (9m)lengthstandardMOVEABLEDISCHARGEFITTINGwiCHECKVALVE:(RemovedwithPump)HousingPowderCoated CastIronDiaphragmFiberReinforcedNeopreneFlapperFiberReinforcedNitrileSize1-1/4”FullPortValveSeatBronzeBALLVALVEToggleactuatedviapolypropyleneharnessfromtopside,removablewithoutbasinentryMaterialBronze,withStainlessSteelball&stem,andTeflonseatsSize1-1/4”FullPortLIFTINGHARNESS1/8”x3/4”Polypropylene(POD).1/2”Dia.Polypropylene(PUMP)Breakingstrength3750lbs.HARDWARE300SeriesStainlessSteelLEVELCONTROLESPS—EnvironmentallysealedpressureswitchwithCPVChousing,Nitrilediaphragm,Custommoldedquickconnectforsealingandstrainrelief.ANTI-SIPHONIntegraltocastironmotorhousing.FlapperFiberReinforcedNitrileSeatValoxwithstainlesssteelrivetPUMPOGP2O22CE(Std),240Volt,1PhaseOPTIONSDirectBurialCablelengths,RockCover VentedorFloodPlain, Depth,OGVF2O22CEPump,Model1550AlarmPanelw/Generator ReceptacleEcoTRANTMSystemForusewithOGPandOGVpumps,11/4NPTVented52”74”DepthVented76”-114”DepthFloodPlain52”-74”DepthFloodPlain76”-114”DepthThisproductmaybecoveredbyoneormoreofthefollowingpatentsandotherpatent(s)pending:USPatent7,357,341&USPatent7,578,657BARNESLRI6567NSF 46CERTIFIEDTONSFIANSI46LISTEDBASINASSEMBLYE1515642N87ULI951CRANEPUMPS&SYSTEMSSECTIONECOPAGE1DATE10/09ACraneCo.CompanyUSA:(937)778-8947Canada:(905)457-6223.International:(937)615-3598 CCLI)LI)0C ESYSTEMEcoTRANTMSystemwww.cranepumps.comEc0TRANTMSystem1.Depth52-74(13m-i.8rn)Vented76”-114”(1.9m-2.9m)Vented52”-74”(t3m-1.8m)FloodPlain76”-114”(1.9m-2.9m)FloodPlain2.PumpType(240VIIPhase)2HP0GP2022CE(STD.)2HPOGVF2O22CE3.DirectBurialCableLength30Feet(STD.)50Feet100Feet4.RockCoverOptions(SelectOne)SandstoneFloodPlain,Sandstone5.AlarmBoxOptionsModel1500wlAlarmLight,Horn,SilenceButton&CircuitBreakerModel1550,includes1500features,PlusGeneratorReceptacleandAutomaticTransferSwitchNOTES!1.Unitshippedboxedcompleteincluding BasinPackage,Pump,LevelControlandAlarmBox(Risershippedseparately).2.Riserdepthcanbeshortenedinthefieldduringinstallation.3.Allmovingpartsandsealsserviceablefromgroundlevelwithoutentryintothebasin.CRANEPUMPS&SYSTEMSSECTIONECO_________________DATE12/08ACraneCo.CompanyUSA:(937)778-8947Canada:(905)457-6223.International:(937)615-3598 