Document Kennewick_doc_353ccf507c

2014 GENERAL SEWER PLAN UPDATE June 2015 Prepared by J-U-B ENGINEERS, Inc. 2810 W. Clearwater Ave. Ste. 201 Kennewick, WA 99336 ---PAGE BREAK--- ---PAGE BREAK--- List of Commonly Used Abbreviations EXECUTIVE SUMMARY 1 ES-1 Purpose 1 ES-2 Planning Boundaries 1 ES-3 Collection System Summary 2 ES-4 Capital Improvement Plan Summary 3 ES-5 Budgeting CIP 4 ES-6 Acknowledgements 5 Chapter 1 – Introduction 1-1 1.1 Background 1-1 1.2 Study Scope 1-1 1.3 System Overview 1-3 Chapter 2 – Planning Information 2-1 2.1 Planning Area 2-1 2.2 Service Area 2-1 2.2.1 Onsite Sewer Systems 2-1 2.3 Service Area Characteristics 2-6 2.3.1 Topography 2-6 2.3.2 Climate 2-6 2.3.3 Geology 2-6 2.3.4 Soils 2-7 2.4 Irrigation Districts 2-7 2.5 Domestic Water System 2-8 2.5.1 Sources of Supply 2-8 2.5.2 Distribution System 2-8 2.5.3 Storage System 2-11 2.5.4 Domestic Water’s Influence on Wastewater Flows 2-11 2.6 Water Reclamation and Reuse 2-12 2.7 Zoning/Land Use 2-12 2.8 FEMA Floodway 2-16 2.9 Service Area Agreements 2-16 2.9.1 1977 Agreement with City of Richland 2-16 2.9.2 1994 Agreement with City of Richland 2-16 2.9.3 1999 Agreement with City of Richland 2-16 2.10 Service Area Policies 2-16 2.10.1 User Charges and Sewer Utility Fees 2-17 2.11 Growth Management Act Compliance 2-20 2.12 Population 2-21 Chapter 3 – Flow and Load Analysis 3-1 3.1 Introduction 3-1 3.2 Summary of Flow Contributions and Sources 3-4 3.3 Industrial Flows 3-4 ---PAGE BREAK--- 3.4 Water Treatment Plant Backflush 3-5 3.5 Infiltration and Inflow 3-5 3.5.1 Non-Excessive Infiltration 3-6 3.5.2 Non-Excessive Inflow 3-6 3.5.3 Infiltration and Inflow Measures 3-6 Chapter 4 – Performance and Design Criteria 4-1 4.1 City Standard Specifications and Standard Drawings 4-1 4.2 Collection System Design Criteria 4-1 4.3 Discharge Standards 4-3 Chapter 5 – Wastewater Treatment 5-1 5.1 Facilities Plan 5-1 5.2 Satellite MBR Reclamation Plant 5-1 5.2.1 Location 5-1 5.2.2 Typical Satellite MBR Reclamation Plant Components 5-1 5.2.3 Biosolids Management Options 5-2 5.2.4 Effluent Discharge Options 5-2 5.2.5 Permitting Requirements 5-3 5.2.6 Phasing 5-3 5.2.7 Cost Estimate 5-3 Chapter 6 – Collection System 6-1 6.1 Introduction 6-1 6.2 Existing System Model 6-1 6.2.1 6-1 6.2.2 System Layer 6-2 6.2.3 Flow Generation Layer 6-3 6.2.4 Calibration 6-6 6.3 Existing Model Analysis 6-7 6.3.1 Existing Model Analysis 6-7 6.4 Committed Model 6-8 6.4.1 6-8 6.4.2 Committed Model System Layer 6-9 6.4.3 Committed Model Flow Generation Layer 6-10 6.4.4 Committed Model Analysis 6-11 6.5 Master Plan Model 6-13 6.5.1 Master Plan Model Analysis 6-13 6.5.2 Assessment of Master Plan Model Results 6-15 6.6 Phasing Plan 6-17 6.6.1 Union Street Collector 6-18 6.6.2 Zintel Canyon Interceptor 6-18 6.6.3 Amon Lift Station 6-18 6.6.4 Clearwater Interceptor 6-19 6.6.5 Columbia Drive Interceptor 6-19 6.7 Renewals and Replacements 6-19 ---PAGE BREAK--- 6.8 Lift Stations 6-19 6.8.1 Description of Existing Facilities 6-19 Station No. 2 – 29th Avenue and Everett Place 6-21 Station No. 3 – 32nd Avenue and Ione Street 6-22 Station No. 4 – 16th Avenue and Dayton Place 6-23 Station No. 5 – Clover Island 6-24 Station No. 7 – Kent Place and Klamath Avenue 6-25 Station No. 8 – Dayton Street and Entiat Avenue 6-26 Station No. 9 – Arrowhead Avenue and Jefferson Street 6-27 Station No. 10 – Bonnie Avenue and Belfair 6-28 Station No. 11 – 3rd Avenue and Oak Street 6-29 Station No. 12 – Canyon Avenue 6-30 Station No. 13 – 23rd Avenue and Gum Street 6-31 Station No. 15 – Amon Wasteway 6-32 Station No. 16 – Leslie Road 6-33 Station No. 17 – Columbia Park East 6-34 Station No. 18 – Columbia Park West 6-35 6.8.2 Proposed Improvements and Future Replacement Schedule 6-36 Chapter 7 – Capital Improvement 7-1 7.1 CIP Overview 7-1 7.2 CIP Projects 7-2 7.3 Budgeting CIP 7-3 Chapter 8 – Financial Plan 8-1 8.1 Introduction 8-1 8.2 Overview of City’s Revenue Requirements and Method of Accumulating Costs 8-1 8.3 Projection of Rate Revenues 8-2 8.4 Projection of Miscellaneous Revenues 8-3 8.5 Projection of Operations and Maintenance Expenses 8-3 8.6 Tax Payments 8-4 8.7 Projection of Capital Improvement Projects Funded from Rate Revenues 8-4 8.8 Projection of Debt Service Payments 8-6 8.9 Debt Service Coverage Ratios 8-6 8.10 Recommendations on Rates 8-7 8.11 Rate Evaluation Based on Funding Level 8-7 Chapter 9 – Operations Program 9-1 9.1 Organized Structure 9-1 9.2 Wastewater Maintenance and Operations Considerations 9-3 9.2.1 Cleaning and Flushing 9-4 9.2.2 Treatment of Roots 9-5 9.2.3 Grease Removal 9-6 9.2.4 Pretreatment Program 9-7 9.2.5 Biosolids Monitoring 9-8 9.2.6 Wastewater Treatment Plant Operations 9-9 ---PAGE BREAK--- 9.2.7 Wastewater NPDES Monitoring 9-10 9.2.8 Television Inspection 9-11 9.2.9 Flow Monitoring 9-11 9.2.10 Minor Collection System Repairs 9-12 9.2.11 Major Collection System Repairs 9-12 9.2.12 Maintain Operating Equipment 9-12 9.2.13 Protective Coatings 9-14 9.2.14 Routine Maintenance 9-14 9.2.15 Record Keeping 9-14 9.2.16 Safety Training and Compliance 9-15 9.2.17 Public Relations 9-15 9.2.18 Provide Capital Resources for Equipment and Pipeline Replacement 9-15 9.3 Staffing Requirements 9-16 Chapter 10 10-18 Chapter 10 – Pretreatment 10-1 10.1 Sewer Use Ordinances 10-1 10.2 Industrial Pretreatment Program 10-1 10.2.1 Summary 10-1 10.2.2 Administration 10-2 10.3 Grease Collection and Disposal 10-2 10.3.1 Grease Characteristics 10-3 10.3.2 Grease in Wastewater Collection Systems 10-3 10.3.3 Grease at the Wastewater Treatment Plant 10-3 10.3.4 Sources of FOG 10-4 10.3.5 FOG Collection Devices 10-4 10.3.6 Grease Disposal Options 10-6 10.3.7 Recycle Program 10-6 10.3.8 FOG Waste Management 10-6 10.3.9 Public Information Campaign 10-7 Works Cited ---PAGE BREAK--- Appendices Appendix A – Figures A1 Existing System A2 Sewer Basins A3 Existing Model – Update to Existing Model A4 Existing Model – Depth over Diameter A5 Existing Model – Reserve Capacity A6 Committed System A7 Committed Model – Depth over Diameter A8 Committed Model – Reserve Capacity A9 Master Plan Pipe Sizes A10 Master Plan Model – Master Plan Trunk Depth A11 Master Plan Model – Depth over Diameter A12 Master Plan Model – Reserve Capacity A13 CIP Summary Map Appendix B – Data Compiled for Use in Model Development Appendix C – Model Assumptions Appendix D – Model Calibration Appendix E – System Issues Appendix F – Existing Model Results Appendix G – Committed Model Results Appendix H – Master Plan Model Results Appendix I – CIP Packets Appendix J – Environmental Checklist and Determination of Non-Significance Appendix K – 2014 Renewals and Replacements List Appendix L – Agreements Appendix M – Standard Specifications for Sanitary Sewer Appendix N – WDOE Review Comments Appendix O – Financial Projection Exhibits Figures Figure 2-1 – Service Area Boundaries 2-4 Figure 2-2 – Onsite Septic Sewer Service Boundaries 2-5 Figure 2-3 – Irrigation Districts 2-9 Figure 2-4 – Water and Sewer Mainlines 2-10 Figure 2-5 – Land Use 2-14 Figure 2-6 – FEMA Flood Map 2-15 Figure 8-1 – Revenue Requirement Methodology 8-2 Figure 9-1 – Public Works Water and Sewer Organizational Chart 9-2 ---PAGE BREAK--- Tables Table ES-1 – CIP Projects 3 Table ES-2 – CIP Cost Summary 5 Table 1-1 – Existing Collection System Pipes 1-4 Table 1-2 – Sewage Pumping Stations 1-5 Table 2-1 – Climatological Data 2-6 Table 2-2 – Water System Reservoirs 2-11 Table 2-3 – Land Use Analysis 2-13 Table 2-4 – User Fees 2-18 Table 2-5 – Connection Fee Charges 2-19 Table 2-6 – Population Projections 2-21 Table 3-1 – Average Day Flows - Existing and Projected for 2034 3-1 Table 3-2 – Existing Flows and Loads Summary 3-2 Table 3-3 – Projected Flow and Load Summary for Year 2034 3-3 Table 3-4 – Wastewater Sources and Estimated Flow Contribution 3-4 Table 4-1 – Collection System Planning Criteria 4-1 Table 6-1 – Existing Lift Stations 6-3 Table 6-2 – Existing Model Land Use Types 6-4 Table 6-3 – Unit Flows 6-5 Table 6-4 – Existing Model Issues 6-7 Table 6-5 – Existing Model Lift Station Summary 6-8 Table 6-6 – Future Pipe Design Parameters 6-9 Table 6-7 – Committed Model Issues 6-12 Table 6-8 – Committed Model Lift Station Summary 6-13 Table 6-9 – Master Plan Model Issues 6-15 Table 6-10 – Existing Lift Stations 6-20 Table 6-11 – Lift Station Rehabilitation/Replacement Expectations 6-37 Table 7-1 – CIP Projects 7-2 Table 7-2 – CIP Cost Summary 7-3 Table 8-1 – Summary of Sewer Capital Improvement Projects 8-5 Table 8-2 – Summary of Projected Debt Service Coverage Ratios for Sewer Utility 8-7 Table 9-1 – Staffing Comparison 9-16 Table 9-2 – WWTP Staffing - Manhours 9-17 Table 10-1 – Sources of FOG 10-4 Note: Tables 8-3, 8-4, and 8-5 are located in Appendix O ---PAGE BREAK--- List of Commonly Used Abbreviations AC Acre BFHD Benton Franklin Health District CFS Cubic Foot per Second CIP Capital Improvement Plan d/D Depth Over Diameter DU Dwelling Unit ERU Equivalent Residential Unit FEMA Flood & Emergency Management Agency FOG Fats, Oils, & Grease FT Feet GIS Geographical Information System GMA Growth Management Act GPAD Gallons Per Acre per Day GPDU Gallons Per Dwelling Unit GPM Gallons Per Minute GPS Global Positioning System HP Horsepower I&I Infiltration and/or Inflow IN Inches J-U-B J-U-B ENGINEERS, Inc. KMC Kennewick Municipal Code LS Lift Station MH Manhole MHID Manhole Identification Number MGD Million Gallons per Day ROW Right-of-Way SHPO State of Washington Historical Preservation Office UGA Urban Growth Area USGS United States Geologic Survey WAC Washington Administrative Code WDOH Washington State Department of Health WDOE Washington State Department of Ecology WWTP Wastewater Treatment Plant ---PAGE BREAK--- EXECUTIVE SUMMARYES-1Purpose In accordance with WAC 173-240-020(7), the City of Kennewick (City) maintains a General Sewer Plan which has been reviewed and approved by the Washington State Department of Ecology (WDOE). Long term planning should be reviewed and periodically updated to incorporate changes in population, land use, and regulations. It is recommended that updates occur at 5-10 year intervals. The last comprehensive General Sewer Plan for the City was completed in 2006. The City has experienced significant growth since then and much of the 2006 plan needs updating. The City authorized J-U-B ENGINEERS, Inc. to undertake a General Sewer Plan Update in 2013/2014. The major goals of the 2014 General Sewer Plan Update are as follows:  Update the hydraulic model of the sewer collection system to assess the existing conditions (current flows), near-term conditions (areas the City has committed to serve that may be developed soon), and long-term conditions (areas beyond the current City limits to the expected Master Plan service boundary)  Identify limitations in the existing collection system and necessary improvements to maintain an appropriate level of service  Evaluate the feasibility of a satellite wastewater treatment plant in terms of mitigating sewer collection system improvements  Establish a comprehensive Capital Improvement Plan (CIP) with particular emphasis on the next 5 to 10 years  Incorporate the CIP from the 2014 Wastewater Treatment Plant (WWTP) Facilities Plan  Identify strategies to provide sewer service to those areas currently served with onsite sewer systems  Update the collection system master plan to serve the expected Master Plan service boundary. ES-2Planning This General Sewer Plan evaluates the hydraulic capacity of all of the existing sewer pipes that are 10-inches and larger in diameter. The pipes are evaluated not only on existing flow conditions, but the expected flow conditions when the entire Urban Growth Boundary is completely developed. Any existing pipes that were identified as needing to be upsized upon buildout of the UGA, were further evaluated to serve a 50-year boundary – with the goal in mind that any pipes constructed today will have the capacity to function properly through the end of their design life. Similarly, any new pipe extensions were also sized to serve the 50-year boundary. The planning boundaries are depicted in Figure ES-1. ---PAGE BREAK--- Figure ES-1 – Planning Boundaries ES-3Collection System Summary The City’s public collection system has expanded from an initial series of pipelines serving the old downtown Kennewick area to a system containing over 272 miles of gravity pipelines and 15 pumping stations providing public sewer service to a residential population of 76,410. The total area that can be provided with public sewer service totals 20,047 acres or over 31 square miles. The total linear feet of sewer pipelines within the City’s public collection system has more than tripled over the past 30 years. The existing wastewater collection system consists of gravity pipelines ranging in size from 6 inches in diameter up to 36 inches in diameter. Overall, the existing collection system is in good condition and will have adequate capacity to convey current flows through master plan flows as the CIP is implemented. This is evidenced by the relatively few capacity issues within the existing system compared to necessary upgrades to accommodate growth beyond the City’s current service limits. The hydraulic model used in this analysis was created based on land use and zoning conditions at the time of the study, both of which will change over time. Since the models are based on these parameters, it is critical to keep them updated over time to reflect up-to-date conditions. The General Sewer Plan will therefore require periodic updates to remain a current, accurate, and applicable tool in future evaluations. As part of this ongoing maintenance, the Wastewater Utility currently plans to update the Master Plan Model every five years with the assistance of a consultant. Updates may be implemented more frequently if there are significant changes to land use, impact area, collection system, or the rate of development. ---PAGE BREAK--- ES-4Capital Improvement Plan Summary The CIP identifies and describes the improvements necessary to provide service to the future wastewater service area at a suitable level of service and reserve capacity. It also provides an approximate timeline for implementation of these projects. Table ES-1 lists the CIP projects with recommended action. Figure A13 shows the location and type of each project in the CIP. Appendix I contains a project summary and associated capital cost for each CIP project. Projects are categorized as follows:  Capacity Projects: Required to relieve insufficient hydraulic capacity of existing pipes in the near future  System Expansion: Required to serve new areas within the UGA  Rehabilitation/Replacement: Required to maintain the integrity of the existing system  Master Plan Extensions: Required to expand service to new area outside of UGA  WWTP Improvements: As identified by the 2014 WWTP Facilities Plan Table ES-1 – CIP Projects ID Description/System Name Recommend Action Capital Cost Timeframe Ongoing 0-5 Years 5-10 Years 10-20 Years As needed with growth Capacity Projects – Address existing piping issues based on growth within the UGA C.1 Union Street Collector Pipe replacement $252,000 X C.2 Clearwater Interceptor Pipe replacement/parallel relief pipe $10,898,000 X C.3 Columbia Drive Interceptor Pipe replacement $1,477,000 X C.4 Phase 1 – Amon Lift Station Upgrade Increase Pumping Capacity $1,118,000 X System Expansion – Collection system improvements to serve growth within the UGA S.1 Coyote Canyon Interceptor & I-82 Utility Crossing for UGA West Basin Construction as required with growth $1,714,000 X S.2 Canyon Interceptor & I-82 Utility Crossing for UGA East Basin Collection system expansion to extend utility service $1,622,000 X S.3a New Zintel Canyon Interceptor – 10th Ave to Ely St Construction as required with growth $5,009,000 X S.3b New Zintel Canyon Interceptor – Ely St. to Hildebrand Blvd Construction as required with growth $2,045,000 X S.4 Zintel Canyon Dam Interceptor Construction as required with growth $2,901,000 X ---PAGE BREAK--- ID Description/System Name Recommend Action Capital Cost Timeframe Ongoing 0-5 Years 5-10 Years 10-20 Years As needed with growth Rehabilitation and Replacement Projects – To maintain existing system integrity RR.1 23rd & Gum Lift Station Abandon existing lift station and construct new submersible style lift station $317,000 X RR.2 32nd & Ione Lift Station Abandon existing lift station and construct new submersible style lift station $317,000 X RR.3 Bonnie & Belfair Abandon existing lift station and construct new submersible style lift station $317,000 X RR.4 Annual System Rehabilitation / Replacement On-going system replacement/rehabilitation for sewer mains identified by in- house committee $325,000/yr, 2015 & 2016 $500,000/yr starting 2017 X Master Plan Extensions – Interceptors – To expand service outside the UGA E.1 Proposed UGA Expansion Area – East Basin Collection System Construction as required with growth $2,545,000 X E.2 Proposed UGA Expansion Area – West Basin Collection System Collection system expansion to extend utility service $1,158,000 X E.3 US 395 East Basin Collection System Construction as required with growth $2,550,000 X Master Plan Extensions – Lift Stations – To serve expanded service area outside the UGA LS.1 Phase 2 – Amon Lift Station Upgrade Construction as required with Growth $1,831,000 X WWTP Improvements – See WWTP Facilities Plan for details WWTP.1 Phase 1 $4,000,000 X WWTP.2 Phase 2 $27,300,000 X WWTP.3 Phase 3 $21,900,000 X WWTP.4 Phase 4 $10,400,000 X All capital costs are in 2014 dollars. Projects only include pipes 10-inches in diameter or larger. ES-5Budgeting CIP Projects The CIP recommends a total of approximately $121 million be spent in capital improvements to the Wastewater Utility over the next 20 years. Improvements proposed include those necessary to accommodate growth within the planning area and those which will be required by the utility, irrespective of growth, in continuing to provide a safe, reliable, and cost-effective public sewer system. Those improvements which are directly related to growth will ---PAGE BREAK--- generally be financed by developers with some cost sharing by the City. The extent of the City’s participation would be determined on a case-by-case basis as development occurs. The costs associated with each CIP project were grouped by time and are summarized in Table ES-2. Refer to Appendix I for a detailed breakdown of each project. The timeframes listed are intended to begin in 2015-2016 since 2013-2014 is underway and projects have already been established for this year. For 2015-2016, the Wastewater Utility has budgeted $325,000 per year for replacement/rehabilitation projects. The additional CIP costs identified herein for lift station replacement/rehabilitation should be reviewed and integrated as budget permits. If this work is not completed in the 0-5 year timeframe, the work should be carried forward into the 5-10-year timeframe. Table ES-2 – CIP Cost Summary CIP Project Timeframe 20-YR Capital Cost 0 – 5 Years $39,380,000 5 – 10 Years $25,835,000 10 – 20 Years $33,021,000 As Needed with Growth $10,485,000 Totals $109,321,000 All capital costs are in 2014 dollars. ES-6Acknowledgements Many people were extremely helpful in providing documentation, information, and input throughout the course of this project. We wish, however, to especially thank the City of Kennewick’s Wastewater Utility staff who contributed to this report: Gary Deardorff, Pat Everham, Chris Espinoza, Wade Bonds, Dustin Gerlach and Bob Bepple were instrumental in collecting data, presenting improvement ideas, evaluating alternatives, expressing system concerns, and giving timely, pointed feedback. We would also like to thank Anthony Muai from the Planning Department who took time to provide planning data as well as give us feedback on specific areas of the Plan. This assistance is gratefully acknowledged. ---PAGE BREAK--- Introduction CHAPTER 1 ---PAGE BREAK--- Chapter 1 – Introduction 1.1Background The City of Kennewick (City) has experienced several accelerated growth rates over the past 60 years in the form of residential housing developments as well as commercial development. For the period from 1995 through 2005, the Wastewater utility experienced an average annual increase of 3% for single family service connections and 2% for commercial connections. Due to this rapid growth, the General Sewer Plan previously completed by HDR Engineers in 1996 was updated by the City and J-U-B ENGINEERS, Inc. (J-U-B) in 2006 to provide more detailed sewer master planning for the City. The 2006 revision also updated the existing collection system model with pipes and manholes for areas of new construction. The land use and flow generation layers of the previous Hydra model were also reevaluated for the study area through additional flow monitoring and calibration. In 2008, the model was updated to evaluate more aggressive growth rates in the Southridge Area. Since 2008, the City has been aggressively implementing capital infrastructure projects in the Southridge Area which has spurred residential and commercial development in this area. Subsequently, several of the CIP projects from the 2006 Plan have been or are currently being constructed by the City including: WWTP Influent Screening, WWTP Intermediate Clarifier, Biosolids Removal Project, Beech Street Interceptor, Southridge Area Interceptor, and rehabilitation/replacement projects. In the 2012, the City evaluated an expansion of the Urban Growth Area (UGA) for industrial growth south of the Southridge Area. This expansion of the UGA has been approved, but is currently being appealed. This area has been assumed to be a portion of the existing UGA boundary for the purposes of this study. 1.2Study Scope Since the last General Sewer Plan was completed nearly ten years ago and, the City authorized J-U-B to undertake a General Sewer Plan Update in 2013/2014. The City also authorized J-U-B to undertake a Facilities Plan for the Wastewater Treatment Plant (WWTP). These two documents (2014 General Sewer Plan and 2014 Facilities Plan) were completed simultaneously and reference each other. The items specifically addressed in this General Sewer Plan are as follows:  Update the hydraulic model to incorporate infrastructure that has been constructed since 2006  Review the existing sewer system model assumptions and incorporate previous evaluations in 2008 and 2012  Update current and planned land uses during the study period  Analyze available water meter usage and evaluate flow generation assumptions used in the previous modeling efforts  Re-calibrate the updated model with new flow monitoring information  Evaluate the existing collection system trunk pipes based on existing dry weather flows and wet weather flows to determine recommended improvements under current conditions ---PAGE BREAK---  Evaluate the existing collection system trunk pipes to provide service to all lands within the current UGA  Estimate probable build-out extents, densities, and total population in conjunction with City Planning and available population projection data  Review existing gravity sewer alignments and lift stations to determine if future pipes could be constructed to eliminate the lift stations  Develop strategies to provide sanitary sewer service to those parcels currently utilizing onsite sewer systems  Conceptually route future trunk sewers ten inches and larger to the ultimate service boundary  Determine preferred flow routing through the existing system and impacts to the existing system  Evaluate feasibility of a satellite WWTP to mitigate collection system improvements  Establish long-term improvements for the collection system with a specific 5-year Capital Improvement Plan (CIP) based on established prioritization criteria  Summarize CIP improvements identified in the 2014 WWTP Facilities Plan Subsequent chapters in this report are summarized as follows: Chapter 2 – Planning Information The planning area characteristics, land use, and population projections are presented in this chapter. In addition, service area agreements and policies are summarized. The information presented in this chapter is intended for consistency with the City’s Comprehensive Plan and Growth Management Act compliance. This chapter was developed by City Staff. Chapter 3 – Flow and Load Projections The flow and load projections developed for the 2014 WWTP Facilities Plan are summarized in this chapter. In addition, wastewater usage is classified by user type and significant users are discussed. A discussion on infiltration and inflow is also provided in this chapter. Chapter 4 – Performance and Design Criteria This chapter provides a summary of collection system design criteria as well as reference to Federal and State Regulations relating to performance criteria. Chapter 5 – Wastewater Treatment Plant Because the 2014 WWTP Facilities Plan provides a thorough description of the WWTP and the planned improvements, it is simply mentioned by reference in this chapter. An evaluation of a proposed satellite WWTP is also provided in this chapter. Chapter 6 – Collection System The update of the hydraulic model of the collection system is summarized in this chapter. An evaluation of the existing capacity of the collection system as well as development of a Master Plan for collection system expansion and development is also presented. ---PAGE BREAK--- Chapter 7 – Capital Improvement Plan A prioritized list of collection system and WWTP capital projects is provided in this chapter. Chapter 8 – Financial Plan An overview of the City’s revenues, projections, and plans for financing the projects identified in the CIP is provided in this chapter. This chapter was developed by City Staff. Chapter 9 – Operations Program This chapter includes an overview of the organizational structure and staffing requirements for the Wastewater Utility operations program. This chapter was developed by City Staff. Chapter 10 – Pretreatment A summary of the City’s Pretreatment Program and Fats, Oils, and Grease (FOG) Program are provided in this chapter. This chapter was developed by City Staff. 1.3System Overview The City has planned for, and implemented, wastewater system improvements since the early 1900's to provide for the continuing health, safety and general welfare of its citizens. As the population within the City's Service Area has increased, and as Water Quality Objectives for discharge of wastewater to the Columbia River have become more restrictive, the City has implemented system improvements to stay current with community needs and meet regulatory requirements. All discharge of the treated wastewater to the Columbia River is in compliance with the City's National Pollution Discharge Elimination System (NPDES) permit as issued by the Washington Department of Ecology (WDOE) in 2008. Prior to 1952 the City‘s Municipal Sewer System collected domestic and industrial wastewater and discharged directly to the Columbia River, without treatment, near the present outfall from the existing WWTP. Between 1952 and 1972, the City provided primary treatment and chlorination at the WWTP constructed on the west side of the Burlington Northern Santa Fe Railroad right-of-way and south of Columbia Drive. In 1972, the WWTP transitioned to secondary treatment standards by addition of two large aerated ponds constructed on the east side of the Northern Pacific Railroad right-of-way and conversion of the primary clarifiers to final clarifiers. Improvements in the mid- 1990s focused on minor upgrades and improvements to previously constructed components. In 1996, two high rate treatment (HRT) cells were constructed and the aerated lagoons were repurposed for solids storage and treatment. Additional upgrades in 1996 included influent screening, influent pumping, intermediate clarification, construction of a flash mix / flocculation basin, expansion of the final clarifiers, and construction of a new administration building. In 1998, the City rebuilt the influent pump station, added two high rate treatment aeration cells, an intermediate clarifier, flash mix and flocculation basins, and other improvements that increased the plant capacity to 12 million gallons per day (mgd). Since 2000, the facility has undergone several improvements including: UV disinfection, replacement of influent screening, addition of second intermediate clarifier, and replacement of the RAS / WAS pumping system. The City’s public collection system has expanded from an initial series of pipelines serving the old downtown Kennewick area to a system containing over 272 miles of gravity pipelines and 15 pumping stations providing public sewer service to a residential population of 76,410. The total area that can be provided with public sewer service ---PAGE BREAK--- totals 20,047 acres or over 31 square miles. The total linear feet of sewer pipelines within the City’s public collection system has more than tripled over the past 30 years. The existing wastewater collection system consists of gravity pipelines ranging in size from 6 inches in diameter up to 36 inches in diameter. Table 1-1 provides a summary of the size and of collection pipes that make up the public collection system as of April 2013. Table 1-1 – Existing Collection System Pipes Diameter (inches) Length (feet) Length (miles) 6 77,139 14.6 8 1,048,835 198.6 10 88,614 16.8 12 91,886 17.4 14 2,716 0.5 15 38,563 7.3 16 3,093 0.6 18 30,853 5.8 21 11,432 2.2 24 20,495 3.9 27 4,345 0.8 30 & Larger 18,515 3.5 TOTAL 1,436,486 272.1 Over 80 percent of the collection system is made-up of pipelines 8 inches and smaller in diameter. These pipelines are generally referred to as local collection pipelines and provide service to individual sub-drainage basins located within the Service Area. Pipelines 10 inches and greater in diameter are often referred to as trunk or interceptor pipelines and may provide service to entire drainage basins or more than one drainage basin within the Service Area. The ability of the gravity collection system to provide sewer service within the Service Area is dependent upon the topography of the Service Area. The existing Service Area extends from elevation 340 at the Columbia River to over 880 feet in the Canyon Lakes subdivision and in Lakeview Terrace. There are presently 15 sewage pumping stations located throughout the collection system. The location and capacity of these sewage pumping stations are summarized in Table 1-2. As development continues within the Service Area, new trunk sewers and sewage pumping stations will be required to provide continuous service to the City's customers. Existing trunk sewers and sewage pumping stations will need to be upgraded in size to accommodate increased wastewater flows as the area develops and to maintain the station service life. ---PAGE BREAK--- Table 1-2 – Sewage Pumping Stations Name/Location1 Pump No. HP Capacity (gpm) Comment #2 - 29th & Everett 1 2 3 3 120 120 Constant Speed Constant Speed #3 – 32nd & Ione 1 2 7.5 7.5 100 100 Self Prime Self Prime #4 - 16th & Dayton 1 2 3 3 180 180 Constant Speed Constant Speed #5 – Clover Island 1 2 5 5 200 200 Constant Speed Constant Speed #7 – Kent & Klamath 1 2 3 3 180 180 Constant Speed Constant Speed #8 – Dayton & Entiat 1 2 3 3 180 180 Constant Speed Constant Speed #9 – Arrowhead & Jefferson 1 2 12 12 700 700 Constant Speed Constant Speed #10 – Bonnie Place & Belfair 1 2 5 5 250 250 Self Prime Self Prime #11 – 3rd & Oak 1 2 23 23 1000 1000 Constant Speed Constant Speed #12 – Canyon & Arrowhead 1 2 7.5 7.5 110 110 Variable Speed Variable Speed #13 – 23rd & Gum 1 2 20 20 1100 1100 Constant Speed Constant Speed #15 – Amon 1 2 40 40 800 800 Wet Pit/Dry Pit Wet Pit/Dry Pit #16 – Leslie 1 2 15 15 300 300 Wet Pit/Dry Pit Wet Pit/Dry Pit #17 – Columbia Park East 1 2 10 10 150 150 Constant Speed Constant Speed #18 – Columbia Park West 1 2 15 15 400 400 Constant Speed Constant Speed Lift Stations #1 and #14 have been abandoned. Lift Station #6 is the Influent Lift Station at the WWTP. ---PAGE BREAK--- Planning Information CHAPTER 2 ---PAGE BREAK--- Chapter 2 – Planning Information 2.1Planning Area The City’s UGA and Master Plan (year 2064) Service Areas are presented in Figure 2-1. The UGA was established by the City's Planning Department and Citizen Advisory Committee as part of planning activities undertaken to meet the requirements of the State of Washington Urban Growth Management Act (GMA). The current UGA was adopted by the Benton County Commissioners in June 1998. There is currently a proposal to add approximately 1,263 acres to the Urban Growth Boundary lying south of and adjacent to Interstate 82 between State Route 395 and the Clearwater Avenue Extension transportation corridors. The Master Plan (50-year) Service Area anticipates the continuation of the current south and southwesterly growth pattern along the Interstate 82, State Highway 395, and Clearwater Avenue Extension transportation corridors. 2.2Service Area The current Service Area Boundary (commensurate with the UGA) is presented on Figure 2-1 and represents the area that the existing system of interceptor sewers, trunk sewers, collection system, and pumping stations can effectively serve. Development within the City currently trends toward the south and the southwest, being limited on the east by the community of Finley, on the west by the City of Richland, and on the north by the Columbia River. Future development is expected to continue this south/southwest directional trend. The City's current infrastructure maintenance, rehabilitation and replacement program will help to encourage build-out of the developed territory in the City's interior. Future population increases are anticipated to be significant in the west / southwest service area with the addition of a new hospital, schools, parks & recreational facilities and commercial development. Higher population densities will continue to be the norm in the east/northeast quadrant of the City where the existing City facilities, including schools, municipal complex, small hospital facility, parks & recreational facilities, and historic commercial district, are available to provide customer service. 2.2.1 Onsite Sewer Systems The Benton Franklin Health District (BFHD) has primary responsibility for permitting and policing the residential and small flow commercial dischargers using onsite sewer systems within the City’s UGA. The City’s Sewer User Ordinance mandates that residents, within the City limits, connect to the public sewer system when service is available. In practice, this has only been enforced by requiring the property owner to connect in the event of onsite sewer system failure. Enforcement procedures for onsite sewer system failure are under the jurisdiction of the BFHD. In the event of an onsite sewer system failure, the BFHD Health Officer has the discretion to mandate either hook-up to the public system or onsite sewer system repair or replacement. The current Service Area and the UGA include numerous islands where onsite sewer systems are currently the primary means of wastewater disposal. These island areas are typically low density developments which predate the southerly and westerly expansion of the City’s corporate boundaries. An estimated 10,500 people currently utilize septic tanks and drain fields as a method to dispose of their wastewater. ---PAGE BREAK--- Providing sewer service to these areas will likely require utilization of the LID Process to plan for and fund the projects. Moreover, if the areas are outside of City Limits, the City will require annexation. Nonetheless, it is prudent to plan for the eventual connection of these homes to the sewer system. Figure 2-2 depicts the locations of known parcels with onsite sewer systems within the planning area. The areas of onsite sewer systems were loosely divided into ten (10) sub-areas and the feasibility of the existing sewer system to provide service to these 10 areas was evaluated. Topographical survey and detailed design will be necessary for each project; however, the following is a brief description of the strategies identified to provide sewer service to these areas: 1. Tri-City Heights West: Area of low-residential development generally east of Columbia Center Boulevard, north of Canal Drive, and west of Edison Street. There are existing sewer mains and a lift station in this area that already provide sewer service to a handful of homes. The backbone is in place; however, sewer collector pipes will need to be extended along side streets in order to extend sewer service to all parcels. In addition, a sewer collector pipe will likely be required along the southern edge of CID’s Main Canal in order to provide service to those homes fronting the canal. In general, the backbone appears to be in place to allow this area to become sewered, but some creative routing of collection pipes will be required. 2. Tri-City Heights East: Area of low-residential development generally east of Edison Street and north of Canal Drive. The Northwest Interceptor has the depth and capacity to provide sewer service to this area; however, because it is bounded on the north and south by railroad tracks, extending sewer service pipes will be challenging. The most likely alternative will involve connecting to the north leg of the Neel/Canal diversion and extending a sewer collection pipe westward along the south edge of the railroad. In general, sewering this area appears feasible; however, extending the required collection pipes will require coordination with the railroad and/or construction down the backyards of homes. 3. Ranchette Estates: Area of low-residential development with large lots generally located north of 10th Avenue and west of Edison Street. The topography of this area is a generally uniform 1.5% slope to the northeast. Future sewer collection pipes will likely extend from the sewer mains in Edison Street and Kellogg Street. With the exception of a few canal crossings, extending a sewer collection system in this area is easily accomplished. 4. Country Estates: Area of low-residential development generally north of 27th Avenue and west of Ely Street. The topography of this area slopes at approximately 3% from west to east – towards the Zintel Canyon. There are no sewer mains in 27th Avenue or in Ely Street to serve this area. A lift station located somewhere near the vicinity of 27th/Ely would be required in order to provide sanitary sewer service to this area. Alternatively, the proposed Zintel Canyon Interceptor would provide gravity sewer service to this area. The Zintel Canyon Interceptor would also provide sewer service to the properties located west of Vancouver – between Vancouver and Zintel Canyon. 5. Vista Verde: Area of low-residential development generally south of 45th Avenue and west of Olympia Street. There is an existing sewer main in South Olympia Street which can provide sewer service to this area. Stubs to the west from Olympia Street will serve the east portion of the area; however, a localized high point in the center of the area will require a sewer main to be extended west along 45th Avenue in order to provide service to the west portion of the area. 6. Foothill Estates/Casa Del Rey/Deseret III: Area of low-residential development generally bounded by 45th Avenue, Vancouver Street, Olympia Street, and 36th Avenue. An 8-inch sewer main in South Olympia is currently extended to the west through W. 35th Loop and then south along S. Quincy Place and S. Ranier ---PAGE BREAK--- Street. This pipe is currently providing sewer service to several of the parcels in this area. There appears to be adequate relief for the 8-inch sewer collection pipes to continue to be extended throughout this area to provide service. 7. Deseret II: Area of low-residential development generally south of 45th and west of Garfield Street. The topography of the area generally slopes at 1% to the northeast. An existing 8-inch sewer main that serves the existing Garfield Heights development could be extended from S. Everett Street west along 45th Avenue to serve this development. Additional service could also be provided from the North. 8. The South Everett Interceptor was identified in the 2006 Sewer Plan as a potential improvement to eliminate two existing lift stations (29th/Everett and 32nd/Ione). The South Everett Interceptor would also be a key piece of infrastructure to provide sewer service to the area generally south of 27th Avenue, east of Olympia, and north of the KID Canal. This pipeline would begin near the intersection of 27th Avenue and Cascade Street and extend to the southwest (likely following the west face of the canyon) and would provide sewer service to the residences along South Jean Street. This pipeline will require careful planning and coordination with homeowners as the alignment will not follow any roadway and must meander through backyards and drainage easements. The South Everett Interceptor should be planned deep enough to allow extension to the southeast along South Garfield Street. The South Everett Interceptor should also be planned deep enough be extended southwest to South Highlands Drive in order to provide sewer service to several homes along South Highlands Drive. 9. Overlook Heights: Area of low-residential development generally east of Washington Street and south of 45th Avenue. The topography of this area generally slopes east at 2% towards the upper drainage catchment for Elliot Lake. The existing 12-inch sewer main that runs down the bottom of the upper drainage catchment for Elliot Lake could be extended to the west to serve the southern portion of this area. The northern portion of this area could be provided service by extending sewer mains from the recently constructed Elliot Lake Sewer LID #226. 10. The pocket of residences generally east of South Cascade Street and north of East 45th Avenue will be difficult to extend sanitary sewer to because several canyons divide this area into multiple drainage areas. The area generally slopes to the northeast towards the 15-inch sewer main in South Gum Street. A new sewer main would likely tie into the Gum Street main near the intersection of South Gum Street and East 36th Avenue and extend to the west and the northwest – branching out through the various canyons in order to provide gravity sanitary sewer service. This pipeline will require careful planning and coordination with homeowners as the alignment will not follow any roadway and must meander through backyards and drainage easements. The pipeline should be planned deep enough to extend south along South Auburn Street and South Washington Street to East 45th Avenue. ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! COLUMBIA CENTER BLVD. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. W. 4TH AVE. W CLEARWATER AVE S. EDISON ST. S. UNION ST. S. GARFIELD ST. S. WASHINGTON ST. S. GUM ST. E. CHEMICAL DR. LOCUST GROVE RD. HWY 397 CLODFELTER RD. CHRISTENSEN RD. S. WASHINGTON ST. S. GUM ST. . Figure 2-1 Figure 2-1 Service Area Boundaries Service Area Boundaries Planning Boundaries City Limits UGA Expansion Area ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 20-yr (UGA) ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning Major Streets Future Streets RailRoadTrack Irrigation Canal Date: Jun 30, 2015 0 1 2 Miles City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! COLUMBIA CENTER BLVD. W. CLEARWATER AVE. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. W. 4TH AVE. S. EDISON ST. S. UNION ST. S. GARFIELD ST. S. WASHINGTON ST. S. GUM ST. E. CHEMICAL DR. LOCUST GROVE RD. SR 397 CLODFELTER RD. CHRISTENSEN RD. 1 4 9 10 8 5 7 6 3 2 S. HIGHLANDS BLVD CASCADE ST. S. WASHINGTON ST. S. GUM ST. . 0 1 2 Miles Figure 2-2 Figure 2-2 Onsite Septic Sewer Onsite Septic Sewer Service Areas Service Areas Residences on Septic City Limits UGA Expansion Area ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 20-yr (UGA) ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning Lot Parcel Existing Sewer Pipes Major Streets Future Streets RailRoadTrack Irrigation Canal Notes: 1. Residences on septic based on Kennewick sewer billing data and Benton-Franklin Health District records Date: Jun 30, 2015 1 Project Areas City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- 2.3Service Area Characteristics 2.3.1 Topography The topography of the UGA and Master Plan (50-year) Service Area slopes moderately from high elevations of 1200 feet in the southwest down to the normal pool elevation of the Columbia River, 340 feet, on its banks in Kennewick. Seasonal watercourses are oriented generally northerly as they drain toward the Columbia River. These drainage courses provide the only local instances of steep terrain and foster variation from the dominant shrub-steppe type native vegetation in the form of isolated stands of willow and cottonwood. 2.3.2 Climate The climate of the area is semiarid, characterized by low annual precipitation and large inter-seasonal temperature variations. Strong winds from the west and southwest occur throughout the year and are responsible for localized soil movement and excessive evapotranspiration rates in summer. Annual precipitation seldom exceeds ten inches, with much of the total arriving with summer thunderstorms, which can cause flooding and severe erosion. The recent (2005 - 2013) climatological information for the City is summarized in Table 2-1. Table 2-1 – Climatological Data Year Average Temperature High Temperature Low Temperature Rainfall (in) 2005 55 102 10 7.4 2006 66 109 16 10.1 2007 65 105 10 5.3 2008 64 104 3 5.8 2009 65 105 5 6.2 2010 65 101 5 9.2 2011 64 97 14 5.0 2012 66 105 17 11.3 2013 68 108 13 7.3 2.3.3 Geology The geology of the Service Area relates to the long history of volcanic activity, which has influenced the Columbia Basin. At the surface is a layer of unconsolidated alluvial and glaciofluvial materials ranging in depth from 0 to 120 feet. The depth of this overburden generally does not exceed 30 feet within the Kennewick Sewer Service Area. The overburden rests on a thick series of basaltic strata known as the Columbia River basalts, each of which may consist of many distinct basalt flows. These basalts are interbedded with two major and many minor sedimentary strata. The uppermost basalt unit, the Saddle Mountain basalt, crops out in places where the overburden thins in the upper elevations of the Kennewick planning area. The Saddle Mountain basalt ranges in thickness from 125 to 625 feet, but it is typically about 250 feet thick. It may be interbedded with many sedimentary strata, some of which are up to ---PAGE BREAK--- 50 feet thick. The Saddle Mountain basalt is separated from the Wanapum basalt by the Mabton Interbed. The Mabton Interbed is composed of clay and siltstone and ranges in thickness from 10 to 75 feet, with a typical thickness of 45 feet. The Wanapum basalt ranges in thickness from 600 to 1200 feet, with a typical thickness of 800 feet. Interbedding sedimentary strata are insignificant in the Wanapum basalt. The Vantage sandstone interbed, averaging about 25 feet in thickness, separates the Wanapum basalt from the underlying Grande Ronde basalt. The Grande Ronde basalt has a typical thickness of 5,000 feet, but may range from 2,000 to 12,000 feet thick. The Grande Ronde basalt contains almost no interbedding sedimentary strata. Under the Grande Ronde basalt lies still more basalt groups, the Pre-Yakima and the Pre-Columbia River basalts. Locally significant hydrogeologic units occur in the Saddle Mountain and Wanapum basalts, in the Mabton Interbed, and in the overburden where its depth is sufficient. 2.3.4 Soils The soils in and around Kennewick are classified by the U.S. Department of Agriculture, Soil Conservation Service (SCS). Most of the Kennewick and Finley area soils are classified as being in either the Scooteney-Kennewick or the Finley-Burbank-Quincy associations. The Scooteney-Kennewick association is described as being gently sloping, very deep soils that are silt loam throughout. These soils are formed of old alluvium and lacustrine material and the precipitation zone ranges from 6 to 9 inches. The Finley-Burbank-Quincy association is similar to the Scooteney-Kennewick association with the main difference being a predominant sand content. These soils are generally described as being nearly level soils that are loamy sand to very fine sand and formed of old alluvium and windblown sand. The precipitation zones are also in the 6 to 9 inch range. Also in the Service Area are two groups (a silt loam and fine sandy loam) of soil which are both part of the Pasco Series. The Pasco Series is comprised of deep somewhat poorly drained, predominantly medium-textured soils on bottom lands along the Columbia River. This series of soils were formed from recent alluvium deposits and windblown sand in ponded areas. The soil areas are generally level to sloped (0 to 2 percent). Elevations throughout the areas of occurrence range from 350 to 600 feet. Pasco soils are characterized by stratified layers of very dark grayish-brown or very dark silt loam and/or fine sandy loam to a depth of 60 inches or more. In general, the surface areas are moderately to highly alkaline, and the lower layers mildly alkaline. In the silt loams, the permeability is typically moderate, the soil is somewhat poorly drained, the water holding capacity is high, and there is little to no erosion hazard. 2.4Irrigation Districts The Kennewick area was originally developed for agriculture. The extensive system of irrigation canals traversing all but the higher elevations of the Service Area is the legacy of that earlier development. The irrigation network is owned and operated by two quasi-municipal agencies, the Columbia Irrigation District (CID) and the Kennewick Irrigation District (KID). The CID and KID maintain separate systems and serve different areas, but each deliver untreated Yakima River water through open and closed conduits to agricultural and residential customers throughout the Service Area. The extent of this service is generally limited by elevation, as the irrigation systems were designed ---PAGE BREAK--- for gravity operation. The CID serves areas within reach of its distribution system below the elevation of its main canal, approximately 400 feet; KID service is limited to the high water surface of its main canal, approximately 900 feet. Figure 2-3 shows the extent and areas of influence of the two irrigation systems in relation to the City of Kennewick's utility service area. 2.5Domestic Water System Records indicate that as early as 1906, the City of Kennewick was being supplied by a domestic water system of private ownership. In 1927, the water system was transferred to Pacific Power and Light Company. In the 1930s, the KID also installed and operated domestic waterlines in western Kennewick. In 1949, the City of Kennewick Municipal Water System was first established when the City acquired existing water systems from Pacific Power and Light Company and the KID. From its original 2,000 customers and 50 miles of water mains, the City’s system has grown to approximately 22,112 customer services and approximately 272 miles of water main. 2.5.1 Sources of Supply The ground water rights for the original wells that served Kennewick from Layton Park have been converted to Surface Water Rights, Municipal and Domestic Use, Year-Round Use. The current primary water source for the City is supplied by Ranney Collectors, Numbers 4 and 5, located in Columbia Park (The original Ranney wells, 1, 2 & 3 on Clover Island, have been abandoned). A Ranney Collector is a patented system consisting of a concrete caisson with horizontal perforated pipes extending into the aquifer. These Ranney wells were constructed in 1960 and currently supply a sustainable capacity of approximately 14 million gallons per day (MGD). They supply water year around to the system. In 1980, construction of Kennewick’s Surface Water Treatment Plant (WTP) was completed. This source withdraws surface water from the Columbia River, treats the water and supplies it to the system. Starting in 2004, the City began a three-year WTP Improvement Project to increase the capacity of the water plant from its original 7.5 MGD production capability to 15.0 MGD. The treatment process includes prescreening, taste and odor control, pretreatment, flocculation, sedimentation, submerged membrane microfiltration and chlorination within the system. The Plant generally only operates from March through October. Its supply is not currently required for winter demands. In 2007, the water plant became capable of year-around operation if necessary. 2.5.2 Distribution System The existing water distribution system pipe sizes range in diameter from 1 inch to 48 inches. This piping currently serves six different pressure zones ranging from a minimum service elevation of 340 feet to a maximum service elevation of 1070 feet. The service pressure in each zone typically varies from 40 psi to 100 psi. These zones are currently served from the sources through a series of seven booster stations and eight reservoir sites. Construction in 2014 will add an additional two booster stations and one reservoir to the system. The main distribution grid system is shown in Figure 2-4, along with the current source locations. ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! COLUMBIA CENTER BLVD. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. W. 4TH AVE. W CLEARWATER AVE S. EDISON ST. S. UNION ST. S. GARFIELD ST. S. WASHINGTON ST. S. GUM ST. E. CHEMICAL DR. LOCUST GROVE RD. SR 397 CLODFELTER RD. CHRISTENSEN RD. S. WASHINGTON ST. S. GUM ST. . Figure 2-3 Figure 2-3 Service Area for Service Area for Irrigation Districts Irrigation Districts Irrigation Districts City Limits UGA Expansion Area ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 20-yr (UGA) ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning Columbia Irrigation District Kennewick Irrigation District Major Streets Future Streets Irrigation Canal Date: Jun 30, 2015 0 1 2 Miles City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ³ O ³ O ³ O ³ O ³ O ³ O ³ O ³ O ³ O ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = +R +R +R +R +R +R +R +R +R +R +R 37 37 % u W% u W % u W % u W COLUMBIA CENTER BLVD. W. CLEARWATER AVE. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. Leslie LS Amon LS Canyon & Arrowhead LS Bonnie & BelfareLS Jefferson & Arrowhead LS Columbia Park West LS Columbia Park East LS Kent & Klamath LS Dayton & Entiat LS Clover Is LS 3rd & Oak LS 23rd & Gum LS 29th & Everett LS Ione LS Dayton LS W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. W. 4TH AVE. S. EDISON ST. S. UNION ST. S. GARFIELD ST. S. WASHINGTON ST. S. GUM ST. E. CHEMICAL DR. LOCUST GROVE RD. SR 397 CLODFELTER RD. CHRISTENSEN RD. ASR WELL WWTP WTP WASTEWATER TREATMENT PLANT RANNEY COLLECTOR #5 RANNEY COLLECTOR #4 WATER FILTRATION PLANT 9 8 7 6 5 4 3 3 2 1 1 S. WASHINGTON ST. S. GUM ST. . 0 4,000 8,000 ft Figure 2-4 Figure 2-4 Water and Sewer Water and Sewer Mainlines Mainlines City Limits UGA Expansion Area ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 20-yr (UGA) ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning Major Streets Future Streets Water Mainline (10" and Larger) Sewer Mainline (10" and Larger) % u W Wells +R Water Reservoir ³ O Water Booster Pump 37 Water Treatment Plant 37 Waste Water Treatment Plant ! = Sewer Lift Stations Date: Jun 30, 2015 1. 19TH & OLYMPIA 6.0 MG 2. 47TH & OLYMPIA 5.0 MG 3. 18TH & KELLOGG 10 MG & 0.5 MG TANK 4. 54TH & OLYMPIA 1.0 MG 5. 28TH & IRVING 1.0 MG 6. 2100 S. KANSAS 4.0 MG 7. 47TH & OLSON 1.0 MG 8. 2744 S. KELLOGG 3.0 MG 9. 5037 MORAIN 1.0 MG RESERVOIRS WTP WWTP City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- 2.5.3 Storage System Within the water distribution system there are eight reservoirs with a combined capacity of 29 million gallons. An additional 3.0 million gallon reservoir began construction in 2013, serving water pressure zone 4. This reservoir will increase total storage capacity to 32 million gallons. The reservoirs are summarized in Table 2-2 and are shown in Figure 2-4. Table 2-2 – Water System Reservoirs Reservoir Number shown on Figure 2-4 Location Capacity (MG) Pressure Zone Served 1 19th & Olympia 6.0 1 2 47th & Olympia 5.0 2 3 18th & Kellogg 10.5 2 4 54th & Olympia 1.0 3 5 28th & Irving 1.0 3 6 2100 S. Kansas 4.0 3 7 47th & Olson 1.0 4 8 2744 S. Kellogg 3.0 4 9 5037 Morain 1.0 5 2.5.4 Domestic Water’s Influence on Wastewater Flows As shown in Figure 2-4, the City’s sewer system services the same general area as the water distribution system. The majority of the City’s wastewater stream is generated as the by-product of domestic water use. Water use contributes to wastewater flows through residential sewage uses, industrial discharges and also as infiltration where domestic water is used for irrigation. Wastewater flows follow domestic water demands in a cyclical pattern throughout the year, although not to the extremes of the water demand. Wastewater flow increases in the spring and peak in the hottest months as domestic water use ramps up for irrigation and pool uses. They decline again in the fall as water demands decrease. Water uses can have detrimental effects on the operation of the wastewater system. The WTP has the potential to discharge high levels of solids directly to the WWTP from its filter backwashing operations. This process is monitored closely to minimize the solids loading. Draining of pools and reservoirs into wastewater facilities has the potential to increase chlorine and other potentially harmful chemical levels in the waste stream to the point of affecting biological activity in the Sewer Lagoons. Industrial water discharges also have the potential to increase solids, metals, BOD and chemical concentrations in the waste stream to harmful levels. Domestic water rates are used to calculate sewer use charges. The commercial and industrial sewer use fee is based on a percentage of the water meter readings. This can be either favorable to the City if water use is ---PAGE BREAK--- high compared to actual sewage discharges, i.e.: pool filling, industrial and irrigation use, etc. or it can be unfavorable if sewage discharge is high when water use is not, i.e.: pool draining, industrial discharges. Domestic water can also have positive influences on wastewater facilities and operations. Water can dilute potentially high concentrations of wastewater contaminants down to safe levels before reaching the treatment plant. Cross Connection Control programs that focus on water safety have eliminated many direct water connections to the wastewater stream. This reduces chlorine and other disinfection by-products impacts and also keeps wastewater out of the public eye. Industrial water use monitoring has identified potential wastewater discharge problems. Implementation of Kennewick’s Wellhead Protection Plan is protecting water at its source by identifying potential impacts to water quality. A keener awareness in water quality has led to an overall improvement of wastewater facilities and operational accountability and quality. 2.6Water Reclamation and Reuse Water reclamation and reuse is a concept gaining considerable recognition in Washington as both a water supply options and a treated sewage discharge alternative. Reclaimed water can provide an alternative water source for non-potable applications that would otherwise be limited by traditional water supplies. Wastewater effluent reuse can also provide opportunities for an overall decrease in pollution and the ability to meet more stringent water quality requirements when it replaces sewage discharges to sensitive surface waters. The City’s 2010 Water System Plan provides a discussion on Washington State standards and regulations for water reclamation and reuse. As noted in the Water System Plan, the City has a water use efficiency program that is expected to reduce water usage – which will in turn produce some reductions in sewer flows to the WWTP. The Water System Plan includes an analysis of reuse options and determined that the WWTP effluent may be suitable for:  Trees and fodder, fiber, and seed crops  Spray and surface irrigation of food crops which undergo physical or chemical processing sufficient to destroy all pathogenic agents  Surface irrigation of orchards and vineyards  Flushing of sanitary sewers The initial evaluation of potential sites available for reuse indicated that only the last item, flushing of sanitary sewers, would be feasible at this time. Large land areas for agricultural use are located greater than five miles from the WWTP site and the land is either current not irrigated or is irrigated with untreated surface water delivered from local irrigation districts. Although substituting WWTP effluent for untreated surface water for irrigation would result in a reduction of water diverted from the Yakima River, the restrictions to crop production, public access limitations, and estimated cost of transport and pumping of water would make this alternative infeasible. The City will continue to look at opportunities to reuse the WWTP effluent for cleaning of its sewer system. 2.7Zoning/Lan The Urban Growth Boundary Land Use Plan is presented in Figure 2-5 and is based on current zoning designations. Within the zoning districts, reserve areas are provided to facilitate the orderly expansion of the City's residential, ---PAGE BREAK--- commercial, and industrial base. An analysis of the current utilization of the zoning districts in relation to the existing 2005 Sewer Service Area and UGA is presented in Table 2-3. Industrial and commercial building sites with ready access to the Interstate highway system within the south and southwest Interim Urban Growth Boundary are presently available. These sites have been made available by City infrastructure construction along State Highway 395 and the Clearwater Avenue Extension to its intersection with Interstate 82. Industrial sites are also available in the northeast of the Urban Growth Boundary at the Port of Kennewick and South Oak Industrial Park which are accessible to rail and water transportation. Table 2-3 – Land Use Analysis Land Use Developed (acres) Developed Undeveloped (acres) Undeveloped Total (acres) High Density Residential1 509.7 2.7 77.5 0.4 587.2 Medium Density Residential2 1,036.5 5.4 614.3 3.2 1,650.8 Low Density Residential3 5,696.1 29.6 2,000.0 10.4 7,696.1 Commercial 1,340.6 7.0 640.3 3.3 1,980.8 Industrial 416.0 2.2 176.0 0.9 592.0 Open Space/Agricultural 238.1 1.2 97.2 0.5 335.3 Public Facilities 2,738.1 14.2 356.2 1.9 3,094.3 Rights of Way 3,295.2 17.1 - - 3,295.2 TOTAL 15,270.3 79.4 3,961.4 20.6 19,231.8 27 units/acre maximum 13 units/acre maximum 4 units/acre maximum ---PAGE BREAK--- COLUMBIA CENTER BLVD. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. W. 4TH AVE. W CLEARWATER AVE S. EDISON ST. S. UNION ST. S. GARFIELD ST. S. WASHINGTON ST. S. GUM ST. E. CHEMICAL DR. LOCUST GROVE RD. SR 397 CLODFELTER RD. CHRISTENSEN RD. S. WASHINGTON ST. S. GUM ST. . Figure 2-5 Figure 2-5 Comprehensive Plan Comprehensive Plan Land Use Map Land Use Map Land Use Type Mixed Use Area Public Facility Industrial Open Space Low Density Residential Medium Density Residential Commercial High Density Residential City Limits UGA Expansion Area ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 20-yr (UGA) ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning Major Streets Future Streets Date: Jun 30, 2015 0 1 2 Miles Notes: 1. Land Use based on 2013 City of Kennewick Comprehensive Plan Land Use Map. City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! COLUMBIA CENTER BLVD. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. W. 4TH AVE. W CLEARWATER AVE S. EDISON ST. S. UNION ST. S. GARFIELD ST. S. WASHINGTON ST. S. GUM ST. E. CHEMICAL DR. LOCUST GROVE RD. SR 397 CLODFELTER RD. CHRISTENSEN RD. S. WASHINGTON ST. S. GUM ST. . Figure 2-6 Figure 2-6 FEMA Flood Areas FEMA Flood Areas Boundaries 100-yr Floodplain Floodway City Limits ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 20-yr (UGA) ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning Major Streets Future Streets Irrigation Canal Date: Jun 30, 2015 0 1 2 Miles Notes: 1. Flood Data is derived from the Flood Insurance Rate Maps (FIRM) published by the Federal Emergency Management Agency (FEMA).The FIRM is the basis for floodplain management, mitigation, and insurance activities for the National Flood Insurance Program (NFIP). City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- 2.8FEMA Floodway Mapping The Federal Emergency Management Agency (FEMA), under the National Flood Insurance Program (NFIP), issued Floodway (Flood Boundary and Floodway) Maps and Flood Insurance Rate Maps (FIRM) for Kennewick in 1979. Subsequently, FEMA restudied and issued revised FIRM maps in 1990. Figure 2-6 illustrates the approximate boundary of 100 year flood areas in Kennewick. In general, sewage facilities constructed within the 100 year flood area must be protected. 2.9Service Area Agreements The following summarizes the agreements that have been initiated and their impact on the City’s Sewer System. Copies of agreements described in this section are included in Appendix L. 2.9.1 1977 Agreement with City of Richland This agreement, dated August 31, 1977, rescinds an earlier agreement between the Cities (January 31, 1967), and establishes exclusive rights for each City to provide domestic water and sewer services to defined areas located in Benton County. The agreement establishes Richland's option to purchase from Kennewick, and Kennewick's obligation to provide for sale to Richland, up to 1.5 MGD of domestic water for the provision of domestic water service by Richland to the specific area in Benton County defined in the agreement. This agreement expired on January 1, 1990. 2.9.2 1994 Agreement with City of Richland This agreement, dated January 27, 1994, was adopted by both Cities to establish a common Urban Growth Boundary between each City in conformance with the State of Washington's Growth Management Act. The Cities have further agreed to coordinate and cooperate in the extension of water and sewer services along the interface of the Urban Growth Boundary of both Cities when such cooperation is of mutual benefit. 2.9.3 1999 Agreement with City of Richland This agreement, dated March 2, 1999, was executed by both Cities subsequent to Kennewick’s extension of water and sewer utilities to the area that was identified in the January 27, 1994 agreement. The City agreed to provide Richland with limited and temporary water and sewer service across the common boundary to accommodate a developer’s request. 2.10Service Area Policies Service area policies of the Sewer Utility are defined in Title 1, Title 14 and Title 15 of the Kennewick Municipal Code (KMC). This includes provisions for use of the sewer system, prohibited discharges to the public facilities, requirements for pretreatment, general standards for building sewers, general standards for public sewer construction, connection charges and user charges, and requirements for compliance with the Uniform Plumbing Code. Under paragraph 14.22.020 USE OF PUBLIC SEWER SYSTEM, all structures are required to connect to a sewer line if they are located within the City limits, and if a public sewer line is located adjacent to the owners property line. ---PAGE BREAK--- Property owners with existing onsite sewer systems are currently not required to pay City fees (hookup or until the structure is connected to the City system. Under the current KMC, if a public sewer line is not available to a property (i.e. not located adjacent to the owners property line) located within the City limits, the owner may be allowed to construct a septic tank and drainfield in accordance with rules and regulations of the Benton Franklin Health District, or the property owner may petition the City to extend a public sewer to the owners property while agreeing to pay all costs of the extension. Extension of all sewer mains must comply with the “adopted” sewer plan and shall be oversized to correspond with pipe sizing identified in the plan. Prior to February 1993, the City allowed sewer lines to be extended to unincorporated areas based on written commitment (Outside Utility Agreement) by the property owner to annex to the City upon demand by the City. The commitment to annex was affixed to the land as an encumbrance to the property and was transferred with ownership of the property. In February 1993, the City Council discontinued this policy and no longer allows sewer mains to be extended to unincorporated areas, except where the City has previously contracted an obligation to serve the property or where there is a legal requirement. The City currently charges new users of the sewer system an area charge, a pro-rated fee which offsets costs such as treatment plant, trunk lines, lift stations, etc. The value of the area charge can be credited against the City's payments for the pipeline over-sizing. This can work several ways: 1) If the developer or group of property owners pays for and installs the oversized sewer main, the City can enter into a contract with the developer or group of property owners to waive the area charges on their property up to the cost of the over-sizing. If the area charges for the property served amount to more than the over-sizing costs, the developer or group of property owners must designate which properties will have area charges waived. The remaining property will still owe area charges. If the area charges for the property are less than the oversizing costs, the City may pay the difference between the area charge assessment and the cost of the oversizing. This is subject to appropriation and is determined on a case by case basis. 2) If the City pays for and installs the sewer main, area charges must be paid by the developer or group of property owners for the entire property. No waivers will be allowed unless the developer or group of property owners deposits the area charge fee with the City prior to construction. Hook up charges for the property along the extension are applicable. 2.10.1 User Charges and Sewer Utility Fees Sewer user charges have been established for the Sewer Utility under paragraph 14.26 of the KMC. The KMC was amended by Ordinance 3619, passed by the City Council on March 21, 1995. Under paragraph 14.26.010: USER CHARGE BASIS, each connection to the Sewer Utility from either a single-family dwelling unit, multi-family dwelling unit, commercial unit, or industrial unit is charged for sewer service on the following basis: 1) Single-Family Dwelling Unit: A flat fee charge rate. 2) Multi-Family Dwelling Unit: A variable charge rate based upon metered water consumption. The rate is determined as follows: A) A rate, never less than a minimum charge, equal in amount to the single-family dwelling unit flat fee charge rate; or ---PAGE BREAK--- B) A rate determined by multiplying the water consumption charge rate (dollars per one hundred cubic feet discharged) by the metered water consumption in hundred cubic feet, and an $8.00 per unit service fee for each two-month billing cycle; but C) Never higher than a maximum charge determined by multiplying the number of dwelling units in the account by the single-family dwelling unit flat fee charge rate. 3) Commercial/Industrial Unit: A variable charge rate based upon metered water consumption. The rate is determined as follows: A) A rate never less than a minimum charge, equal in amount to the single-family dwelling unit flat fee charge rate; or B) A rate determined by multiplying the water consumption charge rate (dollars per one hundred cubic feet discharged) by the metered water consumption in hundred cubic feet, and an $8.00 per unit service fee for each two-month billing cycle; but C) If the metered water consumption is not representative of the wastewater discharged into the sanitary sewer, a factor may be applied to the rate determined in section B) of this subsection. The factor is a ratio found by dividing the volume of wastewater discharged by the metered water consumption, both determined simultaneously during a common time period. 4) Outside City Limits: All sewer accounts outside the City limits shall be assessed a fifty percent surcharge over and above the respective inside city rates. Ordinance 3616 under paragraph 14.26.070: INDEXING FEES AND CHARGES included provisions for sewer service fees to be indexed annually by the Treasurer to reflect 50% of any change from the Consumer Price Index (all cities) for October 1994, or other comparable index if not published. The KMC was again amended by Ordinance 4078, passed by the City Council on December 17, 2002. Ordinance 4078 under paragraph 14.26.070: INDEXING FEES AND CHARGES provisions were added for sewer service fees to be indexed annually by the Treasurer to reflect 100% of any change from the Consumer Price Index (U.S. Cities – Urban Wage Earners and Clerical Workers – CPI-W) for October, or other comparable index if not published. The unit rates for the above referenced user classifications indexed as of January 1, 2014 are as shown in Table 2-4. Table 2-4 – User Fees Variable Classification Minimum Minimum Consumption1 Single Family (Inside) $41.80 $41.80 - Single Family (Outside) $62.70 $62.70 - Multi-Family (Inside) $10.80(A) $10.80(A) $1.959 Multi-Family (Outside) $16.20(B) $16.20(B) $2.939 Commercial/Industrial (Inside) $1.959 Commercial/Industrial (Outside) $2.939 Per 100 cf of metered water consumption A. The maximum billing for multi-family accounts is based on the residential rate multiplied by number of units B. Commercial sewer rates based on water consumption with a minimum bill no less than the residential rate. ---PAGE BREAK--- Unlike the water service charge, the sewer user charge is ongoing regardless of the customers’ use of water on the premise. Such continuation of the minimum charge for each sewer user provides a basic minimum level of revenues to the Sewer Utility throughout the year. The service Tap, Side Sewer, and Hookup charges for the Sewer Utility are established under paragraph 14.24 of the KMC. These charges must be paid by the customer “before connecting” to the public sewer line. Each charge is defined as follows: 1) Sewer Mainline Tap Charge: When the property has participated in the construction costs of the public sewer mainline to which it will be connecting, the Tap Charge is: A) If a wye or tee installed and previously paid for by the property and used for the connection, no tap charge. B) If a wye or tee was not installed, $100.00 inside the City limits and $150.00 outside the City limits. 2) Side Sewer Charge: When the property has participated in construction costs of the public sewer mainline, the Side Sewer Charge is: A) 4-IN side sewer installed and previously paid for by the property and used for the connection, no charge. B) 4-IN side sewer previously installed, but not paid for, $15.00 per linear foot inside the City limits and $22.50 per linear foot for property outside the City limits. C) When a side sewer has not been installed, the property owner shall be responsible for the installation of the side sewer. D) When a side sewer larger than 4-IN is required for connecting to a public sewer mainline, the connection shall be made to a manhole. E) If a manhole is not available, a manhole constructed per city standards will be required as part of the side sewer construction. F) Charges for side sewers larger than 4-IN shall be based upon the actual cost of time and materials plus the established City overhead costs for services rendered. If the manhole and other related construction is accomplished by the owner, no Tap Charge is assessed by the City. 3) The Hookup Charge for connections from all property (other than that described in subsection 1) is based upon the water meter size as follows: A) When a wye or a tee has previously been installed for the connecting property's side sewer and is used for the side sewer connection, the hookup charge is assessed as shown in Table 2-5. Table 2-5 – Connection Fee Charges Water Meter Size (inches) Property Inside City Limits Property Outside City Limits 3/4 $4,000 $6,000 1 $4,000 $6,000 1 1/2 $5,500 $8,250 2 $6,300 $9,450 3 $12,250 $18,375 4 $17,500 $26,250 6 $32,500 $48,750 8 $50,500 $75,750 ---PAGE BREAK--- When a property owner connects to a public sewer mainline, the total charge for sewer service consists of a Tap Charge, Side Sewer Charge, Hookup Charge, and an Area Charge. The Area Charge applies to each new single- family dwelling unit, multi-family dwelling unit, and commercial/industrial unit connecting to the public sewer mainline as follows: A) Each new account shall pay an area charge of four cents per square foot for the gross square footage associated with the connecting property developed. B) When the gross square footage, associated with the connecting property developed, is less than the calculated total square footage, using the connecting property's legal boundary description, a minimum area charge, based upon twenty thousand square feet shall be assessed, unless the calculated total square footage is less than twenty thousand square feet, in which case the area charge shall be based upon the calculated total square footage. C) An additional area charge will be assessed and collected for development of additional gross square footage associated with previously connected property. For property owners inside the City limits, with public sewer service available at the property line, the total cost for sewer service to the property line would be $4,950 (assumes 3/4-IN water meter, 10,000 sf lot and 30 LF of side sewer). For outside the City limits, the total cost for sewer service for a property owner with public sewer service would be $7,225 (assumes 3/4-IN water meter, 10,000 sf lot and 30 LF of side sewer). 2.11Growth Management The Growth Management Act (GMA) was enacted in 1990, and amended in 1991, 1996, and 1997 to ensure coordinated, planned urban growth. The major emphasis is to manage “urban growth” including the type of growth, its intensity, its location, and its demands for utilities and services. Under the GMA, the fastest growing counties in the State (and the cities within them) are required to plan to manage growth. Several other counties, including Benton County (and the cities within Benton County), have also opted to plan under the Act. Comprehensive Plans prepared under the GMA must accommodate a 20-year growth projection. The GMA requires the establishment of “Urban Growth Areas” in order to help guide urban growth into areas that are most appropriate and to reduce urban sprawl. The GMA also requires designation and protection of agricultural lands, forest lands, mineral resource lands, and critical areas. Critical areas include wetlands, critical aquifer recharge areas that provide drinking water, fish and wildlife conservation areas, frequently flooded areas, and geologically hazardous areas. The City has completed a Comprehensive Plan for the City of Kennewick (Horizons Report) under the GMA and is in full compliance with all regulatory mandates. The City’s most recent Comprehensive Plan Update was completed in 2011. This General Sewer Plan represents a complementary implementation plan of the Horizons Report. Significant capital investments will be required for the City to achieve the objectives identified in the Horizons Report. The ability to properly manage wastewater is essential to future residential development and to attracting new commerce and industry. ---PAGE BREAK--- 2.12Population The City’s 2013 population forecast for the incorporated area is 76,410. This population is estimated based on a Washington State Office of Financial Management (OFM) Benton County population estimate. This data indicates that there are 2.7 people per single-family residential home. Approximately 10,500 people (~3,900 parcels) within the Service Area are served by individual onsite sewer systems. The population served by the Sewer Utility can be estimated by subtracting the number of people with onsite sewer systems from the Service Area population. This yields an estimated residential sewer population of 65,910 or 86.3 percent of the Service Area population. The City’s average growth rate since 1950 has been 3.3 percent per year. The City's Service Area has experienced several accelerated growth rates over the past 55 years in the form of residential housing construction and business development. For the period from 2006 through 2013 the Sewer Utility experienced an average annual increase of 2.27 percent in the number of single family service connections and 1.02 percent in the number of multifamily and commercial connections. The City's Horizons Report estimates a population of 102,529 for the incorporated area by the year 2034. This estimate yields an estimated growth rate of 1.4 percent per year over the next 20 years, given the current Service Area population estimate of 76,410. This General Sewer Plan assumes that the current population estimate of 10,500 served by individual onsite sewer systems will be reduced by one quarter (25%) to 7,875 within the next 20 years. The plan further assumes that all of the Service Area population will be served by the Sewer Utility by the year 2064. The Service Area population is projected to grow at 1.00 percent per annum for the period 2024 to 2064. Population projections are shown in Table 2-6. These population projections are based on the successful implementation of the City's Growth Management Plan. Table 2-6 – Population Projections Year Service Area Population Sewered Population 2014 76,410 65,910 2034 102,529 94,654 2064 138,194 138,194 ---PAGE BREAK--- Flow and Load Analysis CHAPTER 3 ---PAGE BREAK--- Chapter 3 – Flow and Load Analysis 3.1Introduction For details regarding the existing and projected flows and loads (BOD, TSS, TKN, TP) at the WWTP, the reader is directed to Chapter 3 of the WWTP Facilities Plan. Below are copies of three tables from the Facilities Plan which summarize existing and projected flows and loads. Table 3-1 – Average Day Flows - Existing and Projected for 2034 Category Current Average Day Flow (mgd) Additional Flow (mgd) Total (mgd) Residential Sewered 3.60 1.59 5.19 Septic Systems to be Connected to Sewer - 0.16 0.16 Commercial 0.78 0.67 1.45 Industrial 0.15 0.04 0.19 Other 0.12 0.03 0.15 Water Treatment Plant Backwash 0.40 0.09 0.49 Infiltration 0.30 - 0.30 TOTAL 5.35 2.58 7.94 ERU’s 32,622 15,732 48,354 Projected population growth of 26,119 people at an average day flow of 61 gpcd. Conversion of approximately 2,625 people from septic to sewer at an average day flow of 61 gpcd. Infiltration varies from a peak of approximately 0.60 mgd during the summer months to nearly zero during the winter months. An average value of 0.30 mgd is included. Equivalent Residential Units (ERU’s) - See Section 3.2 for definition ---PAGE BREAK--- Table 3-2 – Existing Flows and Loads Summary Item Value Flow (mgd) Average Day 5.35 Maximum Month 6.34 Peaking Factor 1.19 Peak Day 8.37 Peaking Factor 1.56 Peak Hour 10.70 Peaking Factor 2.00 BOD (ppd) Average Day 11,500 Maximum Month 15,900 Peaking Factor 1.38 Peak Day 18,630 Peaking Factor 1.62 TSS (ppd) Average Day 13,020 Maximum Month 16,000 Peaking Factor 1.23 Peak Day 22,140 Peaking Factor 1.70 TKN (ppd) Average Day 1,940 Maximum Month 2,520 Peaking Factor 1.30 Peak Day 4,260 Peaking Factor 2.20 TP (ppd) Average Day 360 Maximum Month 460 Peaking Factor 1.30 Peak Day 640 Peaking Factor 1.80 The peaking factor is assumed to match typical literature values. No influent data is available for phosphorus; therefore, a value of 8 mg/L has been assumed at the probable existing average day flow. ---PAGE BREAK--- Table 3-3 – Projected Flow and Load Summary for Year 2034 Item Value Flow (mgd) Average Day 7.94 Maximum Month 9.40 Peaking Factor 1.19 Peak Day 12.40 Peaking Factor 1.56 Peak Hour 15.90 Peaking Factor 2.00 BOD (ppd) Average Day 22,000 Maximum Month 30,400 Peaking Factor 1.38 Peak Day 35,700 Peaking Factor 1.62 TSS (ppd) Average Day 23,000 Maximum Month 28,300 Peaking Factor 1.23 Peak Day 39,100 Peaking Factor 1.70 TKN (ppd) Average Day 3,400 Maximum Month 4,400 Peaking Factor 1.30 Peak Day 7,500 Peaking Factor 2.20 TP (ppd) Average Day 520 Maximum Month 680 Peaking Factor 1.30 Peak Day 940 Peaking Factor 1.80 ---PAGE BREAK--- 3.2Summary of Flow Contributions and S The City’s water service meter billing data from Winter 2013 was utilized in order to estimate the amount of sewage generated from each parcel within the service area. The parcels were classified according to land use and the summary is provided in Table 3-4 below. Table 3-4 – Wastewater Sources and Estimated Flow Contribution Category Average Flow (mgd) Percent of Total Residential 3.60 67% Commercial 0.78 15% Industrial 0.15 3% Other 0.12 2% Water Treatment Plant Backwash 0.40 7% Infiltration 0.30 6% TOTAL 5.35 “Other” refers to City-owned parks, green spaces, and related facilities. Infiltration varies from a peak of approximately 0.60 mgd during the summer months to nearly zero during the winter months. An average value of 0.30 mgd is included. Upon the classification of the flows as described above, it was found that that the average daily flow for a single family residence is 164 gpd. Assuming that there are 2.7 people per single family residence (per recent census information), in combination with the flows/loads as presented in Chapter 3 of the WWTP Facilities Plan, a City of Kennewick Equivalent Residential Unit (ERU) is:  164 gpd of sewer volume  0.43 pounds per day (ppd) of BOD  0.54 ppd of TSS  0.08 ppd of TKN 3.3Industrial Flows There are currently two Significant Industrial Users (SIUs) that discharge to the City system: 1) Baker Produce who washes and packs produce, and 2) Titanium Sports who manufactures wheel chair and bicycle frames. Neither of the SIUs have had a detrimental impact on the City’s system. Six other facilities with relatively large flows also discharge to the City system, including:  J Leib Foods – juice bottling  Perfection Latex Paints – cleanup water  A part-time cannery  Decant water from street waste facility  Waste transfer station wash down  Water treatment plant – filter backwash ---PAGE BREAK--- Projections for industrial flow as provided in previous sewer planning efforts have not been realized. As mentioned in Chapter 3 of the WWTP Facilities Plan, a 1% per year growth rate was assumed for WWTP flow and load projections. However, there is currently a proposal to add approximately 1,263 acres of industrial area to the Urban Growth Boundary lying south of and adjacent to Interstate 82 between State Route 395 and the Clearwater Avenue Extension transportation corridors. If approved, this could eventually increase the amount of industrial flow and loading at the WWTP. 3.4Water Treatment Plant Backflush Flow and wasteload reduction to the WWTP could be improved by reducing or eliminating the discharge of filter backflush water from the WTP. The filter backflush adds hydraulic load as well as increased solids load to the sewer system - especially during the summer months when filter backflush frequency is at its highest. Flow and wasteload could be reduced by recycling all or a portion of the backflush water. Provisions for future recycling were incorporated into the recent design of the plant upgrade. Space and piping have been incorporated into the Residuals Building for installation of a future inclined plate settler to separate solids from the backflush water and recycle the water back to the head of the plant. The solids could either be sent to the WWTP or provisions could be developed to handle solids on-site at the WTP. Hydraulic spikes to the sewer system could also be minimized by providing additional backflush water storage at the WTP. 3.5Infiltration and Inflow Infiltration is the term for groundwater that enters the system through faulty joints, cracks, and service connections as well as through illegal connections of irrigation overflows and foundation drains. Inflow accounts for water that enters the system during a storm event through manhole lids and miscellaneous connections to roof drains and storm drainage structures. Kennewick experiences a noticeable seasonal variation in infiltration and inflow (I/I) levels that correspond with irrigation season – with peaks occurring in the late summer. The following sources of infiltration have been identified: 1. Excessive lawn watering induces percolation into shallow side sewers 2. Over-irrigation onto paved areas results in ponding in local drainage ways where it infiltrates 3. Perched water tables in areas adjacent to irrigation canals induces infiltration 4. The shallow water table in the City’s northeast quadrant enters through the trunk mains on Washington Street, Beech Street, Columbia Avenue, Bruneau Avenue, and at the Port of Kennewick Oak Street Industrial Park. Infiltration and inflow (I/I) affect the sewer system by increasing the volume of flow that must the collected and treated at the WWTP. This will result in reduction of efficiencies in biological processes and increases the cost of unit processes that are sized based on detention time. Therefore, it is desirable to minimize I/I. The EPA requires that cities demonstrate that the sewer collection system is not subject to excessive I/I. The EPA has established criteria for determining non-excessive I/I. ---PAGE BREAK--- 3.5.1 Non-Excessive Infiltration Infiltration is considered non-excessive if the average daily flow rate is less than 120 gallons per capita per day (gpcd) during a dry period when there is seasonally high groundwater and no rainfall. The peak month during the year that meets these criteria is typically August. As noted in Chapter 3 of the WWTP Facilities Plan, the maximum month flow was 6.34 in August of 2012. Excluding the WTP backwash as well as the industrial and commercial flows (0.78 + 0.15 + 0.40), the 5.01 mgd of flow corresponds to 76 gpcd for the service area population of 65,910. Therefore, the infiltration component of the City of Kennewick’s sewer system flows is considered “non-excessive”. 3.5.2 Non-Excessive Inflow The determination of whether inflow is non-excessive is made using the highest daily flow recorded during a storm event. If the total daily flow during the high rainfall day is less than 275 gpcd, the EPA considers the system to have non-excessive inflow. The highest peak hour flow that can be attributed to a significant rainfall event was the 9.8 mgd event that was identified in the 1996 Plan. Based upon the service area population of 65,910, this is 150 gpcd. Therefore, the inflow component of the City’s sewer flow is considered “non-excessive”. 3.5.3 Infiltration and Inflow Measures Although Kennewick has historically had relatively low I/I, the City has taken aggressive measures to reduce the amount of I/I in recent years. These measures have included inspection of approximately 75% of the existing system by CCTV and visual inspections, and flow monitoring at approximately 25 different locations throughout the City. Based upon the inspections and flow monitoring, a prioritized list of rehabilitation projects have been identified which include: storm drainage disconnects, irrigation overflow disconnects, manhole repair/replacement, side service repair, trenchless rehabilitation, and sewer main replacements. Additionally, service area expansion has included gasketed PVC pipe that are pressure tested and inspected by CCTV prior to acceptance. Moreover, care has been taken to ensure that sewer mains are installed within the street right-of-way and outside of areas that are subject to surface water infiltration at the drainage ways. The recent calibration of the collection system model indicates that there is little to no infiltration in the majority of the service area; therefore, recent measures have had an effect on lowering infiltration. The remaining areas believe to be contributing to infiltration seen at the WWTP include the shallow water table in the City’s northeast quadrant enters through the trunk mains on Washington Street, Beech Street, Columbia Avenue, and Bruneau Avenue. There is little justification for the City to engage in a full-scale I/I study. The City should continue its program of flow monitoring, systematically identifying sources of I/I during routine maintenance and inspection, and incorporating repair/replacement projects into the annual budget. ---PAGE BREAK--- Chapter 4 Performance and Design Criteria ---PAGE BREAK--- Chapter 4 – Performance and Design Criteria 4.1City Standard Specificatio The City of Kennewick Public Works Department has developed standards which provide minimum construction criteria for Public Works within the City or for which the City will take ownership. Section 3 of the Standard Specifications defines the minimum Sanitary Sewer construction standards, and is supplemented by the Standard Drawings Series 3. A copy of the City of Kennewick Standard Specifications and Standard Drawings for Sanitary Sewer Construction is included in Appendix M. The Standard Specifications are enforced on construction contracts led by the City, and on public improvements constructed by developers, property owners, or other public agencies for which the City will receive ownership, and/or operation, maintenance, and replacement responsibility. 