BAF1NEwww.cranepumps.comModelOGP2O22CERecessedVortex,CompactSeriesForEcoTRANSystemSubmersibleGrinderPumpsSpecifications:DISCHARGE1¼’,Bolt-onMoveableLIQUIDTEMPERATURE104°F(40°C)ContinuousVOLUTECastIronASTMA-48,Class30MOTORHOUSINGCastIronASTMA-48,Class30SEALPLATECastIronASTMA-48,Class30IMPELLERS:Design12Vane,Vortex,WithPumpOutVanesOnBackSide.DynamicallyBalanced,ISOG6.3.Material85-5-5-5BronzeIMPELLERSPACER300SeriesStainlessSteelSHREDDINGRINGHardened440CStainlessSteelRockwell®C-55.CUTTERHardened440CStainlessSteel,Rockwell®C-55.SHAFT416StainlessSteelSQUARERINGSBuna-NHARDWARE300SeriesStainlessSteelPAINTAirDryEnamel.SEAL:DesignSingleMechanicalMaterialRotatingFaces-Silicon-CarbideStationaryFaces-Silicon-CarbideElastomer-Buna-NHardware-300SeriesStainlessCORDENTRY15ft.(4.5m)Std.Cord.CustomMoldedQuickConnect,forSealingandStrainRelief(Suppliedwithstation)CORDAutomaticCSNULApproved12/5TypeSOWUPPERBEARING:DesignSingleRow,AngularcontactBallLubricationOilLoadRadial&ThrustLOWERBEARING:DesignSingleRow,AngularcontactBallLubricationOilLoadRadial&ThrustMOTOR:DesignNEMAL-SinglePhaseTorque Curve,Oil-Filled,SquirrelCageInductionInsulationClassFSINGLEPHASECapacitorStart/CapacitorRunSUPPORTPLATEFiberglassCHECKVALVEBodyCastIronASTMA-48,Class30SeatBronzeASTMC836FlapFiberReinforcedBunaLEVELCONTROLSUPPLIEDINPACKAGESYSTEMModelESPS-150e,EnvironmentallysealedpressureswitchwithCPVChousing,Bunadiaphragm,Custommolded quickconnectforsealingandstrainreliefPUMPS&SYSTEMSThisproductmaybecoveredbyoneormoreofthefollowingpatentsandotherpatent(s)pending:USPatent7,357,341SiInbWistiwatw£.hPiAidMIi}f?/f1SW(X1IDiMfl=IIIUt)GRINDERPUMPSDESCRIPTION:CSA108-FileNo.LR16567,UL778THEGRINDERPUMPISDESIGNEDTOREDUCEDOMESTICSEWAGETOAFINELYGROUNDSLURRYSECTIONAPAGE5DATE10109Series:OGP2O22CE2HP,3450RPM, 60HzNEACraneCo.CompanyUSA:(937)778-8947•Canada:(905)457-6223International:(937)615-3598 ModelOGP2O22CERecessedVortexForAutomaticLevelControlBARNwww.cranepumps.comSubmersibleGrinderPumpsinches(mm)MODELNOPARTNOHP VOLTIPHHz RPM NEMAFULLLOCKED CORDCORDCORDO.D.(Nom)STARTLOADROTORSIZE TYPE±.02(.5)CODEAMPS AMPSin(mm)OGP2O22CE*1199692240/1603450H16.553.812/5SOW.71(18)(*)ESPSLevelControlSuppliedinPackageSystemIMPORTANT!1.)PUMPMAYBEOPERATED“DRY”FOREXTENDEDPERIODSWITHOUTDAMAGETOMOTORAND/ORSEALS.2.)THISPUMPISAPPROPRIATEFOR THOSEAPPLICATIONSSPECIFIEDASCLASSIDIVISIONIIHAZARDOUS LOCATIONS.3.)THISPUMPISNOTAPPROPRIATEFORTHOSEAPPLICATIONSSPECIFIEDASCLASSIDIVISIONIHAZARDOUS LOCATIONS.4.)INSTALLATIONSSUCHASDECORATIVEFOUNTAINSORWATERFEATURESPROVIDEDFORVISUALENJOYMENTMUSTBEINSTALLEDINACCORDANCEWITHTHENATIONALELECTRICCODEANSI/NFPA7O AND/ORTHEAUTHORITYHAVINGJURISDICTION.THISPUMPISNOT INTENDEDFOR