4.2Collection System Design Criteria The design criteria listed in Table 4-1 is to be used for future system planning. The design criteria is based on the City’s water meter data that was collected and grouped by land use, between the months of December 2012 and March 2013. Water usage during the months of December-March is a good indication of sewer use because little to no water is used for irrigation. The usage was averaged over these four months to provide an average daily flow based on land use. Winter water meter data is a good approximation of sanitary sewer flows generated by an individual parcel. Additional design criteria and assumptions can be found in Appendix C. Table 4-1 – Collection System Planning Criteria Parameter Value Residential Unit Flows1 164 GPDU Commercial Unit Flows 600 GPAD Industrial Unit Flows 1,250 GPAD2 Manning Pipe Roughness Coefficient 0.012 Minimum sewer velocity 2 feet per second Based on 2.7 people per dwelling Note that the City of Kennewick unit flow analysis identified 80 gpad as average flow for industries; however the sample set was based on dry industrial flows only and did not include large/wet industries or significant industrial users (SIU’s). For this reason a gross area flow for areas zoned industrial was based from the Wastewater Engineering: Treatment and Reuse, by Metcalf & Eddy reference manual. This section describes a list of lift station requirements for existing lift station sites and provides a performance outline for future lift stations: STATION CAPACITY Lift station pumps and wetwell capacities should be sized in accordance with WDOE requirements and guidelines. Sizing calculations should be completed to verify that wet well cycle times do not exceed 10 minutes at design ---PAGE BREAK--- average flows, the pumps are not cycled too frequently causing premature pump failure, and that one pump is capable of delivering the peak hourly flow at the station. CONFIGURATION Lift stations should be submersible wetwell lift stations with duplex submersible on stainless steel rails to allow removal and reinstallation without entry into the wetwell. VALVE BOX Isolation and check valves on the pump discharge pipes should be located in a separate but adjacent below-grade concrete vault with an access hatch. BYPASS PUMPING CAPABILITY Appropriate valves and fittings should be provided to facilitate bypass pumping of the lift station with a temporary pump. MAINTENANCE WATER HYDRANT Each lift station should be provided with a yard hydrant connected to City water for maintenance use in washing both the wetwell and the site. A 2-inch service pipe and double check valve assembly are required at each lift station for the water service. The hydrant outlet will be equipped with a vacuum breaker nozzle and will be labeled “Do Not Drink Water.” CONFINED SPACE ENTRY SAFETY SYSTEM The City currently owns a portable hoist that can be used for station confined space entry access. To accommodate this equipment, a concrete pad and adequate foundation should be constructed around and adjacent to the access hatch. On this pad, a pedestal mount should be provided for placing the City’s portable hoist. SITE SECURITY The prevention of unauthorized entry to all of the sewage lift stations is critical to both protecting the station from vandalism and damage as well as preventing potential injuries to the public. When possible, lift stations should be provided with a fenced enclosure. At locations where fencing is not practical, the existing access hatch padlocks should be carefully maintained, and all above-grade electrical and telemetry panels and switches should be provided with padlocks. EMERGENCY (STANDBY) ELECTRICAL POWER In accordance with WDOE criteria, an emergency power source is required for sewage lift stations unless the history of power outages and the available storage at the station provide sufficient storage for expected outages. Smaller residential lift stations can be served by existing portable generator equipment since most wet well storage volumes should have sufficient additional capacity to permit the generators to be rotated among the stations without overflows ---PAGE BREAK--- occurring. As peak flows tend to occur at the same time of day, multiple portable generators may be necessary. An automatic transfer switch, easily accessible, should be included at lift stations for connection to a portable generator. ELECTRICAL EQUIPMENT Each lift station should be provided with a main disconnect and an over-current protection device (either a fusible switch or circuit breaker) which is rated as Suitable for Use as Service Entrance (SUSE). In addition, a transfer switch which can safely switch from normal (PUD) power to standby (engine generator) power should be provided after the main disconnect. It may be possible to combine these equipment items in a single unit or piece of equipment. The transfer switch should be rated for fault closing duty and be operable from the exterior of the enclosure to avoid flash or fault hazard to the operator. The transfer switch should be multi-pole, double-throw to avoid the possibility of feedback to the utility circuits when operating from the generator power source; interlocked breakers or contactors should not be used for this purpose. PLC electrical controls should be located above ground in a safety enclosure and padlocked to prevent vandalism. WETWELL LEVEL CONTROLS AND ALARMS Each lift stations should have pressure transducer level switches for low/high level alarms and “pump stop”, “start lead”, and “start lag” operating controls. These switches should be linked to the SCADA system. The previous plan called for ultrasonic level switches however City maintenance crews who respond to the lift station alarms mentioned foam on the water surface can signal a false alarm and interfere with the operation of the switches. TELEMETRY SYSTEM Each lift station should be equipped with a remote telemetry unit that is linked to the SCADA system. 4.3Discharge Stan For a summary of Federal and State Regulations pertaining to the WWTP discharge standards, the reader is directed to Chapter 4 of the 2014 WWTP Facilities Plan. ---PAGE BREAK--- Chapter 5 Wastewater Treatment Plant ---PAGE BREAK--- Chapter 5 – Wastewater Treatment Plant 5.1Facilities Plan J-U-B Engineers, Inc. prepared the 2014 Wastewater Treatment Facilities Plan which summarizes past planning documents and develops alternatives for wastewater treatment plant upgrades. The planning period for the Facilities Plan is through 2034 and the flows and loading projections are consistent with those presented in this General Sewer Plan. The reader is encouraged to read this separate document for details regarding the existing wastewater treatment plant and future plans for expansion. The CIP projects identified in the 2014 WWTP Facilities Plan are summarized in Chapter 7 of this Plan. 5.2Satellite MB The 2012 Capital Facilities Analysis for the South Kennewick Industrial Area UGA Expansion evaluated impacts that a proposed 2,600 acres of industrial area would have on the City’s sewer facilities. Assuming a planning-level sewer flow of 1,250 gpad, the buildout flows were estimated at 2.5 mgd. This additional flow would trigger several sewer collection system improvements including: Amon Lift Station, Clearwater Interceptor, Northwest Interceptor, and Columbia Drive Interceptor. Additionally, the available capacity at the WWTP would be utilized earlier than expected, thus triggering upgrades and expansions sooner than expected. Because the addition of the South Kennewick Industrial Area UGA Expansion would trigger several improvements in the sewer collection system, the City is considering siting a satellite MBR Reclamation Plant which would receive flows from not only the South Kennewick Industrial UGA Expansion area but also a majority of the Southridge Area. Influent wastewater characteristics are estimated to be similar to what the City now receives at its WWTP; effluent wastewater characteristics will meet Washington state Class A Standards. Investment in a satellite MBR facility should be weighed in an economic evaluation against the impacts. The purpose of this chapter is to provide some basic planning level assumptions and cost estimates that can be compared with the collection system improvements identified in Chapter 7. If the City decides to pursue the Satellite MBR Reclamation Plant alternative, a Facilities Plan would need to be commissioned to look into the alternative with greater detail. 5.2.1 Location The proposed location for the Satellite MBR Reclamation Plant is near the “5-corners” intersection of Clodfelter and 10th Avenue. The Plant would receive flows from the Hildebrand Boulevard Interceptor that is currently in design phase. This would allow for flows to be “scalped” just upstream of the existing Amon Lift Station. Approximately 10 acres of area will be required for the Reclamation Plant campus. 5.2.2 Typical Satellite MBR Reclamation Plant Components A microfiltration satellite MBR Reclamation Plant can treat wastewater to tertiary levels, thus providing a Washington State Class A reclaimed water with value to the City as irrigation water. Such a facility would include influent screening, grit removal, secondary biological treatment in a segmented aeration basin (nitrification and denitrification ---PAGE BREAK--- depending on discharge requirements), membrane filtration, and disinfection. Solids would also require management and disposal – as discussed in a subsequent section. Equalization storage for influent may also be necessary. However, a slight modification would be to design an MBR plant to be a “scalping” plant. A scalping plant is not designed to manage peak flows; rather, it is sized to treat a fairly constant flow while the peaks continue on down the collection system to the main WWTP. This precludes the need for equalization storage of the influent which reduces the required footprint and eliminates a major source of odors. Another advantage of a scalping plant is that solids could be discharged into the existing collection system to be dealt with at the existing WWTP – thus reducing the cost of the scalping plant since solids management at the scalping plant is not necessary. The potential advantages of a scalping plant may warrant further analysis in a subsequent Facilities Plan. 5.2.3 Biosolids Management Options Because biosolids management generally creates odors at a WWTP, scalping facilities often times discharge the waste activated sludge (WAS) into the sewer collection system to be dealt with at the City’s main WWTP. Alternatively, biosolids could be managed onsite at the scalping WWTP as a conventional WWTP. For the purposes of this analysis, onsite management of biosolids is assumed. A 2.5 mgd scalping plant is expected to produce about 6,000 pounds of biomass per day from the wasting of approximately 242,500 gallons of activated sludge (WAS at 3,000 mg/L). If the wasted biosolids were thickened to 4% solids or dewatered to 18% solids, approximately 90 to 20 cubic yards of biosolids would have to be managed each day, respectively. 5.2.4 Effluent Discharge Options A key factor to the viability of a satellite MBR is the use of the effluent. The satellite MBR concept has merit where there is a remote location to be served and where there is a local demand for highly treated water. The South Kennewick Industrial UGA Area is not currently served by an irrigation district; therefore, potable water would have to be used for irrigation of landscaping. A microfiltration satellite MBR plant can treat wastewater to levels which meet Washington Class A reclaimed water standards in order to provide value as irrigation water as well as other potential industrial uses – thus reducing demand on the potable water system. If used as an irrigation source, it will only be utilized approximately 5 months out of the year. Assuming that irrigation demands for the 2,600 acre South Kennewick Industrial UGA Area are approximately 10% of the gross area at an annual irrigation demand of 44 inches, the irrigation demand would be approximately 300 MG/year at buildout. During the five month growing season, the MBR WWTP would produce 375 MG; therefore, the plant will produce more effluent than is needed for irrigation purposes in the South Kennewick Industrial UGA Area. A storage lagoon should be constructed for meeting peak irrigation demands. A 3 MG storage lagoon would provide about two days of storage for the irrigation needs at buildout for the South Kennewick Industrial UGA Area. For the buildout irrigation demand, a 400 hp irrigation pump station would be required to pump flows to the study area and approximately 16,000 LF of 12-inch pipeline would be required to pipe irrigation to the South Kennewick Industrial UGA Area boundary. The cost to build the irrigation infrastructure (pond, pump station, and transmission main to edge of study area) is approximately $3 million. It should be noted that this does not include the booster pump stations and internal irrigation distribution piping that would be necessary within the South Kennewick Industrial UGA Area. ---PAGE BREAK--- In addition to irrigation use, the effluent could also potentially be used for other industrial purposes such as non- contact cooling water. However, for periods of time when the effluent cannot be used or stored, a permit to discharge into Amon Wasteway will be required. 5.2.5 Permitting Requirements An NPDES permit for surface water discharge to the Amon Wasteway would be required in order to have a place to discharge when there is no demand for the effluent. The Amon Wasteway is a USBR irrigation wasteway that is operated by the KID. Working with the KID and the state to permit such a surface water discharge would be challenging. In advance of a Facilities Planning effort, discussions with the State and the KID should be advanced in order to determine the feasibility of such a permit. In addition, Class A reuse permitting will be required in order to utilize the effluent for irrigation. Permitting for a Class A reuse facility requires additional redundancy for key unit processes at the facility. 5.2.6 Phasing Development could begin in the Southridge Area and the South Kennewick Industrial UGA Area as there is existing available capacity in the collection system – and once flows reach some appreciable level, an MBR plant could be constructed to relieve flows on collection system facilities. For example, the current Amon Lift Station has a capacity of approximately 800 gpm mgd). Currently, peak flows to the Amon Lift Station are estimated at 200 gpm. As development progresses and flows begin nearing the 800 gpm capacity of the Amon Lift Station, a 0.5 mgd Satellite MBR Reclamation plant could be constructed to reduce the flows to the Amon Lift Station – thus delaying any necessary collection system improvements. Once flows into the Amon Lift Station continue to creep up to 1 mgd, another 0.5 mgd of capacity could be added to the Reclamation Plant, and so on. Such a satellite MBR WWTP would have a significant effect as it would eliminate the need for major upgrades to the Amon Lift Station as well as further upsizing of the Clearwater Interceptor and Columbia Drive Interceptor. It should be noted that the existing Amon Lift Station can adequately handle the buildout of the Southridge Area within the existing UGA boundary; however, the addition of the South Kennewick Industrial UGA Study Area exceeds the planned capacity for the Amon Lift Station and would likely require complete replacement of the lift station as well as further upsizing to the Clearwater Interceptor. Therefore, if the 1,250 gpad for the South Kennewick Industrial UGA Area is realized, the 0.5 mgd increments for the MBR facility would likely expand to the 2.5 mgd at buildout. However, if the 1,250 gpad overestimates the industrial sewer flows, fewer 0.5 mgd expansions would be realized. 5.2.7 Cost Estimate A planning level cost estimate for the Satellite MBR Reclamation Facility which is sized for the initial Phase 1 flow of 0.5 mgd average daily flow is $15 million. Subsequent 0.5 mgd upgrades to the facility are estimated to cost $10 million each. If the City is interested in acquiring additional information regarding a Satellite MBR Reclamation Plant, a Facilities Plan should be commissioned. A Facilities Plan would further evaluate this concept and should include evaluation of O & M costs as well as permitting issues. ---PAGE BREAK--- Chapter 6 Collection System ---PAGE BREAK--- Chapter 6 – Collection System 6.1 Introduction The following chapter details the evaluation process and findings for the City’s existing sewer collection system. Generally the existing hydraulic model was updated to reflect the existing collection system and calibrated using flow monitoring data provided by the City. The hydraulic model was then used to evaluate the City’s sewer collection system under the following three scenarios, each of which is discussed in this chapter:  Existing Model Analysis (Section 6.3): Represents the current collection system within the City limits.  Committed Model (Section 6.4): Represents the development within the entire UGA boundary; essentially everything the City has committed to serve and includes all parcels  Master Plan Model (Section 6.5): Represents the ultimate build-out of the future wastewater service area by planning to a 50-year boundary The above three scenarios also identify the modeling sequence that was followed for evaluating the City’s sewer collection system: Existing System followed by the Committed Model and then the Master Plan Model. With the completion of each scenario, an issues list was prepared to highlight the findings and is included in each discussion section. The City owns and maintains a large sewer collection system. The system consists mainly of manholes, gravity pipes, clean-outs, lift stations and force main pipes. The gravity collection pipes range in diameter from 8-inch to 36- inch and comprise a network of nearly 272 miles. The City’s 15 lift stations act as local collection points for sewer flows within an area that cannot be served by extension of the existing gravity collection system. Lift station pumps convey wastewater through force main pipes that have a combined total length of greater than 5 miles. The lift stations are discussed in more depth in Section 6.8. 6.2 Existing System Model 6.2.1 General The existing hydraulic model in this study was built using the City’s GIS data and InfoSWMM modeling software. The City’s previous comprehensive plan update (2006) utilized Hydra modeling software. For this update, InfoSWMM was chosen to provide a GIS-based modeling platform well suited to integrate the existing hydraulic model and to provide a more sophisticated hydraulic modeling engine. The existing hydraulic model’s primary purposes are to:  Provide a snapshot of the current collection system flows  Identify potential existing capacity issues  Provide a platform for use in the Committed and Master Plan Models The existing hydraulic model consists of two layers – 1) the System Layer and 2) the Flow Generation Layer. Each layer includes multiple parameters and corresponding assumptions that characterize the area and system being modeled. The assumptions are coupled with surveyed pipe inverts, record drawing data, flow monitoring, ---PAGE BREAK--- characteristics learned from the physical system, similar studies done in the region, and general and historical knowledge gained through previous work for the City. Key assumptions used in the existing model are documented in Appendix C. 6.2.2 System Layer The existing hydraulic model System Layer consists of the manholes, gravity sewer pipes, force mains, and lift stations in the collection system. A map of the Existing System is found on Figure A1 and a map of the Sewer Collection System Basins is found on Figure A2. 6.2.2.1 Existing Collection System Layer The previous hydraulic model, from the 2006 update, was used as the main source of information for rim elevations, invert elevations, pipe sizes, and pipe The City’s record drawings from improvement projects after 2006 were used to update the hydraulic model to current conditions. As depicted on Figure A3, there were three main areas of improvement projects that were added to the model: 1) Southridge, 2) Beech Street Sewer Interceptor, 3) South Olympia Street. Any missing or questionable data was reviewed with the City and then supplemented with record drawings, field checks, or survey if necessary. Missing or questionable data for trunk pipes was resolved by using data from the previous model or by straight-grading individual sections of pipe interpolating an invert based on upstream and inverts). These manholes and pipes are tagged in the model accordingly. A portion of the collector pipes (8-inch and less) were added into the existing hydraulic model to facilitate flow routing; however, invert data was not verified or resolved because none of the 8-inch pipes were analyzed for capacity. The 8-inch pipes in the model perform the sole function of routing flows into the model and no physical data or capacity data on the 8-inch pipes should be utilized for decision making purposes. Only pipes 10 inches in diameter and larger were analyzed. 6.2.2.2 Lift Stations Lift station and force main data were added to the existing hydraulic model based on the previous model and by record drawings and discussions with City staff. Table 6-1 lists the current lift stations that are operating in the City and represented in the model. Figure A1 depicts the locations of these lift stations. Also included in Table 6-1 are the design operating point’s which were obtained from the City and from the previous General Sewer Plan. Similar information is provided in Table 1-2. The lift stations are discussed in more depth in Section 6.8. ---PAGE BREAK--- Table 6-1 – Existing Lift Stations Lift Station Number and Name(1) Year Constructed/ Last Major Rehabilitation Design Operating Point Pump Description Wet Well Dimensions 2. 29th & Everett 2001 120 gpm at 21-ft 3 hp, CP-3085x-438 5-ft Diam. 3. 32nd & Ione 1977 100 gpm at 68-ft Hydronix/Hydromatic, 7.5 hp, 8 1/2" Imp 6-ft Diam. 4. 16th & Dayton 1999 180 gpm at 16-ft 3 hp, C-3085.92 40-in x 115-in 5. Clover Island 2006 200 gpm at 29-ft 5 hp, NP3102.980MT 6-ft Diam. 7. Kent & Klamath 1999 180 gpm at 27-ft 3 hp, C-3085.92 6-ft Diam. 8. Dayton & Entiat 1999 180 gpm at 16-ft 3 hp, C-3085MT 6-ft Diam. 9. Arrowhead & Jefferson 2012 700 gpm at 38-ft 12 hp, NP-3153X 8-ft Diam. 10. Bonnie Ave & Belfair Place 1971 250 gpm at 30-ft Hydromatic, 5 hp, 40MMPC 500-63, 9 1/8" Imp 5.5-ft Diam. 11. 3rd & Oak 1999 1,000 gpm at 60-ft 23 hp, 3152.091-1005 12-ft Diam. 12. Canyon & Arrowhead 2001 110 gpm at 33-ft 7.5 hp, NP3102.980MT 6-ft Diam. 13. 23rd & Gum 1979 1,100 gpm at 42-ft Fairbanks Morse, 20 hp, B5430 9-ft x 10-ft 15. Amon 1994 800 gpm at 95-ft Fairbanks Morse, 40 hp, B5430 11-ft Square 16. Leslie 1994 300 gpm at 76-ft Fairbanks Morse, 15 hp 11-ft Square 17. Columbia Park East 1999 150 gpm at 62-ft 10 hp, 3127.090-6173 6-ft Diam. 18. Columbia Park West 1999 400 gpm at 88-ft 15 hp, CP3140.090 6-ft Diam. Pumping station #1 and #14 have been abandoned. Pumping station #6 is the Influent Lift Station at the WWTP. 6.2.3 Flow Generation Layer 6.2.3.1 Water Meter Usage Data Previous sewer modeling efforts assumed typical sanitary sewer unit flows based upon land use designation; however, a more precise method was utilized for the update of the existing hydraulic model. Sanitary unit flows for the existing model was based on recorded City water meter data from the period between December 2012 and March 2013. During these Winter months, the vast majority of metered water used by customers is for potable use only (no irrigation) and discharged to the collection system. Therefore, use of meter date, is a good indicator of base sanitary flow contribution. Since potable water service meter data was used, it provided actual usage data to generate sewer flows in the model rather than relying on typical unit flow data. This method yields a more precise representation of the existing flows in the system. The average daily flow for each water meter was calculated from the average winter volume recorded by each meter, yielding an average water use of 164 gpd per residential dwelling unit. Therefore an ERU was defined ---PAGE BREAK--- as 164 gpd. Based on 2.7 persons per household (reference Chapter this yields a per capita flow of 60.7 gpd. Average daily flows were then adjusted by assumed peaking factors to reflect weekend and weekday diurnal curves. These diurnal curves were specific to each land use type and were adjusted during calibration of the model (See Section 6.2.4). As discussed in Chapter 2, a considerable portion of the population (~10,500 people) currently utilize onsite sewer systems. Figure 2-2 depicts the locations of parcels believed to currently utilize onsite sewer systems. This data is based upon billing data provided by the City and confirmed with BFHD records. A majority of the City is characterized by residential flows. Since the highest average and peak residential flows usually occur on weekends, the majority of the trunk pipes will experience peak flows on the weekend; however, smaller basins with a high percentage of non-residential flows may experience peak flows during the weekdays. For example, a school generates the majority of its wastewater during the week, so the daily average was adjusted so that the majority of the flow is distributed throughout the week, and very little flow is distributed over the weekend. Therefore, the existing hydraulic model was built using factors to adjust the average daily flows from the water meters to average weekday and weekend flows to capture both maximum peak possibilities. Currently, the City collects water meter data on a two month period and the data is reported as a volume in hundreds of cubic feet (cf). The water meter data did have several instances of negative values, however, these values were explained by the City as instances where meter values were estimated during the previous reading and the following reading required a correction. In these instances, the difference in value between the estimated reading and the subsequent reading was calculated and the amount of water used, compared to previous water records, was determined. That value was then used to determine the correct average usage. 6.2.3.2 Land Use The land use types used in the existing hydraulic model are listed in Table 6-2 and were generated from the land use codes provided with City meter data. Table 6-2 – Existing Model Land Use Types  Assisted Living  Open Space  Car Wash  Public  Church  Residential - High Density  Commercial  Residential - Medium Density  Hospital  Residential - Low Density  Industrial  Restaurant  Office  School The Residential Low Density land use type consists of all single-family dwelling units. Residential Medium Density consists of multi-family dwelling units with between two and four dwelling units, as well as mobile home and RV parks. Residential High Density includes all apartments and multi-family dwelling units with over four dwelling units. Residential and non-residential unit flows are shown in Table 6-3. ---PAGE BREAK--- Table 6-3 – Unit Flows Parameter Value Residential Unit Flows1 Low Density (Single family homes) 164 GPDU Medium Density (Multi-family – 2 to 4-plex and condo/patio homes) 163 GPDU High Density (Multi-family - >4-plex and apartments) 125 GPDU Non-Residential Unit Flows2 Assisted Living 1,620 GPAD Church 90 GPAD Commercial3 340 GPAD Composite Commercial4 560 GPAD Hospital 770 GPAD Hotel 2,340 GPAD Industrial5 80 GPAD Office 550 GPAD Public 560 GPAD Restaurant 1,760 GPAD School 120 GPAD Based on 2.7 people per dwelling Based on winter water meter records divided by the net parcel area Includes range of commercial businesses, from convenience stores to big box stores. Combines commercial, hotel, restaurant, hospital, office, and public land-uses. Based on dry industrial flows only. Sample set did not include large/wet industries or significant industrial users (SIU’s). For this reason a gross area flow of 1,250 gpad was used in the Committed Model based from the Wastewater Engineering: Treatment and Reuse, by Metcalf & Eddy reference manual. Water meter data was coupled with land use to complete the flow generation layer. Although, the City’s water meter data was supplied in spreadsheet format, the representing parcel number was also included and used to link the water meter to the parcel it served. Diurnal curves (the typical 24-hour shape of the flow) were then developed for each land use type. The diurnal curves for each land use type were based on historical modeling efforts for the City and flow monitoring results. Diurnal curves for each land use type were adjusted during calibration efforts to match flow monitoring results. The diurnal curves used in the model can be found in Appendix C. 6.2.3.3 Infiltration and Inflow Infiltration is groundwater entering the sewer through cracked pipes, faulty service connections or other deficiencies in the collection system. This can be groundwater from a high water table or rainfall induced groundwater. As mentioned in Section 3.5, the City has taken aggressive measures to minimize infiltration. During calibration for the Existing Model, it was determined that the amount of infiltration was minimal and therefore was not included as part of the base flow for the system, a conclusion confirmed by City staff. ---PAGE BREAK--- Inflow is the flow of water directly into the sewer during and after a rainfall event due to direct connection to the sewer from storm drains, roof drains, parking lots, manholes, etc. The City has a low quantity of cross connections where storm drains or roof drains are connected to the sewer system. Therefore, inflow was assumed as 50 gpad. 6.2.4 Calibration Calibration is the process of modifying various parameters and their assumed values in order to match flow monitoring data collected from multiple locations. Sewer flows were monitored at nine locations in the system between February 1st and August 29th, 2013. At these locations, the City installed permanent mounting frames in the collection system manholes for their flow monitoring equipment. In preparation of this General Sewer Plan Update, the City deployed their flow monitors to capture existing flow data. From this extended monitoring period both wet weather and dry weather events were captured. The dry weather events were isolated and considered representative for City flows. Flow monitoring locations are shown on Figure A1. The flow monitoring data set, itself, has limitations that prevent a ‘perfect’ calibration between model output and real flows. Some of the factors affecting calibration include the level of uncertainty of the flow monitoring data and the low resolution of the water meter usage data. Additional limitations, not related to the flow monitoring data, include the diurnal curve patterns used, routing assumptions, normal fluctuations in wastewater flows from day-to-day, and the overall quantity of wastewater production. Considering these limitations, the model calibrated well, without significant changes to base assumptions or parameters, providing a high level of confidence in the existing model results and in the subsequent development of the master plan models. A complete listing of model assumptions and parameters are included in Appendix C. 6.2.4.1 Dry Weather Calibration As discussed in Section 6.2.3.1, the model was calibrated to both weekend and weekday recorded flows. Recorded flows for individual days, during the months of June 2013 and July 2013, were plotted to show the uncertainty and variability of flow at any given point in the system. The flow monitoring data for the larger service areas showed less variability in flow values than the smaller service areas, which is a result of the number of customers upstream. An average weekend diurnal curve and average weekday diurnal curve were determined for each monitoring site based on the flow monitoring data. Days with large rain events were removed and the model was calibrated to the remaining average curves. Final calibration graphs for dry weather flows are included in Appendix D. 6.2.4.2 Wet Weather Calibration A significant rainfall event occurred during the flow monitoring period on June 25, 2013. The rain event delivered approximately 0.33 inches of rain over a 3-hour period. According to WDOE’s Stormwater Management Manual for Eastern Washington (SMMEW), the storm was representative of a 3-hour thunderstorm with a return period of one year. The impact of this rainfall event on the collection system was observed at each flow monitoring site. The existing model includes a simulated rainfall event from a design storm. The design storm used was a 3-hour short duration thunderstorm with a 2-year return period and a total rainfall amount of 0.424 inches. The short duration thunderstorm has a higher peak flow as compared to the 24-hour design storm. To simulate a worst-case condition in the model, the peak inflow from the storm event was aligned with the peak in the sanitary flow on the weekend. This results in a larger net return period for the storm event. Final calibration graphs for wet weather flows are included in Appendix D. ---PAGE BREAK--- 6.3Existing Model Analysis 6.3.1 Existing Model Analysis The design storm discussed in Section 6.2.4.2, was incorporated into the calibrated model for analysis of the existing system capacity. Two measures of flow conditions in the collection system were used for evaluation of the existing model: flow depth over pipe diameter (d/D) and reserve capacity of the pipe. Based on these measures, only three instances of minor pipe surcharging or full pipe capacity were observed and, therefore, the existing collection system appears to have adequate capacity. Table 6-4 contains a list of the areas where issues were identified in the existing system. Each problem reach is discussed in detail in Appendix E as well as what actions, if any, are recommended to address the issue. Figures A4 and A5 in Appendix A show Depth over Diameter (d/D) and Reserve Capacity for the Existing Model, illustrating the issues discovered. Depth over diameter can be used to identify the extents of surcharging, and includes backwater effects from pipe segments. Reserve capacity can be used to identify individual pipes that could be the root cause of the surcharging or limited capacity, but does not include the backwater effects from pipe segments. Appendix E has additional information and hydraulic grade line plots for each issue. Appendix F contains results from the Existing Model Analysis. Note that all existing model results and figures include the design storm event. Table 6-4 – Existing Model Issues Location Issue Reference Recommended Action W. 10th Avenue Near S. Olympia St Pipe Surcharge ~ 0.25-ft Appendix E, Section 2.1 Verify slopes and inverts W. 27th Avenue Near S. Vancouver Street Pipe Nearing Capacity d/D=0.88 Appendix E, Section 2.2 Verify slopes and inverts W 4th Avenue Under US 395 Overpass Pipe Nearing Capacity d/D=0.78 Appendix E, Section 2.3 Verify slopes and inverts Table 6-5 contains a summary of each lift station and its remaining capacity given existing conditions. Lift Station #12 (Canyon & Arrowhead) is nearing capacity with less than 10 gpm of remaining capacity; however the majority of the lift station drainage basin is developed, with only a 2.0 acre undeveloped parcel remaining. Further expansion of the basin is not planned at this time. In addition, the lift station pumps are currently controlled by a variable frequency drive and the City reports that peak daily pump performance is less than full speed. This lift station should be monitored for pump performance and surcharging of the wet well as indications of maximum capacity. A pump draw down test should be considered to confirm the actual capacity. Other than Lift Station #12, the lift stations have sufficient existing capacity. ---PAGE BREAK--- Table 6-5 – Existing Model Lift Station Summary Lift Station Number and Name(1) Design Capacity (GPM) Existing Peak Flow (GPM)(2) Remaining Capacity (GPM) 2. 29th & Everett 120 14 106 3. 32nd & Ione 100 10 90 4. 16th & Dayton 180 11 169 5. Clover Island 200 22 178 7. Kent & Klamath 180 24 156 8. Dayton & Entiat 180 25 155 9. Arrowhead & Jefferson 700 575 125 10. Bonnie Ave & Belfair Place 250 103 144 11. 3rd & Oak 1,000 38 962 12. Canyon & Arrowhead 110 103 7 13. 23rd & Gum 1,100 84 1,016 15. Amon 800 220 580 16. Leslie 300 6 294 17. Columbia Park East 140 4 136 18. Columbia Park West 400 4 396 Pumping station #1 and #14 have been abandoned. Pumping station #6 is the Influent Lift Station at the WWTP. Peak Flow values include a 10% factor of safety to reduce the potential for overloading the station. See Appendix C for further detail. 6.4Committed 6.4.1 Introduction The analysis of the Existing Model shows that the existing collection system is capable of handling existing design flows. The next step is to identify how the system will perform with future flows from areas to which the City has committed to provide service. The Committed Model represents the development within the entire UGA boundary; essentially everything the City has committed to serve and generally includes all parcels, developed or not. Additionally, vacancy rates for multi-family housing are set equal to zero to maximize sewer flows. In addition to assuming that the entire UGA boundary is developed, the City also desired to include a 1,263 acre area proposed for UGA expansion and assume that one quarter (25%) of the residents with onsite sewer systems are converted. Figure A6 identifies these areas. The Committed Model is a tool to guide growth and expansion of the collection system and to also identify potential future deficiencies in the current collection system. The Committed Model’s primary purposes are, therefore, as follows:  Show the remaining, uncommitted capacity in the system.  Provide the size, approximate location, and depth for future sewer pipes over 10 inches in size.  Identify potential capacity issues that may arise in the existing collection system as the City develops new areas beyond the City limits within the UGA.  Develop base model to use in evaluating future wastewater service scenarios. ---PAGE BREAK--- 6.4.2 Committed Model System Layer 6.4.2.1 Trunk Pipes The Committed Model system layer was developed to take advantage of existing and future public right-of-way and the low-lying areas along natural drainages. During the development of the system, the following information was taken into consideration:  US 395 divides the South Kennewick area into two separate drainage basins.  Service to the proposed UGA Expansion Area will cross Interstate 82 at natural drainage draws.  Previous General Sewer Plan routing. To reduce capital construction costs and operation and maintenance costs, the depth of future trunk pipes (10 inches and larger) was held as shallow as possible while still providing service and minimizing the number of lift stations. It should be noted that these are planning level depths based upon the City’s GIS contour layer data. Detailed topographical survey will be needed on a project by project basis in order to refine pipe depths. Sizing of future pipes was accomplished using the design parameters listed in Table 6-6. A portion of undeveloped land within the UGA has sufficient slope to allow trunk pipes to be constructed at steeper than minimum grade, thereby allowing for a reduction in trunk pipe sizes. In order to ensure that pipe downsizing, due to steeper than minimum slope, does not result in physical obstruction bottlenecks, care must be taken that trunks are designed and installed at the same or steeper slope than those listed in the results of the Committed Model. Appendix G lists the proposed sizes, inverts, and slopes of the future trunk pipes, and denotes any trunk pipes that require steeper than minimum slopes. Table 6-6 – Future Pipe Design Parameters Pipe Diameter (in) Maximum Allowed Depth/Diameter Minimum Slope 8 0.50 0.40% 10 0.55 0.28% 12 0.60 0.22% 15 0.65 0.15% 18 0.75 0.12% ≥21 0.75 0.10% The following is a list of assumptions used in the Committed Model:  Each dwelling unit houses an average of 2.7 people based on the 2011 City of Kennewick Comprehensive Plan.  The average sanitary flow per dwelling unit was 164 gpd, the residential unit flow determined during the calibration of existing model.  Infiltration and inflow for future trunk pipes will be zero.  The Vista Field area will be redeveloped as a combination of commercial and high density residential (mixed-use land use) with a unit flow value of 2,200 gpad, as described in Appendix C. ---PAGE BREAK---  One quarter (25%) of the residents with onsite sewer systems will be converted to gravity service and the remaining three quarters (75%) will be converted in the Master Plan Model  Commercial property north of Columbia Drive and between the US 395 Bridge and the SR 397 Bridge (excluding the Port of Kennewick-owned property between Garfield Street and Gum Street) will be redeveloped as a mixed-use with a unit flow value of 2,200 gpad, as described in Appendix C.  A 1,263 ac area south of Interstate 82, known as the Proposed UGA Expansion Area, was included with an industrial unit flow value of 1,250 gpad. (See footnote #5 in Table 6-3 and a description of unit flows in Appendix C for details.)  The Amon Lift Station includes the ultimate build-out pumps (3,200 gpm capacity) and the 14-inch forcemain pipe is in operation.  Undeveloped residential areas were addressed by land use type and the following criteria (as described in Appendix o Low Density Residential – level of development based on parcel size  ≤ 1 acre = leave parcel flow as-is / no further development for Committed Model  > 1 acre = first reduce (by 23%) parcel size for non-buildable area, then subdivide parcel into 3 du/ac and multiply by the Low Density Unit Flow (164 gpdu) to calculate the Committed Model flows o Medium Density Residential – evaluate the density of each parcel based on the value of the following ratio: (Water Meter flow) / (Medium Density Unit Flow)  ≥ 0.75 = leave parcel flow as-is for Committed Model  < 0.75 = update the parcel’s Committed Model flow by the product (number of du)*(Low Density Unit Flow)  High Density Residential – same process as for Medium Density Residential 6.4.3 Committed Model Flow Generation Layer 6.4.3.1 Land Use and Unit Flows Future flows were developed for the Committed Model which assume 100% development within the UGA boundary. Figure A6 depicts the locations of all the assumed infill development. Land use designations for the Committed Model were determined from existing land use and zoning designations as well as discussions with the City. The unit flows identified in Table 6-3 (with the exception of the mixed use unit flow, created specifically for redevelopment areas, and the industrial unit flow used for the Proposed UGA Expansion Area) were used to generate the Committed Model flows. 6.4.3.2 Flow Allocation Similar to the Existing System Model, each parcel in the Committed Model service area was modeled by injecting flow into the nearest upstream manhole in the system layer. Some large master plan parcels were divided according to the proposed land use configurations and flows then injected into multiple locations based on topography and trunk pipe serviceability. It is important to note that the service area boundaries for each trunk pipe within the Committed Model are based on aerial mapping and USGS contours, and therefore are approximate. Individual service area boundaries may change as field survey is performed and development occurs. While safety factors built into the model allow for these ---PAGE BREAK--- minor changes, significant proposed changes or the cumulative effect of minor changes should be analyzed to prevent over-allocation of trunk capacity in the future. 6.4.4 Committed Model Analysis The Committed Model analysis provides results assuming development within the entire UGA boundary, without the addition of any relief pipes or the correction of existing system deficiencies. This helps identify the priorities for Capital Improvement Projects. It should be noted that the Committed Model predicts that the total average daily flow at the WWTP will be 10.5 mgd, while in Table 3-1 the predicted flow to the WWTP in 20-years will be 7.94 mgd. As noted in the table, the 20-year flow is based on specific growth rate values for residential, commercial and industrial land uses; therefore, the Committed Model represents growth beyond the 20-year planning projections. Table 6-7 contains a list of the areas where issues were identified in the system for the Committed Model. Similar to the Existing Model results, each problem reach is identified by the general location and is discussed in detail in Appendix E. The issues are also grouped into the applicable CIP project number used in Table 7-1 of Chapter 7. Figures A7 and A8 show the Depth over Diameter and the Reserve Capacity, respectively, for the Committed Model. As previously noted, depth over diameter can be used to identify the extents of surcharging, and includes backwater effects from pipe segments; while reserve capacity can be used to identify individual pipes that could be the root cause of the surcharging or limited capacity, but does not include the backwater effects from pipe segments. Appendix G contains results from the Committed Model Analysis. All Committed Model results and figures include the design storm event. ---PAGE BREAK--- Table 6-7 – Committed Model Issues Location Issue Identified Under Existing Model Analysis Reference Recommended Action Union St Collector Near Library Surcharge ~ 2.6-ft Appendix E, Section 3.1 Replace Pipe Section – See CIP C.1 for details W. 10th Ave Near S. Olympia St Surcharge ~ 1.1-ft X Appendix E, Section 3.2 Construct Relief Pipe - See CIP S.3a for Details W. 27th St Near S. Vancouver St Surcharge ~ 1.1-ft X Appendix E, Section 3.3 Construct Relief Pipe - See CIP S.3a for Details W. 10th Ave Near Park Middle School Full Pipe Flow Appendix E, Section 3.4 Do Nothing Clearwater Interceptor Local Flooding and Full Depth Manhole Surcharge Appendix E, Section 3.5 Construct Parallel Relief Pipe - See CIP C.2 for Details Neel & Canal Diversion Inlet Piping Surcharge ~ 2.5-ft Appendix E, Section 3.6 Replace Diversion Structure – See CIP C.2 for details Columbia Drive Interceptor Near S. Gum St Surcharge ~ 0.10-ft Appendix E, Section 3.7 Replace Pipe Section – See CIP C.3 for details Arrowhead & Jefferson Lift Station Insufficient Pumping Capacity ~ 48 gpm Table 6-8, Lift Station #9 Do Nothing / Monitor Lift Station Flowmeter & New Development within the Lift Station Basin Canyon & Arrowhead Insufficient Pumping Capacity ~ 1 gpm Table 6-8, Lift Station #12 Do Nothing / Monitor Lift Station Wetwell Liquid Level & New Development within the Lift Station Basin The City’s lift stations, with the Committed Model scenario peak flow and remaining capacity are listed in Table 6-8. ---PAGE BREAK--- Table 6-8 – Committed Model Lift Station Summary Lift Station Number & Name(1) Design Capacity (GPM) Committed Model Peak Flow (GPM)(2) Remaining Capacity (GPM) 2. 29th & Everett 120 24 96 3. 32nd & Ione 100 16 84 4. 16th & Dayton 180 14 166 5. Clover Island 200 30 170 7. Kent & Klamath 180 108 72 8. Dayton & Entiat 180 43 137 9. Arrowhead & Jefferson 700 748 -48 10. Bonnie Ave & Belfair Place 250 94 156 11. 3rd & Oak 1,000 68 932 12. Canyon & Arrowhead 110 111(3) -1 13. 23rd & Gum 1,100 178 922 15. Amon 3,200(4) 3,203 -3 16. Leslie 300 158 142 17. Columbia Park East 140 4 136 18. Columbia Park West 400 14 386 Pumping station #1 and #14 have been abandoned. Pumping station #6 is the Influent Lift Station at the WWTP. Peak Flow values include a 10% factor of safety to reduce the potential for overloading the station. See Appendix C for further detail. Committed Model scenario assumes 100% occupancy of Santiago Sunset Estates (250-unit manufactured home park) Committed Model scenario assumes ultimate build-out pumps for the Amon Lift Station 6.5Master Plan Model 6.5.1 Master Plan Model Analysis With modern materials and construction methods, it is expected that sewer pipes will exceed fifty years of service before rehabilitation or replacement is necessary. Therefore, a Master Plan Analysis is prepared as a model scenario by planning to a 50-year boundary. This ensures that all projects identified for the CIP (at the Committed Model stage) are further upsized to handle planned build-out flows – thus ensuring the pipes will provide reserve capacity for their design life. Table 6-9 contains a list of the issues identified in the Master Plan Model. Similar to the existing and committed model results, each issue is identified by the interceptor name or general location and is discussed in detail in Section 6.5.2 and included in Appendix E. The issues also reference the applicable CIP project number used in Table 7-1 of Chapter 7. Figure A9 identifies the Master Plan Model pipe sizes. Between the initial conceptual layout and the final model results, several alignment changes were made to provide service to the study area extents, minimize the sewer depths, and eliminate the need for lift stations. The Master ---PAGE BREAK--- Plan scenario was developed so that the majority of the future trunk pipes are at planned depths of less than 20 feet below the existing ground surface, as shown in Figure A10, with the exception of portions of the collection system extension in the Southridge West and the East Proposed UGA Expansion Basins. In these basins, the ground topography varies widely with existing drainage depressions; however, as planned development extends to these areas, the pipe depths are expected to decrease. Figures A11 and A12 show the Depth over Diameter and the Reserve Capacity, respectively, for the Master Plan Model based on the existing pipe sizes. As previously noted, depth over diameter can be used to identify the extents of surcharging, and includes backwater effects from pipe segments; while reserve capacity can be used to identify individual pipes that could be the root cause of the surcharging or limited capacity, but does not include the backwater effects from pipe segments. Appendix H contains results from the Master Plan Model Analysis. All Master Plan Model results and figures include the design storm event. ---PAGE BREAK--- Table 6-9 – Master Plan Model Issues Location Issue Identified Under Committed Model Analysis Reference Recommended Action Union St Collector Near Library Surcharge ~ 2.7-ft X Appendix E, Section 4.1 Replace Pipe Section – See CIP C.1 for details Canyon Lakes Interceptor Surcharge ~ 6.4-ft Appendix E, Section 4.2 Construct Relief Pipe - See CIP S.3b for Details W. 27th St Near S. Vancouver St Surcharge ~ 5.7-ft X Appendix E, Section 4.3 Construct Relief Pipe - See CIP S.3a for Details W. 10th Ave Near S. Olympia St Surcharge ~ 1.7-ft X Appendix E, Section 4.4 Construct Relief Pipe - See CIP S.3a for Details W. 10th Ave Near Park Middle School Surcharge ~ 0.2-ft X Appendix E, Section 4.5 Do Nothing W 4th Avenue Under US 395 Overpass Full Pipe Flow Appendix E, Section 4.6 Do Nothing Amon Lift Station Pumps & Influent Pipes Surcharge ~ 5.6-ft & Insufficient Pumping Capacity X Appendix E, Section 4.7 Phased Lift Station Upgrade - See CIP LS.1 for Details Clearwater Interceptor Local Flooding and Full Depth Manhole Surcharge X Appendix E, Section 4.8 Construct Parallel Relief Pipe - See CIP C.2 for Details Neel & Canal Diversion Inlet Piping Surcharge ~ 1.7-ft. X Appendix E, Section 4.9 Replace Diversion Structure – See CIP C.2 for details Columbia Drive Interceptor Near S. Gum St Surcharge ~ 1.5-ft X Appendix E, Section 4.10 Replace Pipe Section – See CIP C.3 for details 6.5.2 Assessment of Master Plan Model Results The following sections discuss the issues identified in the Master Plan Model and provide further detail. Several of the issues are grouped together and discussed as a whole based on their location in the collection system. 6.5.2.1 Union Street Collector The Union Street Collector drains the Southridge East Basin as well as the majority of the area west of Union Street. The Southridge East Basin is a key location in the City that is currently experiencing growth through a mix of both ---PAGE BREAK--- residential and commercial development. Maintaining an “issue-free” service to this location is a high priority to the City. The collector consists of 15-inch pipe, along Southridge Blvd, flowing north and into a mix of 10-inch, and 12-inch pipe along Union Street. There is also a short section (800 LF) of 8-inch pipe, constructed at 2.34% slope, where surcharging of 2.6-feet occurs during the Committed Model scenario and increases to 2.7-feet during the Master Plan scenario. Full pipe capacity through this bottleneck is limited to only 896 gpm (1.29 mgd). Replacement of the 8-inch pipe section with 12-inch pipe was identified as the solution to this capacity issue. The timeline for this replacement is in the 0 to 5 year range because the collector is critical to the growth of the Southridge East Basin. 6.5.2.2 Drainage East of US 395 Sewer flows east of US 395 and south of 10th Avenue drain into the Beech St Interceptor. The area is comprised of several sewer basins that collect and route flows to the interceptor pipe. The Committed Model identified three locations where surcharging is predicted to occur: 27th Ave and Vancouver St, 10th Avenue and Olympia St, and 10th Avenue near Park Middle School. During the Master Plan scenario, the surcharging in these areas increases and a fourth area, Canyon Lakes Interceptor was identified as surcharging. These locations are discussed below. The Canyon Lakes Interceptor was not observed as an issue in the Existing System Model or the Committed Model scenarios; however during the Master Plan scenario, portions of the interceptor had surcharging of up to 6.4-feet. The Master Plan model flows through the Canyon Lakes Interceptor are 1.1 mgd and can be attributed to the development in the US 395 East Basin. the interceptor connects to the 12-inch pipe discussed in the next section. A 3,500 LF section of 12-inch pipe constructed at minimum slope (0.22%) extends between Ely Street and Vancouver Street, just south of 27th Avenue. Surcharging occurs during the Committed Model scenario of up to 1.1- feet and at multiple manholes. Additionally, half the length of the piping (1,750 LF) is outside City right-of-way and is in an easement along property lines and across a church park and playfield – locations that make access with a vactor truck or service vehicle difficult. Construction of the Zintel Canyon Interceptor will reduce the service area for this section of piping and thereby the number of dwelling units it will serve to approximately 200 homes. An alternative piping alignment to abandon the easement section of pipe, through the playfield, was considered and could be incorporated as part of the Zintel Canyon Interceptor construction. A 330 LF section of 12-inch pipe, west of the intersection at 10th Avenue and Olympia Street, originally identified as a capacity issue during the Existing System Model scenario and with 1.1-feet of surcharging during the Committed Model scenario, now has a surcharge value of 1.7-feet during the Master Plan scenario. The construction of the Zintel Canyon Interceptor (as discussed in Section 6.6.2) will reduce flows through this section of piping. A 120 LF section of 15-inch pipe, on 10th Avenue, across from Park Middle School, constructed at 0.29% slope, nears full pipe flow in the Committed Model scenario and has 0.2-feet of surcharging during the Master Plan scenario. the pipe size increases to 24-inch. Verification of manhole inverts upstream and of the issue area is recommended to validate the model predictions. Additionally, the construction of the Zintel Canyon Interceptor will re-route flows to the manhole, thereby reducing flows through this section of piping. ---PAGE BREAK--- 6.5.2.3 Amon Lift Station, Clearwater Interceptor, and Neel/Canal Diversion The combined development of the Southridge West Basin and the Proposed UGA Expansion Basin will require an increase in the capacity of the Amon Lift Station. The lift station has an existing capacity of 800 gpm (current flows are 200 gpm) and was designed for a future expansion capacity of 3,200 gpm. Based on the Committed Model flows, which assumes build-out within the City’s current UGA and a 1,263 ac section of the Proposed UGA Expansion Basin, the lift station will receive peak flows of 3,200 gpm (4.6 mgd) – pushing the lift station to full capacity. It should be noted that at the assumed industrial flow of 1,250 gpd, the 1,263 acre Proposed UGA Expansion Basin accounts for 60% of this flow. At ultimate build-out, which includes the full development of the expansion area to the 50-year boundary, peak flows to the lift station increase to 5,500 gpm (8.0 mgd). Currently, the lift station influent piping (Amon Interceptor) consists of 750 LF of 18-inch pipe that crosses under Clearwater Avenue and is stubbed to the south. The previous General Sewer Plan identified that any future pipe extensions should be 24-inch pipe size – this finding was consistent with the Committed Model and recent City plans for development in this area reflect this pipe size. Based on future pipe extensions to be constructed as 24-inch diameter pipe and the replacement of the existing 750 LF of 18-inch pipe to 24-inch, no surcharging of the Amon Interceptor was observed in the Committed Model. To evaluate the impacts of the Committed Model flows, the existing Amon LS pumps (800 gpm) were replaced with the future build-out pumps (3200 gpm) and the dual forcemain pipes (8-inch and 14-inch) were placed in dual operation. of the Amon Lift Station is the Clearwater Interceptor. The interceptor pipe consists of 21-inch, 18-inch pipe, 15-inch, and 12-inch segments. In the Committed Model scenario, surcharging and localized flooding occurs throughout the majority of the interceptor alignment along Clearwater because the 3,200 gpm flow is greater that the capacity of the interceptor itself. A parallel relief pipe, the full length of the Clearwater Interceptor, was identified as the long-term solution to this capacity issue. Such a relief pipe should be sized for the Master Plan (ultimate build-out) flow scenario. Rather than upgrade the Amon Lift Station from 800 gpm to the Committed Model flow of 3,200 gpm; a phased approach is discussed in Section 6.6.3. At the intersection of Metaline and Union Street, the Clearwater Interceptor connects to the Union Street Collector and together form the Canal Street Collector, which consists of 21-inch and 24-inch pipe. To the east, and at the intersection of Neel Street and Canal Blvd, the Canal Street Collector connects to the Neel/Canal diversion structure. This diversion structure controls flows to the north, and into the Northwest Interceptor, with a vertical slide gate normally held in position with poly rope tied to a manhole step. Pass-through flows continue east along Canal Street in a mix of 15-inch and 18-inch pipes. Given the current slide gate settings in the diversion structure, 2.0 mgd of flow will pass-through and continue east through the Canal Street Collector. The capacity of this piping is limited by a section of 18-inch pipe that was constructed at 0.12% slope and has a full pipe capacity of only 1,700 gpm (2.5 mgd). A new diversion structure with manually operated slide gates will offer greater control, divert a greater portion of flows to the north, and will limit future surcharging of the Canal Street Collector. 6.6Phasing The following is a summary of the identified improvement projects that will be required over the next 20 years. Given the improved service life for current pipe materials, a 50-year boundary was outlined and flows from this area were routed through the Master Plan model. In some instances the increased flow may lead to the upsizing of piping planned for installation in 20 years; this upsize will therefore reduce future capacity issues and increase the service life for the pipe. ---PAGE BREAK--- 6.6.1 Union Street Collector There is an 800 LF section of existing 8-inch pipe along Union St, between 19th Avenue and 14th Avenue that should be upsized to 12-inch pipe. The timeline for this replacement is in the 0 to 5 year range because the collector is critical to the growth of the Southridge East Basin. 6.6.2 Zintel Canyon Interceptor As noted in the Existing Model analysis in Section 6.2.5, a 650 LF section of 12-inch trunk pipe west of 27th Avenue and Vancouver Street is nearing capacity (d/D = 0.88). In the Committed Model, nearly 5,000 LF of the same 12-inch trunk pipe (between Ely Street and Vancouver Street) will experience surcharging of up to 1.1-ft during peak flows. The increase in the length of impacted piping is due to the amount of undeveloped land (infill area) that will be developed as part of the Committed Model (as shown on Figure A6) in the area generally west of Ely Street and south of 27th Avenue along with the conversion of land parcels with onsite sewer systems (25% of the total existing amount were assumed converted for the Committed Model, see assumptions listed in Section 6.4.2.1). The trunk pipe in this area has an average bury depth of 21-ft and the surrounding homes were built after 1980 and without basements; for these reasons the City has determined that a minimum amount of surcharging is allowable and would not require an immediate replacement of this section of trunk pipe. The Zintel Canyon Interceptor is a replacement solution that would provide relief to the section of piping noted above. The interceptor would be 21-inch pipe constructed along the Zintel Canyon trail and through the Canyon Lakes Golf Course. The pipeline would be divided into two phases with Part A – constructed between 10th Avenue and Ely Street and Part B – constructed from Ely Street to Hildebrand Blvd. Part A would be planned for the 10-20 year time period and Part B would be based on growth in the US 395 East Basin. 6.6.3 Amon Lift Station The existing Amon Lift Station is limited to 800 gpm by the capacity of the existing pumps. As development progresses in the West Southridge Basin and the Proposed UGA Expansion Basin, the lift station will be in need of increased pumping capacity. A phased approach was developed to extend the life of the existing lift station facility as well as the Clearwater Interceptor, while allowing for future development in the Proposed UGA Expansion Basin. Current flows entering the Amon Lift Station are only 200 gpm. It is estimated that there is enough available capacity to serve approximately 2,000 additional single-family residential homes before reaching a point where flows are at 80% of the current lift station capacity (800 gpm). At that point, the Phase 1 – Amon Lift Station Upgrade would replace the existing pumps with 1,500 gpm pumps. This upgrade would add only 700 gpm (1.0 mgd) of pumping capacity; however the Clearwater Interceptor has only 1.0 mgd of existing reserve capacity. A pump increase greater than 700 gpm would require replacing the Clearwater Interceptor. As development increases and flows reach 80% of the Phase 1 capacity, the Phase 2 – Amon Lift Station Upgrade would replace the 1,500 gpm pumps with the build- out 3,200 gpm pumps. It should be noted that the assumption of 1,250 gpad for the UGA expansion area has a significant effect on the Amon Lift Station. As the lift station nears its capacity of 800 gpm, the actual realized gpad flows for the industrial area should be re-evaluated. If they are less than 1,250 gpad, the timeline to upgrade the existing lift station to 3,200 gpm may be adjusted. ---PAGE BREAK--- 6.6.4 Clearwater Interceptor of the Amon Lift Station, the existing Clearwater Interceptor will become surcharged as a result of the increased discharge flows. The existing reserve capacity of the interceptor is approximately only 700 gpm (1.0 mgd). This is because the existing pipe consists of 18-inch, 15-inch, and 12-inch pipe sections, none of which can convey 3,200 gpm at the constructed slope. The existing interceptor can either be replaced with a parallel pipe sized to accommodate Master Plan flows or a parallel relief pipe can be constructed to reduce the required pipe size. Assuming the single replacement, large diameter pipe option, from the Amon Lift Station discharge to the Neel/Canal Diversion, approximately 21,000 LF of 30-inch pipe will be required. A new Neel/Canal Diversion structure will also be required for improved control over future flows. Additionally, the existing 12-inch pipe connecting the Neel/Canal Diversion to the Northwest Interceptor will require upsizing to accommodate more flow being routed to the Northwest Interceptor. These improvements of the Amon Lift Station should be constructed prior to the Phase 2 - Amon Lift Station upgrade project. 6.6.5 Columbia Drive Interceptor As part of the increase of developed flows west of US 395, specifically the development in the Proposed UGA Expansion Basins, the Columbia Drive Interceptor will require additional capacity. The interceptor consists of parallel 30-inch pipes along Columbia Drive that then combine into a single 30-inch pipe along Kingwood Street which then enters the WWTP. Along Columbia Drive, the north pipe has a 1,750 LF section of 18-inch pipe that causes a bottleneck and will need replacement with 30-inch pipe. 6.7Renewals and Replacements The City maintains a listing of renewals and replacements projects through a CIP committee. The committee meets on an as needed basis to review infrastructure problems that have been identified as part of the City’s sewer maintenance programs. This committee prioritizes sewer infrastructure projects based on continued maintenance needs and/or TV inspections. A current listing of projects is reviewed and prioritized to determine a project listing when funding is available for this program. The current (2014) renewals and replacements list is included in Appendix K. 6.8Lift Stations This section discusses the existing condition of the 15 lift stations that the City maintains and includes the existing pump capacities. In addition, this section identifies any needs and upgrades for each lift station. 6.8.1 Description of Existing Facilities The City currently maintains 15 lift stations. The existing lift stations are generally classified as belonging to one of two different categories, local service or interceptor service. In general, the interceptor lift stations receive flows from large service areas and their operation is important to the overall performance of the collection system. If an interceptor service lift station were to fail, it could have significant impacts as measured by the area affected by flooding. Lift Station No. 11 at Oak Street in the Port of Kennewick Industrial Park, Lift Station No. 9 at Arrowhead Avenue serving the Columbia Center Mall Area, Lift Station No. 13 on the Gum Street interceptor at East 23rd Avenue, and Lift Station No. 15 on Clearwater Avenue near the Amon Wasteway are classified as interceptor service ---PAGE BREAK--- stations. Special attention and prioritization is given to these stations. The City’s 15 lift stations are shown in Figure A1 and are listed in Table 6-10. Table 6-10 – Existing Lift Stations Lift Station Number and Name(1) 2. 29th & Everett 3. 32nd & Ione 4. 16th & Dayton 5. Clover Island 7. Kent & Klamath 8. Dayton & Entiat Arrowhead & Jefferson 10. Bonnie Ave & Belfair Place *11. 3rd & Oak 12. Canyon & Arrowhead *13. 23rd & Gum *15. Amon 16. Leslie 17. Columbia Park East 18. Columbia Park West Pumping station #1 and #14 have been abandoned. Pumping station #6 is the Influent Lift Station at the WWTP. Refer to Chapter 5 of the WWTP Facilities Plan for more details. * Interceptor Service lift station, as defined in Section 6.8.1 The following is a general description of each of the lift station facilities. ---PAGE BREAK--- Station No. 2 – 29th Avenue and Everett Place Lift Station No. 2 is located in and serves a residential area on the south side of Kennewick. The station was originally constructed in 1975 as a can type station with the pumps and controls located in a dry-well pump chamber mounted on top of the wet well. In 2001 the station was converted to a submersible pump style lift station and received an upgrade to the mechanical and electrical systems as well as new submersible pumps. The wet well is a 5-ft diameter precast manhole that is 12 feet below grade. Two 3 hp submersible pumps are used in a duplex configuration to remove the sewage from the wet well. A 6-inch forcemain (1,166 LF) is used to transport the pumped sewage to the gravity system discharge manhole located near the intersection of 27th Avenue and Everett Place. The station is reported to have a capacity of 120 gpm (0.17 mgd) with one pump in operation. No fencing is provided around the station, but an intrusion alarm is provided. Alarms are transmitted to the wastewater treatment plant by the telemetry system. No station improvements since 2006. ---PAGE BREAK--- Station No. 3 – 32nd Avenue and Ione Street Lift Station No. 3 is located in and serves a residential area (Evelyn’s Addition) on the south side of Kennewick. The station was constructed in 1977 and is a typical Hydronix factory-built can type station with the pumps and controls located in a dry-well pump chamber mounted on top of the wet well. The wet well is a 6-ft diameter precast manhole that is approximately 15 feet below grade. The pump chamber is housed in a steel-reinforced fiberglass factory built unit. The floor of the pump chamber is approximately 8 feet below grade and is accessed through a fiberglass access lid. The pumps and motors are located at or below grade in the pump chamber. Two 7.5 hp Hydronix Model 40MPC self-priming suction lift non-clog type pumps are used in a duplex configuration to remove the sewage from the wet well. A 4-inch forcemain (1,820 LF) is used to transport the pumped sewage to the gravity system discharge manhole located near the intersection of Garfield Street and Highland Road. The station is reported to have a capacity of 100 gpm (0.14 mgd) with one pump in operation. No fencing is provided around the station, but an intrusion alarm is provided. Alarms are transmitted to the wastewater treatment plant by the telemetry system. The station is also equipped with a small ventilation fan, heater, and dehumidifier in the dry well. A sump pump is provided and the station does have an alarm in case a leak occurs inside the pump chamber. No station improvements since 2006. ---PAGE BREAK--- Station No. 4 – 16th Avenue and Dayton Place Lift Station No. 4 is located in the front yard of a residential home and provides a relief outlet for the Dayton Place service area. In 1999 the station was converted to a submersible pump style lift station and received an upgrade to the mechanical and electrical systems as well as new submersible pumps. The wet well is a 40-inch by 115- inch rectangular area that is part of an 11-ft square precast structure, approximately 21.4 feet in depth. Two 3 hp submersible pumps are used in a duplex configuration to remove the sewage from the wet well. A 4-inch forcemain (35 LF) is used to transport the pumped sewage to the gravity system discharge manhole located near the intersection of 16th Avenue and Dayton Place. The station is reported to have a capacity of 180 gpm (0.26 mgd) with one pump in operation. No fencing is provided around the station, but an intrusion alarm is provided. No station improvements since 2006. ---PAGE BREAK--- Station No. 5 – Clover Island Lift Station No. 5 is located on the west end of Clover Island and was constructed to service commercial development on the island. In 2006 the station was reconstructed to a submersible pump style lift station and received an upgrade to the mechanical and electrical systems as well as new submersible pumps. The wet well is a 6-ft diameter precast manhole that is approximately 15 feet below grade. Two 5 hp submersible pumps are used in a duplex configuration to remove the sewage from the wet well. A 6-inch forcemain (1,040 LF) is used to transport the pumped sewage to the gravity system discharge manhole located near the end of the causeway to Clover Island. The station is reported to have a capacity of 200 gpm (0.29 mgd) with one pump in operation. No fencing is provided around the station, but an intrusion alarm is provided. The alarms are transmitted to the wastewater treatment plant by the telemetry system. Three phase 230 Volt power is provided to the station from the abandoned Ranney water supply well located north of the station on the Columbia River. ---PAGE BREAK--- Station No. 7 – Kent Place and Klamath Avenue Lift Station No. 7 is located on the north side of Klamath Avenue in the front yard of a residential home and provides a relief outlet for the Klamath Place service area. In 1999 the station was converted to a submersible pump style lift station and received an upgrade to the mechanical and electrical systems as well as new submersible pumps. The wet well is a 72-inch diameter precast manhole that is approximately 22.3 feet deep. Two 3 hp submersible pumps are used in a duplex configuration to remove the sewage from the wet well. A 6-inch forcemain (570 LF) is used to transport the pumped sewage to the gravity system discharge manhole located near the intersection of Columbia Drive and Kent Street. The station is reported to have a capacity of 180 gpm (0.26 mgd) with one pump in operation. No fencing is provided around the station, but an intrusion alarm is present. The alarms are transmitted to the wastewater treatment plant by the telemetry system. No station improvements since 2006. ---PAGE BREAK--- Station No. 8 – Dayton Street and Entiat Avenue Lift Station No. 8 is located north of the intersection of Dayton Street and Entiat Avenue and provides a relief outlet for the Dayton Street service area. In 1999 the station was converted to a submersible pump style lift station and received an upgrade to the mechanical and electrical systems as well as new submersible pumps. The wet well is a 72-inch diameter precast manhole that is approximately 20 feet deep. Two 3 hp submersible pumps are used in a duplex configuration to remove the sewage from the wet well. A 4-inch forcemain (55 LF) is used to transport the pumped sewage to the gravity system discharge manhole located south of the station. The station is reported to have a capacity of 180 gpm (0.26 mgd) with one pump in operation. No fencing is provided around the station, but an intrusion alarm is present. The alarms are transmitted to the wastewater treatment plant by the telemetry system. No station improvements since 2006. ---PAGE BREAK--- Station No. 9 – Arrowhead Avenue and Jefferson Street Lift Station No. 9 is located in a residential area west of the intersection of Arrowhead Avenue and Jefferson Street and receives flows from the majority of the City’s commercial businesses centered near the Columbia Center Mall. In 2012 the station was reconstructed to upgrade the submersible pumps, increase the wet well capacity and install a bypass pumping port. The reconstructed lift station wet well is a 96-inch diameter precast manhole that is approximately 20 feet deep. Two 12 hp submersible pumps are used in a duplex configuration to remove the sewage from the wet well. A 12-inch forcemain (2,400 LF) is used to transport the pumped sewage to a discharge manhole that is part of the Northwest Collector, located near the intersection of Edison Street and Umatilla Avenue. The station is reported to have a capacity of 700 gpm (1.00 mgd) with one pump in operation. Alarms are transmitted to the wastewater treatment plant by the existing telemetry system. Fencing is provided around the above ground station equipment along with a security alarm. City crews have noted the following maintenance issues with this lift station – constant ragging and plugging of submersible pump impellers and increased hydrogen sulfide gas concentrations in the wet well causing damage to the interior. Solutions to deal with the persistent ragging include installing a comminutor upstream to shred influent material to sizes that provide for easier passage through the pumps. As an alternative, vertical screens can be installed in an upstream manhole to reduce the ragging. In either case increased maintenance visits to the lift station site may be required to fine-tune the comminutor operation or in the case of the screen, to remove built-up material. Solutions to address the increased hydrogen sulfide gas concentrations include both protecting the wet well interior and increasing the exchange of fresh air. Protecting the wet well interior consists of lining the concrete with an industrial coating to prevent corrosion. To better control odor and reduce pH corrosion several products, both proprietary (Vapex or Bioxide) and common (Ferric Sulfate or Chlorine) products have been developed to break down the hydrogen sulfide, stop corrosion, and discharge the contaminants back into the waste stream. However, these solutions can be expensive for both the products that require upfront equipment and those that require long-term chemical costs. ---PAGE BREAK--- Station No. 10 – Bonnie Avenue and Belfair Place Lift Station No. 10 is located southeast of the Columbia Center Blvd overpass of SR 240, adjacent to the CID main canal. The station was constructed in 1971 as a suction-lift pump style lift station. This station mainly serves the Trailer City RV park and also several commercial businesses that connect to the lift station by private gravity pipes. The station is a factory built can type station. The wet well is a 72-inch precast manhole that is approximately 14 feet below grade. The dry well is located directly above the wet well and is a factory built unit. The floor of the dry well is approximately 5 feet below grade and is accessed through a dual hinged top. Two 5 hp Hydromatic, self-priming suction lift non-clog type, pumps are used in a duplex configuration to remove the sewage from the wet well. A 6-inch forcemain (300 LF) is used to transport the pumped sewage to a discharge manhole that is part of the Northwest Collector located near the intersection of Arrowhead Avenue and Belfair Place. The station is reported to have a capacity of 250 gpm (0.36 mgd) with one pump in operation. The pumps and motors are located at or below grade in the dry well. No fencing is provided around the station, but an intrusion alarm is provided. Alarms are transmitted to the wastewater treatment plant by the telemetry system. No station improvements since 2006. ---PAGE BREAK--- Station No. 11 – 3rd Avenue and Oak Street Lift Station No. 11 is located southwest of the intersection of 3rd Avenue and Oak Street in a primarily commercial area. The station currently provides sewage service to the Port of Kennewick and the Oak Street Industrial Park. In 1999 the station was converted to a submersible pump style lift station and received an upgrade to the mechanical and electrical systems as well as new submersible pumps. The wet well is 12-ft in diameter and approximately 28 feet deep. Two 30 hp submersible sewage pumps are used in a duplex configuration to remove the sewage from the wet well. A 10-inch forcemain (3,600 LF) is used to transport the pumped sewage to the gravity system discharge manhole located near the intersection of Kingwood and Columbia Drive near the WWTP. The station is reported to have a capacity of 1,000 gpm (1.44 mgd) with one pump in operation. Fencing is not provided around the station. No station improvements since 2006. ---PAGE BREAK--- Station No. 12 – Canyon Avenue Lift Station No. 12 is located in the center of Canyon Avenue in a residential neighborhood (Columbia Sunset Estates). The station currently provides sewage service to several manufactured home developments (Columbia Center Estates and Santiago Sunset Estates) as well as a residential subdivision (The Ridge). The station was constructed in 1981 and consists of a wet-pit/dry-pit configuration. In 2001 the station was converted to a submersible pump style lift station and received an upgrade to the mechanical and electrical systems as well as new submersible pumps. The wet well is 6-ft in diameter and approximately 16 feet deep. Two 7.5 hp submersible sewage pumps are used in a duplex configuration to remove the sewage from the wet well. A 6-inch forcemain (880 LF) is used to transport the pumped sewage to the gravity system discharge manhole located 400 feet north of the intersection of Gage Blvd and Louisiana Street. The station is reported to have a capacity of 110 gpm (0.16 mgd) with one pump in operation. No fencing is provided around the electrical controls. Intrusion alarms are provided. No station improvements since 2006. ---PAGE BREAK--- Station No. 13 – 23rd Avenue and Gum Street Lift Station No. 13 is located on the northeast corner of 23rd Avenue and Gum Street in a rural residential neighborhood. The property immediately surrounding the station is used for horse pasture. The station was constructed in 1979 and consists of a wet-pit/dry-pit configuration. This station mainly serves residential development around Elliot Lake, 2 miles to the south. The dry well is a 9-ft by 10-ft foot precast concrete structure with a 23 foot deep factory built station. Two 20 hp vertical non- clog Fairbanks Morse sewage type pumps are used in a duplex configuration to remove the sewage from the wet well. A 12-inch forcemain (1,300 LF) is used to transport the pumped sewage to the gravity system discharge manhole located near the intersection of 19th Avenue and Gum Street. The station is reported to have a capacity of 1,100 gpm (1.59 mgd) with one pump in operation. A small ventilation fan, heater, and dehumidifier are also provided in the dry well. The pumps, motors and controls are all located below grade in the dry well. Ultrasonic level sensors are used to monitor wet well depth and control the pumps. Fencing is provided around the station and an intrusion alarm is also provided. The alarms are transmitted to the wastewater treatment plant by the radio telemetry system. Three phase 480 Volt power is provided to the station. No station improvements since 2006. ---PAGE BREAK--- Station No. 15 – Amon Wasteway Lift Station No. 15 is located on Clearwater Avenue adjacent to the crossing of the Amon Wasteway. The station currently provides sewage service to a large area consisting mainly of low density residential homes. The basin includes the existing and future phases of the Hansen Park development and the Southridge East basin that has several proposed residential developments planned. The lift station also receives sewer flows from Leslie lift station. As development occurs south of I-82, in the proposed UGA Expansion Area, the existing basin area will increase significantly. The station was constructed in 1994 and consists of a wet-pit/dry-pit configuration. The dry well is a 14-ft diameter factory built station that rests on a common foundation slab with the wet well. The wet well is an 11-ft square, 25 foot deep structure. Two 40 hp vertical non-clog Fairbanks Morse sewage type pumps are used in a duplex configuration to remove the sewage from the wet well. The dry-pit was sized to accommodate a future upgrade to125 hp pumps, capable of 3,200 gpm, for future flows. The lift station has dual forcemain pipes (1,900 LF of 8-inch and 14-inch) to accommodate increased sewer flows to the station. Currently only the 8-inch forcemain pipe is in use and transports the pumped sewage to the gravity system discharge manhole located 600 feet west of the intersection of Clearwater Avenue and Louisiana Street. The station is reported to have a capacity of 800 gpm (1.15 mgd) with one pump in operation. The pumps and motors are located below grade in the dry well while the control system is located in a separate control building. An ultrasonic level is used to monitor wet well depth and control the pumps. Fencing is provided around the station site and an intrusion alarm is also provided. The alarms are transmitted to the wastewater treatment plant by the radio telemetry system. Three phase 480 Volt power is provided to the station. No station improvements since 2006. ---PAGE BREAK--- Station No. 16 – Leslie Road Lift Station No. 16 is located on the northwest corner of Leslie Road and Clearwater Avenue. The station currently provides sewage service to the surrounding vicinity which consists of existing residential area along Montana Street and a single commercial business at the round-a-bout. Sewer flows to the basin will increase with single family and multi-family developments currently under construction along Ridgeline Drive (formerly Leslie Road, east of the round-a-bout). The station was constructed in 1994 and consists of a wet-pit/dry-pit configuration. The dry well is a 12-ft diameter factory built station that rests on a common foundation slab with the wet well. The wet well is an 11-ft square, 16 foot deep structure. Two 15 hp vertical non-clog Fairbanks Morse sewage type pumps are used in a duplex configuration to remove the sewage from the wet well. The lift station has dual forcemain pipes (2,300 LF of 6-inch and 8-inch) to accommodate increased sewer flows to the station. Currently only the 6-inch forcemain pipe is in use and transports the pumped sewage to the gravity system discharge manhole located near the intersection of Clearwater Avenue and 10th Avenue. The station is reported to have a capacity of 300 gpm (0.43 mgd) with one pump in operation. The pumps and motors are located below grade in the dry well while the control system is located in a separate control building. An ultrasonic level is used to monitor wet well depth and control the pumps. Fencing is provided around the station site and an intrusion alarm is also provided. The alarms are transmitted to the wastewater treatment plant by the radio telemetry system. Three phase 480 Volt power is provided to the station. No station improvements since 2006. ---PAGE BREAK--- Station No. 17 – Columbia Park East Lift Station No. 17 is located at the east end Columbia Park near the Edison Street boat launch. The lift station was constructed in 1999 as a submersible pump style lift station. The wet well is a 72- inch diameter precast manhole that is approximately 28 feet deep. Two 10 hp submersible pumps are used in a duplex configuration to remove the sewage from the wet well. A 4-inch forcemain (1,000 LF) is used to transport the pumped sewage to the gravity system discharge manhole located near the intersection of Edison Street and Umatilla Avenue – the same location as the discharge from the Jefferson and Arrowhead lift station. The station is reported to have a capacity of 150 gpm (0.22 mgd) with one pump in operation. The valves are located in an adjacent concrete valve vault while controls are located in an adjacent CMU block building. An ultrasonic level sensor is used to monitor wet well depth and control the pumps. The alarms are transmitted to the wastewater treatment plant by the existing telemetry system. Three phase 480 Volt power is provided to the station. No fencing is provided around the station, but an intrusion alarm is present. The alarms are transmitted to the wastewater treatment plant by the telemetry system. No station improvements since 2006 ---PAGE BREAK--- Station No. 18 – Columbia Park West Lift Station No. 18 is located at the west end Columbia Park near the exit to Columbia Park off SR 240. The lift station was constructed in 1999 as a submersible pump style lift station. The wet well is a 72- inch diameter precast manhole that is approximately 30 feet deep. Two 15 hp submersible pumps are used in a duplex configuration to remove the sewage from the wet well. An 8-inch forcemain (1,000 LF) is used to transport the pumped sewage to a discharge manhole that is part of the Northwest Collector, at a point between the BNSF railroad and the CID canal. The station is reported to have a capacity of 400 gpm (0.58 mgd) with one pump in operation. The valves are located in an adjacent concrete valve vault while controls are located in an adjacent CMU block building. An ultrasonic level sensor is used to monitor wet well depth and control the pumps. The alarms are transmitted to the wastewater treatment plant by the existing telemetry system. Three phase 480 Volt power is provided to the station. No station improvements since 2006. ---PAGE BREAK--- 6.8.2 Proposed Improvements and Future Replacement Schedule The City has been proactively upgrading the lift stations by replacing pumps and piping and electrical control systems. The following is a list that identifies the scheduled improvements for the lift station upgrades: #13, 23rd & Gum: Construct new submersible pump style lift station with pump package Install standard hydrant water service 32nd & Ione: Construct new submersible pump style lift station with pump package #10, Belfair Place & Bonnie Avenue: Construct new submersible pump style lift station with pump package Lift stations must also be rehabilitated and replaced as necessary. Mechanical rehabilitation is often required every 15 to 30 years, while electrical upgrades are often required every 15 to 20 years. A major rehabilitation or replacement should be expected every 50 years. As shown in Table 6-11, several lift stations will need mechanical and/or electrical upgrades within the next 10 years. None of the lift stations are expected to undergo a major rehabilitation or replacement within the next 10 years, other than those identified in the previous section. For budgetary purposes, the following costs are assumed: a mechanical upgrade is $30,000 to $80,000 and an electrical upgrade is $25,000 to $55,000, depending on the lift station size (2014 dollars). ---PAGE BREAK--- Table 6-11 – Lift Station Rehabilitation/Replacement Expectations Lift Station Name Year Constructed/ Last Major Rehabilitation Comments Rehabilitation Expected In… Mechanical (15 to 30 years) Electrical (15 to 20 years) Major Rehabilitation/ Replacement (50 years 2. 29th & Everett 2001 10 - 15 years 5 - 10 years 35 - 45 years 3. 32nd & Ione 1977 0 - 5 years 0 - 5 years 10 - 15 years 4. 16th & Dayton 1999 5 - 10 years 0 - 5 years 30 - 40 years 5. Clover Island 2006 10 - 15 years 5 - 10 years 35 - 45 years 7. Kent & Klamath 1999 5 - 10 years 0 - 5 years 30 - 40 years 8. Dayton & Entiat 1999 5 - 10 years 0 - 5 years 30 - 40 years 9. Arrowhead & Jefferson 2012 Ragging and H2S issues 15 - 20 years 5 - 10 years 40 - 50 years 10. Bonnie Ave & Belfair Place 1971 0 - 5 years 0 - 5 years 5 - 10 years 11. 3rd & Oak 1999 5 - 10 years 0 - 5 years 30 - 40 years 12. Canyon & Arrowhead 2001 10 - 15 years 5 - 10 years 35 - 45 years 13. 23rd & Gum 1979 0 - 5 years 0 - 5 years 10 - 20 years 15. Amon 1994 0 - 5 years 0 - 5 years 25 - 35 years 16. Leslie 1994 0 - 5 years 0 - 5 years 25 - 35 years 17. Columbia Park East 1999 5 - 10 years 0 - 5 years 30 - 40 years 18. Columbia Park West 1999 5 - 10 years 0 - 5 years 30 - 40 years ---PAGE BREAK--- Chapter 7 Capital Improvement Plan ---PAGE BREAK--- Chapter 7 – Capital Improvement Plan 7.1CIP Overview The Capital Improvement Plan (CIP) prioritizes the improvements that are necessary in the near term to relieve capacity issues, replace deteriorated segments of the collection system, and implement improvements that will be needed as infill occurs in the City and as the wastewater service area is expanded to the future boundary. The CIP is organized into the following categories:  Capacity Projects – Required to address insufficient hydraulic capacity of existing pipes in the near future.  System Expansion – Required to serve new areas within the UGA.  Rehabilitation/Replacement – Required to maintain the integrity of the existing system.  Master Plan Extensions – Required to expand service to new area outside the City boundary.  WWTP Improvements – As identified by the Facilities Plan. Figure A13 shows the location and type of each project in the CIP. Appendix I contains a summary matrix for the CIP projects, detailed opinions of probable cost, and a CIP summary/figure for each project. All capital costs are in 2014 dollars. The opinions of probable cost are for budgetary purposes only and further refinement of the cost opinions will be required during subsequent preliminary engineering and design phases. The timeframe for implementing CIP projects not related to rehabilitation/replacement will ultimately depend on realized growth and non-residential development. The following guidelines are therefore used to determine the timeframe for CIP projects:  Ongoing: These items are recommended as part of the Wastewater Utility's ongoing efforts to maintain the collection system.  0 to 5 Years: Issues identified in the Existing Model that represent problems that could occur "today" and should therefore be addressed within the first planning period. This timeframe also includes some projects that will serve developments in future service areas.  5 to 10 Years: Issues identified in the Committed Model that represent likely problems as currently annexed land begins developing.  10 to 20 Years: Issues identified in the Committed Model that represent long-term problems as currently annexed land begins developing.  As Needed with Growth: Remaining issues and some identified under the Committed Model will not become critical until growth begins to develop in the corresponding areas. ---PAGE BREAK--- 7.2CIP Projects Table 7-1 includes a summary of all identified projects in the CIP capital cost (2014 dollars) and recommended timeframe for completion. Table 7-1 – CIP Projects ID Description/System Name Recommend Action Capital Cost Timeframe Ongoing 0-5 Years 5-10 Years 10-20 Years As needed with growth Capacity Projects – Address existing piping issues based on growth within the UGA C.1 Union Street Collector Pipe replacement $252,000 X C.2 Clearwater Interceptor Pipe replacement/parallel relief pipe $10,898,000 X C.3 Columbia Drive Interceptor Pipe replacement $1,477,000 X C.4 Phase 1 – Amon Lift Station Upgrade Increase Pumping Capacity $1,118,000 X System Expansion – Collection system improvements to serve growth within the UGA S.1 Coyote Canyon Interceptor & I- 82 Utility Crossing for UGA West Basin Construction as required with growth $1,714,000 X S.2 Canyon Interceptor & I-82 Utility Crossing for UGA East Basin Collection system expansion to extend utility service $1,622,000 X S.3a New Zintel Canyon Interceptor – 10th Ave to Ely St Construction as required with growth $5,009,000 X S.3b New Zintel Canyon Interceptor – Ely St to Hildebrand Blvd Construction as required with growth $2,045,000 X S.4 Zintel Canyon Dam Interceptor Construction as required with growth $2,901,000 X Rehabilitation and Replacement Projects – To maintain existing system integrity RR.1 23rd & Gum Lift Station Abandon existing lift station and construct new submersible style lift station $317,000 X RR.2 32nd & Ione Lift Station Abandon existing lift station and construct new submersible style lift station $317,000 X RR.3 Bonnie & Belfair Abandon existing lift station and construct new submersible style lift station $317,000 X RR.4 Annual System Rehabilitation / Replacement On-going system replacement/rehabilitation for sewer mains identified by in-house committee $325,000/yr, 2015 & 2016 $500,000/yr starting 2017 through 2034 X Master Plan Extensions – Interceptors – To expand service outside the UGA E.1 Proposed UGA Expansion Area – East Basin Collection System Construction as required with growth $2,545,000 X E.2 Proposed UGA Expansion Area – West Basin Collection System Collection system expansion to extend utility service $1,158,000 X E.3 US 395 East Basin Collection System Construction as required with growth $2,550,000 X ---PAGE BREAK--- ID Description/System Name Recommend Action Capital Cost Timeframe Ongoing 0-5 Years 5-10 Years 10-20 Years As needed with growth Master Plan Extensions – Lift Stations – To serve expanded service area outside the UGA LS.1 Phase 2 – Amon Lift Station Upgrade Additional pumping capacity as required with growth $1,831,000 X WWTP Improvements – See WWTP Facilities Plan for details WWTP.1 Phase 1 $4,000,000 X WWTP.2 Phase 2 $27,300,000 X WWTP.3 Phase 3 $21,900,000 X WWTP.4 Phase 4 $10,400,000 X All capital costs are in 2014 dollars. 