USEINSWIMMINGPOOLS,RECREATIONALWATER PARKS, ORINSTALLATIONSINWHICHHUMANCONTACTWITHPUMPEDMEDIAISACOMMONOCCURRENCE.]PUMPS&SYSTEMSACraneCo.CompanyUSA:(937)778-8947Canada:(905)457-6223International:(937)615-3598SECTIONPAGEDATEA612/08 BARNS’P1TSTEMIwww.cranepumps.comModelOGP2O22CEPerformanceCurve2HP,3450RPM,60HzSubmersibleGrinderPumpsEh4.......ZZ.V119969U.S.GALLONS————510152025 30PERMINUTELITERSPERSECONDIII11.52Performancecurveincludesimpactofintegralanti-siphonandcheckvalve.Testingisperformedwithwater, specificgravity1.0@68°F@(20°C),otherfluidsmayvaryperformance.CRAJPUMPS&SYSTEMSSECTIONAPAGE7DATE6/05TOTALMETERSHEADFEETinches(mm)—20017550——15040—-12530——1007520——5010——25ACraneCo.CompanyUSA:(937)778-8947Canada:(905)457-6223International:(937)615-3598 BARNESP1TmRSTEWrwww.cranepumps.comAlarmIDisconnectPanel1500Series,SimplexforAutomaticPumpsSpecifications:ListedbyUnderwritersLaboratories,simplex pumpalarmpanelusedwiththeEcoTRANSystem,UltraCAP2BasinPackages,oranyotherstationusingapumpwithaautomaticlevelcontrol.Model 1500PIN:116742•90 db AlarmHornwithpushbuttonsilenceHighWaterAlarmLight•25Amppumpcircuitbreakerand10Ampalarmcircuitbreaker•NEMA4XEnclosure•Non-MetallicEnclosure•Padlockablelatch(s)•240VoltsinglephaseserviceControlPanelsIL?JLJModel:1500AlarmlDisconnectPanel:PIN:116742______Model:1500S1JJflC1(Ij”FileNo.E241592Model:1550•:;IFileNo.LR142177SECTIONCPAGE7DATE1106WARNINGLOCKOUTELECTRICALSERVICETOTHISENCLOSuREREPOSEOPENINGDOORORSERVICING EQUIPMENTBNRJMPRModel1550P/N:111666Includesthesamebasestandard features asthe1500seriesAlsoIncudes:•Generatorreceptaclewithautomatic transferswitch•NEMAcodeL14-30PFlangedLockingReceptacle•125/250Volt,3Pole,4Wire•25Amppumpcircuitbreakerand3AmpalarmcircuitbreakerOPTIONALEQUIPMENT30Ft.GeneratorConnectionCord,12/4SOWcordwith NEMAL14-30RLockingConnector,FactoryInstalledandTestedP/N:119962XCModel: 1550Alarm/DisconnectPanelwithGeneratorReceptacle:P/N:111666L14-30RPUMPS&SYSTEMSACraneCo.CompanyUSA:(937)778-8947Canada:(905)457-6223•International:(937)615-3598 4 :3 2 4,I 1 A NOS: 1.PANEL GROUND TERIENAL MUST BE CONNECTED TO EARTh GROUND. 