7.3Budgeting CIP Projects The costs associated with each CIP project were grouped by time and are summarized in Table 7-2. Refer to Appendix I for a detailed breakdown of each project. The timeframes listed are intended to begin in Fiscal Year 2015-2016 since Fiscal Year 2013-2014 is underway and projects have already been established for this period. The additional CIP costs identified herein for lift station replacement/rehabilitation should be reviewed and integrated as budget permits. If this work is not completed in the 0-5 year timeframe, the work should be carried forward into the 5- 10-year timeframe and the budgets revised accordingly. Table 7-2 – CIP Cost Summary CIP Project Timeframe 20-YR Capital Cost 0 – 5 Years $39,380,000 5 – 10 Years $25,835,000 10-20 Years $33,021,000 As Needed with Growth $10,485,000 Totals $109,321,000 All capital costs are in 2014 dollars. ---PAGE BREAK--- Chapter 8 Financial Plan ---PAGE BREAK--- Chapter 8 – Financial Plan 8.1Introduction The City last completed a comprehensive water and sewer rate study in June 1995 that was done by Economic and Engineering Services, Inc. (EES). At that time, the City was facing a number of large capital improvement projects for both the Water and Sewer Utility and the financial impacts of these improvements substantiated the need for the study. Subsequent to the study, the City completed many of the large capital projects that were identified. The population has also grown by approximately 25,000 since the study in 1995, and along with it, the need for continued and significant capital improvements as indicated in this updated plan. As identified in Table 7-1 of Chapter 7, significant capital improvement expenditures during the next five years, including longer planning periods (5-10 years and 10-20 years), will be required to provide adequate infrastructure for continued growth. A benefit of the 1995 study was that the City implemented provisions that allow user fees to be indexed based on the Consumer Price Index (CPI). This provision has resulted in increases to user charges since January 1997. However, with the current indexing in place, rate revenues continue to be outpaced by the operations and maintenance requirements of the Sewer Utility and the needed capital improvements. This has become even more critical with the reduction / elimination of outside funding sources such as the Public Works Trust Fund; which has a side effect of making the State Revolving Fund even more difficult to obtain because there are more funding requests than funding availability. This planning effort will focus on a review of the City’s current projections of operating revenues, operating and maintenance expenses, capital maintenance, and debt service based on a continued CPI increase of the current sewer user fee structure. 8.2Overview of City’s Revenue Requirements and Method of The City uses the "cash basis" approach to determine revenue requirements for the Water and Sewer Utilities. In general, the City's revenue requirements contain the four basic cost components of a "cash basis" methodology. Figure 8-1 provides a summary of the cash basis approach used to develop the revenue requirements for each utility. ---PAGE BREAK--- Figure 8-1 – Revenue Requirement Methodology Kennewick Sewer Utility Overview of the City's "Cash Basis" Revenue Requirement Methodology + Operation and Maintenance Expenses  General Administration  Maintenance  General Operations  Other Operating Expenses + Debt Service (Principle and Interest)  Existing  Future (New) + Capital Improvements Funded From Rates(1) = Total Revenue Requirements - Miscellaneous Revenue Sources = Net Revenues Required From Rates Calculated as follows: + Total Capital Improvements - Outside Funding Sources  Cash Reserves  Hookup/Area Charges  Grants/Loans  Bond Proceeds (Issuance) = Capital Improvements Funded From Rates The City utilizes a water and sewer utility projection spreadsheet model to track these costs and to project the revenue needs over time. This model has been used as the basis for this financial analysis. 8.3Projection of Rate User rates were increased in June 1, 1995 as part of the last water and sewer comprehensive planning effort. On January 1, 1997, the City began to increase water and sewer user rates based on increases in the CPI. Sewer revenues have increased annually due to a combination of the yearly user rate index increases, customer usage, and continued growth in the number of sewer connections. Since 2005/2006, sewer residential and commercial revenue growth has increased annually from as much as 8.15% in 2005/2006 to an increase of 6.12% in 2011/2012 as compared to prior biennium’s. For the period 2005 through 2013 annual user index fees have varied dramatically over the years from a low of 0% increases in years 2007, 2009 and 2010 to as high as 4.0% in 2006 and 3.9% in 2012 . On a biennial basis, sewer residential and commercial revenue has grown from $11,472,586 in the 2005/2006 biennium to $13,582,022, in the 2011/2012 biennium. This rate of growth averages 6.38% per biennial budget period for the years 2005 through 2012. ---PAGE BREAK--- Sewer residential and commercial revenue is projected at $14,797,271 for the current 2013/2014 biennial budget. This plan assumes that the biennial sewer residential and commercial revenues will grow at a rate of 7% through a combination of increased number of accounts and CPI adjustments. Given this projection, biennial sewer residential and commercial revenues are projected at $15,457,220 for 2015/2016, $16,539,225 for 2017/2018, and $17,696,971 for 2019/2020. 8.4Projection of Miscellaneous Revenues The Sewer Utility receives miscellaneous revenues during the course of the year. These revenues are made up of items such as sewer connect fees, delinquent fees, new accounts, sales orders, interest income, and miscellaneous revenue. Miscellaneous revenues are currently estimated at $493,884 for the 2013/2014 biennial budget. This is equal to approximately 3.23% of the total projected revenues for this biennial budget. The major portion of this revenue is provided from sewer connect fees (i.e. new accounts). The sewer utility projection spreadsheet model assumes that miscellaneous revenues will increase at the rate of 6% per biennial budget period. 8.5Projection of Operation Operation and maintenance expenses are incurred by the Sewer Utility to operate and maintain the existing plant in service. The costs incurred in this area are expensed during the current year and are not capitalized or depreciated over the life of the asset. Operation and maintenance expenses are projected in the City’s financial model by escalating the current budget. In general, operation and maintenance expenses are grouped into functional categories for each utility (e.g. maintenance and operations). Escalation factors have been developed for the various types of expenses that the City incurs; labor, materials and supplies, equipment and miscellaneous, other services and charges or general inflation. The escalation factors used typically ranged from 3% to 10% per year. General administrative costs are allocated between the Water and Sewer Utility as 55% water and 45% sewer. These percentage allocations are historical based and have been in place for a number of years. This allocation reflects the current level of effort and administration that is being provided to the Sewer Utility on wastewater related issues. Two areas, which have seen increases above inflation levels, are electricity cost and biosolids management (reserve) expenses. Currently, electrical costs are stable, but are expected to increase due to the mandated requirement that increasing percentages of an electric utility’s portfolio need to be in the form of “green” or renewable, which is generally the more costly solar and wind generation. Biosolids expenses have become a significant expense for the Sewer Utility. The current financial model assumes average annual biosolids expenses of $512,500 for the years 2015 through 2020. This annual expense includes estimated increases due to inflation and increasing quantities associated with growth. With the inclusion of the $512,500 per year reserve for biosolid disposal, the total projected O&M expenses for the Sewer Utility are approximately $10.977 million per year for the 2015/2016 budget period. ---PAGE BREAK--- 8.6Tax Payments The Sewer Utility's current tax bill totals approximately $815,000 per year and is composed of the State Excise Tax and the City Utility tax. 8.7Projection of Capital Improvement Projects Funded from R Capital improvement projects are related to the infrastructure of each utility. Capital improvement projects are of an ongoing basis and are generally divided into two types of categories. These two categories are capital improvements, which are related to renewal and replacements, and growth related facilities. Renewal and replacements are, as the name suggests, the replacement of existing and worn out (depreciated) facilities. Growth related facilities, on the other hand, are those related to system expansion, system upgrades, and new customers. The importance of properly funding for capital improvements cannot be overstated. In particular, failure to properly fund for renewals and replacements within retail rates could ultimately lead to long-term financial problems. In effect, the utility will either use cash reserves to finance these renewal and replacement projects in the short-run, or worse yet, will not make the necessary replacements at all. It is important to assure proper funding levels for capital improvements so that these projects are funded from rate revenues and do not utilize reserves. The recommended financial "rule of thumb" is to fund, at a minimum, renewals and replacements from rates at an amount equal to or greater than the annual depreciation expense. The annual depreciation expense reflects the current investment in plant that is being depreciated or "losing" its useful life. This portion of plant investment needs to be replaced to maintain the existing level of infrastructure. Simply funding annual depreciation expense will not be sufficient funding to replace the existing or depreciated facility. Consideration should be given to funding, within rates, some amount greater than annual depreciation expense for the funding of renewals and replacements. The previous sewer comprehensive plan recommended a funding level of 1.25 times the annual depreciation expense be used for the rate funding of renewal and replacement capital improvements. Through this planning effort and other capital facility planning processes, the City has planned a number of major capital improvement projects. These projects are largely a direct result of the rapid customer growth over a number of years, the need for expanded facilities to accommodate future growth, and the need to continue to comply with various environmental and regulatory requirements. It is planned that these capital improvement projects will be funded from a number of different sources of revenues. In every case, the City has attempted to minimize the impacts to rates, and obtain as much outside funding as possible including a number of low interest loans provided by the Washington State Public Works Board. The City plans to continue to actively pursue state or federal grants as a funding mechanism to assist in financing the planned capital improvement projects so that usage charges can remain at a level that minimizes the cost to the customers. The Sewer Utility has multiple wastewater treatment plant improvement projects planned for the years 2015 through 2034 and a biosolids removal project scheduled for 2017. The City is anticipating $63.6 million in capital expenses associated with the treatment plant projects. The remaining sewer capital improvement projects through the year ---PAGE BREAK--- 2034 include $9.4 million for renewals and replacements, $23.5 million for collection system improvements, and $2.4 million for lift station improvements. There is also $10.5 million for projects identified as needed with growth. It should be noted that the current projected rate for funding of renewals and replacements averages $441,667 per year for the next six years. The current rate of funding renewals and replacements is substantially less than the recommended $975,595 per year rate determined by multiplying the current annual sewer collection infrastructure depreciation rate by 1.25. A summary of the sewer capital improvement projects through the year 2034 and the various funding sources used in the development of Sewer Utility rates are listed in Table 8-1. Of the total $109.3 million in projects, as identified in Table 7-2 in Chapter 7, $98.5 million includes the sewer capital improvement projects identified in the timeline through the year 2034. Funding for these projects currently total $68 million and are assumed to be funded from Public Works Trust Fund loans or Department of Ecology State Revolving Fund (DOE SRF) loans. Individual projects will be reduced or eliminated from this Capital Improvement plan if the assumed Public Works Trust fund loans or DOE SRF loans are not granted to the City. Similarly, sewer main extensions will also be eliminated or scaled back if developer contributions are not obtained to offset capital costs associated with sewer system expansions, specifically in the Southridge area. Table 8-1 – Summary of Sewer Capital Improvement Projects 2015-2016 Budget 2017-2018 Budget 2019- 2020 Budget 2021-2022 Budget 2023-2024 Budget 2025-2034 Budget Capital Outlays Annual Renewal/Replacements 650,000 1,000,000 1,000,000 1,000,000 1,000,000 5,000,000 WWTP 4,000,000 14,300,000 13,000,000 32,300,000 Lift Stations 625,000 625,000 1,118,000 625,000 Collection System 629,000 2,135,000 1,875,000 1,477,000 15,907,000 Total Capital Outlays 1,904,000 7,135,000 17,175,000 16,102,000 2,118,000 53,832,000 Less Outside Funding Sources Reserve for Biosolids 2,840,000 Developer Contributions 300,000 Sewer Area Charge 564,219 420,000 420,000 420,000 420,000 2,100,000 PWTF Loan 6,500,000 20,500,000 Revolving Loan 4,000,000 14,300,000 6,500,000 26,398,800 Total Funding 864,219 7,260,000 14,720,000 13,420,000 420,000 48,998,000 TOTAL FROM RATES 1,039,781 -125,000 2,455,000 2,682,000 1,698,000 4,834,000 ---PAGE BREAK--- 8.8Projection of Debt Service Payments The final component of the City's revenue requirement is debt service. At the present time, the City has several outstanding debt issues, which are split between the Water and Sewer Utility based on the use of the original loan proceeds. A brief overview of the present and future debt service obligations for the Sewer Utility is provided below. The Sewer Utility has a number of State Revolving, Public Works Trust Fund, and Department of Community, Trade and Economic Development loans with annual payments currently totaling approximately $2.65 million per biennial budget. It is anticipated that the Sewer Utility will undertake an additional $68 million in debt issues during this period. This additional debt will add approximately $300,000 in annual debt service payments to the Sewer Utility. The total annual debt service obligation associated with the Sewer Utility is approximately $1.0 to $1.6 million per year. Note: The debt service payment and obligation amounts will be updated after WDOE review and upon the final issue of the Sewer Plan Update. 8.9Debt Service Coverage Ratios When the City issues debt, there is a corresponding annual debt service payment required. In the past, the City's Water and Sewer Utilities have utilized revenue bonds as their main debt service instrument. A revenue bond pledges the rate revenues from that utility for repayment of the bond. In light of this pledge, a revenue bond will typically have certain rate covenants tied to its issuance. These rate covenants generally require that rates be set at a level, such that revenues, after operating expenses, will be 1.25 to 1.50 times greater than the debt service payment in that year. This is commonly referred to as the "debt service coverage ratio". A debt service coverage ratio is the financial measure used to test the financial ability of the utility to meet existing and future debt service payments. The debt service coverage ratio is generally defined as operating revenues, less operation and maintenance expenses, but before provision for depreciation expense compared to (divided by) total debt service. The exact definition depends upon the rate covenants associated with the particular bond issue. The definition which pertains to each bond issue is contained within the Official Statement of that bond issue. Although, the City does not currently have an outstanding bond issue, the City should consider setting rates at a level which will assure that the above minimum debt service coverage ratios can be maintained. Maintenance of a strong debt service coverage ratio is important, in that it conveys a strong message to the financial community as to the City's ability to repay borrowed funds and their willingness to adjust rates accordingly. The result of a strong debt service coverage ratio may be an improved rating for future bond issues, which may equate to lower interest rates on the bonds and long term savings to the City. Given that the City may need to finance anticipated capital improvement projects with bonds, it is paramount for each utility to set their rates at an adequate level to assure a strong debt service coverage ratio. Given a minimum debt service coverage ratio, it is often prudent to plan or set rates at a level, which exceeds this minimum. This assures meeting the minimum coverage ratio and provides a slight cushion for unexpected changes in financial performance (e.g. wet summer period). From the perspective of prudent financial planning, it is recommended that the City establish a 1.50 target as the planned minimum for debt service coverage. This target will help assure meeting the 1.25 ratio required coverage and may be helpful in the long term given continued need for future capital improvements. ---PAGE BREAK--- An analysis of the debt service coverage ratios for the next ten years (five bienniums) has been developed. This analysis assumed a revenue increase of 8.5%, from 2017 to 2026, with the 2015-2016 biennium assuming only a 3% increase. Table 8-2 provides a summary of the projected debt service coverage ratios for the Sewer Utility. Table 8-2 – Summary of Projected Debt Service Coverage Ratios for Sewer Utility 2015-2016 Budget 2017-2018 Budget 2019-2020 Budget 2021-2022 Budget 2023-2024 Budget 2025-2034 Budget 1.97 2.34 2.58 1.71 1.43 As Table 8-2 shows, revenue growth will have a substantial effect on the Sewer Utility debt service coverage ratio. It should be noted that the City’s operates the Water and Sewer as a combined utility, which gives the City the opportunity to consider the combined debt service coverage ratio when making decisions regarding the utilities strength as it relates to debt service coverage ratios. 8.10Recommendations on Rates It is recommended that the City consider an adjustment to the sewer usage fee in addition to the annual index increases. The adjustment is necessary to assure that adequate revenue is available to fund the improvements that have been proposed as part of this plan. This increase would provide a stable financial condition under which the City's capital improvement plan could be completed. The recommended adjustment to rates will also increase the debt service coverage ratios of the Sewer Utility and on a combined basis with the Water Utility. The strong financial position associated with a sewer usage fee increase will benefit the City, through greater flexibility in lower interest costs on any new debt undertaken by the City. 8.11Rate Eval Rate revenues are an integral part of several capital improvement funding sources we have used. However, they are not fully capable of funding all the capital improvements needs without what would be significant increases in the rates for system users. The following three scenarios provide examples of how rates are impacted by the City’s ability to obtain outside funding sources to make capital improvements, or as the last scenario shows, the significant user rate impacts of no outside funding over the next twenty (20) years of planned improvements. Table 8-1 above shows the capital improvements planned over the next twenty (20) years. The table also indicates a combination of rate revenues, grants and loans the City will be requesting, with an assumption of success. The following three scenarios provide a summary of rate adjustments that would be required for improvements as shown in Table 8-1 from a position of success with the two primary outside funding opportunities for the improvements as shown in Table 8-1, at one-hundred (100%) percent, reduced success of obtaining outside funding at fifty (50%) percent and no success in obtaining outside funding. ---PAGE BREAK---  Scenario 1 = A combination of Public Works Trust Fund (PWTF) and State Revolving Fund (SRF) loans, with the balance in rate revenue, with the loan requests at 100% success and maintaining a debt/service ratio at or above 1.25: o PWTF Fund Loans = $23,450,000 @ 2.55% interest o SRF Loans = $51,875,000 @ 2.55% interest o Rate Revenues = $35,509,400  Rate increases for 2017-2026 would be 8.5% per biennium  Rate increase for 2027-2030 would be 15% per biennium  Rate increase for 2031-34 would be 8.5% per biennium  Scenario 2 = A combination of PWTF loans, SRF loans and rate revenues, with the loan requests at 50% success: o PWTF Fund Loans = $11,725,000 @ 2.55% interest o SRF Loans = $25,937,500 @ 2.55% interest o Rate Revenues = $68,622,300  Rate increases for 2017-2018 would be 8.5% per biennium  Rate increase for 2019-2022 would be 40% per biennium  Rate reduction for 2023-2024 would be 25% per biennium  Rate reduction for 2029-2030 would be 10% per biennium  Rate would remain flat for the 2031-2034 biennium  Scenario 3 = No success in obtaining any outside funding sources in the form of PWTF or SRF and a complete reliance on rate revenues to fund capital improvements: o PWTF Fund Loans = $0 o SRF Loans = $0 o Rate Revenues = $105,922,300  Rate increases for 2017-2018 would be 25% per biennium  Rate increase for 2019-20 would be 70% for the biennium  Rate would remain flat for the 2021-2022 biennium  Rate reduction for 2023-2024 would be 11% per biennium  Rate would remain flat for the 2025-2030 biennium  Rate reduction for 2031-2034 would be 25% NOTE: A financial projection exhibit for each scenario is provided in Tables 8-3, 8-4 and 8-5 in Appendix O ---PAGE BREAK--- Chapter 9 Operations Program ---PAGE BREAK--- Chapter 9 – Operations Program 9.1Organized Structure The Kennewick Wastewater Utility operates under the direction of the Public Works Department. The Director of Public Works provides the policy, direction and oversight of the utility. The Utility Services Manager, reports to the Public Works Director, and manages the activities of the Water and Wastewater Divisions. Figure 9-1 illustrates the organizational structure of the water and sewer utility. The Wastewater Utility is separated into two service units: 1) wastewater collection and 2) wastewater treatment. The organizational chart illustrates that one Crew Leader oversees both the Wastewater Treatment and Wastewater Collections and reports to the Wastewater Services Supervisor. Administrative support is provided through staff supervised by the Assistant Public Works Director. The wastewater collection unit is responsible for the operation and maintenance of all publicly owned sanitary sewer pipelines within the City of Kennewick collection system. The existing wastewater collection system contains approximately 272 miles of pipelines. One crew leader, two general craftsworkers / operators, one maintenance craftsworker, and one Utility Worker are assigned to this service unit. Periodically one part-time summer employee is used to assist in summer cleaning and maintenance of the collection system. The Wastewater Treatment service unit is responsible for the day-to-day operations and maintenance of the Wastewater Treatment Plant and the City's wastewater pumping stations. The crew leader, three plant operators, and three general craftsworkers, are assigned to this service unit. ---PAGE BREAK--- Figure 9-1 – Public Works Water and Sewer Organizational Chart ---PAGE BREAK--- The wastewater collection and treatment service units have a combined total staff of 11.5 FTE employees with a combined biennial budget of approximately $7,220,109, ($2,608,689 labor costs) excluding capital outlay, for the 2013/2014 budget. The average cost per permanent full-time employee is estimated at $111,360 annually or approximately $53.50/hr including all benefits. 9.2Wastewater Maintenance and Operations Con The Wastewater Utility provides for collection and treatment of the community’s wastewater. Any interruption of this service could result in a public health hazard and increased costs associated with regulatory fines and claims for damages. Maintenance goals are generally based on cost effectively keeping the system operational. Cost-effective maintenance programs are those which stress preventive maintenance and anticipate problems and initiate action before problems occur. To be effective, wastewater operations and maintenance programs should include:  Cleaning and Flushing: Cleaning and flushing of the collection system on a scheduled basis to remove sediment and grease from the system.  Treatment of Roots: Treatment of roots in the collection system to prevent pipeline failures and/or system backups.  Grease Removal: Enforcement of codes that require the installation of grease traps at restaurants and other locations where grease loading is expected to occur, and monitor the removal of grease from the grease traps.  Pretreatment Program: Monitoring of commercial and industrial discharges to the collection system to assure compliance with local, federal, and state requirements.  Biosolids Monitoring: Monitoring of wastewater biosolids by following recognized testing, sampling and reporting protocols.  Wastewater Treatment Plant Operations: Monitoring, record keeping, and training for the continuous operations of the Wastewater Treatment Plant.  Wastewater NPDES Monitoring: Monitoring of wastewater to maintain accurate process control and ensure NPDES permit compliance.  Television Inspection: Television inspection of the collection system on a scheduled basis to establish and monitor the condition of pipelines and other facilities.  Flow Monitoring: System flow monitoring to identify system characteristics.  Minor Collection System Repairs: Making minor collection system repairs as problems are identified such as collapsed pipes, manhole leakage, and other visually observed system failures.  Major Collection System Repairs: Making major collection system repairs to protect the integrity and dependability of the system.  Maintain Operating Equipment: Maintaining pumping stations and mechanical equipment, valves, electrical control equipment, and other system features per the manufacturer's recommendations.  Protective Coatings: Maintenance of protective coatings on buildings and equipment to protect the facilities from the effects of corrosion. ---PAGE BREAK---  Routine Maintenance: Maintenance of buildings and grounds to maintain a safe and presentable working environment.  Record Keeping: Maintenance of system records, spare parts, and tools required to operate and maintain the system.  Safety Training and Compliance: Maintain staff safety conditions.  Public Relations: Establishment and maintenance of good public relations.  Provide Capital Resources: Providing adequate resources in terms of capital to refurbish and/or replace equipment and pipelines before they fail. Successfully performing all of these tasks requires considerable teamwork between management and operations staff. A clear direction in terms of people, finance, administration, and operation of the facilities must be established and maintained. Adequate staff and equipment must be available to accomplish all of these tasks. 9.2.1 Cleaning and Flushing A principal goal of maintaining public support and system reliability of the wastewater collection system is to ensure that sewers remain clear of stoppages and free of odor. To attain this goal, Kennewick has a routine program of cleaning gravity sewer lines. A program designed to clean all sewer lines (272 miles), at least once every five years, is recommended in this General Sewer Plan. Problem areas are identified and placed on a routine cleaning schedule until system repairs are made to eliminate the restrictions or problem areas. Maintaining a clean and fully operational sewer pipeline is a primary goal of the preventive maintenance program. Organic matter or mechanical failure can cause problems in the sewer lines. Organic build up includes root intrusion and grease accumulation that can eventually clog the pipe. Mechanical problems include protruding service connections, misaligned joints, or collapsed pipes. Hydraulic problems can be caused by undersized pipe or by an inadequate or excessive slope that induces solids deposition or erosion. Steep grades may cause wastewater to splash and release gases. Hydraulic problems are difficult to correct once the system has been designed and installed, as the cost of replacement may be prohibitive. Daily inspections and maintenance keep the affected areas clear and routine maintenance of the most serious problems allows for spreading the cost and workload. Roots, grease and deposited solids are the most common cleaning problems. Effective control of these problems necessitates understanding how they develop. Grease builds up in a pipe over time as waste oils from food preparation float on the surface of the wastewater and coat the inside of the line. Repeated coatings can restrict a pipe to a fraction of its original size and inhibit flow. The grease coating hardens over time and becomes difficult to remove. This problem is usually found around restaurants and commercial food processors. Household garbage disposal units also affect the character of residential wastewater and can lead to grease problems. Hydraulic cleaning refers to any application of water to clean the pipe. The City utilizes a combination cleaner, which is the newest development in high velocity cleaning. A water pump delivers water through a nozzle at high pressure and volume moving most materials in a pipe. A vacuum, generated with a positive displacement air pump, or a series of fans, then pull the material out of the pipe. Connectable tubing with a nozzle attached is used to reach the debris. Material is sucked up and into a collector from which excess water can be siphoned and returned to the system. This system allows the vacuum and the high velocity cleaner to be on the same chassis. The truck mounted ---PAGE BREAK--- unit has greater cleaning and storage capability then the trailer mounted unit and the vacuum does not necessitate entry into a manhole to remove debris. This eliminates the need for an employee to enter a confined space. Power rodding equipment requires the use of a machine for turning the rod. The rod, which is stored on a reel, is fed into the line and turned automatically. The City of Kennewick currently uses a truck mounted rodder with automatic controls that can be set so that the machine functions with little operator effort. Rodders are used to clear obstructions such as root intrusions and grease accumulations and retrieve rags and other materials. Rodders can operate from a fixed point for as long as necessary. With proper tools, tough roots in four to fifteen inch pipes can be removed. The addition of new technology along with combination cleaners, have limited the usefulness of the rodder. They are still needed for those areas that have an extreme blockage that cannot be removed by the combination cleaner. Set up time for rodders is longer than is required for hydraulic cleaners and greater operator skill is needed. Rodders do not handle sediments well. All equipment is limited to use on driveable surfaces. Because the skill level required for this equipment is higher than for hydraulic cleaners, safe and effective operation of the rodder requires thorough training. Experience is necessary to operate rods without damaging them. A total of 5,440 man-hours would be required annually to provide the recommended level of maintenance with the current collection system (4 staff, 170 days, 1680 lf / day). The level of staffing needed in 2025 is expected to increase by 50 percent to 8,160 man-hours per year as a result of system expansion. Currently 2 staff members are performing this duty and the level of maintenance recommended is not being met. 9.2.2 Treatment of Roots Kennewick's collection system is typical of other systems throughout eastern Washington. Trees planted near the pipelines seek out the available water in the collection system by forcing their root systems through deteriorated joints or broken pipe. The roots cause restrictions in the pipeline which may cause system backups. Chemical root control is an alternative to mechanical removal methods. Chemical treatment is widely used with the addition of such products as copper sulfate and sodium hydroxide, which may kill the roots with repeated applications but do not necessarily, inhibit regrowth. It is best to use only proven chemicals for which explicit instructions are available and follow these instructions carefully. Television monitoring of the sewer pipe is useful for determining the condition of the pipe, severity of the root problem, best application of chemicals, and results after the process. Proper application of an effective herbicide insures that roots in the pipe are killed, become brittle, and are eventually pulled away by the flow in the pipe. Several applications may be necessary for substantial root intrusions. Larger root masses are removed from the pipe to prevent blockage. With proper application, herbicides can inhibit root growth for two to three years. The City has developed a root control program. This program includes identifying areas of root growth, chemical application to reduce further root growth, and development of a capital improvement plan to repair areas of high root intrusion. A total of 480 man-hours would be required annually to effectively manage the current root intrusion problems in Kennewick (2 staff, 30 days, 500 lf / day). Without permanent correction of system problems that result in root intrusion, the level of staffing needed in 2025 could increase by 50 percent to 720 man-hours per year. ---PAGE BREAK--- 9.2.3 Grease Removal Grease deposits are considered to be a significant maintenance problem. With implementation of the Kennewick Pretreatment Act KMC 14.23 in 2012, grease interceptors/grease traps are required to be installed in all Food Service Establishments in the community. The success of the program is evident by the reduction in maintenance previously needed to manage grease entering the collection system infrastructure and ultimately reaching the treatment plant. Our inspection process is finding that failures of current grease trap installations is generally being attributed to under sizing of grease trap systems, poor housekeeping processes, and inconsistent cleaning schedules. Several solutions to the City's grease problems are possible, none of which will be effective without the compliance of property owners or food vendors and an adequate collection and disposal system for the grease. The City has notified all current food service establishments of the revisions in the KMC and currently works very closely with them to gain voluntary compliance through communication, education and monitoring of their systems, all as it relates to the regulatory standards. A pretreatment device is now required where fats, oils & grease or other similar line clogging contaminants are present in the sewage. Typical locations for these devices include; restaurants, cafeterias, coffee shops, hotels, schools, hospitals, institutional or commercial buildings having facilities for the preparation and serving of food, commercial food processing plants, dairies and other industries where grease and fats are a by-product. Sizing of the pretreatment device should be the first consideration in resolving the grease problem. Typically, sizing is based on the capacity of the fixture being served by the grease trap unit, and is required to be sized by a licensed engineer or certified plumber. When high temperature water is used, above 140°F, the grease trap can either be oversized (doubled at minimum) or cooling water can be added to the waste prior to entering the grease trap. The volume of cooling water would be approximately the same as the volume of high temperature water. One solution to the grease problem adopted by the city is to require a compliant cleaning frequency by Food Service establishments... The period at which grease is removed can vary and in a number of instances, is very dependent upon the housekeeping processes used by the establishment. Where frequent removal is required, automatic draw- off grease traps should be encouraged. By providing for simple, fast, and easily accomplished cleaning, personnel will be more likely to follow the regular cleaning schedule. Physical removal can be time consuming and messy often resulting in a complete lack of maintenance. The accumulation of grease and water from the automatic draw-off systems or from the physical removal should be placed in a sealed container for pickup by the local handling service. Rendering companies specializing in the handling and reuse of fats and grease available and a good resource to consult for help in developing a handling and disposal plan which is simple, efficient and can minimize the inconvenience for the customer. In addition to grease interceptors, the City’s KMC 14.23 also requires the installation and operation of oil interceptors where lubricating oil, cutting oil, kerosene, gasoline, naphtha, paraffin, trisodium phosphate and other light density and volatile liquids are present in the sewage system. Typical location for installation include service stations, garages, auto and truck repair shops, dry cleaners, laundries, industrial plants or process industries having machine shops, metal treating process rooms, chemical process or mixing rooms, etc. ---PAGE BREAK--- The separated oils and other light density volatile liquids are drawn-off automatically from the interceptor to a separate storage tank so that it can be operated continuously. A third type of interceptor available is the solids trap which may have some practical applications in Kennewick on industrial discharges. Solids interceptors remove such undesirable particles as sand, metal filings, glass, or other settleable solids. The City's cleaning and flushing program includes the removal of grease from the collection system. The implementation of a sediment trap/interceptor monitoring program is currently a part of a community wide pretreatment program. 9.2.4 Pretreatment Program Federal and state regulations are becoming more restrictive and are expected to continue to grow more stringent regarding the quality of the City's effluent being discharged to the Columbia River. As these regulations increase, the City will be required to provide higher levels of treatment, or investigate the source of waste as they enter the collection system and reduce the characteristics of the wastewater at the source. The reduction of harmful wastewater characteristics at the source is commonly referred to as a Pretreatment Program. Some commercial and industrial wastes contain toxic metals, chemicals, organic materials, biological contaminants, and radioactive materials. Many of these materials are not compatible with the City's Wastewater Treatment Plant biological processes. Monitoring of commercial and industrial discharges to the wastewater collection system is a major part of any established Pretreatment Program. Although the City's Sewer Ordinance requires that these non- compatible wastes be pretreated by the owner of the property generating such waste, no monitoring program is currently in place. The City is currently staffed with one FTE to monitor compliance with the federal and state regulations and the City's Ordinances. As discussed in Chapter 10, a Pretreatment Program involves the completion of an Industrial User Survey to first categorize industrial/commercial wastewater accounts (approximately1,610 in January 2014) by their type and amount of discharges and impacts to our wastewater system. The following three categories are standardized by EPA in a Pretreatment Guidance Manual: Significant Industrial Users (SIU’s), Minor Industrial Users (MIU’s) and Insignificant Industrial Users (IIU’s). The Industrial User Survey is a requirement of the City's NPDES permit under section S6. Below are the definitions of these categories and some of the determining factors of each. Significant Industrial Users (SIU’s) are:  Subject to categorical standards.  Discharges of non-domestic waste stream of 25,000 gallons per day or more.  Contributes a non-domestic waste stream which makes up 5 percent or more of the average day influent characteristics of the treatment plant capacity, whether hydraulic or organic (BOD, TSS, etc.).  Has a reasonable potential, in the opinion of the POTW Supervisor, to adversely affect the treatment plant (inhibition, pass-through of pollutants, sludge contamination, or endangerment of POTW workers).  These industries are regulated individually with specific effluent limitations, and are monitored and inspected frequently. ---PAGE BREAK--- Minor Industrial Users (MIU’s):  Small industries and some commercial users, where individual discharges do not significantly impact the treatment system, degrade receiving water quality, or contaminate sludge.  Can include those industries that discharge only sanitary waste but have the potential to discharge a non- domestic or process waste stream.  Contain no categorical industries.  Can be included in a general permit system, and are occasionally inspected and monitored. Insignificant Industrial Users (IIU’s):  Defined as those that have been eliminated from further consideration.  These either do not discharge to the POTW, or do not have a reasonable chance of discharging a non-domestic waste stream to POTW. The City currently has two dischargers that fall in the SIU category and over two hundred seventy two (272) restaurants and food service related accounts that fall in the MIU category. One last responsibility of a Pretreatment Program is the tracking of wastewater plant, treatment and collection system upsets or discharges of priority pollutants, and identifying specific sources and pursuing enforcement. Washington State Department of Ecology (DOE) has indicated that the City of Kennewick is nearing the designation of being “Fully Delegated”, potentially with approval of this update or the Wastewater Treatment Facility Plan, which is also being updated. Currently, DOE is writing the permits for SIU’s and others as may be required by their discharge. When an agency becomes “Fully Delegated”, they assume the permit writing for their systems and DOE then provides oversight of the program to insure the agency is in compliance with the Clean Water Act and the NPDES permit. To meet these responsibilities, and those described in the previous section entitled Grease Removal, when the City does become a Fully Delegated agency, to meet the requirements for the NPDES permit, it is anticipate that an additional full-time Coordinator, and Pretreatment Specialist would be added to the Sewer Utility staff. This will become an even more critical need when the City expands into the Urban Growth Area south of I-82 for Industrial growth purposes. Responsibilities would include coordination between plant and collection staff and the commercial and industrial community and the permitting process (applications and standards), sampling, monitoring, lab coordination, local, federal and state regulation review, special investigations for unusual system problems (i.e. oil, toxicity, etc.), reporting, and other duties as may be assigned by the Maintenance and Operations Supervisors. A total of 6,240 man-hours would be required annually to provide for a Coordinator and additional Pretreatment Specialist (3 staff, 260 days). Currently the City is operating the program with 1.0 FTE as Pretreatment Specialist and 0.25 FTE as Program Supervisor. 9.2.5 Biosolids Monitoring Biosolids monitoring consists of those operations, testing, and protocols needed to adequately inventory, characterize, classify and treat wastewater sludge for proper disposal. State Biosolids Management Plan guidelines ---PAGE BREAK--- are outlined in 40 CFR 501 and specifics must conform to 40 CFR 503. 40 CFR 503 is better known as Part 503: Standard for the use or disposal of sewage sludge and consists of five separate subparts. Subpart B - General Provisions Among the most important items contained in this subpart are applicability of regulations and protocols for sampling and analysis of sludge. Subpart B - Land Application Contains pollutant limits, management practices, record keeping, reporting and operational standards for land application of sludge. Subpart C - Surface Disposal Contains pollutant limits, management practices, record keeping and operational standards for surface disposal of sludge. Subpart D - Pathogens and Vector Attraction Reduction Contains the requirements to classify sludge and classifies the sites where the sludge can be applied. Also included are methods to reduce certain pollutants or vectors in sludge. Subpart E - Incineration Contains the pollutant limits, management practices, record keeping, reporting and operational standards for incineration of sludge. Current efforts involve sludge measurement in the City's lagoons, and a subsequent solids inventory that is completed annually. The amount of sludge in dry tons in each of the City's two wastewater lagoons is estimated by manually sampling and or the use of sonar equipment to measure the sludge depth at various locations throughout the lagoons. The sludge measurements are used to generate a sludge contour map. A solids inventory is determined by calculating the sludge volume utilizing the contour map. Current level of effort for sludge monitoring is 128 man-hours per year (4 staff, 4 days). 9.2.6 Wastewater Treatment Plant Operations The Wastewater Treatment Plant operations include monitoring, record keeping, and training. Monitoring This activity involves checking instrumentation at the Wastewater Treatment Plant temperature, flow rates, etc.) and Lagoons and making sure units are functioning properly. Record Keeping This activity involves the recording of values or information required for state and city report forms, slips, time tickets, daily logs and maintaining files in an orderly manner. Training This activity involves laboratory and technical training for Wastewater Treatment Plant Operators that is needed to obtain and maintain Wastewater Treatment Plant Operator and Lab Accreditation certifications required by the state and city. Wastewater Collection or pump operation and maintenance training may also be required for some Wastewater Plant personnel. ---PAGE BREAK--- Current level of effort is variable and is based upon certification needs and training for any plant upgrades or changes that may occur. Both will rise with any changes in the complexity of Wastewater Plant operations. 9.2.7 Wastewater NPDES Monitoring The Wastewater NPDES Monitoring Program stresses producing the safest and highest quality of wastewater effluent with our facilities and striving to make improvements in effluent wastewater quality. The WDOE Lab Accreditation subprogram (WAC 173-50) establishes procedures to assure accuracy of all recorded wastewater data. These involve performing routine analyses of Performance Evaluation Standards for various analytes, calibration procedures on a regular basis of all instrumentation and laboratory equipment used to record data, and on-site laboratory inspections. The following parameters are either monitored or tested for as indicated as part of the overall NPDES Monitoring Program, and pursuant to WAC 173-201A, WAC 173-50, WAC 173-205 and NPDES Permit WA- 004478-4. Wastewater Influent pH Total Suspended Solids (TSS) Biochemical Oxygen Demand (BOD) Ammonia Temperature Dissolved Oxygen Microbiological Analysis (each of 2 cells) Chemical Analysis Wastewater Effluent pH Total Suspended Solids (TSS) Biochemical Oxygen Demand (BOD) Ammonia Temperature Total Chlorine Residual Dissolved Oxygen Chemical Analysis (16 individual tests) Acute Toxicity Chronic Toxicity Fecal Coliform Wastewater Lagoon Sludge Depth of sludge in both cells Percent Solids Nitrate Organic Nitrogen Ammonia Commercial Discharges to Sewer pH Biochemical Oxygen Demand (BOD) Total Suspended Solids (TSS) Temperature Current level of effort required for monitoring is 9472 man-hours per year which is currently shared among 4 staff members and will rise as more testing and analyses are required for both process control and to meet more stringent regulatory requirements. The City is currently managing this with staff overtime amount equal to 0.88 FTE, to maintain permit compliance. ---PAGE BREAK--- 9.2.8 Television Inspection Inspection by closed circuit television is the most effective method of determining the nature and extent of internal problems in the City's collection system. Not only can reports be generated with the inspection, but a permanent visual record can be made for subsequent review. The range of inspection is almost unlimited, and small cameras will even televise 4-inch service laterals. Television inspection can also be used for isolating commercial businesses that create a grease problem in the main sewer lines. Once these are identified, they can be billed for the additional time (other than routine maintenance) required to clean the main lines. In addition, television inspection of the entire system would provide an inventory of all system conditions that could be used to prioritize rehabilitation options for the City system. A program to internally inspect the system every 10 years (i.e. 1/10 of the system annually) is recommended in this General Sewer System Plan. If the City were to implement this program, a total of 4,160 man-hours would be required annually (2 staff, 260 days, 550 lf / day). As the system is expected to increase by 50 percent by 2025, the man-hours required are also expected to increase to 6,240 man-hours. 9.2.9 Flow Monitoring Flow monitoring and smoke testing are effective methods in identifying the location and quantity of infiltration and inflow (I/I) occurring in the wastewater collection system, and in determining problem areas in conjunction with television inspection. Smoke testing is least desirable due to adverse public perception. Specific benefits of a system monitoring program include:  Identification of illegal connections to the collection system including roof drains and cross connections with storm drainage facilities.  Identification of collection system defects associated with broken pipelines, leaking manholes, and other system failures.  Prior to design and implementation of collection system improvements, additional flow measurements would better define the magnitude and frequency of the I/I peaks. This will allow more accurate and economical sizing of facilities.  Routine flow monitoring will allow the City to detect signs of future deterioration in the collection system or new sources of significant I/I flows.  The City will have a clear understanding of how much flow it delivers to the treatment plant and what are the characteristics of the daily flow patterns. This data will help the City to determine accurate user charges, and will help evaluate the cost-effectiveness of various flow reduction alternatives.  Information from flow monitoring can be used in conjunction with the City's sewer model to determine the implementation schedule for collection system improvements to accommodate an expanding service area. The system monitoring program would require a total of 208 man-hours annually (2 staff, over 13 days). Equipment includes flow recorders, smoke blowers, and miscellaneous items. Support services for the system monitoring program, such as additional field inspectors during smoke testing, public notification, coordination with other system operations, etc. would require an additional 52 man-hours annually (2 staff, 6.5 days). Staffing requirements would increase by 50 percent in 2025 to 312manhours and 78manhours respectively. ---PAGE BREAK--- 9.2.10 Minor Collection System Repairs Collection system repairs include both major and minor repairs. Only minor system repairs such as manhole repair, manhole cover replacement and adjustments, and repairs involving only limited excavations (spot repair on shallow lines) is recommended to be performed by City staff. Major system repairs would be contracted to local construction firms with available equipment and personnel to perform this work. The option of a four person construction crew should be reviewed by the City. Instead of contracting out smaller jobs and emergency repairs, which are generally at a premium rate, an in-house construction crew may be a more cost effective approach. This in-house construction crew would be available to work in both water and wastewater. Commitment to a minor repairs program would require a total of 2,000 man-hours annually (4 staff, 3 months). The City should budget up to $75,000 annually for minor repairs for materials and possible assistance from outside contractors. Staffing requirements would increase by 50 percent in 2025 to 3,000 hours per year. 9.2.11 Major Collection System Repairs Major collection system repairs are generally performed to maintain the structural integrity of the sewer system for the dependable transfer of wastewater from the source to the Wastewater Treatment Plant. Major collection system repairs are often performed in areas experiencing excessive hydraulic loading due to I/I, areas with excessive root growth, areas where excessive solids buildup occurs, areas with flat slopes or reversing grades, areas of system deterioration due to chemical attack or pipeline disturbance, and other areas where system problems persist. The City's collection system represents a significant investment in the community. Replacement cost for 272 miles of pipeline is estimated to exceed $325 million. The expected life of a sewer pipeline can vary from 25 years to 100 years depending on service conditions relating to flow and location. Annual investment in the City's collection system can be considered as a protection of the community’s investment. Major collection system repairs include spot repairs, replacement of sections of sewer pipelines between upstream and manholes, paralleling existing pipelines, implementation of an annual grouting program, re-lining pipelines using no-dig or limited-dig methods, and other rehabilitation techniques. Annual expenditures for the major collection systems repair program may vary from $350,000 to $500,000 per year. A total of 1,000 man-hours (1 staff, over 12 months) are required by City staff for development and coordination of the overall collection system repairs program. 9.2.12 Maintain Operating Equipment Operating equipment includes all plant and pumping stations, and wastewater collection maintenance equipment. Each pumping station should be visited at least three times per week with one visit including a complete cleaning (wash-down) and lubrication of the facility. Electrical equipment should be tested once per week to establish operational conditions. Part of maintaining any operating equipment is the establishment of preventive and predictive maintenance systems and other program elements that assure equipment reliability and operation of critical system components. Below are listed maintenance program elements, a brief description, and their purpose in maintaining wastewater operating equipment. ---PAGE BREAK---  Operations and Maintenance Program This program is developed from individual manufacturer’s equipment manuals and from the Wastewater Plant Operations and Maintenance Manual. These manuals provide the basis for generating comprehensive preventive and predictive maintenance programs for all operating equipment. A pumping station operations and maintenance program needs to be similarly developed to maximize cost- effectiveness and reliability of these facilities. This is scheduled to be completed with the Pumping Station Improvements project.  Preventive/Predictive Maintenance Programs Preventive maintenance programs are schedules of both routine and major maintenance in the Wastewater Division to assure dependability and reliability of all operating equipment. These programs also minimize overall equipment maintenance costs by preventing costly unplanned equipment failures and associated high emergency repair costs. Predictive maintenance programs consist of utilizing periodic measurements on all pumps, motors, motor control centers, and electrical connections to evaluate operational status, indicate potential problems, and mitigate equipment breakdown before it occurs. Measurements recorded and analyzed include temperature (determined by infrared techniques) and a variety of electrical tests and vibration analysis of all rotating equipment. These programs not only help to minimize overall equipment maintenance costs but also help to prioritize repairs in planning both operations and maintenance and capital budgets.  Identification of Critical Operational Components and Contingency Planning This element identifies critical components that need to be operational at all times to prevent major treatment failures, bypasses of untreated wastewater effluent, or catastrophic failure. Redundant components and/or contingency plans need to be available for all identified operational equipment. The City has concentrated on redundant components and will devote more time to contingency planning.  Spare Parts Inventory This element provides for the adequate supply of recommended or reasonably anticipated spare parts for all current operating equipment. This inventory also includes complete redundant units kept for critical components where feasible.  Maintenance of Electrical and Computer Systems This area of maintenance will not be performed by personnel in the wastewater division, but the operation of both systems will be imperative. Electrical operation staff traditionally only perform necessary electrical maintenance and the Automated Controls & Telemetry Specialist has responsibility for the telemetry system, while Information Technology (IT) has had the responsibility of maintaining computer systems. New telemetry systems and computer networking, while making our programs more efficient, will require continual upgrades and system support to remain effective. The current level of electrical maintenance effort requires that we contract out most of our work with the exception of emergency needs. The current level of Wastewater Treatment Plant maintenance is 1,115 man-hours and lift station maintenance 900 man-hours per year. In similar communities to Kennewick, pumping stations have required a commitment of five to six hours per week per pumping station to provide the required level of service. For Kennewick, a total of 3,000 man- hours annually would be needed (3 staff, over 12 months). In 2025, the level of staffing required is expected to increase to 4,000 hours annually for system pumping stations (3 staff, 12 months). ---PAGE BREAK--- For maintenance of collection system equipment, the City can utilize the public works maintenance facilities for routine servicing. A total of 400 man-hours annually would be required for equipment services not readily available through public works. This level of staffing would increase by 50 percent in 2025 to 600 man-hours annually. 9.2.13 Protective Coatings Coatings on buildings and equipment are needed to protect the facilities from the effects of exposure to wastewater. Complete painting of two pumping stations and significant plant facilities and equipment annually is recommended. There are coatings that can protect electrical and electronic components from exposure to wastewater and should be considered to prolong equipment life, especially at the wastewater lagoons and at the WWTP. There may also be a use for graffiti-proofing some facilities, and the installation of cathodic protection, where appropriate. Any work needed would be determined during maintenance reviews. 9.2.14 Routine Maintenance Routine maintenance includes grounds upkeep, including weed control at pumping stations and lagoon areas, light bulb replacement, lubrication of door hinges, and a variety of minor projects not otherwise classified as being site specific. Routine maintenance spare parts should include V-belts and ventilation fans, sump pumps, and dehumidifiers for the Wastewater Treatment Plant and pumping stations. A total of 400 man-hours annually would be required for these routine services in the collection system (2 staff, over 12 months). Man-hours would increase to 600 hours in 2025 (3 staff, over 12 months). In addition to the above routine maintenance operations, several other activities are generally required by the collection system staff to assure the overall cost-effectiveness of the program.  Properly organized yard and shop facilities are needed for efficient collection system operations.  Centralized supplies and materials need to be available to quickly affect wastewater collection repairs. A total of 1,000 man-hours annually are needed for organizing and preparing for the wastewater collection service unit operations (1 staff, over 12 months). The total man-hours are expected to double for 2025 to 2,000 man-hours per year (1 staff, 12 months). 9.2.15 Record Keeping Record keeping consists of indexing complaints, repairs, inspections, and rehabilitation measures. The City currently utilizes a Microsoft Excel based computerized maintenance management program. This system provides a method of recording historical data and scheduling preventive maintenance items. The City uses the Infor and WinCam Software programs for maintenance management. These are effective tools for cataloging information obtained from review of the television inspection tapes, cleaning reports, spot inspection and repairs, and represents the source of information relating to the City's Pretreatment Program and sewer system model. For the existing collection system, a total of 1,000 man-hours annually are needed for record keeping (1 staff, over 12 months). Man-hours will increase to 2,000 hours in 2025 (1 staff, 12 months). ---PAGE BREAK--- Wastewater Treatment Plant and pumping station record keeping involves both laboratory monitoring and maintenance data and are covered in those respective programs. 9.2.16 Safety Training and Compliance The danger associated with sewer system operation substantiates the need for safety practices. Physical injuries and infections are a continuous threat. Explosions and may occur during sanitary sewer and pumping station maintenance. An ongoing safety training program requires a minimum of 40 hours per employee annually. meetings of the operations staff for discussion relating to safety require a 2-hour period each month. In addition, special training programs are offered on a statewide basis for sewer system personnel, and each City employee should be required to attend while alternating attendance between employees each year. A total of 20 hours per employee should be budgeted annually for special training programs. Safety also includes those specific activities of the Sewer Utility staff that are needed to accomplish certain other maintenance activities. Safety activities include flagging traffic while equipment and personnel are working in City streets, operating ventilating equipment, and standing by while other personnel enter confined spaces, and handling, storage, and distribution of chemicals at the Wastewater Treatment Plant and in the wastewater collection system. Although the majority of the man-hours for providing specific safety activities have been included under individual maintenance activities discussed previously, an additional 500 man-hours annually should be included in the overall preventive maintenance manpower summary with the total number of man-hours increasing to 1,000 man-hours by 2025. 9.2.17 Public Relations Public relations create an ever increasing demand on the Sewer Utility. Responsibilities within this program may include responding to citizen questions and/or complaints, preparing notices informing citizens on the proper disposal practices of hazardous and/or toxic wastes (such as paints, oils, antifreeze) to be sent out with water/sewer billings, and preparing notices on the status of the Sewer Utility to be published in the newspaper. These articles may include location of construction work, number of services installed each month, activities of the utility staff, operations statistics such as flow, effluent parameters, etc., and impacts of federal and state legislation. The idea is to keep utility service in the minds of the customer so that when utility rate increases need to be adopted, or when capital expenditures are required, the citizens already have the information at their disposal to understand why the action by Council is necessary. A total of 1,000 man-hours annually (1 staff, over 12 months) are needed for implementation of a public relations program. The total man-hours are expected to double for 2025 to 2,000 man-hours per year (1 staff, 12 months). 9.2.18 Provide Capital Resources for Equipment and Pipeline Replacement Efficiency of overall wastewater system operations depends on the reliability of operating equipment and integrity of the collection system pipelines. Documented Wastewater Treatment Plant or collection system pipeline deficiencies will be made through collection system and plant maintenance programs or through field observation. Annual review ---PAGE BREAK--- of these documented Wastewater Treatment Plant and collection system deficiencies by Capital Improvement Plan (CIP) committees will provide input into the capital budget process. The overall planning of such a program is to keep equipment and pipelines cost-effective, less maintenance intensive, and to spread capital infrastructure renewal evenly over future years. The current level of effort in this new program is small (about 150 man-hours annually) but benefits are great. 9.3Staffing Requirements As previously indicated, the combined service units of sewer collection and sewer treatment in Kennewick have a total staff of 12 employees. As a point of comparison, Table 9-1 presents a typical staff complement for wastewater collection systems serving various sized communities. Table 9-1 – Staffing Comparison Occupational Title Number of Personnel Manhours per Week City (78,410) 50,000a 100,000a City (78,410) 50,000a 100,000a Utility Services Manager 0.5 1 1 20 40 40 Superintendent 0.5 1 2 20 40 80 Maintenance Supervisor 0.5 1 1 20 40 40 Crewleader 0.5 1 1 20 40 40 Maintenance IIb 3 5 120 200 Maintenance Ib 1 1 40 40 Mason II 1 40 Mason I 2 3 80 120 Maintenance Equipment Operator 4.5 1 1 180 40 40 Construction Equipment Operator 1 40 Pretreatment 1 40 SCADA/Telemetry 1 20 Auto Equipment Operator 2 1 80 40 Photo Inspection Technician 1 5 40 200 Laborer 1 2 20 80 Dispatcher 1 1 40 20 Clerk Typist 1 40 Stock Clerk 1 STAFF TOTAL 9.5 16 27 320 620 1,060 a) Presented in Water Pollution Control Federation Manual of Practice No. 7 - Operations and Maintenance of Wastewater Collection Systems. b) Multiply number of pumping station maintained by 2.67 to approximate number of hours needed per week. ---PAGE BREAK--- Based on the suggested staffing requirements for sewer system maintenance contained in the Water Pollution Control Federation Manual of Practice No. 7, approximately 22 people would be required to operate and maintain a wastewater collection system in a community the size of Kennewick. With five 8.5 full time employees assigned to the collection system service unit, the City of Kennewick is currently operating these facilities with as many as 13.5 fewer employees than similar sized communities. Table 9-2 indicates the man-hours required to operate and maintain the wastewater treatment facilities as recommended in the 1995 Wastewater Facilities Plan. Table 9-2 – WWTP Staffing - Manhours WWTP Unit Process Operations Maintenance Combined Total Influent Pumping 700 600 1,300 Screening 2,000 950 2,950 Clarifiers 2,400 1,280 3,680 Aerators 5,500 3,500 9,000 UV 1,000 200 1,200 Biosolids 1,000 420 1,420 Yardwork 2,400 2,400 Laboratory 2,700 300 3,000 Admin & General 2,100 480 2,580 TOTAL HOURS 17,400 10,130 27,530 Equivalent Full Time Employees 8.4 4.9 13.3 With the equivalent of five employees assigned to the wastewater treatment service unit, the City of Kennewick is currently operating these wastewater treatment facilities with as many as eight fewer employees than would be required for similar wastewater treatment facilities. The City has made system improvements and has focused on equipment purchases that has allowed staffing to remain below the recommended levels that are recommend for a utility of this size. These improvements have included an expansion of the Wastewater Treatment Plant, lift station upgrade projects, investments in a TV camera van and equipment, two new Combination Cleaner trucks, SCADA and automated control system improvements. The City anticipates that these changes will allow continued staffing at levels below that of similar sized utilities. ---PAGE BREAK--- Chapter 10 Pretreatment Chapter 10 ---PAGE BREAK--- Chapter 10 – Pretreatment 10.1Sewer Use Ordinances Discharge of wastewater to the City of Kennewick public sewer system is currently regulated under Title 14 of the Kennewick Municipal Code. Paragraph 14.23.020 of the Code describes Pretreatment Facilities and Prohibited Discharges Standards impacting the Sewer Utility. Provisions for Sewer Ordinance Enforcement are incorporated in three paragraphs of Title 14:  14.23.090 Administrative Enforcement Remedies  14.23.100 Judicial Enforcement Remedies  14.23.110 Supplemental Enforcement Action 10.2Industrial Pretreatment Program 10.2.1 Summary The intent of an Industrial Pretreatment Program (IPP), as detailed by Federal Regulations, is to control the entry of pollutants into the waste stream where they could result in damage to the collection system and/or interfere with the biological treatment process. More recently, IPP goals have extended to trace contaminants, such as heavy metals and residual organic chemicals, which accumulate in the environment and concentrate in the food chain until reaching threshold levels which disrupt the ecological system. The pollutants that are proposed to be regulated in an IPP may be released in the Wastewater Treatment Plant effluent, in the biosolids when recycled by land application, or in process air emissions from the various treatment units. There is increasing concern with chemicals and microbes in the waste stream which may pose worker health and safety hazards. The purpose of an Industrial Pretreatment Program (IPP) according to Federal Regulations is to: 1. Reduce a WWTP's operational costs by reducing loading. 2. Reduce process upsets at the WWTP due to slug influent loadings. 3. Reduce the need for plant modifications or expansions to process industrial waste at the expense of the City's residential customers. 4. Reduce the exposure of the City's operations staff to hazardous conditions in the sewerage system and protect the collection system from damage. 5. Reduce the impact of the City's effluent on the environment by reducing the total quantity of pollutants in the City's effluent. 6. Reduce the impact of pollutants on the receiving water (Columbia River). 7. Reduce the impact of pollutants on the quality of the sludge at the WWTP. A key area where EPA and WDOE activities will affect the pollutants discharged to the WWTP is the increasingly stringent water quality based limits being placed in NPDES permits. For the City of Kennewick, the Industrial Pretreatment Program will consist of the following elements: ---PAGE BREAK--- 1) Industrial User Survey/Source Identification. Identification and prioritization of pollutants which classifies users according to flow and pollutant concentrations. This is the Industrial User Survey incorporated in the City's NPDES permit. The Industrial Survey will identify the Significant Industrial Users (SIUs). The Source Identification will consist of three steps: a) Industrial Survey Questionnaire. b) Categorization by Standard Industrial Classification to further identify potential Significant Industrial Users. c) Site visits of potential SIUs to evaluate where the introduction of non-compatible pollutants into the wastewater discharge may exist. A non-compatible waste may be a biological or solids loading in excess of the City's Sewer Ordinance definition, a waste containing a water quality standard substance, or a potential contaminant of the biosolids accumulation within the lagoon. Wherever feasible, the objectionable material or process will be isolated from the sewage system outfall. 2) Pretreatment Program Enforcement. a) Industrial permitting. Permits are issued to SIUs by the WDOE. The Permits incorporate the requirement to install the physical facilities necessary to police the SIU outfall. b) Source monitoring. The City may conduct site specific sampling of SIUs for compliance with regulations and waste discharge permit requirements, and random system sampling for identification of illegal discharges and sources of volatile organic compounds. c) Enforcement. Fines may be levied for violations of waste discharge permit standards and/or enforcing the compliance with the standards. 10.2.2 Administration The City is “partially delegated” to administer an Industrial Pretreatment Program. The City has assumed the responsibility for source identification, waste minimization, public awareness activities, source monitoring, and agency coordination, while WDOE has retained the responsibility for industrial permitting and enforcement. The "partially delegated" program allows the City to promote a cooperative program for pretreatment, while WDOE takes on the role of the enforcer. Pretreatment customers are approached with a spirit of teamwork. When presented with requests, pretreatment customers usually cooperate to resolve problems rather than risk permit violations and/or negative publicity. Customers are likely to comply with pretreatment requests when they understand the effects of their discharge on the sewerage facilities. Under the "partially delegated" program, the City works with the pretreatment customer to develop a sampling and monitoring plan, a spill prevention program, a discharge response plan, self-monitoring report forms, and record keeping systems. The WDOE is called upon to bring added pressure to comply, while still maintaining the City's ability to meet with the pretreatment customer in an atmosphere of providing assistance. 10.3Grease Collection The disposal of grease into the City's wastewater collection system has caused problems in the collection system and WWTP. This section is intended to define the issue of grease disposal in the sewerage system and provide alternatives for the City in reducing the costs of operations and maintenance associated with this problem. ---PAGE BREAK--- 10.3.1 Grease Characteristics Grease found in collection systems include: fats, oils and waxes. When fats are present at room temperature as liquids, they are referred to as oils. Oils may be derived from plants such as vegetable oils, light hydrocarbons such as gasoline and jet fuel, heavy hydrocarbons such as crude oil, diesel fuel, asphalt, and lubricants and cutting fluids. Oils are liquids that may or may not dissolve in water. Organic oils are readily degradable in either aerobic or anaerobic treatment systems. Oils of mineral origin are generally not biodegradable. Waxes are generally solid or semi-solid at ambient temperature and tend to coagulate with fats, oils, and suspended particles. Salts of fatty acids are referred to as soaps. The regulatory community generally refers to the collection of fats, oils, and grease as "FOGs". "Grease" is the solid or semi-solid fraction of FOGs, and "oils" are the liquid fraction. Most of the FOGs that accumulate in the wastewater collection system are derived from food waste products. The quantity of oil and grease in wastewater is determined by a Freon extraction procedure (Standard Methods, 21st Edition). Animal and vegetable oils and greases naturally occur to some extent in sanitary wastewater. Mineral oils and hydrocarbons are generally a result of industrial discharge. Municipal wastewater typically has an average FOG concentration range between 30 and 50 mg/L. The current Kennewick Pretreatment Act limit for "Prohibited Discharges" of FOG is100 parts per million (mg/L). 10.3.2 Grease in Wastewater Collection Systems Grease in the City’s collection system is a major problem. It tends to coagulate and coat the walls of pipes creating flow obstructions. It collects in suction and discharge piping of pumping stations, reducing pumping rates and increasing energy costs. Grease formations in the form of large clumps slough off the pipe walls and accumulate in bends and pumping station wet wells. Floating oils on the surface of wastewater reduce oxygen transfer creating septic conditions which produce odors and corrode pipelines. While the FOGs are typically relatively stable materials, the sticky, gummy grease clumps generally incorporate highly putrescible fecal matter creating a malodorous mass contaminated with infectious organisms. 10.3.3 Grease at the Wastewater Treatment Plant Grease is generally removed by bar screens in the plant headworks or as scum in the clarifiers. At the WWTP, the primary mechanism for grease removal is the bar screens located 20-feet below grade in the pretreatment chamber ahead of the main pumping station. The screenings, a mixture of large solids, cans, bottles, rags, wood and plastic debris with grease being a minor component, are mechanically conveyed and spray washed into a screw press located in a block building at grade. The screenings are compressed, and subsequently hauled to the sanitary landfill for disposal. While the grease is generally mechanically handled, it does coat the screenings and agglomerate with putrescible material, thereby contributing to an offensive, corrosive atmosphere, in the headworks building. Any grease that passes through the bar screen openings can coalesce and become entrained in the High Rate Treatment Cells (HRT); this can contribute to foaming and a higher incidence of the bacteria Nocardia. Grease escaping the HRT Cells is captured as scum in the Intermediate Clarifier and returned to the HRT Cells or is wasted to the Aerated Lagoons. ---PAGE BREAK--- In summary, grease collection and disposal is an undesirable product in our waste stream that increases our labor and disposal costs and is only manageable through additional work at the treatment works. It is a significant cost factor in the headworks operation due to labor required to clean and maintain the screen units and the landfill disposal costs, including stabilization to a solid state, continue to increase. Where possible, the FOG materials should be intercepted at their source for recycling. 10.3.4 Sources of FOG Sources of FOG include industries, commercial businesses, institutions and job shops that do not have grease collection facilities or have grease collection facilities that are not properly maintained. Table 10-1 summarizes the significant contributors of grease to the City's collection system. Table 10-1 – Sources of FOG Industries Commercial Institutions Job Shops Residential Beverage Restaurants Hospital Machine Shops Residents Bottling Convenience Stores Retirement Homes Auto Repair Apartments Food Supermarkets Schools Metal Fabricators Manufacturing Bakeries Medical/Dental Offices Gas Stations Coffee Shops Hotel/Motel Most of the sources of FOG in the City are relatively small industrial, commercial, institutional, and job shop facilities, discharging less than 1000 gallons per day (gpd) of combined sanitary and process wastewater. A significant potential source may be the improper disposal practices of spent cooking grease and oil. An education program to encourage commercial and residential dischargers to dispose of their cooking products with their solid waste is an important element of the FOG pretreatment program. 10.3.5 FOG Collection Devices FOG collection facilities can be utilized to remove the grease and oil from the wastewater prior to disposal. There are essentially three types of FOG collection facilities: grease traps, grease interceptors, and oil-water separators. With proper design and maintenance, these devices are a supporting tool for reducing collection system FOG problems. The City's building code requires the installation of oil and grease traps in waste lines of all industries, commercial facilities, institutions, machine shops, automotive repair shops, and metal fabricators. Chapter 14.23.020 of the KMC prohibits the discharge of waste containing more than 100 mg/L of fat, oil or grease. The Uniform Plumbing Code requirements for oil and grease collection facilities are discussed below. Grease Traps Grease traps are installed at the source of discharge, under the drain of the fixture(s) receiving grease containing wastewater. The design of grease traps vary with respect to the number of plumbing connections and the amount of flow passing through. The Uniform Plumbing Code describes proper grease trap design and maintenance. Grease traps must be large enough to provide a reservoir of cold water so that the addition of hot water does not result in ---PAGE BREAK--- melting the grease in the trap and subsequent discharge to the sewer. The Uniform Plumbing Code restricts installation of grease traps to those with approved rates of flow greater than 20 gpm, not to exceed 55 gpm, with a maximum of four fixtures connected to any one grease trap. One grease trap cannot be used for a combination of fixtures from: food waste disposal units, sinks, and clothes washer/laundry tubs. Separate grease traps must be provided for each of these types of fixtures. The total capacity in gallons (gal) of fixtures discharging into a hydromechanical grease interceptor shall not exceed two and one half times the certified gallon per minute (gpm (L/s) flow rate of the interceptor I accordance with Table 1014.2.1 of the Uniform Plumbing Code. Regular cleaning and maintenance of grease traps is necessary to insure proper function. For instance, a 40 lb trap receiving wash water at 20 gpm and 100 mg per liter grease strength would exhaust its storage capacity in less than 60 hours of operation. A maximum interval for cleaning this grease trap would be once per week. For a high volume operation, cleaning may be a necessary task in the daily scullery routine. Restaurant or user employees typically clean grease traps. Grease collected during cleaning should not be discharged to any drainage piping, or public or private sewer. This material should be hauled directly to a renderer, or disposed of in a landfill. Grease Interceptors Grease interceptors are larger than grease traps and generally located between the building drainage lines and the sanitary sewer connection. An interceptor is a large tank designed for plug flow conditions. The Uniform Plumbing Code addresses grease interceptors and describes sizing criteria that can be used for projecting the grease loading from large restaurants, hospitals, school cafeterias, and other food serving institutions. Grease interceptors must be designed with at least two separate compartments to allow for secondary separation of FOG and any other latent materials. Periodic cleaning is necessary to remove the collected solids and transport them to a disposal site. Grease interceptors require an indirect waste line. Sanitary sewage entering a grease interceptor is prohibited. Wastewater in grease interceptors can become septic and increase hydrogen sulfide concentrations in the sewers. Oil/Water Separators Oil/water separators are necessary for commercial or industrial businesses which generate mineral or petroleum oils exceeding 100 mg/l in water to be discharged to the sanitary sewer. Oils float to the surface and solids collect on the bottom, with pretreated wastewater separated in the middle layer. The separator volume should provide at least forty-five minutes retention time to allow for adequate separation. Antifreeze, detergents, degreasers, and pure oil should never be discharged to these units. Access doors and inspection ports must be provided to facilitate regular cleaning, maintenance and inspection. Commercial tank-cleaning companies pump out the oil/water mixture and take it to a treatment facility where the oil can be recycled. Oil/water separators can work well if maintained regularly. They should be monitored weekly and pumped out whenever approximately three inches or more of oil is observed to be floating on the surface. Additives for Grease Degradation: At no time shall an emulsifying agent, enzyme, bio-additive, or similar chemical be introduced into the waste stream, grease trap, grease interceptor or any chamber of a grease interceptor, except by City employees or designees for the purpose of maintenance and operations of the POTW. ---PAGE BREAK--- 10.3.6 Grease Disposal Options Several alternative disposal methods such as rendering, recycling, landfilling, incineration, and composting are available for disposal of waste grease and oil, provided that these materials are collected prior to discharge to the sanitary sewer. Waste food grease can be disposed of by rendering. Mineral oils and grease, or food grease mixed with sewage, septage, or mineral grease is not applicable for rendering. Rendering is the process by which water and solids are removed and "yellow grease" is produced. Yellow grease is not for human consumption but can be used by the chemical industries and in feed products. Rendering represents an attractive long-term solution for food waste grease in both economic and environmental terms. Customers pay a relatively minimal fee for disposal of waste grease and avoid incurring large plumbing bills to clean clogged pipelines. The City would benefit from the reduction in grease discharged to the collection system. The rendering facility would receive a raw material at minimal cost. Grease that would otherwise end up in landfills, concentrated at the treatment plant or discharged to surface waters would be recycled. Rendering should be considered a viable solution for restaurants and other establishments with food waste grease in the City. 10.3.7 Recycle Program The City has partnered with Waste Management and Baker Commodities Inc by providing an alternative to dispose of FOG in the form of a “Community Used Cooking Oils Recycling Program”. This program allows the citizens of Kennewick the opportunity to discard their used cooking oil in an effort to reduce illicit FOG discharges into the sanitary sewer.  Recycling of Mineral/Petroleum Waste Oils: Mineral/petroleum waste grease and oil derived from industrial sources, automotive maintenance facilities, refueling stations, and job shops should be collected and taken to a facility approved for treating and recycling these materials. The services of a used oil recycling company are available in the Kennewick area.  Landfill Disposal: For grease derived from residential sources, landfill disposal is preferable to discharge into the sanitary sewer. Grease from residential sources should be placed in a container and disposed of along with other solid waste and refuse. Landfilling is also the current disposal method for grease removed during cleaning of the collection system and the treatment plant. Landfilling of collection system and treatment plant grease may require an additional treatment step as regulations governing disposal of semi- liquid materials become more stringent.  Composting: Composting is an option for disposal of waste grease removed from collection system cleaning or for grease from residential sources, but would not be economical for small waste stream generated by Kennewick. 10.3.8 FOG Waste Management An effective FOG waste management program will consist of three elements: 1) Public Information Campaign 2) Sewer Ordinance Enforcement 3) Sewer Cleaning and Biological Treatment ---PAGE BREAK--- 10.3.9 Public Information Campaign Education through public awareness on proper oil and grease disposal is provided to all sewer system customers. Policing residential grease sources is not possible. The City's residential customers are informed as to the effect of grease and oil on the sewer system. The informational material emphasizes the potential for coalescing grease and oil plugging the side sewer for which the property owner is responsible. It includes information on the use of garbage grinders. The literature also demonstrates the potential benefit to the user of modifying a disposal practice to which he or she has become accustomed. ---PAGE BREAK--- Works Cited American Society of Civil Engineers. “Manual of Practice No. 60 – Gravity Sanitary Sewer Design and Construction.” Second Edition. City of Kennewick, Washington. "Sewer System Plan” October 2006. City of Kennewick, Washington. "HORIZONS Comprehensive Plan Technical Document.” 2011. City of Kennewick, Washington. "Water System Plan.” 2010. Economic and Engineering Services, Inc. “Water and Sewer Rate Study.” June 1995. HDR Engineering, Inc. "Sewer System Plan." 1996. J-U-B ENGINEERS, Inc. "City of Kennewick Wastewater Treatment Plant Facilities Plan." October 2014. J-U-B ENGINEERS, Inc. "South Kennewick Industrial Area Urban Growth Area Expansion Capital Facilities Analysis." September 2012. J-U-B ENGINEERS, Inc. "Preliminary Engineering Report – Sewage Lift Station Improvements." June 1998. J-U-B ENGINEERS, Inc. "Wastewater Treatment Facilities Plan." 1995 Metcalf & Eddy. “Wastewater Engineering Treatment and Reuse.” Fourth Edition. United States Environmental Protection Agency. “Infiltration/Inflow Analysis and Project Certification.” May 1985. Washington State Department of Ecology. “Criteria for Sewage Works Design (Orange Book).” August 2008. ---PAGE BREAK--- Appendices Appendix A Figures Appendix B Data Compiled for Use in Model Development Appendix C Model Assumptions Appendix D Model Calibration Appendix E System Issues Appendix F Existing Model Results Appendix G Committed Model Results Appendix H Master Plan Model Results Appendix I CIP Packets Appendix J Environmental Checklist and Determination of Non-Significance Appendix K 2014 Renewals and Replacements Appendix L Agreements Appendix M Standard Specifications for Sanitary Sewer Appendix N WDOE Review Comments Appendix O Financial Projection Exhibits ---PAGE BREAK--- Appendix A Figures ---PAGE BREAK--- ê ) & > ) & > ) & > ) & > ) & > ) & > ) & > ) & > ) & > ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = 4545 45 45 "5 45 45 45 COLUMBIA CENTER BLVD. W. CLEARWATER AVE. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. Leslie LS Amon LS Canyon & Arrowhead LS Bonnie & Belfare LS Jefferson & Arrowhead LS Columbia Park West LS Columbia Park East LS Kent & Klamath LS Dayton & Entiat LS Clover Is LS 3rd & Oak LS 23rd & Gum LS 29th & Everett LS Ione LS Dayton LS W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. 23rd & Gum 17th & Washington W 10th Ave Under Freeway Canal & Vancouver Volland Metaline Golf Course Yellowstone SR 240 W.4TH AVE 7 3 4 2 1 5 6 WWTP S. WASHINGTON ST. S. GUM ST. . Date: Jun 30, 2015 0 4,000 8,000 ft Figure A1 Figure A1 Existing System Existing System & Flow Monitoring Sites & Flow Monitoring Sites Existing Size (in) Collector 10 12 15 18 21 24 27 30 36 Force Main ! = City Lift Station ê Waste Water Treatment Plant ) & > Flow Monitor Site City Limits Diversion 45 19th and Dayton 45 21st and Fruitland 45 Beech St. Phase 1 "5 Neel and Canal 45 Rainier and Kennewick Ave 45 US 395 Overpass 45 15th and Union 1 2 3 4 5 6 7 WWTP City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ê COLUMBIA CENTER BLVD. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. Leslie LS Amon LS Canyon & Arrowhead LS Bonnie & Belfare LS Jefferson & Arrowhead LS Columbia Park West LS Columbia Park East LS Kent & Klamath LS Dayton & Entiat LS Clover Is LS 3rd & Oak LS 23rd & Gum LS 29th & Everett LS Ione LS W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. Dayton LS W. 4TH AVE. W CLEARWATER AVE SR 240 LOCUST GROVE RD. HWY. 397 WWTP NW Interceptor NW Interceptor Basin Basin Southridge West Southridge West Basin Basin Central Core Central Core Basin Basin Southridge East Southridge East Basin Basin East Beech St East Beech St Interceptor Basin Interceptor Basin Clearwater Clearwater Interceptor Basin Interceptor Basin West Proposed UGA West Proposed UGA Expansion Basin Expansion Basin East Proposed UGA East Proposed UGA Expansion Basin Expansion Basin Zintel Canyon Zintel Canyon Interceptor Basin Interceptor Basin Leslie LS Leslie LS Basin Basin Canal Dr Canal Dr Collector Basin Collector Basin Union St Union St Collector Basin Collector Basin West Beech St West Beech St Interceptor Basin Interceptor Basin US 395 US 395 East Basin East Basin S. WASHINGTON ST. S. GUM ST. . Date: Jun 30, 2015 Figure A2 Figure A2 Sewer Collection Sewer Collection System Basins System Basins Existing Size (in) Collector 10 12 15 18 21 24 27 30 36 Force Main Sewer Basin NW Interceptor Basin Southridge West Basin Central Core Basin Southridge East Basin East Beech St Interceptor Basin Clearwater Interceptor West Proposed UGA Expansion Basin Zintel Canyon Interceptor Basin Leslie LS Basin Canal Dr Collector Basin East Proposed UGA Expansion Basin West Beech St Interceptor Basin US 395 East Basin Union St Collector Basin Master Plan Size (in) Collector 10 12 15 18 21 24 27 30 36 ! = City Lift Station ê Waste Water Treatment Plant City Limits ! ! ! ! ! ! ! ! ! Urban Growth Area (UGA) ! ! ! ! ! ! ! ! ! 