2.FACTORY WIRING IS SHOWN FIELD WIRING IS SHOWN 3.COMPLETE ELECTRICAL ASSEMBLY WILL BE CONSTRUCTED AND LABELED TO CONFORM TO UNDER1MRITERS LABORATORIES (U.L508A) PROCEDURES. CONNECTION DIAGRAM FOR CP&S i1P742 CONTROL PANEL INCOMING puwo PtRP POWERS CONPCTIONS ALARM SWITCH IE—WIRE COLORS FUR DIRECT BURIAL STYLE CABLES ARE IN PARENTHESIS C A D C •(5.00) (5.36) -I (0.31)MOUNTING HOLES B 0 Ii D C B AMP PUMP POWER CIRCUIT 23EV —1PH(2 WIRE) CR2—la AMP RATINGS 2HP 0 24EV 18,0 ‘L.A. THIS DRAWING IS APPROVED FOR TITLE CAGE NO THIS PRINT IS AND CONTAINS PROPRIETARY INFORMATION OWNED UNCONTROLLED DISTRIBUTION EXCLUSIVELY BY CRANE PUMPS &SYSTEMS,INC.THIS RESTRICTION INCLUDES.PAN EL,ALARM,1500 SER ES 96046 EUT IS NOT LIMITED TO THE CONDITION THAT THIS PRINT WILL ONLY BE USED AS A RESULT OF BARNES CONSTANT PRODUCT IMPROVEMENT AS A RECORD ORTO IDENTIFY OR INSPECT PARTS OR FOR OTHER PROGRAM,PRODUCT CHANGES MAY OCCUR.AS SUCH,BARNES INFORMATION PURPOSES.AND WILL NOT BE USED TO MANUFACTURE OR RESERVES ThE RIGHT TO CHANGE PRODUCT WITHOUT PRIOR UWG NO REV PROCURE THE MANUFACTURE OF ThE PANTS SHOWN IN THIS PRINT BY ANY WRI1TEN NOTIFICATION OTHER SOURCE THAN CRANE PUMPS &SYSTEMS,INC.CD1 16742 D I c RA N E 1 PUMPS &SYSTEMS 4 + 2 ciCupITr3ILi,SDU,r.Ii TmYSTEMSLevelControlsESPS-150ewww.cranepumps.comForuseinEc0TRANSystemAccessoriesSpecifications:HOUSINGChlorinatedPolyvinylChloride (CPVC)DIAPHRAGMSBunaNTEMPERATURERATING140F(60CC)ContinuousPRESSURESWITCHSnapActingDiaphragmSWITCHRATING:Automatic18A@240VoltAC,1PhaseTHERMALCUTOUT:SWITCHBimetallic,SnapActing,Auto-ResetMOUNTINGInConjunctionwiththeEcoTRANPODSIMPLEXAUTOMATIC:TwoSwitchesOn/Off, HighWaterAlarm,SolidStateRelayCORDTypeSOW-8ft.(2.4m),15ft.(4.6m),Automatic14/5DESCRIPTION:Diaphragmpressureswitches,hermeticallysealedwithinaprotectiveCPVCcasing.Thermalprotectionprovidedbyautomaticresetting,heat-sensingthermal cutoutswitch.PressureSwitchesterminateintoBarnes®exclusivecustommoldedquickconnectorplugforsealingandstrainrelief.ESPSLevelControlsESPS-150eP/N:119068Thisproductmaybecoveredbyoneormoreofthefollowingpatentsand otherpatent(s)pending:USPatent7,578657II.tImwMEMBERCRANEPUMPS&SYSTEMSFileNo.E242537SECTIONFPAGE24ADATE10/09ACraneCo.CompanyUSA:(937)778-8947•Canada:(905)457-6223International:(937)615-3598 LevelControlsESPS-i50eForuseinEc0TRANSystemAccessoriesBARNESES’SURTEMSwww.cranepumps.com18.00(457)10.00(254)PUMPRATINGS:2I-IP@240V18.0F.L.A.inches(mm)MODELNUMBERDESCRIPTIONPART NUMBERCONTACTSCABLEESPS-150eAutomatic119068-MNormallyOpen14/5SOWj[iiAIi]PUMPS&SYSTEMSACraneCo.CompanyUSA:(937)778-8947Canada:(905)457-6223•International:(937)615-359829.63(753)ALARM32.00(813)III25.00(635)2.23(56.6)TANKROUOMSERVICESUPPLYPANELCB1-25AMP4PUMPPOWERCIRCUIT230V-1PH(2WIRE)ALARMLIGHTEc0TRANWIRINGDIAGRAMSECTIONFPAGE24BDATE1/06