50-yr Planning WWTP City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ! Ö ! Ö ! Ö ! Ö ! Ö ! Ö ! Ö ! Ö ! Ö ! Ö ! Ö ! Ö ! Ö ! Ö ! Ö ê COLUMBIA CENTER BLVD. W. CLEARWATER AVE. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. Leslie LS Amon LS Canyon & Arrowhead LS Bonnie & BelfareLS Jefferson & Arrowhead LS Columbia Park West LS Columbia Park East LS Kent & Klamath LS Dayton & Entiat LS Clover Is LS 3rd & Oak LS 23rd & Gum LS 29th & Everett LS Ione LS Dayton LS W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. W. 4TH AVE. SR 240 WWTP S. WASHINGTON ST. S. GUM ST. . Date: Jun 30, 2015 0 4,000 8,000 ft Figure A3 Figure A3 Update to Existing Model Update to Existing Model Existing Size (in) Collector 10 12 15 18 21 24 30 36 Force Main Added Sewer Collection Piping Improvement Areas Beech Street Sewer Interceptor Southridge South Olympia Street ! Ö City Lift Station ê Waste Water Treatment Plant City Limits WWTP City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ê COLUMBIA CENTER BLVD. W. CANAL DR. W. CLEARWATER AVE. W. 10TH AVE. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 Leslie LS Amon LS Canyon & Arrowhead LS Bonnie & BelfareLS Jefferson & Arrowhead LS Columbia Park West LS Columbia Park East LS Kent & Klamath LS Dayton & Entiat LS Clover Is LS 3rd & Oak LS 23rd & Gum LS 29th & Everett LS Ione LS Dayton LS W. 4TH AVE. SR 240 WWTP S. WASHINGTON ST. S. GUM ST. . Date: Jun 30, 2015 0 4,000 8,000 ft Notes: 1. Results include the design storm event (2yr, 3hr) - 0.424" Figure A4 Figure A4 Depth over Diameter Depth over Diameter Existing Model Existing Model Depth over Diameter Existing Trunk Pipes 0.00 - 0.25 0.25 - 0.50 0.50 - 0.75 0.75 - 1.00 1.00 - 1.50 Collector Force Main ! = City Lift Station ê Waste Water Treatment Plant City Limits WWTP City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ê ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = COLUMBIA CENTER BLVD. W. CANAL DR. W. CLEARWATER AVE. W. 10TH AVE. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 Leslie LS Amon LS Canyon & Arrowhead LS Bonnie & BelfareLS Jefferson & Arrowhead LS Columbia Park West LS Columbia Park East LS Kent & Klamath LS Dayton & Entiat LS Clover Is LS 3rd & Oak LS 23rd & Gum LS 29th & Everett LS Ione LS Dayton LS SR 240 W. 4TH AVE. WWTP S. WASHINGTON ST. S. GUM ST. . Date: Jun 30, 2015 0 4,000 8,000 ft Notes: 1. Results include the design storm event (2yr, 3hr) - 0.424" Figure A5 Figure A5 Reserve Capacity Reserve Capacity Existing Model Existing Model Reserve Capacity (MGD) Trunk Pipes Over Capacity 0.01 - 0.25 0.25 - 0.50 0.50 - 1.00 1.00 - 1.50 1.50 - 2.00 2.00 - 3.00 3.00 - 5.00 5.00 - 10.00 > 10.00 Collector Force Main ! = City Lift Station ê Waste Water Treatment Plant City Limits WWTP City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = COLUMBIA CENTER BLVD. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. Leslie LS Amon LS Canyon & Arrowhead LS Bonnie & Belfare LS Jefferson & Arrowhead LS Columbia Park West LS Columbia Park East LS Kent & Klamath LS Dayton & Entiat LS Clover Is LS 3rd & Oak LS 23rd & Gum LS 29th & Everett LS Ione LS W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. Dayton LS W. 4TH AVE. W CLEARWATER AVE SR 240 . Date: Jun 30, 2015 0 4,500 9,000 ft Figure A6 Figure A6 Committed System Committed System ! = City Lift Station City Limits ! ! ! ! ! ! ! ! ! ! ! ! Urban Growth Area (UGA) ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning Proposed UGA Expansion Area Infill Areas within current UGA Septic Conversions - Committed System Mixed-Use Redevelopment Areas City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ê COLUMBIA CENTER BLVD. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. Leslie LS Amon LS Canyon & Arrowhead LS Bonnie & Belfare LS Jefferson & Arrowhead LS Columbia Park West LS Columbia Park East LS Kent & Klamath LS Dayton & Entiat LS Clover Is LS 3rd & Oak LS 23rd & Gum LS 29th & Everett LS Ione LS W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. Dayton LS W. 4TH AVE. W CLEARWATER AVE SR 240 WWTP . Date: Jun 30, 2015 0 4,500 9,000 ft Figure A7 Figure A7 Depth over Diameter Depth over Diameter Committed System Committed System Depth over Diameter Tunk Lines 0.00 - 0.25 0.25 - 0.50 0.50 - 0.75 0.75 - 1.00 1.00 - 1.50 1.50 - 2.00 2.00 - 5.00 > 5.00 Collector Force Main ! = City Lift Station ê Waste Water Treatment Plant City Limits ! ! ! ! ! ! ! ! ! ! ! ! Urban Growth Area (UGA) ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning Proposed UGA Expansion Area WWTP City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ê COLUMBIA CENTER BLVD. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. Leslie LS Amon LS Canyon & Arrowhead LS Bonnie & Belfare LS Jefferson & Arrowhead LS Columbia Park West LS Columbia Park East LS Kent & Klamath LS Dayton & Entiat LS Clover Is LS 3rd & Oak LS 23rd & Gum LS 29th & Everett LS Ione LS W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. Dayton LS W. 4TH AVE. W CLEARWATER AVE SR 240 WWTP . Date: Jun 30, 2015 0 4,500 9,000 ft Figure A8 Figure A8 Reserve Capacity Reserve Capacity Committed System Committed System Reserve Capacity (MGD) Trunk Lines Over Capacity 0.00 - 0.25 0.25 - 0.50 0.50 - 1.00 1.00 - 1.50 1.50 - 2.00 2.00 - 3.00 3.00 - 5.00 5.00 - 10.00 > 10.00 Collector Force Main ! = City Lift Station ê Waste Water Treatment Plant City Limits ! ! ! ! ! ! ! ! ! ! ! ! Urban Growth Area ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning Proposed UGA Expansion Area WWTP City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ê COLUMBIA CENTER BLVD. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. Leslie LS Amon LS Canyon & Arrowhead LS Bonnie & Belfare LS Jefferson & Arrowhead LS Columbia Park West LS Columbia Park East LS Kent & Klamath LS Dayton & Entiat LS Clover Is LS 3rd & Oak LS 23rd & Gum LS 29th & Everett LS Ione LS W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. Dayton LS W. 4TH AVE. W CLEARWATER AVE SR 240 WWTP S. Union St . Date: Jun 30, 2015 0 4,500 9,000 ft Figure A9 Figure A9 Pipe Size Pipe Size Master Plan Model Master Plan Model Existing Size (in) Collector 10 12 15 18 21 24 27 30 36 Force Main Master Plan Size (in) Collector 10 12 15 18 21 24 27 30 36 ! = City Lift Station ê Waste Water Treatment Plant City Limits ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! Urban Growth Area (UGA) ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning Proposed UGA Expansion Area WWTP Note: A Master Plan is conceptual in nature and intended for planning purposes only. Field verification, survey, utility locates, and investigation of other potential upstream and conflicts should be completed prior to preliminary and final design. City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ê ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = COLUMBIA CENTER BLVD. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. Leslie LS Amon LS Canyon & Arrowhead LS Bonnie & Belfare LS Jefferson & Arrowhead LS Columbia Park West LS Columbia Park East LS Kent & Klamath LS Dayton & Entiat LS Clover Is LS 3rd & Oak LS 23rd & Gum LS 29th & Everett LS Ione LS W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. Dayton LS W. 4TH AVE. W CLEARWATER AVE SR 240 WWTP . Date: Jun 30, 2015 0 4,500 9,000 ft Figure A10 Figure A10 Trunk Depth Trunk Depth Master Plan Model Master Plan Model Master Plan Depth (ft) < 10.0 10.1 - 15.0 15.1 - 20.0 20.1 - 25.0 25.1 - 30.0 > 30.0 Collector Trunk Force Main ! = City Lift Station ê Waste Water Treatment Plant City Limits ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! Urban Growth Area (UGA) ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning Proposed UGA Expansion Area WWTP Note: A Master Plan is conceptual in nature and intended for planning purposes only. Field verification, survey, utility locates, and investigation of other potential upstream and conflicts should be completed prior to preliminary and final design. City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ê ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = COLUMBIA CENTER BLVD. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. Leslie LS Amon LS Canyon & Arrowhead LS Bonnie & Belfare LS Jefferson & Arrowhead LS Columbia Park West LS Columbia Park East LS Kent & Klamath LS Dayton & Entiat LS Clover Is LS 3rd & Oak LS 23rd & Gum LS 29th & Everett LS Ione LS W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. Dayton LS W. 4TH AVE. W CLEARWATER AVE SR 240 WWTP . Date: Jun 30, 2015 0 4,500 9,000 ft Figure A11 Figure A11 Depth over Diameter Depth over Diameter Master Plan Model Master Plan Model Depth over Diameter Trunk Pipes 0.00 - 0.25 0.25 - 0.50 0.50 - 0.75 0.75 - 1.00 1.00 - 1.50 1.50 - 2.00 2.00 - 5.00 > 5.00 Collector Force Main ! = City Lift Station ê Waste Water Treatment Plant City Limits ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! Urban Growth Area (UGA) ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning Proposed UGA Expansion Area WWTP Notes: 1. Results include the design storm event (2yr, 3hr) - 0.424" 2. Depth ovr Diameter only shown for existing pipes. 3. A Master Plan is conceptual in nature and intended for planning purposes only. Field verification, survey, utility locates, and investigation of other potential upstream and conflicts should be completed prior to preliminary and final design. City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ê ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = COLUMBIA CENTER BLVD. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. Leslie LS Amon LS Canyon & Arrowhead LS Bonnie & Belfare LS Jefferson & Arrowhead LS Columbia Park West LS Columbia Park East LS Kent & Klamath LS Dayton & Entiat LS Clover Is LS 3rd & Oak LS 23rd & Gum LS 29th & Everett LS Ione LS W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. Dayton LS W. 4TH AVE. W CLEARWATER AVE SR 240 WWTP . Date: Jun 30, 2015 0 4,500 9,000 ft Figure A12 Figure A12 Reserve Capacity Reserve Capacity Master Plan Model Master Plan Model Reserve Capacity (mgd) Master Plan Trunk Pipe Over Capacity 0.00 - 0.25 0.25 - 0.50 0.50 - 1.00 1.00 - 1.50 1.50 - 2.00 2.00 - 3.00 3.00 - 5.00 5.00 - 10.00 > 10.00 Collector Force Main ! = City Lift Station ê Waste Water Treatment Plant City Limits ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! Urban Growth Area (UGA) Notes: 1. Results include the design storm event (2yr, 3hr) - 0.424" 2. Reserve Capacity only shown for existing pipes. 3. A Master Plan is conceptual in nature and intended for planning purposes only. Field verification, survey, utility locates, and investigation of other potential upstream and conflicts should be completed prior to preliminary and final design. WWTP City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! Arrowhead & Jefferson LS 23rd & Gum LS Kent & Klamath LS 3rd & Oak LS Clover Island LS Canyon & Arrowhead LS Enitiat & Dayton LS 29th & Everett LS 32nd & Ione LS Belfair & Bonnie LS Columbia Park East LS 16th & Dayton LS Clearwater & Leslie LS Amon LS Columbia Park West LS HWY 395 CLEARWATER AVE SR 240 COLUMBIA CENTER BLVD KELLOGG ST 10TH AVE UNION ST COLUMBIA RIVER 27TH AVE VANCOUVER ST OLYMPIA ST C.2 S.3a S.3b RR.3 C.4 C.1 C.3 RR.1 RR.2 S.1 E.2 S.2 E.1 E.3 ELY ST. 45TH AVE. SOUTHRIDGE BLVD. INTERSTATE - 82 4TH AVE. S.4 LS.1 Figure A13 Figure A13 CIP Summary Map CIP Summary Map NOTE A Master Plan is conceptual in nature and intended for planning purposes only. Field verification, survey, utility locates, and investigation of other potential upstream and conflicts should be completed prior to preliminary and final design. Date: Jun 30, 2015 0 5,500 11,000 ft Existing Size (in) Collector 10 12 15 18 21 24 27 30 36 Force Main Master Plan Size (in) Collector 10 12 15 18 21 24 27 30 36 CIP Time Frame 0-5 Years 5-10 Years 10-20 Years Developer Driven As Needed With Growth ! = City Lift Station City Limits ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! Urban Growth Area (UGA) ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning UGA Expansion Area . City of Kennewick City of Kennewick 2014 General Sewer Plan ---PAGE BREAK--- ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ! = ê 80 14215 82 81 1604 1632 2284 2282 1630 1614 1618 1608 1622 1626 1628 1610 1616 1624 1612 1606 1620 1602 1864 1839 1835 2280 2276 10068 2286 1854 1850 1860 1843 320 CDT-[PHONE REDACTED] 337 335 319 172 [PHONE REDACTED] 10189 14068 390 327 328 370 CDT-225 389 54 58 326 56 95 55 173 2376 99 1661 2373 1551 1901 1659 1903 2136 2174 2172 2138 2162 2140 2144 2170 2142 1651 2166 2164 2134 2132 2370 2146 1666 1664 1870 2168 14099 1899 14096 1897 1663 10126 1497 1831 1829 2128 14214 10183 310 302 266 62 59 63 330 183 61 122 182 162 176 369 368 181 331 174 [PHONE REDACTED] 2416 2256 14211 1391 1387 1385 2418 1389 14210 2410 2414 2229 175 2241 1393 2362 2243 1401 2363 1411 1399 2338 1395 1407 1397 2233 2235 2412 CDT-145 2360 1415 2245 2367 14212 262 275 CDT-125 32 185 69 391 123 14 92 243 85 264 109 145 10 171 744 108 33 397 743 240 184 149 180 12 93 280 110 31 742 66 1667 179 64 167 17 [PHONE REDACTED] 1910 1529 289 2200 [PHONE REDACTED] 1803 2206 1920 747 2211 1380 2208 2158 1383 2225 2198 2210 292 2025 2160 1546 354 2204 239 1681 2217 1914 288 1715 2072 10141 2215 1805 2213 2223 2221 10065 2076 2202 1701 2074 2219 1593 1793 2356 14076 14075 14069 14074 14080 10006 1535 10134 2938 10146 10139 14088 1717 1916 2033 1713 2227 10140 14082 10077 10143 14084 1906 1695 10066 2351 1697 10138 14077 10128 10122 14222 10120 14086 1541 2062 1807 1683 1707 1904 10148 10150 1687 10111 2031 2066 1691 10117 1673 118 120 19 18 398 351 76 233 236 25 746 166 10018 286 86 350 285 244 10005 [PHONE REDACTED] 253 290 [PHONE REDACTED] [PHONE REDACTED] 356 360 111 237 [PHONE REDACTED] 1795 1876 386 10167 10010 10049 10052 10163 1878 10166 10165 10051 10164 10048 10092 10094 10024 10050 10002 10004 10053 1797 10168 10132 10177 10019 1801 1890 10123 1799 10084 1474 14108 10039 10160 10130 256 14118 10035 10034 10036 10086 10131 10172 12936 14110 1888 14115 255 14090 10098 10090 10175 14120 250 1874 307 1470 12939 10170 14105 14102 127 10016 2346 10070 CDT-215 15 96 1561 1574 [PHONE REDACTED] 1555 1559 1576 1580 1564 2302 1757 1749 1751 CDT-421 1741 1755 2928 1729 1743 1745 CDT-767 CDT-515 CDT-831 CDT-591 CDT-651 CDT-419 CDT-587 CDT-661 CDT-783 CDT-595 CDT-843 CDT-775 CDT-599 CDT-579 CDT-809 CDT-801 CDT-487 CDT-821 CDT-613 CDT-739 CDT-863 CDT-855 CDT-749 CDT-839 CDT-787 CDT-611 CDT-729 CDT-725 CDT-577 CDT-581 CDT-811 CDT-507 CDT-761 CDT-721 CDT-835 CDT-853 CDT-357 CDT-847 CDT-827 CDT-355 CDT-753 CDT-807 CDT-497 CDT-745 CDT-829 CDT-489 CDT-491 CDT-731 CDT-859 CDT-805 CDT-857 CDT-755 CDT-845 CDT-501 CDT-363 CDT-743 CDT-765 CDT-779 CDT-737 CDT-505 CDT-353 CDT-597 CDT-659 CDT-791 CDT-359 CDT-361 CDT-367 CDT-351 CDT-723 CDT-719 CDT-575 CDT-503 CDT-735 CDT-763 CDT-751 CDT-509 CDT-759 CDT-823 CDT-583 CDT-851 CDT-733 CDT-865 CDT-493 CDT-781 CDT-777 CDT-837 CDT-861 CDT-789 CDT-657 CDT-655 CDT-825 CDT-747 CDT-849 CDT-785 CDT-663 CDT-589 CDT-617 CDT-841 CDT-715 CDT-833 CDT-593 CDT-653 CDT-803 CDT-365 1759 CDT-369 1739 CDT-769 1737 1753 CDT-249 CDT-1037 CDT-933 CDT-757 CDT-549 CDT-545 1733 CDT-553 CDT-527 CDT-529 CDT-543 CDT-547 CDT-551 CDT-525 1747 12982 CDT-607 CDT-417 CDT-1029 CDT-623 CDT-511 CDT-413 CDT-1035 CDT-519 CDT-517 CDT-1049 CDT-1047 CDT-1055 CDT-409 CDT-947 CDT-979 CDT-1041 CDT-937 CDT-405 CDT-1043 CDT-975 CDT-533 CDT-961 CDT-969 CDT-999 CDT-955 CDT-1013 CDT-585 12983 CDT-1031 CDT-601 1731 12981 CDT-727 CDT-949 CDT-943 12988 CDT-399 CDT-615 CDT-995 CDT-983 CDT-987 CDT-1003 CDT-1019 CDT-201 4545 45 45 "5 45 45 45 ) & > ) & > ) & > ) & > ) & > ) & > ) & > ) & > ) & > COLUMBIA CENTER BLVD. S. KELLOGG ST. US-395 W. 27TH AVE. S. VANCOUVER ST. S. OLYMPIA ST. S. ELY ST. W. 45TH AVE. W. GAGE BLVD. Leslie LS Amon LS Canyon & Arrowhead LS Bonnie & Belfare LS Jefferson & Arrowhead LS Columbia Park West LS Columbia Park East LS Kent & Klamath LS Dayton & Entiat LS Clover Is LS 3rd & Oak LS 23rd & Gum LS 29th & Everett LS Ione LS W. CANAL DR. SOUTHRIDGE BLVD. HILDEBRAND BLVD. INTERSTATE - 82 W. 10TH AVE. Dayton LS W. 4TH AVE. W CLEARWATER AVE SR 240 LOCUST GROVE RD. HWY. 397 WWTP NW Interceptor NW Interceptor Basin Basin Southridge West Southridge West Basin Basin Central Core Central Core Basin Basin Southridge East Southridge East Basin Basin East Beech St East Beech St Interceptor Basin Interceptor Basin Clearwater Clearwater Interceptor Interceptor Basin Basin West Proposed UGA West Proposed UGA Expansion Basin Expansion Basin East Proposed UGA East Proposed UGA Expansion Basin Expansion Basin Zintel Canyon Zintel Canyon Interceptor Basin Interceptor Basin Leslie LS Leslie LS Basin Basin Canal Dr Canal Dr Collector Basin Collector Basin Union St Union St Collector Basin Collector Basin West Beech St West Beech St Interceptor Basin Interceptor Basin US 395 US 395 East Basin East Basin 1 5 6 2 4 3 7 S. WASHINGTON ST. . Date: Jun 30, 2015 City of Kennewick City of Kennewick 2014 General Sewer Plan Figure A14 Figure A14 Trunk Pipe ID Trunk Pipe ID Existing Size (in) Collector 10 12 15 18 21 24 27 30 36 Force Main Master Plan Size (in) Collector 10 12 15 18 21 24 27 30 36 ! = City Lift Station ) & > Flow Monitor Site ê Waste Water Treatment Plant City Limits ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! Urban Growth Area (UGA) ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning Sewer Basins Diversion 45 19th and Dayton 45 21st and Fruitland 45 Beech St. Phase 1 "5 Neel and Canal 45 Rainier and Kennewick Ave 45 US 395 Overpass 45 15th and Union WWTP 1 2 3 4 5 6 7 ---PAGE BREAK--- Appendix B Data Compiled for Use in Model Development ---PAGE BREAK--- Appendix B Data Compiled for Use in Model Development ---PAGE BREAK--- City of Kennewick 2014 General Sewer Plan Update i Contents Page Appendix - B Data Compiled for Use in Model Development B-1 B.1 Background Data B-1 Figures Figure B-1 – Background Data Sources B-2 Figure B-2 - Zoning Map B-3 ---PAGE BREAK--- City of Kennewick B-1 2014 General Sewer Plan Update Appendix - B Data Compiled for Use in Model Development B.1 Background Data Data requested from the City of Kennewick for use in this study is summarized in Figure B-1. ---PAGE BREAK--- Appendix B City of Kennewick B-2 2014 General Sewer Plan Update Figure B-1 – Background Data Sources Item Requested City Contact Person Date Received Comments Status GIS Basemap Data Sewer Collection System Mitch 7/2/2013 Manholes, gravity lines, force mains, lift stations, etc. Completed Parcels Mitch 7/2/2013 Completed Roads Mitch 7/2/2013 Completed City Limits Mitch 7/2/2013 Completed Zoning Mitch 7/2/2013 Completed Assessor Data Mitch N/A Including land use characteristics such as what type of residential (single family or apartment), number of apartment units, what type of commercial (restaurant, retail, office, hotel, etc) Completed Impact Area Mitch 7/2/2013 Completed Comprehensive Plan Mitch 7/2/2013 Completed Subdivisions Mitch 7/2/2013 If available Completed Contours Mitch 7/2/2013 Better than USGS if available Completed Imagery Mitch N/A If available Completed ---PAGE BREAK--- Appendix B City of Kennewick B-3 2014 General Sewer Plan Update Item Requested City Contact Person Date Received Comments Status Treatment Plant Flows Avg Day Flows Pat 9/3/2013 influent data since 2005. Completed Peak Day Flows Pat 9/3/2013 influent data since 2005. Completed Avg Hour Flows Pat 9/3/2013 Daily influent data for 2012 and 2013. Completed Peak Hour Flows Pat 9/3/2013 Daily influent data for 2012 and 2013. Completed Hourly Flows Pat 9/3/2013 Hourly influent flows covering the calibration period, which will be determined with the City after review of the flow monitoring data. Completed Lift Station Flows (Each Lift Station) Lift Stations Chris Date Not Recorded Number of pumps. Design point and/or curve. Wet well dimensions and on/off levels. Completed Avg Hour Flows Chris N/A Daily data for last 1 year: (Apr 2011 - Mar 31, 2012), if available Completed; data is not available Peak Hour Flows Chris N/A Daily data for last 1 year: (Apr 2011 - Mar 31, 2012), if available Completed; data is not available SCADA Flows Chris N/A 1 min Data: (1/29 - 1/30), (2/25 - 2/26), (3/3 - 3/4), (3/6 - 3/7), if available Completed; data is not available Record Drawings / Design Information Chris Date Not Recorded Available record drawings, design memoranda, pump operating data (e.g. pump curves). Completed Permitted / Industrial Flows (if applicable) ---PAGE BREAK--- Appendix B City of Kennewick B-4 2014 General Sewer Plan Update Item Requested City Contact Person Date Received Comments Status Avg Hour Flows N/A Daily data for last 3 years Completed; data is not available Peak Hour Flows N/A Daily data for last 3 years Completed; data is not available Houly Flows N/A Hourly flows for 4 weeks; including the period when flow monitoring is completed. Completed; data is not available Permitted Flows N/A Permit limits (to determine committed flows) and annual reports Completed; data is not available Water Meters GIS shapefile Mitch 7/2/2013 Location with address and Water Meter ID (ID corresponding to billing) Completed Usage Data Mitch 9/4/2013 Data for winter use (Nov, Dec, Jan, Feb). Minimum 1 year, ideally 3 years. Completed Daily Usage Data Pat N/A Daily data for January through February; SCADA data on wells, booster pumps, tanks. Not used Other Data Rainfall Data N/A Data for last 3 years from the WWTP. Not used Pipe Condition Data N/A Age, material, condition, etc. Not used Development plans and preliminary plats for developments in the study area Pat 8/1/2013 Several developments were discussed on March 13. Are preliminary plans available at this time? Any re-development plans? Completed ---PAGE BREAK--- 0.0 0.5 1.0 1.5 2.0 Miles City of Kennewick 210 W. 6th Ave. P.O. Box 6108 Kennewick, WA 99336 (509) 585-4280 FAX (509) 585-4442 The City of Kennewick does not warrant, guarantee or accept any liability for the accuracy, precision or completeness of any information shown hereon or for any inferences made therefrom. Any use made of this information is soley at the risk of the user. The City makes no warrantee, express or implied, and any oral or written statement by any employee of the City, or agents thereof to the contrary is void and ultra vires. The information shown hereon is a preliminary product of the City of Kennewick Geographic Information System and is prepared for presentation purposes only. CITY OF KENNEWICK NOTE: Please confirm with the Planning Department that you have the most current version of this map. Last amended 9/3/2013 by Ordinance 5509 City Limits Urban Growth Area Flood Plain Planned Development Parking A BP CBD CC CC-L CG CG-L CM CN CO CO-L CR CR-L HMU IH IL JF OS OS-L PF RH RH-L RL RL-L RM RM-4 RM-4-L RM-6 RM-6-1 RMH RMH-1-L RMH-10 RMH-6 RMH-6-1 RS RTP ---PAGE BREAK--- Appendix C Model Assumptions ---PAGE BREAK--- City of Kennewick 2014 General Sewer Plan Update i Contents Page Model Assumptions C-1 Appendix C C.1 Introduction C-1 C.2 Model Assumptions and Changes C-1 C.2.1 System Layer C-1 C.2.2 Flow Generation Layers C-3 C.2.3 Flow Injection Methods C-8 C.2.4 Infiltration and C-8 C.2.5 Elevation and Datum Assumptions C-9 ---PAGE BREAK--- City of Kennewick C-1 2014 General Sewer Plan \\Kwkfiles\public\Project\JUB\30-13-032 - COK 2014 Sewer Comp Plan Update\Text\Reports\Appendix C.docx Model Assumptions Appendix C C.1 Introduction An important part of the City’s update to the sewer master plan was to update the City’s sewer model. It is important to understand that there are many acceptable ways to develop a sewer model. A hydraulic model of a sewer system is based on assumptions that characterize the area and system under study. The assumptions used in a model are typically based on flow monitoring, learned characteristics of the system, and a general knowledge of sewer flow characteristics gained through past experience with monitoring flows and modeling other sewer systems. Our review and updates to the existing model assumptions were based on discussions with City staff as well as our modeling philosophy, and past experience. C.2 Model Assumptions and Changes This section summarizes the assumptions and changes made to the original model. C.2.1 System Layer Parameter: Manning’s Discussion: The roughness factor used in the Manning’s formula Q = (1.49/n)AR2/3So1/2. The Manning’s formula relates flow in a pipe with the depth of flow, diameter of the pipe and the slope of the pipe. Typical values range from 0.009 for very smooth glass or new plastic to greater than 0.016 for unfinished concrete. For sewer pipes, however, a slime layer develops on any sewer material in contact with sewage and provides relatively consistent roughness regardless of material. ASCE Manual No. 60 “Gravity Sanitary Sewer: Design and Construction” provides a table of recommended Manning’s values based on size and condition. For pipes installed and maintained with ‘extra care’ they suggest a Manning’s range from 0.0092 to 0.0107 for sizes 6” to 60” respectively. For ‘typical’ installations Manning’s range from 0.0106 to 0.0123 for sizes 6” to 60” respectively. For ‘substandard’ installations Manning’s range from 0.0120 to 0.0139 for sizes 6” to 60” respectively. The WDOE Criteria for Sewage Works Design (C1-4.3) suggests using a Manning’s value of 0.013 for the design of all sewer facilities regardless of pipe material. Model Assumption: Use a Manning’s of 0.012 regardless of material, size and age. Parameter: Design Pipe Sizing Methodology (for future pipes) Discussion: This parameter is used to size future pipes. The maximum depth of flow/diameter of pipe (d/D) is an indicator of how much of the pipe capacity is being used. When the flow in a pipe reaches the point where the d/D ratio is greater than the maximum d/D ratio, the pipe diameter will increase to the next size. Flows from the Master Plan will be used to size future sewer lines. These flows will also include a rainfall event. ---PAGE BREAK--- City of Kennewick C-2 2014 General Sewer Plan \\Kwkfiles\public\Project\JUB\30-13-032 - COK 2014 Sewer Comp Plan Update\Text\Reports\Appendix C.docx We have used a graduated scale for maximum d/D dependent on the size of the pipe. The scale originated with the ASCE Manual “Design and Construction of Sanitary Sewers,” which recommended master planning sewer systems at a d/D of less than 0.5 for sewers less than 18 inches in diameter and 0.75 for larger sewers. This allows for a larger safety factor for smaller sewers where variations in land use and extensions of the service area can have large impacts on the available capacity of the sewer. The larger sewer lines have a smaller safety factor because variations in land use tend to balance out over the larger area served by the large sewer. Model Assumption: Use a graduated scale for the maximum d/D as listed in Table C-1 below: Table C-1 - Depth Over Diameter Ratios for Design Pipes Parameter: Design Pipe Slope Determination Discussion: The Ten State Standards list the minimum pipe slope for sizes 8-inches to 21-inches. For pipes larger than 21-inches, a slope of 0.10% was maintained because slopes smaller than 0.10%, constructability becomes difficult. Model Assumption: Use Ten State Standards minimum slopes as modified and shown below in Table C-2. Table C-2 – Minimum Slopes for Design Pipes Size Slope 8" 0.40% 10" 0.28% 12" 0.22% 15" 0.15% 18” 0.12% ≥21" 0.10% Parameter: Design Pipe Sewer Match Point Discussion: When two sewer pipes of different sizes meet at a manhole, the match point can affect pipe hydraulics. Convention and some sewer standards require the design to match the pipe crowns or to match the design depths of the sewers to keep from surcharging the smaller pipe. Model Assumption: Match pipe crowns for simplicity during design and construction and to reduce the potential of surcharging smaller pipes (when larger pipes are flowing full). Size d/D Resultant Safety Factor 8" 0.50 2.00 10" 0.55 1.71 12" 0.60 1.49 15" 0.65 1.32 18" to 30” 0.75 1.10 ≥36” 0.85 1.09 ---PAGE BREAK--- City of Kennewick C-3 2014 General Sewer Plan \\Kwkfiles\public\Project\JUB\30-13-032 - COK 2014 Sewer Comp Plan Update\Text\Reports\Appendix C.docx Parameter: Allowable Decreases Discussion: This allows for smaller diameter pipes to be constructed of larger diameter pipes where additional capacity is gained in the smaller pipe due to an increased pipe slope. Decreases are not recommended in smaller pipes 24 inches) due to the tendency of upstream obstructions to lodge at locations where trunk pipes decrease in size. Decreases may be necessary when connecting a master planned pipe into an existing trunk line, but should be avoided for future pipes. Model Assumption: Decreases in diameter not allowed. Parameter: Design Pipe Distance Between Manholes Discussion: The distances between manholes may vary, but according to the 10 State Standards, should be limited to 400 feet for pipes less than 18 inches in diameter and 500 feet for pipes 18 inches and larger. The average distance between manholes in an existing system is approximately 300 feet. Model Assumption: Use 400 foot spacing between manholes. Parameter: Constant Speed Pump Cycle Volume Discussion: The cycle volume of a pump station is the volume of the wet well between the pump off and pump on settings. The model performs its calculations in discrete time increments. The results can be provided in time increments down to 1 second or less. A lift station with a cycle time less than the analysis time increment will result in a peak flow that has been reduced. Model Assumption: Model cycle volume according to the current set points. Set calculation time increment to 1 minute or less. Parameter: Future Pump Station Capacity Discussion: The capacity of each lift station in the model is set individually. Lift stations tend to be designed based on assumptions that are more conservative and yield peak flows higher than a system wide model. A safety factor for the lift station is desirable to reduce the chance of overloading the lift station. Model Assumption: Set the lift station capacity at least 10% higher than the incoming flow. C.2.2 Flow Generation Layers Parameter: Existing Flows ---PAGE BREAK--- City of Kennewick C-4 2014 General Sewer Plan \\Kwkfiles\public\Project\JUB\30-13-032 - COK 2014 Sewer Comp Plan Update\Text\Reports\Appendix C.docx Discussion: Water meters are used in the flow generation method for the existing model. Winter water meter data is a good approximation of sanitary sewer flows generated by an individual parcel. Water meter usage is averaged over the winter months to provide an average daily flow for each water meter. This average is then adjusted (using factors refined during model calibration) to represent average weekday or weekend flows. Model Assumption: Average usage data for the winter months of December, January, February and March will be used to generate existing flows. Parameter: Residential Infill Flows for Master Plan Discussion: Committed Model flows assume under- and undeveloped land areas within the 20-year UGA are developed based on their land use code. Model Assumption: Based on discussions with the City Planning Department, the following assumptions were made for development of residential parcels: Low Density Residential – assumed level of development based on parcel size  ≤ 1 acre = leave parcel flow as-is / no further development for Committed Model  > 1 acre = first reduce (by 23%) parcel size for non-buildable area, then subdivide parcel into 3 du/ac and multiply by the Residential Unit Flow (164 gpd) to calculate the Committed Model flows Medium Density Residential – evaluate the density of each parcel based on the value of the following ratio: (Average Water Meter flow) / (Residential Unit Flow of 164 gpd)  ≥ 0.75 = leave parcel flow as-is for Committed Model  < 0.75 = update the parcel’s Committed Model flow by the product (number of du)*(Low Density Unit Flow) High Density Residential – same process as for Medium Density Residential Parameter: Committed Model Flows Discussion: Committed Model flows represent the maximum flows anticipated in the system when the 20-year UGA area is fully developed. Model Assumption: Committed Model flows are generated by the unit flows for each land use type in the comprehensive plan. The latest comprehensive map will be used to establish master plan flows. Based on discussions with the City Planning Department, the following assumptions will also be made:  Include portion of the Proposed UGA Expansion Area in the 20-year UGA  50% of all existing parcels on septic systems will be converted to gravity sewer and connected to the collection system (the remaining 50% will be assumed converted for the Master Plan Model scenario)  Update the Vista Field area with a Mixed Use unit flow that includes the Composite Commercial and High Density Residential unit flows at the following proportion: 100% Composite Commercial + 50% High Density ---PAGE BREAK--- City of Kennewick C-5 2014 General Sewer Plan \\Kwkfiles\public\Project\JUB\30-13-032 - COK 2014 Sewer Comp Plan Update\Text\Reports\Appendix C.docx Residential (20 du/ac)  Update the area between the US 395 Bridge and the SR 397 Bridge, and north of Columbia Drive, to a Mixed Use unit flow Parameter: Diurnal Curves Discussion: A diurnal curve is the shape of a type of sanitary flow contribution to the collection system over a 24-hour period. Diurnal curves differ for each type of land use. Diurnal curves are modified and refined during the calibration process by comparison to flow monitoring data. Model Assumption: The following diurnal curves will be used for the land use types listed below: Residential  Low Density Residential  Medium Density Residential  High Density Residential  Assisted Living Commercial  Commercial  Mixed Use Restaurant  Restaurant ---PAGE BREAK--- City of Kennewick C-6 2014 General Sewer Plan \\Kwkfiles\public\Project\JUB\30-13-032 - COK 2014 Sewer Comp Plan Update\Text\Reports\Appendix C.docx Hotel  Hotel Office  Office  Public  Industrial Hospital  Hospital School  School  Church ---PAGE BREAK--- City of Kennewick C-7 2014 General Sewer Plan \\Kwkfiles\public\Project\JUB\30-13-032 - COK 2014 Sewer Comp Plan Update\Text\Reports\Appendix C.docx Open  Open Space Parameter: Residential Unit Flows (GPDU) Discussion: Residential unit flows are measured in gallons per dwelling unit (GPDU). The GPDU for each residential density is estimated from the winter water meter data. Model Assumption: Low Density Residential 164 GPDU Medium Density Residential 163 GPDU High Density Residential 125 GPDU Parameter: Non-Residential Unit Flows (GPAD) Discussion: Non-residential unit flows are measured in gallons per acre per day (GPAD). The GPAD for each non-residential land use type is estimated from the winter water meter data and net parcel area. Model Assumption: Assisted Living 1,620 GPAD Church 90 GPAD Commercial 340 GPAD Includes a range of commercial businesses, from convenience stores to big box stores Hospital 770 GPAD Hotel 2,340 GPAD Industrial 80 GPAD Based on dry industrial flows only. The sample set did not include large/wet industries or SIU’s Office 550 GPAD Public 560 GPAD Restaurant 1,760 GPAD School 120 GPAD Composite Comm. 560 GPAD Includes: commercial, car wash, hotel, restaurant, hospital, office, and public/municipal building. Mixed Use 2,200 GPAD Combines 100% Composite Commercial with 50% High Density Residential Unit Flow (at a density of 20 du/ac) ---PAGE BREAK--- City of Kennewick C-8 2014 General Sewer Plan \\Kwkfiles\public\Project\JUB\30-13-032 - COK 2014 Sewer Comp Plan Update\Text\Reports\Appendix C.docx C.2.3 Flow Injection Method Parameter: Sewer Service Connection Point Discussion: Flows for each sewer service were assigned to the corresponding parcel. Each parcel was then assigned a point on the system where it connects to the collection system. The connection point can affect the sizing of the trunk pipes. To ensure the pipe is large enough for all the connections between manholes, all flow injections should be added at the upstream manhole. Model Assumption: Connect each parcel to the nearest collector pipes and inject the flow in the model to the upstream manhole. C.2.4 Infiltration and Inflow Parameter: Design Storm Discussion: A design storm will be used to simulate a rainfall event. As per the Stormwater Management Manual for Eastern Washington (SMMEW), published by the Washington Department of Ecology (WDOE) two design storms exist for Eastern Washington the 24-hour storm and the 3-hour short duration thunderstorm. Of the two storms, the 3- hour storm is used in designing collection systems because of the higher peak flow. The storm peak will be aligned with the sanitary peak to evaluate the worst case scenario. Aligning these peaks significantly increases the return period for the storm. Model Assumption: Three-hour short duration storm with 2-year return period and a total precipitation equal to 0.424 inches. The peak of the storm hydrograph is timed to occur when the peak sanitary flow occurs. Parameter: Infiltration Discussion: Infiltration describes the groundwater or rainfall that enters the sewer system through imperfections in the pipes and manholes. Infiltration values are estimated for large basins from flow monitoring data. It is described in gallons per acre per day (GPAD). Kennewick rests on well-draining soils with a low water table and past flow monitoring has shown that infiltration due to ground water is insignificant. Model Assumption: No infiltration will be assigned in the model. ---PAGE BREAK--- City of Kennewick C-9 2014 General Sewer Plan \\Kwkfiles\public\Project\JUB\30-13-032 - COK 2014 Sewer Comp Plan Update\Text\Reports\Appendix C.docx C.2.5 Elevation and Datum Assumptions Parameter: Vertical Datum Discussion: A different vertical datum can cause differences in elevations at the same point by many feet. The City uses the National Geodetic Vertical Datum of 1929 (NGVD 29). Model Assumption: NGVD 29 Parameter: Coordinate System Discussion: The North American Datum of 1983 (NAD 83) is the base for many coordinate systems. The NAD 83 State Plane system consists of several coordinate systems for each state. The City uses the NAD 1983 State Plane Washington South Zone coordinate system. Model Assumption: NAD 1983 State Plane Washington South Zone Parameter: Elevation Data for Master Planned Area Discussion: Two-foot contours collected from a 2007 city survey the city contours reference the NAVD 88 vertical datum. Metadata contained with the contours show that the shift from NAVD 88 to NGVD 29 is 3.35 feet. Model Assumption: Use the City of Kennewick contours shifted to the NGVD 29 datum. ---PAGE BREAK--- Appendix D Model Calibration ---PAGE BREAK--- City Kennewick 2014 General Sewer Plan Update i Contents Page Model Calibration D-1 Appendix D D.1 Introduction D-1 D.2 Dry Weather Calibration D-2 D.3 Wet Weather Calibration D-4 ---PAGE BREAK--- City Kennewick D-1 2014 General Sewer Plan Update Model Calibration Appendix D D.1 Introduction Calibration of a hydraulic model is necessary to provide confidence in the model results. Model calibration involves comparing the diurnal curve patterns collected from flow monitoring to the predicted diurnal curves from the hydraulic model. Changes are made to the assumed diurnal patterns for the various land uses (residential, commercial, etc.) to adjust the model output to match the flow monitoring results. While nine different flow monitoring sites were used and data was collected from each, a total of four locations were used for final calibration. Table D-1 lists each monitoring location and its status during calibration. Table D-1 – Flow Monitoring Site Site Name (Location) Calibration Status and Reasoning 17th & Washington (18-inch interceptor on 17th Avenue near Washington St) Included Metaline (21-inch Clearwater Interceptor on Metaline Ave near Volland St) Included Under Freeway (30-inch NW Interceptor along SR 240, under US 395 overpass) Included W 10th Ave (12-inch pipe on 10th Ave near Olympia St) Included 23rd & Gum (16-inch interceptor on Gum St, upstream of the 23rd/Gum Lift Station) Not Included Site determined not usable. Flow monitor manhole location not ideal conditions for style of flow monitor/located on angle point. Highly variable daily flow values in flow monitoring results. Yellowstone (18-inch NW Interceptor, south of Yellowstone Ave, across RR tracks) Not Included Site determined not usable. Highly variable daily flow values in flow monitoring results. Canal & Vancouver (18-inch Canal Interceptor near Yelm St) Not Included Site determined not usable. Error in initial flow monitor setup. Golf Course (15-inch pipe located inside TCCC ) Not Included Site determined not usable. Flow monitor manhole location not ideal conditions for style of flow monitor/located in a length of pipe with low flow velocities and surcharging above manhole channel with back eddy effects. Highly variable daily flow values in flow monitoring results. Volland (12-inch pipe on Volland St near Metaline Ave) Not Included Site determined not usable. Highly variable daily flow values in flow monitoring results. Numerous instances of fluctuating flow values that were not able to be explained by City collections staff. This model was calibrated to four locations in the system where flow monitoring was performed between February 1st and August 29th, 2013. At each site, data was collected by a Hach Flo-Dar AV sensor and every 15 minutes the flow depth and flow velocity were recorded. Using this data and the pipe size, the measured flow was calculated. Model calibration was completed for both dry weather and wet weather conditions. An explanation of each approach is included in Section 6.2.4. The following graphs plot flow versus time for both the flow monitor results and the ---PAGE BREAK--- City Kennewick D-2 2014 General Sewer Plan Update selected model run from final calibration. To observe the difference between both weekend and weekday flows, the graphs plot flows over a two-day period. Graphs for wet weather flow also include the recorded storm event (from June 25th, 2013) and the design storm (3 hour short duration storm with 2 year return) used for the final model calibration. D.2 Dry Weather Calibration ---PAGE BREAK--- City Kennewick D-3 2014 General Sewer Plan Update ---PAGE BREAK--- City Kennewick D-4 2014 General Sewer Plan Update D.3 Wet Weather Calibration ---PAGE BREAK--- City Kennewick D-5 2014 General Sewer Plan Update ---PAGE BREAK--- Appendix E System Issues ---PAGE BREAK--- City of Kennewick i 2014 General Sewer Plan Update Contents Page System Issues E-1 Appendix E E.1 Introduction E-1 E.2 Existing Model - System Issues E-2 E.2.1 Location: W 10th Ave, Near S Olympia St E-2 E.2.2 Location: W 27th Ave, Near S Vancouver St E-3 E.2.3 Location: W 4th Ave, Under US 395 Overpass E-4 E.3 Committed Model - System Issues E-5 E.3.1 Location: Union Street Collector, Near Library E-5 E.3.2 Location: W 10th Ave, Near S Olympia St E-6 E.3.3 Location: W 27th Ave, Near S Vancouver St E-7 E.3.4 Location: W 10th Ave, Near Park Middle School E-8 E.3.5 Location: Clearwater Interceptor E-9 E.3.6 Location: Neel & Canal Diversion, Inlet Piping E.3.7 Location: Columbia Drive Interceptor, Near S. Gum St E.4 Master Plan Model - System Issues E.4.1 Location: Union Street Collector, Near Library E.4.2 Location: Canyon Lakes Interceptor E.4.3 Location: W 27th Ave, Near S Vancouver St E.4.4 Location: W 10th Ave, Near S Olympia St E.4.5 Location: W 10th Ave, Near Park Middle School E.4.6 Location: W 4th Ave, Under US 395 Overpass E.4.7 Location: Amon LS Influent Pipes (Amon Interceptor) E.4.8 Location: Clearwater Interceptor E.4.9 Location: Neel & Canal Diversion, Inlet Piping E.4.10 Location: Columbia Drive Interceptor, Near S. Gum St ---PAGE BREAK--- City of Kennewick E-1 2014 General Sewer Plan Update System Issues Appendix E E.1 Introduction This appendix provides more detail for each of the capacity issues identified in the General Sewer Plan. A brief narrative discussing each issue is included with a hydraulic grade line (HGL) plot showing the maximum water surface profile in the collection system. This appendix is divided into 3 sections:  E.2 – Existing Model  E.3 – Committed Model  E.4 – Master Plan Model Each section contains a discussion for each issue and is identified by the general location of the reach. ---PAGE BREAK--- City of Kennewick E-2 2014 General Sewer Plan Update E.2 Existing Model - System Issues E.2.1 Location: W 10th Ave, Near S Olympia St Background  This is a section of 12-inch pipe that, according to record drawings, has a section of pipe at a shallow slope between two steep slope sections. Issues  Surcharging of 0.25 feet occurs at MH 1057.  It was recommended that the City survey the existing section, a distance of two manholes above and below the surcharge location to validate the issue. HGL Profile Backwater between MH 1056 and MH 1058 ---PAGE BREAK--- City of Kennewick E-3 2014 General Sewer Plan Update E.2.2 Location: W 27th Ave, Near S Vancouver St Background  This is a section of 12-inch pipe that, according to record drawings, was constructed at minimum slope with sections located outside the road right-of-way and in easements across private lands which include a church playfield. Issues  Portions of the pipeline are nearing capacity with a depth over diameter (d/D) value of 0.88 through Pipes 1669 and 1667.  It was recommended that the City survey the existing section, a distance of two manholes above and below the full pipe location to validate the issue. HGL Profile Nearing pipe capacity at MH 1668. ---PAGE BREAK--- City of Kennewick E-4 2014 General Sewer Plan Update E.2.3 Location: W 4th Ave, Under US 395 Overpass Background  This is a section of 10-inch pipe that was constructed at 0.19% slope; which is less than the minimum pipe slope of 0.28%. Additionally, 15-inch pipe is located upstream and of this 10-inch pipe section. Issues  A grade change and change in diameter occur at MH 963. Out of MH 963 is where the majority of the decrease in pipe capacity is seen in the 10-inch pipe. The d/D value was determined as 0.78.  It was recommended that the City survey the existing section, a distance of two manholes above and below the identified location to validate the issue. HGL Profile Nearing pipe capacity at MH 963. ---PAGE BREAK--- City of Kennewick E-5 2014 General Sewer Plan Update E.3 Committed Model - System Issues E.3.1 Location: Union Street Collector, Near Library Background  The Union St. Collector collects sewer flows from the East Southridge Basin, as well as areas parallel to Union St (Union St. Collector Basin)  The Union St. Collector consists of varying pipe sizes as multiple sections have been constructed over time.  One section of the collector consists of 8-inch pipe with 10-inch pipe upstream and 12-inch pipe Issues  The Existing Sewer Model shows no surcharging, however during the Committed Model scenario surcharging of 2.6 feet occurs at MH 951. HGL Profile Backwater from MH 150 to MH 958 ---PAGE BREAK--- City of Kennewick E-6 2014 General Sewer Plan Update E.3.2 Location: W 10th Ave, Near S Olympia St Background  The Existing Model identified this location as an issue due to minor surcharging.  This is a section of 12-inch pipe that, according to record drawings, has a section of pipe at a shallow slope between two steep slope sections. Issues  The Existing Model identified surcharging. During the Committed Model scenario surcharging of 1.1 feet occurs at MH 1057. HGL Profile Backwater from MH 1058 to MH 1056 ---PAGE BREAK--- City of Kennewick E-7 2014 General Sewer Plan Update E.3.3 Location: W 27th Ave, Near S Vancouver St Background  The Existing Model identified this location as an issue due to limited pipe capacity.  During the Committed Model an increase in flows through this section of piping will result in surcharging a greater section of the trunk piping Issues  The Existing Sewer Model shows the location nearing full pipe capacity. During the Committed Model scenario multiple manholes are surcharged with a maximum surcharge depth of 1.1 feet at MH 1686. HGL Profile Backwater from MH 1028 to MH 1702 ---PAGE BREAK--- City of Kennewick E-8 2014 General Sewer Plan Update E.3.4 Location: W 10th Ave, Near Park Middle School Background  This is a short length of 15-inch pipe (170 LF) where the pipe slope changes from 0.48%, upstream of MH 1103, to 0.28% Issues  In the Committed Model scenario, flows in this pipe increase to 2.84 mgd, which exceeds the capacity of the 15-inch pipe at the constructed slope (limited to only 2.58 mgd).  The Existing Model shows no surcharging. During the Committed Model full pipe flow is observed with surcharging less than 0.10 feet. HGL Profile Full pipe flow at MH 1103 ---PAGE BREAK--- City of Kennewick E-9 2014 General Sewer Plan Update E.3.5 Location: Clearwater Interceptor Background  The Clearwater Interceptor is located of the Amon Lift Station and is constructed of a mix of pipe sizes ranging from 21-inch, 18-inch, 15-inch, 14-inch and 12- inch.  The Existing Model identified the reserve capacity of the Clearwater Interceptor was 1.0 mgd. Issues  The Committed Model scenario assumes build-out of the Southridge West Basin and 1,263 ac of the Proposed UGA Expansion Area; which will require an Amon Lift Station upgrade to the ultimate build-out pumps (3,200 gpm (4.6 mgd)).  During the Committed Model scenario localized flooding and full manhole depth surcharging was observed from the forcemain discharge manhole (MH 2147) to a point near the intersection with S Kellogg St (MH 2228). HGL Profile Localized flooding and surcharging between MH 2147 and MH 2228 ---PAGE BREAK--- City of Kennewick E-10 2014 General Sewer Plan Update ---PAGE BREAK--- City of Kennewick E-11 2014 General Sewer Plan Update E.3.6 Location: Neel & Canal Diversion, Inlet Piping Background  The Neel and Canal diversion manhole (MH 1586) is located at the north side of the intersection of Neel St and Canal Dr.  The diversion structure splits flow from the Clearwater Interceptor to either north and to the NW interceptor or east and to the Canal Interceptor.  Upstream of the diversion, the Clearwater Interceptor changes from 24-inch to 15-inch pipe size and the Existing Model scenario identified this pipe had a reserve capacity of 1.36 mgd. Issues  In the Committed Model scenario, flows in this pipe increase from 1.82 mgd to 4.7 mgd which exceeds the capacity of the 15-inch pipe at the constructed slope.  The Existing Model shows no surcharging. During the Committed Model surcharging of 2.5 feet occurs. HGL Profile Backwater from the diversion manhole (MH 1586) to MH 913 ---PAGE BREAK--- City of Kennewick E-12 2014 General Sewer Plan Update E.3.7 Location: Columbia Drive Interceptor, Near S. Gum St Background  The Columbia Drive Interceptor consists mainly of two parallel 30-inch pipes along E Columbia Drive from N Washington Street to N Kingwood Street. However a 1,750 ft section of 18-inch pipe remains between N Elm St and N Kingwood St.  The Existing Model identified the 18-inch pipe section had a remaining capacity of 0.35 mgd. Issues  In the Committed Model scenario, flows in this pipe increase from 1.28 mgd to 1.65 mgd.  The Existing Model shows no surcharging. During the Committed Model full pipe flow is observed with surcharging of 0.10 feet at MH 1826 and 1828. HGL Profile Backwater from MH 941 to MH 1830 ---PAGE BREAK--- City of Kennewick E-13 2014 General Sewer Plan Update E.4 Master Plan Model - System Issues E.4.1 Location: Union Street Collector, Near Library Background  The Union St. Collector collects sewer flows from the East Southridge Basin, as well as areas parallel to Union St (Union St. Collector Basin)  The Union St. Collector consists of varying pipe sizes as multiple sections have been constructed over time.  One section of the collector consists of 8-inch pipe with 10-inch pipe upstream and 12-inch pipe Issues  The Committed Model showed surcharging, and the Master Plan Model shows surcharging increases to 2.7 feet at MH 951. HGL Profile Backwater from MH 958 to MH 150 ---PAGE BREAK--- City of Kennewick E-14 2014 General Sewer Plan Update E.4.2 Location: Canyon Lakes Interceptor Background  The Canyon Lakes Interceptor consists of 12-inch, 10-inch and 8-inch piping constructed through the Canyon Lakes Golf Course.  The Master Plan Model assumes development of the US 395 East Basin which routes flows through this piping Issues  No surcharging was observed in the Committed Model however during the Master Plan Model an increase in flows through the interceptor will cause multiple areas of surcharging, with a peak of 6.4 feet at MH 1704. HGL Profile Backwater from Pipe Profile shown in E.4.4 to MH 1744 ---PAGE BREAK--- City of Kennewick E-15 2014 General Sewer Plan Update Backwater from MH 1750 to MH 7411 ---PAGE BREAK--- City of Kennewick E-16 2014 General Sewer Plan Update E.4.3 Location: W 27th Ave, Near S Vancouver St Background  The Committed Model identified surcharging at this location. Issues  During the Master Plan Model an increase in flows through this section of piping will increase the surcharging to 5.7 feet between MH 150 and MH 139. HGL Profile Backwater from MH 1028 to Canyon Lakes Interceptor ---PAGE BREAK--- City of Kennewick E-17 2014 General Sewer Plan Update E.4.4 Location: W 10th Ave, Near S Olympia St Background  The Committed Model identified this location as an issue due to surcharging of 1.1 feet.  This is a section of 12-inch pipe that, according to record drawings, has a section of pipe at a shallow slope between two steep slope sections. Issues  The Committed Model identified surcharging. During the Master Plan Model scenario surcharging of 1.7 feet occurs at MH 1057. HGL Profile Backwater from MH 1058 to MH 1056 ---PAGE BREAK--- City of Kennewick E-18 2014 General Sewer Plan Update E.4.5 Location: W 10th Ave, Near Park Middle School Background  The Committed Model identified full pipe flow at this location. Issues  The Committed Model shows minor surcharging (less than 0.10 feet). During the Master Plan Model, surcharging increases to 0.20 feet at MH 1103. HGL Profile Backwater from MH 2326 to MH 1072 ---PAGE BREAK--- City of Kennewick E-19 2014 General Sewer Plan Update E.4.6 Location: W 4th Ave, Under US 395 Overpass Background  The Existing Model identified a d/D value of 0.78 at this location. Issues  During the Master Plan Model, the flow depth reaches d/D of 1.0 at MH 963. HGL Profile Full Pipe flow at MH 963. ---PAGE BREAK--- City of Kennewick E-20 2014 General Sewer Plan Update E.4.7 Location: Amon LS Influent Pipes (Amon Interceptor) Background  The Amon Interceptor consists mainly of 24-inch pipe with 750 feet of 18-inch influent pipe directly upstream to the lift station (and crossing under Clearwater Ave).  At its constructed slope of 0.27%, the 18-inch pipe can convey approximately 4.13 mgd  The Amon Lift Station will operate with 3,200 gpm (4.6 mgd) pumps at build-out Issues  The Peak flow in the Master Plan Model for the Amon Interceptor is 7.7 mgd, while one constant speed pump operates at 4.6 mgd; a net pumping deficiency of 3.1 mgd.  Additionally, in the Committed Model, the peak flow through the 18-inch pipe was 3.9 mgd and the d/D value and reserve capacity were 0.90 and less than 0.10 mgd, respectively.  In the Master Plan Model the peak flow will increases to 7.7 mgd which is greater than the capacity of the 18-inch pipe and therefore will lead to surcharging between the lift station (MH 2291) and MH JCT-410 with localized flooding at MH 1498. HGL Profile Backwater from the Amon Lift Station wetwell (MH 2291) to MH 1072 ---PAGE BREAK--- City of Kennewick E-21 2014 General Sewer Plan Update E.4.8 Location: Clearwater Interceptor Background  The Committed Model identified surcharging and localized flooding throughout the majority of the interceptor, since it does not have the available reserve capacity to convey the flows from the Amon Lift Station build-out pumps (3,200 gpm). Issues  During the Master Plan Model, the Amon Lift Station pumps remain the same size and continue to operate at constant speed; therefore the same issues identified during the Committed Model remain. HGL Profile Localized flooding and surcharging between MH 2147 and MH 2228 ---PAGE BREAK--- City of Kennewick E-22 2014 General Sewer Plan Update ---PAGE BREAK--- City of Kennewick E-23 2014 General Sewer Plan Update E.4.9 Location: Neel & Canal Diversion, Inlet Piping Background  The Committed Model identified surcharging in the 15-inch pipe directly upstream of the diversion structure. Issues  In the Master Plan Model scenario, flows in this pipe increase only from 4.7 mgd to 4.9 mgd. HGL Profile Backwater from the diversion manhole (MH 1586) to MH 913 ---PAGE BREAK--- City of Kennewick E-24 2014 General Sewer Plan Update E.4.10 Location: Columbia Drive Interceptor, Near S. Gum St Background  The Committed Model identified surcharging of the 18-inch pipe of 0.10 feet in MH 1826. Issues  In the Master Plan Model scenario, if all the Master Plan flows, especially those from the Proposed UGA Expansion Basin are conveyed to this trunk pipe, the flow increases from 1.65 mgd to 3.1 mgd.  The Master Plan Model shows surcharging increases to 1.5 feet between MH 941 and MH 1832. HGL Profile Backwater from MH 941 to MH 1836 ---PAGE BREAK--- Appendix F Existing Model Results ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) 2 1200 Hydra Model Hydra Model 861 Hydra Model AsBuilt 579 12 452.00 439.90 410.90 12.10 5.01% 0.031 2.85 0.05 5.56 4 1197 Hydra Model Hydra Model 1202 Hydra Model AsBuilt 252 12 391.00 376.90 376.30 14.10 0.24% 0.072 0.71 0.17 1.15 5 1136 Hydra Model Hydra Model 755 Hydra Model Hydra Model 510 10 490.00 478.20 474.90 11.80 0.65% 0.170 2.46 0.25 1.06 6 1096 Hydra Model Hydra Model 1098 Hydra Model Hydra Model 43 10 441.00 430.60 430.20 10.40 0.93% 0.129 3.09 0.24 1.35 10 1202 Hydra Model Hydra Model 1115 Hydra Model Hydra Model 541 12 391.80 376.30 374.90 15.50 0.26% 0.356 2.05 0.36 0.91 11 1201 Hydra Model Hydra Model 1202 Hydra Model AsBuilt 212 12 390.50 376.40 376.30 14.10 0.05% 0.296 1.46 0.50 0.25 12 1114 Hydra Model Hydra Model 1201 Hydra Model Hydra Model 370 12 390.60 377.50 376.40 13.10 0.30% 0.295 1.53 0.32 1.07 14 1198 Hydra Model Hydra Model 1114 Hydra Model ‐ NGVD29 Hydra Model 1068 12 391.70 380.70 377.90 11.00 0.26% 0.109 1.64 0.21 1.17 15 2326 Hydra Model Hydra Model 1070 Hydra Model Hydra Model 1896 24 389.80 382.35 379.80 7.45 0.13% 2.118 2.65 0.42 3.69 17 1081 Hydra Model Hydra Model 1197 Hydra Model Hydra Model 262 12 389.60 377.50 376.90 12.10 0.23% 0.069 1.29 0.17 1.13 18 754 Hydra Model Hydra Model 1145 Hydra Model Hydra Model 1096 10 508.00 499.70 494.10 8.30 0.51% 0.151 2.18 0.25 0.95 23 159 Hydra Model Hydra Model 1193 Hydra Model Hydra Model 711 12 388.80 374.80 372.20 14.00 0.37% 0.219 2.23 0.26 1.29 24 1192 Hydra Model Hydra Model 159 Hydra Model Hydra Model 306 10 389.10 376.00 375.00 13.10 0.33% 0.192 2.10 0.33 0.69 25 1191 Hydra Model Hydra Model 1192 Hydra Model Hydra Model 556 10 385.70 377.80 376.00 7.90 0.32% 0.186 1.91 0.31 0.69 31 1187 Hydra Model Hydra Model 1134 Hydra Model Hydra Model 334 12 376.70 369.00 367.70 7.70 0.39% 0.236 2.19 0.26 1.32 32 1186 Hydra Model Hydra Model 1187 Hydra Model ‐ NGVD29 Hydra Model 1445 12 380.40 372.00 369.00 8.40 0.21% 0.229 1.83 0.33 0.91 33 1185 Hydra Model Hydra Model 1186 Hydra Model Hydra Model 533 12 387.20 373.30 372.00 13.90 0.24% 0.211 1.63 0.28 1.02 54 1164 Hydra Model Hydra Model 1165 Hydra Model Hydra Model 692 18 366.00 357.70 356.60 8.30 0.16% 0.791 2.36 0.39 2.14 55 1163 Hydra Model Hydra Model 1164 Hydra Model Hydra Model 340 18 364.30 358.30 357.70 6.00 0.18% 0.780 2.13 0.34 2.31 56 1162 Hydra Model Hydra Model 1163 Hydra Model Hydra Model 630 18 372.00 359.30 358.30 12.70 0.16% 0.776 2.19 0.36 2.16 58 1160 Hydra Model Hydra Model 1161 Hydra Model Hydra Model 685 18 370.50 364.00 361.90 6.50 0.31% 0.287 2.15 0.18 3.79 59 1159 Hydra Model Hydra Model 1160 Hydra Model Hydra Model 1343 16 380.00 372.10 364.00 7.90 0.60% 1.031 5.73 0.39 3.14 60 146 Hydra Model Hydra Model 1159 Hydra Model Hydra Model 1290 12 362.80 357.80 375.00 5.00 ‐1.33% 2.069 5.21 31.29 1.71 61 1158 Hydra Model Hydra Model 23RD&GUM Hydra Model 1329 16 361.10 351.50 348.40 9.60 0.23% 0.109 1.52 0.15 2.49 62 1157 Hydra Model Hydra Model 1158 Hydra Model Hydra Model 1495 15 364.50 355.50 351.50 9.00 0.27% 0.110 1.47 0.15 2.23 63 1156 Hydra Model Hydra Model 1157 Hydra Model Hydra Model 895 15 380.70 371.10 355.50 9.60 1.74% 0.110 2.03 0.09 5.86 64 1155 Hydra Model Hydra Model 1156 Hydra Model Hydra Model 278 12 386.80 377.80 371.10 9.00 2.41% 0.104 3.20 0.11 3.77 65 1154 Hydra Model Hydra Model 1155 Hydra Model Hydra Model 718 12 412.50 399.40 377.80 13.10 3.01% 0.104 3.43 0.11 4.22 66 1153 Hydra Model Hydra Model 1154 Hydra Model Hydra Model 319 12 415.00 400.80 399.40 14.20 0.44% 0.101 1.83 0.17 1.55 67 1152 Hydra Model Hydra Model 1153 Hydra Model Hydra Model 274 12 427.80 414.30 404.90 13.50 3.43% 0.101 3.62 0.10 4.52 68 1151 Hydra Model Hydra Model 1152 Hydra Model Hydra Model 323 12 445.00 435.90 420.20 9.10 4.86% 0.100 4.13 0.09 5.40 69 1150 Hydra Model Hydra Model 1151 Hydra Model Hydra Model 1303 12 450.00 444.50 437.40 5.50 0.54% 0.100 1.94 0.16 1.74 76 1145 Hydra Model Hydra Model 962 Hydra Model Hydra Model 473 10 502.00 492.60 481.60 9.40 2.33% 0.151 3.99 0.18 2.19 79 1142 Hydra Model Hydra Model 942 Hydra Model Hydra Model 189 30 343.00 328.50 328.30 14.50 0.11% 3.606 3.30 0.41 5.74 80 1141 Hydra Model Hydra Model 1142 Hydra Model Hydra Model 1204 30 344.70 331.00 328.50 13.70 0.21% 3.608 3.19 0.36 9.48 81 1128 Hydra Model Hydra Model 9453 Record Dwg ‐ NGVD29 Hydra Model 371 30 347.50 334.20 333.32 13.30 0.24% 0.366 0.72 0.11 13.63 82 1204 Hydra Model Hydra Model 1128 Hydra Model Hydra Model 760 30 357.00 335.30 334.20 21.70 0.14% 0.362 1.64 0.13 10.56 83 1140 Hydra Model Hydra Model 152 Hydra Model ‐ NGVD29 Hydra Model 371 12 354.90 341.80 338.35 13.10 0.93% 0.114 2.44 0.15 2.29 84 1139 Hydra Model Hydra Model 1140 Hydra Model Hydra Model 50 12 356.30 346.80 341.80 9.50 10.00% 0.049 2.32 0.06 7.86 85 1138 Hydra Model Hydra Model 1139 Hydra Model Hydra Model 741 12 360.50 350.10 346.80 10.40 0.45% 0.048 1.49 0.12 1.62 92 1132 Hydra Model ‐ NAVD88 Hydra Model 154 Hydra Model Hydra Model 1140 12 378.30 362.30 356.60 16.00 0.50% 0.082 1.38 0.15 1.68 93 1131 Hydra Model Hydra Model 1132 Hydra Model ‐ NAVD88 Hydra Model 380 12 384.90 376.50 369.20 8.40 1.92% 0.067 2.64 0.10 3.39 Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 96 1069 Hydra Model Hydra Model 1129 Hydra Model Hydra Model 1797 24 393.70 378.80 376.50 14.90 0.13% 2.141 2.81 0.49 3.53 98 1127 Hydra Model Hydra Model 1128 Hydra Model Hydra Model 220 18 350.00 338.08 337.60 11.92 0.22% 0.005 0.75 0.04 3.43 99 1126 Hydra Model Hydra Model 1127 Hydra Model Hydra Model 235 18 363.60 350.00 347.88 13.60 0.90% 0.004 1.11 0.02 6.98 109 1116 Hydra Model Hydra Model 1117 Hydra Model ‐ NGVD29 Hydra Model 942 12 393.50 373.80 371.90 19.70 0.20% 0.366 1.96 0.39 0.76 110 1115 Hydra Model Hydra Model 1116 Hydra Model Hydra Model 562 12 392.50 374.90 373.80 17.60 0.20% 0.356 1.94 0.39 0.75 111 1113 Hydra Model Hydra Model 1114 Hydra Model ‐ NGVD29 Hydra Model 285 10 388.60 378.30 377.50 10.30 0.28% 0.170 1.58 0.31 0.64 118 1107 Hydra Model Hydra Model 1080 Hydra Model Hydra Model 832 10 392.50 377.00 355.30 15.50 2.61% 0.144 3.83 0.16 2.33 120 1105 Hydra Model Hydra Model 1078 Hydra Model Hydra Model 2340 10 372.50 365.50 348.30 7.00 0.74% 0.027 1.46 0.10 1.29 122 1072 Hydra Model Hydra Model 1103 Hydra Model Hydra Model 1511 15 402.00 390.00 382.70 12.00 0.48% 1.939 3.61 0.57 1.20 123 1102 Hydra Model Hydra Model 1075 Hydra Model Hydra Model 2058 12 426.10 417.10 395.00 9.00 1.07% 0.208 1.70 0.19 2.38 124 1101 Hydra Model Hydra Model 1102 Hydra Model Hydra Model 661 12 431.70 423.40 418.50 8.30 0.74% 0.163 2.50 0.19 1.98 125 1100 Hydra Model Hydra Model 1101 Hydra Model Hydra Model 658 12 441.50 427.30 423.40 14.20 0.59% 0.155 2.27 0.19 1.77 126 1099 Hydra Model Hydra Model 1100 Hydra Model Hydra Model 20 12 442.00 427.40 427.30 14.60 0.50% 0.155 2.14 0.20 1.61 127 1098 Hydra Model Hydra Model 1099 Hydra Model Hydra Model 31 10 441.60 430.20 427.40 11.40 9.03% 0.129 3.05 0.12 4.49 145 8894 Raster Value Compare Raster to MH Depth 1081 Hydra Model Hydra Model 939 12 387.90 379.60 377.50 8.30 0.22% 0.106 1.92 0.23 1.07 149 961 Hydra Model Hydra Model 976 Hydra Model Hydra Model 661 12 552.00 537.56 531.06 14.44 0.98% 0.704 2.79 0.37 1.77 153 152 Hydra Model Hydra Model 937 Hydra Model ‐ NGVD29 Hydra Model 20 15 347.00 337.35 337.19 9.65 0.80% 0.032 0.51 0.72 4.01 156 154 Hydra Model Hydra Model 1080 Hydra Model Hydra Model 380 12 371.00 356.60 355.30 14.40 0.34% 0.136 1.88 0.21 1.32 162 1075 Hydra Model Hydra Model 1072 Hydra Model Hydra Model 1275 15 407.00 395.00 390.00 12.00 0.39% 0.589 2.19 0.31 2.24 163 1074 Hydra Model Hydra Model 1075 Hydra Model Hydra Model 170 15 411.50 399.70 395.10 11.80 2.71% 0.298 3.00 0.14 7.14 164 1073 Hydra Model Hydra Model 1074 Hydra Model Hydra Model 390 15 441.50 434.00 399.70 7.50 8.79% 0.298 5.54 0.10 13.14 166 1071 Hydra Model Hydra Model 1072 Hydra Model Hydra Model 606 10 437.70 428.20 392.00 9.50 5.97% 1.335 9.74 0.41 2.42 167 1059 Hydra Model Hydra Model 1071 Hydra Model Hydra Model 425 12 461.70 452.39 428.20 9.31 5.69% 1.330 9.01 0.32 4.63 168 1070 Hydra Model Hydra Model 1069 Hydra Model Hydra Model 675 24 393.30 379.80 378.80 13.50 0.15% 2.119 2.44 0.41 3.98 171 1065 Hydra Model Hydra Model 1066 Hydra Model Hydra Model 419 12 525.40 504.90 492.00 20.50 3.08% 0.177 3.12 0.14 4.20 172 1064 Hydra Model Hydra Model 1065 Hydra Model ‐ NGVD29 Hydra Model 551 21 525.90 505.80 504.90 20.10 0.16% 0.174 1.51 0.15 4.31 173 1063 Hydra Model Hydra Model 1064 Hydra Model Hydra Model 380 18 514.00 507.10 505.80 6.90 0.34% 0.174 1.52 0.14 4.13 174 1062 Hydra Model Hydra Model 1063 Hydra Model Hydra Model 589 15 518.00 509.00 507.10 9.00 0.32% 0.170 1.89 0.18 2.40 175 1061 Hydra Model Hydra Model 1062 Hydra Model Hydra Model 274 15 523.00 510.90 509.00 12.10 0.69% 0.168 2.03 0.14 3.60 176 1060 Hydra Model Hydra Model 1061 Hydra Model AsBuilt 850 15 525.00 513.80 510.90 11.20 0.34% 0.156 1.90 0.17 2.49 177 1058 Hydra Model Hydra Model 1059 Hydra Model Hydra Model 327 12 472.80 464.34 452.39 8.46 3.65% 1.330 8.48 0.37 3.44 178 1057 Hydra Model Hydra Model 1058 Hydra Model Hydra Model 201 12 472.00 464.64 464.34 7.36 0.15% 1.329 3.58 1.16 ‐0.37 179 1056 Hydra Model Hydra Model 1057 Hydra Model Hydra Model 472 12 480.00 470.95 464.64 9.05 1.34% 1.316 3.28 0.47 1.57 180 1055 Hydra Model Hydra Model 1056 Hydra Model Hydra Model 797 12 506.80 495.84 471.00 10.96 3.12% 1.315 6.95 0.37 3.09 181 1054 Hydra Model Hydra Model 1055 Hydra Model Hydra Model 510 15 512.10 505.10 498.90 7.00 1.22% 1.312 5.30 0.35 3.68 182 1053 Hydra Model Hydra Model 1054 Hydra Model ‐ NGVD29 Hydra Model 505 15 533.90 518.79 505.10 15.11 2.71% 1.284 5.98 0.28 6.16 183 1052 Hydra Model Hydra Model 1053 Hydra Model Hydra Model 1741 15 536.80 525.40 518.79 11.40 0.38% 1.282 3.53 0.48 1.51 184 1051 Hydra Model Hydra Model 1052 Hydra Model ‐ NGVD29 Hydra Model 666 12 540.70 528.60 525.40 12.10 0.48% 1.282 3.83 0.65 0.45 185 1028 Hydra Model Hydra Model 1051 Hydra Model Hydra Model 2018 12 561.90 550.80 528.60 11.10 1.10% 1.242 4.17 0.49 1.38 232 762 Hydra Model AsBuilt 2325 Hydra Model Hydra Model 126 12 406.50 396.80 395.51 9.70 1.02% 0.989 4.51 0.44 1.54 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 233 1004 Hydra Model Hydra Model 918 Hydra Model Hydra Model 833 10 478.00 464.60 448.60 13.40 1.92% 0.213 2.63 0.21 1.91 234 1005 Hydra Model Hydra Model 761 Hydra Model Hydra Model 480 12 419.00 411.26 403.46 7.74 1.63% 0.986 5.52 0.38 2.19 235 759 Hydra Model Hydra Model JCT‐212 Hydra Model Hydra Model 16 12 428.00 420.10 419.67 7.90 2.69% 0.375 3.49 0.20 3.72 236 8306 AsBuilt AsBuilt 1004 Hydra Model Hydra Model 741 10 482.80 467.03 464.60 15.77 0.33% 0.201 2.46 0.35 0.68 237 1002 Hydra Model Hydra Model 760 Hydra Model Hydra Model 302 12 438.70 433.40 427.20 5.30 2.05% 0.606 4.26 0.28 2.97 238 1001 Hydra Model Hydra Model 1002 Hydra Model Hydra Model 284 12 442.70 438.70 433.40 4.00 1.87% 0.604 5.06 0.29 2.80 239 1000 Hydra Model Hydra Model 1001 Hydra Model Hydra Model 280 12 446.00 440.90 438.70 5.10 0.79% 0.602 4.10 0.38 1.61 240 999 Hydra Model Hydra Model 1000 Hydra Model Hydra Model 680 12 454.00 446.40 440.90 7.60 0.81% 0.601 3.58 0.35 1.64 241 963 Hydra Model Hydra Model JCT‐214 Est Hydra Model 469 10 458.00 450.40 449.53 7.60 0.19% 0.550 2.28 0.78 0.11 242 5716 Raster Value Straight Grade 963 Hydra Model Hydra Model 427 15 462.17 452.32 450.40 9.85 0.45% 0.320 1.26 0.22 2.71 243 997 Hydra Model Hydra Model 998 Hydra Model Hydra Model 1200 12 487.60 478.20 454.00 9.40 2.02% 0.313 3.40 0.20 3.23 244 996 Hydra Model Hydra Model 9295 Raster Value Hydra Model 490 10 503.00 494.60 482.96 8.40 2.38% 0.307 4.63 0.24 2.06 245 995 Hydra Model Hydra Model 996 Hydra Model Hydra Model 262 10 512.00 501.00 495.00 11.00 2.29% 0.294 4.51 0.24 2.03 246 939 Hydra Model Hydra Model 995 Hydra Model Hydra Model 438 10 534.20 522.00 507.00 12.20 3.42% 0.293 5.20 0.22 2.55 250 991 Hydra Model Hydra Model 938 Hydra Model Hydra Model 448 10 540.10 530.90 528.00 9.20 0.65% 0.246 2.92 0.31 0.99 251 989 Hydra Model Hydra Model 991 Hydra Model Hydra Model 338 10 544.20 533.10 530.90 11.10 0.65% 0.244 2.67 0.30 0.99 253 988 Hydra Model Hydra Model 989 Hydra Model Hydra Model 329 10 553.80 542.40 533.10 11.40 2.83% 0.220 3.22 0.20 2.36 254 987 Hydra Model Hydra Model 988 Hydra Model Hydra Model 335 10 558.90 546.20 542.40 12.70 1.13% 0.220 3.61 0.26 1.41 255 986 Hydra Model Hydra Model 987 Hydra Model Hydra Model 210 10 562.50 547.60 546.20 14.90 0.67% 0.219 2.79 0.29 1.03 256 985 Hydra Model Hydra Model 986 Hydra Model AsBuilt 1406 10 564.00 550.00 547.60 14.00 0.17% 0.219 1.73 0.48 0.42 263 979 Hydra Model Hydra Model 980 Hydra Model Hydra Model 210 12 518.00 507.60 506.00 10.40 0.76% 0.741 4.28 0.43 1.44 264 978 Hydra Model Hydra Model 979 Hydra Model Hydra Model 987 12 527.00 513.60 507.60 13.40 0.61% 0.740 3.56 0.43 1.21 265 977 Hydra Model Hydra Model 978 Hydra Model Hydra Model 1154 12 539.00 527.10 517.70 11.90 0.81% 0.732 3.96 0.39 1.52 266 976 Hydra Model Hydra Model 977 Hydra Model Hydra Model 2515 15 539.00 531.06 527.10 7.94 0.16% 0.732 2.27 0.52 1.06 275 967 Hydra Model Hydra Model 961 Hydra Model Hydra Model 2909 12 557.00 548.90 537.80 8.10 0.38% 0.286 2.39 0.30 1.26 279 962 Hydra Model Hydra Model 963 Hydra Model Hydra Model 406 10 487.00 481.60 450.40 5.40 7.68% 0.212 1.55 0.15 4.05 280 960 Hydra Model Hydra Model 961 Hydra Model Hydra Model 548 12 559.00 556.72 543.04 2.28 2.50% 0.431 5.09 0.64 3.51 281 959 Hydra Model Hydra Model 960 Hydra Model Hydra Model 269 12 579.00 570.50 556.30 8.50 5.28% 0.417 2.11 0.18 5.32 282 150 Hydra Model Hydra Model 959 Hydra Model Hydra Model 95 12 581.00 573.70 570.50 7.30 3.37% 0.417 7.58 0.15 8.37 286 956 Hydra Model Hydra Model 957 Hydra Model Hydra Model 600 10 631.00 619.10 605.20 11.90 2.32% 0.314 4.64 0.25 2.02 287 955 Hydra Model Hydra Model 956 Hydra Model Hydra Model 288 10 637.90 626.00 619.10 11.90 2.40% 0.313 4.63 0.24 2.06 288 954 Hydra Model Hydra Model 955 Hydra Model Hydra Model 357 12 645.70 632.40 626.00 13.30 1.79% 0.313 4.15 0.21 3.03 289 953 Hydra Model Hydra Model 954 Hydra Model Hydra Model 400 12 653.50 635.58 632.40 17.92 0.80% 0.313 3.42 0.27 1.91 290 952 Hydra Model Hydra Model 953 Hydra Model Hydra Model 375 10 659.80 646.22 640.00 13.58 1.66% 0.219 3.69 0.22 1.76 291 752 Hydra Model Hydra Model 952 Hydra Model Hydra Model 355 10 665.30 653.00 646.22 12.30 1.91% 0.219 3.79 0.22 1.90 292 751 Hydra Model Hydra Model 752 Hydra Model Hydra Model 290 12 668.70 656.90 653.00 11.80 1.34% 0.219 3.41 0.19 2.67 299 9042 AsBuilt AsBuilt 946 Hydra Model Hydra Model 170 10 677.03 663.80 662.95 13.23 0.50% 0.055 1.87 0.16 1.03 302 935 Hydra Model Hydra Model 152 Hydra Model ‐ NGVD29 Hydra Model 1230 27 360.00 341.80 336.83 18.20 0.40% 3.945 4.63 0.37 9.84 303 942 Hydra Model Hydra Model 943 Hydra Model Hydra Model 166 36 343.50 328.30 326.50 15.20 1.08% 8.688 6.31 0.29 39.94 304 941 Hydra Model Hydra Model 942 Hydra Model Hydra Model 238 30 344.00 329.70 329.20 14.30 0.21% 5.480 4.32 0.46 7.68 307 938 Hydra Model Hydra Model 939 Hydra Model Hydra Model 400 10 538.40 528.00 522.00 10.40 1.50% 0.267 4.09 0.26 1.61 308 928 Hydra Model Hydra Model 937 Hydra Model ‐ NGVD29 Hydra Model 2054 24 347.00 340.00 337.20 7.00 0.14% 0.525 1.90 0.23 5.32 310 934 Hydra Model Hydra Model 935 Hydra Model Hydra Model 2887 27 366.00 357.80 341.80 8.20 0.55% 3.946 4.90 0.34 12.20 317 927 Hydra Model Hydra Model 928 Hydra Model Hydra Model 1248 21 349.00 342.10 340.00 6.90 0.17% 0.514 1.77 0.23 4.04 318 926 Hydra Model Hydra Model 927 Hydra Model Hydra Model 618 21 353.00 344.90 342.10 8.10 0.45% 0.522 2.35 0.18 6.95 319 925 Hydra Model Hydra Model 926 Hydra Model Hydra Model 903 21 359.00 346.40 344.90 12.60 0.17% 0.523 2.10 0.25 4.00 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 320 JCT‐42 Calc Calc 925 Hydra Model AsBuilt 368 21 360.50 346.96 346.40 13.54 0.15% 0.581 1.94 0.25 3.75 326 919 Hydra Model Hydra Model 920 Hydra Model Hydra Model 860 18 449.00 443.20 440.20 5.80 0.35% 1.230 4.67 0.43 3.11 327 918 Hydra Model Hydra Model 919 Hydra Model Hydra Model 1320 18 472.00 448.44 443.20 23.56 0.40% 1.227 2.97 0.35 3.41 328 916 Hydra Model Hydra Model 918 Hydra Model Hydra Model 2333 18 457.00 450.55 448.44 6.45 0.09% 1.040 1.99 0.58 1.17 330 915 Hydra Model Hydra Model 916 Hydra Model Hydra Model 1461 15 461.00 455.20 450.80 5.80 0.30% 1.015 2.81 0.45 1.47 331 914 Hydra Model Hydra Model 915 Hydra Model Hydra Model 729 15 466.00 459.60 455.20 6.40 0.60% 0.996 3.31 0.36 2.52 332 147 Hydra Model AsBuilt 914 Hydra Model Hydra Model 524 15 471.00 462.70 459.60 8.30 0.59% 0.991 3.79 0.37 2.49 333 913 Hydra Model Hydra Model 2301 Hydra Model Hydra Model 1913 24 486.00 473.10 466.09 12.90 0.37% 1.793 3.52 0.29 7.80 334 912 Hydra Model Hydra Model 913 Hydra Model Hydra Model 410 21 488.00 478.00 473.10 10.00 1.20% 1.789 4.63 0.26 10.34 335 911 Hydra Model Hydra Model 912 Hydra Model Hydra Model 1017 21 490.00 482.30 478.00 7.70 0.42% 0.929 3.07 0.24 6.29 336 910 Hydra Model Hydra Model 911 Hydra Model Hydra Model 760 21 497.00 487.30 482.30 9.70 0.66% 0.928 3.45 0.22 8.07 337 909 Hydra Model Hydra Model 910 Hydra Model Hydra Model 949 21 506.00 490.60 487.30 15.40 0.35% 0.740 2.85 0.23 5.80 349 898 Hydra Model Hydra Model 7441 Inv+8 Hydra Model 67 12 495.00 488.90 487.46 6.10 2.15% 0.123 3.33 0.13 3.54 350 897 Hydra Model Hydra Model 898 Hydra Model Hydra Model 561 10 510.00 491.30 488.90 18.70 0.43% 0.123 2.39 0.26 0.88 351 896 Hydra Model Hydra Model 897 Hydra Model Hydra Model 2428 10 507.00 499.60 491.90 7.40 0.32% 0.049 1.40 0.17 0.82 354 893 Hydra Model Hydra Model 894 Hydra Model Hydra Model 303 12 447.00 436.30 425.50 10.70 3.56% 0.252 4.92 0.16 4.46 355 892 Hydra Model Hydra Model 893 Hydra Model Hydra Model 301 12 462.70 446.50 441.00 16.20 1.83% 0.252 3.90 0.19 3.12 356 891 Hydra Model Hydra Model 892 Hydra Model Hydra Model 268 10 469.00 460.00 448.30 9.00 4.37% 0.252 5.42 0.19 2.96 357 890 Hydra Model Hydra Model 891 Hydra Model Hydra Model 294 10 471.00 462.80 460.00 8.20 0.95% 0.083 2.11 0.16 1.42 358 889 Hydra Model Hydra Model 890 Hydra Model Hydra Model 327 10 474.00 465.70 462.80 8.30 0.89% 0.083 2.22 0.16 1.36 359 888 Hydra Model Hydra Model 889 Hydra Model Hydra Model 284 10 476.00 466.80 465.70 9.20 0.39% 0.072 1.70 0.19 0.88 360 887 Hydra Model Hydra Model 888 Hydra Model Hydra Model 290 10 477.00 471.90 466.80 5.10 1.76% 0.072 1.97 0.13 1.96 361 886 Hydra Model AsBuilt 887 Hydra Model Hydra Model 291 10 482.00 474.04 471.90 7.96 0.74% 0.072 2.00 0.16 1.24 368 879 Hydra Model Hydra Model 880 Hydra Model Hydra Model 555 15 458.00 445.03 441.05 12.97 0.72% 0.321 2.93 0.20 3.51 369 878 Hydra Model Hydra Model 879 Hydra Model Hydra Model 887 15 476.00 457.30 452.00 18.70 0.60% 0.317 2.74 0.20 3.18 389 860 AsBuilt AsBuilt A&J Hydra Model 950 18 406.00 390.73 389.50 15.27 0.13% 0.753 2.17 0.42 1.89 390 859 AsBuilt AsBuilt 860 AsBuilt Hydra Model 3024 18 405.00 395.08 390.73 9.92 0.14% 0.756 1.87 0.36 2.03 391 JCT‐38 AsBuilt AsBuilt 859 AsBuilt Hydra Model 1709 12 403.00 398.47 395.08 4.53 0.20% 0.751 2.41 0.65 0.36 392 857 Hydra Model Hydra Model 858 Hydra Model Hydra Model 396 12 423.00 413.23 399.80 9.77 3.39% 0.636 6.36 0.25 3.96 397 852 Hydra Model Hydra Model 853 Hydra Model Hydra Model 720 12 449.00 438.10 435.00 10.90 0.43% 0.470 2.83 0.37 1.17 398 851 Hydra Model Hydra Model 852 Hydra Model Hydra Model 1429 10 448.00 442.54 438.10 5.46 0.31% 0.332 2.30 0.44 0.52 742 761 Hydra Model Hydra Model 762 Hydra Model Hydra Model 390 12 411.50 403.46 396.80 8.04 1.71% 0.987 5.10 0.38 2.27 743 760 Hydra Model Hydra Model JCT‐212 Hydra Model Hydra Model 1011 12 436.20 427.20 420.10 9.00 0.70% 0.607 3.57 0.37 1.48 744 758 Hydra Model Hydra Model 759 Hydra Model Hydra Model 803 12 444.00 433.30 420.60 10.70 1.58% 0.318 3.97 0.22 2.82 746 756 Hydra Model Hydra Model 757 Hydra Model Hydra Model 634 10 484.00 471.40 466.50 12.60 0.77% 0.180 3.12 0.26 1.17 747 755 Hydra Model Hydra Model 756 Hydra Model Hydra Model 379 12 487.00 474.90 471.40 12.10 0.92% 0.180 2.45 0.19 2.22 1205 1133 Hydra Model Hydra Model 1140 Hydra Model Hydra Model 120 12 357.00 342.30 341.80 14.70 0.42% 0.067 1.49 0.14 1.54 1380 1382 Hydra Model Hydra Model 1381 Hydra Model Hydra Model 403 12 687.60 677.40 661.38 10.20 3.97% 0.217 4.41 0.14 4.76 1383 1384 Hydra Model Hydra Model 1382 Hydra Model Hydra Model 400 15 707.60 690.46 677.50 17.14 3.24% 0.217 4.43 0.11 7.93 1385 1386 Hydra Model Hydra Model 1384 Hydra Model Hydra Model 400 15 712.57 691.76 690.56 20.81 0.30% 0.217 2.03 0.21 2.26 1387 1388 Hydra Model Hydra Model 1386 Hydra Model Hydra Model 401 15 713.18 693.06 691.86 20.12 0.30% 0.217 2.02 0.21 2.26 1389 1390 Hydra Model Hydra Model 1388 Hydra Model Hydra Model 399 15 709.06 693.63 693.16 15.43 0.12% 0.055 0.94 0.14 1.50 1391 1392 Hydra Model Hydra Model 1390 Hydra Model Hydra Model 401 15 703.74 694.42 693.73 9.32 0.17% 0.055 1.13 0.13 1.82 1393 1394 Hydra Model Hydra Model 7370 Hydra Model Hydra Model 323 15 704.64 696.96 694.94 7.68 0.63% 0.013 1.09 0.04 3.57 1395 1396 Hydra Model Hydra Model 1394 Hydra Model Hydra Model 300 15 708.03 697.96 697.06 10.07 0.30% 0.013 0.89 0.06 2.46 1397 1398 Hydra Model Hydra Model 1396 Hydra Model Hydra Model 299 15 711.42 698.96 698.06 12.46 0.30% 0.013 0.89 0.06 2.47 1399 1400 Hydra Model Hydra Model 1398 Hydra Model Hydra Model 302 15 715.07 699.96 699.06 15.11 0.30% 0.013 0.88 0.06 2.46 1401 1402 Hydra Model Hydra Model 1400 Hydra Model Hydra Model 319 15 722.36 702.02 700.06 20.34 0.61% 0.013 1.08 0.04 3.53 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 1403 1404 Hydra Model Hydra Model 1402 Hydra Model Hydra Model 407 15 733.38 720.99 702.12 12.39 4.64% 0.012 2.08 0.03 9.73 1405 1406 Hydra Model Hydra Model 1404 Hydra Model Hydra Model 194 15 731.75 721.78 721.19 9.97 0.30% 0.009 0.83 0.05 2.49 1407 1408 Hydra Model Hydra Model 1406 Hydra Model Hydra Model 300 15 734.12 724.15 721.88 9.97 0.76% 0.009 1.06 0.04 3.93 1409 1410 Hydra Model Hydra Model 1408 Hydra Model Hydra Model 299 15 736.54 726.57 724.25 9.97 0.78% 0.008 1.07 0.03 3.98 1411 1412 Hydra Model Hydra Model 1410 Hydra Model Hydra Model 300 15 738.96 728.99 726.97 9.97 0.67% 0.008 1.04 0.04 3.71 1413 1414 Hydra Model Hydra Model 1412 Hydra Model Hydra Model 301 15 741.80 731.21 729.09 10.59 0.70% 0.008 1.04 0.03 3.79 1415 9424 Inv+10 Straight Grade 1414 Hydra Model Hydra Model 400 15 742.63 732.63 731.31 10.00 0.33% 0.004 0.82 0.03 2.59 1464 1465 Hydra Model Hydra Model 16 Hydra Model Hydra Model 79 12 520.00 509.42 509.10 10.58 0.40% 0.257 2.35 0.28 1.33 1466 1467 Hydra Model Hydra Model 1465 Hydra Model Hydra Model 145 10 520.00 511.30 509.85 8.70 1.00% 0.257 3.23 0.28 1.28 1468 1469 Hydra Model Hydra Model 1467 Hydra Model Hydra Model 300 10 521.00 513.00 511.50 8.00 0.50% 0.257 2.53 0.33 0.83 1470 1471 Hydra Model Hydra Model 1469 Hydra Model Hydra Model 210 10 521.69 515.30 513.20 6.39 1.00% 0.257 3.23 0.28 1.28 1472 1473 Hydra Model Hydra Model 1471 Hydra Model Hydra Model 336 10 535.00 521.60 515.50 13.40 1.81% 0.255 3.98 0.24 1.81 1474 1475 Hydra Model Hydra Model 1473 Hydra Model Hydra Model 267 10 541.00 527.35 521.80 13.65 2.07% 0.254 4.17 0.23 1.96 1495 1496 Hydra Model Hydra Model 1494 Hydra Model Hydra Model 205 18 528.00 517.08 516.16 10.92 0.45% 0.022 1.13 0.05 4.91 1497 1498 AsBuilt AsBuilt 1496 Hydra Model Hydra Model 205 18 525.88 517.74 517.18 8.14 0.27% 0.022 0.98 0.06 3.82 1510 1511 Hydra Model Hydra Model 143 Hydra Model Hydra Model 285 18 344.00 324.70 324.20 19.30 0.18% 0.011 0.51 0.04 3.07 1512 1513 Hydra Model Hydra Model 1511 Hydra Model Hydra Model 388 18 344.00 325.60 324.70 18.40 0.23% 0.010 0.64 0.04 3.53 1514 1515 Hydra Model Hydra Model 1513 Hydra Model Hydra Model 400 21 344.00 326.10 325.60 17.90 0.12% 0.010 0.53 0.04 3.91 1516 1517 Hydra Model Hydra Model 1515 Hydra Model Hydra Model 400 21 344.00 326.60 326.10 17.40 0.13% 0.009 0.47 0.03 3.91 1518 1519 Hydra Model Hydra Model 1517 Hydra Model Hydra Model 340 21 344.00 327.00 326.60 17.00 0.12% 0.007 0.45 0.03 3.80 1529 853 Hydra Model Hydra Model 1530 Hydra Model Hydra Model 464 12 443.00 434.90 433.10 8.10 0.39% 0.622 3.01 0.45 0.93 1531 1530 Hydra Model Hydra Model 1532 Hydra Model Hydra Model 56 12 443.00 433.10 432.80 9.90 0.54% 0.622 3.18 0.40 1.21 1533 1532 Hydra Model Hydra Model 1534 Hydra Model Hydra Model 300 12 443.00 432.80 431.40 10.20 0.47% 0.622 2.93 0.42 1.08 1535 1534 Hydra Model Hydra Model 1536 Hydra Model Hydra Model 297 12 442.50 431.40 430.30 11.10 0.37% 0.622 2.92 0.45 0.90 1537 1536 Hydra Model Hydra Model 1538 Hydra Model Hydra Model 303 12 442.50 430.30 428.90 12.20 0.46% 0.622 3.11 0.42 1.07 1539 1538 Hydra Model Hydra Model 1540 Hydra Model Hydra Model 148 12 442.00 424.60 423.60 17.40 0.67% 0.622 3.54 0.38 1.43 1541 1540 Hydra Model Hydra Model 1542 Hydra Model Hydra Model 119 12 442.00 416.90 416.10 25.10 0.67% 0.622 3.63 0.39 1.42 1543 1542 Hydra Model Hydra Model 1544 Hydra Model Hydra Model 85 12 423.00 416.10 415.40 6.90 0.83% 0.622 3.81 0.36 1.65 1545 1544 Hydra Model Hydra Model 857 Hydra Model Hydra Model 119 12 423.00 415.40 413.23 7.60 1.82% 0.636 5.41 0.31 2.73 1546 1547 Hydra Model Hydra Model 1548 Hydra Model Hydra Model 385 12 442.00 437.30 434.10 4.70 0.83% 0.001 0.43 0.02 2.27 1549 1548 Hydra Model Hydra Model 1550 Hydra Model Hydra Model 419 12 438.00 434.10 431.00 3.90 0.74% 0.002 0.09 0.02 2.15 1551 1550 Hydra Model Hydra Model 1552 Hydra Model Hydra Model 467 18 435.00 431.00 424.00 4.00 1.50% 0.322 2.86 0.13 8.68 1553 1552 Hydra Model Hydra Model 1554 Hydra Model Hydra Model 1352 21 435.00 424.00 419.74 11.00 0.32% 0.323 1.99 0.15 5.90 1555 1554 Hydra Model Hydra Model 1556 Hydra Model Hydra Model 944 24 430.00 419.74 417.94 10.26 0.19% 0.323 1.40 0.15 6.59 1557 1556 Hydra Model Hydra Model 1558 Hydra Model Hydra Model 918 24 425.00 417.94 416.27 7.06 0.18% 0.576 2.02 0.20 6.18 1559 1558 Hydra Model Hydra Model 1560 Hydra Model Hydra Model 869 24 423.00 416.27 414.75 6.73 0.17% 0.577 2.00 0.20 6.05 1561 1560 Hydra Model Hydra Model 861 Hydra Model Hydra Model 2369 24 422.00 414.75 410.50 7.25 0.18% 0.586 1.74 0.20 6.12 1562 880 Hydra Model Hydra Model 1550 Hydra Model Hydra Model 161 15 447.00 441.05 431.00 5.95 6.23% 0.321 4.99 0.12 10.98 1563 894 Hydra Model Hydra Model 1556 Hydra Model Hydra Model 193 12 432.00 425.50 418.66 6.50 3.54% 0.253 4.92 0.16 4.44 1564 861 Hydra Model Hydra Model 1565 Hydra Model Hydra Model 461 24 420.00 410.50 409.10 9.50 0.30% 1.238 3.05 0.26 7.49 1566 1565 Hydra Model Hydra Model 1567 Hydra Model Hydra Model 290 24 420.00 409.10 408.20 10.90 0.31% 1.238 3.04 0.25 7.59 1568 1567 Hydra Model Hydra Model 1569 Hydra Model Hydra Model 1240 24 419.00 408.20 404.30 10.80 0.31% 1.278 3.09 0.26 7.60 1570 1569 Hydra Model Hydra Model 1571 Hydra Model Hydra Model 96 24 418.00 404.30 404.00 13.70 0.31% 1.278 3.19 0.26 7.57 1572 1571 Hydra Model Hydra Model 1573 Hydra Model Hydra Model 228 24 415.00 403.90 393.30 11.10 4.65% 1.278 8.04 0.13 32.92 1574 1573 Hydra Model Hydra Model 1575 Hydra Model Hydra Model 2341 24 397.00 393.00 386.00 4.00 0.30% 1.283 2.11 0.26 7.38 1576 1575 Hydra Model Hydra Model 1577 Hydra Model Hydra Model 603 24 391.00 386.00 385.60 5.00 0.07% 1.279 2.17 0.42 2.80 1578 1577 Hydra Model Hydra Model 1579 Hydra Model Hydra Model 106 24 390.00 385.10 384.10 4.90 0.94% 1.279 4.59 0.20 14.08 1580 1579 Hydra Model Hydra Model 1581 Hydra Model Hydra Model 497 24 389.00 383.90 380.20 5.10 0.74% 1.279 4.09 0.21 12.39 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 1582 1581 Hydra Model Hydra Model 1583 Hydra Model Hydra Model 500 24 388.00 380.20 377.10 7.80 0.62% 1.279 3.59 0.22 11.20 1584 1583 Hydra Model Hydra Model 932 Hydra Model Hydra Model 82 24 387.00 377.10 376.80 9.90 0.37% 1.279 3.31 0.25 8.33 1585 1586 Hydra Model Hydra Model 147 Hydra Model Hydra Model 39 15 471.00 463.30 462.70 7.70 1.55% 0.942 4.28 0.36 4.69 1587 1586 Hydra Model Hydra Model 1588 Hydra Model Hydra Model 83 12 471.00 463.30 461.86 7.70 1.74% 0.847 5.43 0.45 2.45 1589 1588 Hydra Model Hydra Model 1590 Hydra Model Hydra Model 40 12 470.00 461.86 450.40 8.14 28.65% 0.847 11.11 0.17 12.80 1591 1590 Hydra Model Hydra Model 1592 Hydra Model AsBuilt 169 12 469.00 450.40 439.40 18.60 6.51% 0.847 7.25 0.25 5.53 1593 1592 Hydra Model Hydra Model 1594 Hydra Model Hydra Model 344 12 465.00 439.40 427.91 25.60 3.34% 0.847 7.83 0.32 3.72 1595 1594 Hydra Model Hydra Model 1596 Hydra Model Hydra Model 224 12 450.00 427.91 403.19 22.09 11.03% 0.847 10.21 0.22 7.46 1597 1596 Hydra Model Hydra Model 1598 Hydra Model Hydra Model 115 12 440.00 403.19 392.44 36.81 9.35% 0.847 9.91 0.23 6.80 1599 1598 Hydra Model Hydra Model 1600 Hydra Model Hydra Model 73 12 435.00 385.15 383.93 49.85 1.68% 0.850 5.36 0.35 2.38 1601 1600 Hydra Model Hydra Model 932 Hydra Model Hydra Model 143 12 390.00 383.80 377.60 6.20 4.34% 0.850 7.55 0.27 4.35 1602 932 Hydra Model Hydra Model 1603 Hydra Model Hydra Model 428 30 386.00 376.40 375.70 9.60 0.16% 2.116 2.72 0.29 9.49 1604 1603 Hydra Model Hydra Model 1605 Hydra Model Hydra Model 523 30 386.00 375.70 374.90 10.30 0.15% 2.116 2.77 0.30 9.12 1606 1605 Hydra Model Hydra Model 1607 Hydra Model Hydra Model 447 30 385.00 374.90 374.10 10.10 0.18% 2.116 2.80 0.28 10.04 1608 1607 Hydra Model Hydra Model 1609 Hydra Model Hydra Model 455 30 385.00 374.10 373.40 10.90 0.15% 2.115 2.71 0.29 9.15 1610 1609 Hydra Model Hydra Model 1611 Hydra Model Hydra Model 448 30 384.00 373.40 372.70 10.60 0.16% 2.115 2.78 0.30 9.24 1612 1611 Hydra Model Hydra Model 1613 Hydra Model Hydra Model 447 30 384.00 372.70 371.90 11.30 0.18% 2.115 2.79 0.28 10.03 1614 1613 Hydra Model Hydra Model 1615 Hydra Model Hydra Model 456 30 383.00 371.90 371.20 11.10 0.15% 2.115 2.73 0.29 9.14 1616 1615 Hydra Model Hydra Model 1617 Hydra Model Hydra Model 448 30 383.00 371.20 370.50 11.80 0.16% 2.114 2.73 0.29 9.24 1618 1617 Hydra Model Hydra Model 1619 Hydra Model Hydra Model 455 30 382.00 370.50 369.80 11.50 0.15% 2.114 2.72 0.29 9.15 1620 1619 Hydra Model Hydra Model 1621 Hydra Model Hydra Model 443 30 382.00 369.80 369.10 12.20 0.16% 2.114 2.79 0.29 9.31 1622 1621 Hydra Model Hydra Model 1623 Hydra Model Hydra Model 451 30 381.00 369.10 368.30 11.90 0.18% 2.113 2.80 0.28 9.98 1624 1623 Hydra Model Hydra Model 1625 Hydra Model Hydra Model 448 30 381.00 368.30 367.60 12.70 0.16% 2.113 2.74 0.29 9.24 1626 1625 Hydra Model Hydra Model 1627 Hydra Model Hydra Model 449 30 380.00 367.60 366.90 12.40 0.16% 2.113 2.74 0.29 9.23 1628 1627 Hydra Model Hydra Model 1629 Hydra Model Hydra Model 449 30 380.00 366.90 366.20 13.10 0.16% 2.113 2.70 0.29 9.23 1630 1629 Hydra Model Hydra Model 1631 Hydra Model Hydra Model 456 30 379.00 366.20 365.50 12.80 0.15% 2.113 2.79 0.30 9.14 1632 1631 Hydra Model Hydra Model 1633 Hydra Model Hydra Model 479 30 379.00 365.50 364.60 13.50 0.19% 2.112 2.90 0.28 10.34 1634 1633 Hydra Model Hydra Model 1635 Hydra Model Hydra Model 320 30 378.00 364.60 364.03 13.40 0.18% 2.112 2.44 0.28 10.01 1642 1193 Hydra Model Hydra Model 1643 Hydra Model Hydra Model 437 12 386.50 372.20 369.81 14.30 0.55% 0.219 2.23 0.23 1.63 1644 1643 Hydra Model Hydra Model 1645 Hydra Model Hydra Model 432 15 374.00 369.81 368.66 4.19 0.27% 0.219 1.88 0.21 2.11 1646 1645 Hydra Model Hydra Model 1134 Hydra Model Hydra Model 308 15 374.00 368.66 367.70 5.34 0.31% 0.219 1.82 0.20 2.31 1647 1134 Hydra Model Hydra Model 1648 Hydra Model Hydra Model 52 15 374.00 367.70 367.25 6.30 0.86% 0.446 2.11 0.22 3.76 1649 1648 Hydra Model Hydra Model 1650 Hydra Model Hydra Model 232 18 372.00 367.25 367.10 4.75 0.06% 0.446 1.28 0.34 1.43 1651 1650 Hydra Model AsBuilt 1652 Hydra Model Hydra Model 395 18 372.00 367.10 366.77 4.90 0.08% 0.485 1.69 0.35 1.64 1653 1652 Hydra Model Hydra Model 1654 Hydra Model Hydra Model 359 18 372.00 366.77 365.90 5.23 0.24% 0.485 1.99 0.25 3.14 1655 1654 Hydra Model Hydra Model 1656 Hydra Model Hydra Model 348 18 372.00 365.90 365.29 6.10 0.18% 0.485 2.12 0.29 2.59 1657 1656 Hydra Model Hydra Model 1658 Hydra Model Hydra Model 116 18 372.00 365.29 364.87 6.71 0.36% 0.486 2.43 0.22 3.94 1659 1658 Hydra Model Hydra Model 1660 Hydra Model Hydra Model 450 18 375.00 364.87 363.58 10.13 0.29% 0.486 2.36 0.24 3.45 1661 1660 Hydra Model Hydra Model 1662 Hydra Model Hydra Model 481 18 378.00 363.58 362.12 14.42 0.30% 0.487 2.36 0.23 3.57 1663 1662 Hydra Model Hydra Model 1161 Hydra Model Hydra Model 239 18 380.00 362.12 361.44 17.88 0.28% 0.500 2.42 0.24 3.42 1664 1161 Hydra Model Hydra Model 1665 Hydra Model Hydra Model 331 18 382.60 361.44 359.86 21.16 0.48% 0.785 2.71 0.27 4.30 1666 1665 Hydra Model Hydra Model 1162 Hydra Model Hydra Model 341 18 375.00 359.86 359.30 15.14 0.16% 0.772 2.18 0.35 2.21 1667 1668 Hydra Model Hydra Model 1028 Hydra Model ‐ NGVD29 Hydra Model 643 12 562.00 551.90 550.80 10.10 0.17% 0.976 2.57 0.88 0.06 1669 1670 Hydra Model Hydra Model 1668 Hydra Model Hydra Model 384 12 563.00 552.90 551.90 10.10 0.26% 0.979 2.36 0.66 0.30 1671 1672 Hydra Model Hydra Model 1670 Hydra Model Hydra Model 280 12 565.00 553.90 552.90 11.10 0.36% 0.974 2.93 0.59 0.52 1673 1674 Hydra Model Hydra Model 1672 Hydra Model Hydra Model 41 12 565.00 554.00 553.90 11.00 0.25% 0.970 2.97 0.64 0.27 1675 1676 Hydra Model Hydra Model 1674 Hydra Model Hydra Model 312 12 568.00 554.67 554.00 13.33 0.21% 0.970 2.65 0.72 0.19 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 1677 1678 Hydra Model Hydra Model 1676 Hydra Model Hydra Model 305 12 571.00 555.40 554.67 15.60 0.24% 0.964 2.57 0.67 0.26 1679 1680 Hydra Model Hydra Model 1678 Hydra Model Hydra Model 303 12 573.00 556.06 555.40 16.94 0.22% 0.963 2.60 0.70 0.20 1681 1682 Hydra Model Hydra Model 1680 Hydra Model Hydra Model 367 12 575.00 556.85 556.06 18.15 0.22% 0.963 2.55 0.70 0.20 1683 1684 Hydra Model Hydra Model 1682 Hydra Model Hydra Model 245 12 576.00 557.40 556.85 18.60 0.22% 0.963 2.57 0.69 0.22 1685 1686 Hydra Model Hydra Model 1684 Hydra Model Hydra Model 277 12 578.00 558.00 557.40 20.00 0.22% 0.903 2.48 0.66 0.26 1687 1688 Hydra Model Hydra Model 1686 Hydra Model Hydra Model 141 12 578.00 558.50 558.00 19.50 0.35% 0.900 2.77 0.56 0.59 1689 1690 Hydra Model Hydra Model 1688 Hydra Model Hydra Model 174 12 578.00 559.13 558.50 18.87 0.36% 0.899 3.08 0.56 0.60 1691 1692 Hydra Model Hydra Model 1690 Hydra Model Hydra Model 61 12 578.00 559.33 559.13 18.67 0.33% 0.895 3.03 0.57 0.54 1693 1694 AsBuilt Hydra Model 1692 Hydra Model Hydra Model 165 12 578.42 560.00 559.33 18.42 0.41% 0.894 3.09 0.54 0.69 1695 1696 Hydra Model Hydra Model 1694 AsBuilt Hydra Model 239 12 575.00 560.63 560.00 14.37 0.26% 0.893 2.89 0.64 0.39 1697 1698 AsBuilt Hydra Model 1696 Hydra Model Hydra Model 234 12 577.14 561.25 560.63 15.89 0.27% 0.877 2.65 0.61 0.41 1699 1700 AsBuilt AsBuilt 1698 AsBuilt Hydra Model 79 12 575.33 561.51 561.25 13.82 0.33% 0.761 2.59 0.52 0.67 1701 1702 Hydra Model Hydra Model 1700 AsBuilt Hydra Model 348 12 570.00 562.58 561.51 7.42 0.31% 0.761 2.81 0.53 0.62 1703 1704 Hydra Model Hydra Model 1702 Hydra Model Hydra Model 144 12 570.00 562.68 562.58 7.32 0.07% 0.757 2.23 0.74 ‐0.10 1705 1706 Hydra Model Hydra Model 1704 Hydra Model Hydra Model 276 12 571.00 564.25 562.68 6.75 0.57% 0.178 0.98 0.21 1.70 1707 1708 Hydra Model Hydra Model 1706 Hydra Model Hydra Model 231 12 580.00 565.25 564.25 14.75 0.43% 0.177 2.19 0.23 1.46 1709 1710 Hydra Model Hydra Model 1708 Hydra Model Hydra Model 254 12 590.00 567.30 565.25 22.70 0.81% 0.176 2.32 0.19 2.06 1711 1712 Hydra Model Hydra Model 1710 Hydra Model Hydra Model 15 12 590.00 574.80 567.30 15.20 50.96% 0.174 4.55 0.07 19.02 1713 1714 Hydra Model Hydra Model 1712 Hydra Model Hydra Model 268 12 600.00 582.56 574.80 17.44 2.90% 0.118 3.65 0.11 4.13 1715 1716 Hydra Model Hydra Model 1714 Hydra Model Hydra Model 361 12 615.00 611.37 582.56 3.63 7.97% 0.115 4.25 0.09 6.94 1717 1718 Hydra Model Hydra Model 1716 Hydra Model Hydra Model 279 12 615.00 611.60 611.37 3.40 0.08% 0.111 1.45 0.33 0.61 1719 1720 Hydra Model Hydra Model 1718 Hydra Model Hydra Model 332 12 615.00 611.83 611.60 3.17 0.07% 0.107 0.84 0.27 0.55 1729 1730 Hydra Model Hydra Model 1704 Hydra Model Hydra Model 303 12 570.00 563.55 562.68 6.45 0.29% 0.242 0.93 0.29 1.10 1731 1732 Hydra Model Hydra Model 1730 Hydra Model Hydra Model 159 12 572.00 564.11 563.55 7.89 0.35% 0.241 2.07 0.27 1.24 1733 1734 Hydra Model Hydra Model 1732 Hydra Model Hydra Model 224 12 574.00 564.76 564.11 9.24 0.29% 0.241 2.04 0.29 1.10 1735 1736 Hydra Model Hydra Model 1734 Hydra Model Hydra Model 198 12 576.00 565.36 564.76 10.64 0.30% 0.240 1.99 0.28 1.13 1737 1738 Hydra Model Hydra Model 1736 Hydra Model Hydra Model 250 10 578.00 567.95 565.36 10.05 1.03% 0.240 2.67 0.27 1.32 1739 1740 Hydra Model Hydra Model 1738 Hydra Model Hydra Model 260 10 580.00 570.76 567.95 9.24 1.08% 0.239 3.22 0.26 1.36 1741 1742 Hydra Model Hydra Model 1740 Hydra Model Hydra Model 342 10 585.00 574.37 570.76 10.63 1.06% 0.208 2.96 0.24 1.37 1743 1744 Hydra Model Hydra Model 1742 Hydra Model Hydra Model 301 10 590.00 579.07 574.37 10.93 1.56% 0.183 3.05 0.21 1.73 1745 1746 Hydra Model Hydra Model 1744 Hydra Model Hydra Model 300 10 595.00 585.30 579.07 9.70 2.08% 0.183 3.60 0.19 2.03 1791 1792 Hydra Model Hydra Model 1028 Hydra Model ‐ NGVD29 Hydra Model 308 12 561.00 551.70 550.80 9.30 0.29% 0.277 1.57 0.31 1.07 1793 1794 Hydra Model Hydra Model 1792 Hydra Model Hydra Model 332 12 562.00 552.03 551.70 9.97 0.10% 0.255 1.51 0.43 0.53 1795 1796 Hydra Model Hydra Model 1794 Hydra Model Hydra Model 371 10 563.00 553.16 552.03 9.84 0.30% 0.255 1.69 0.38 0.59 1797 1798 Hydra Model Hydra Model 1796 Hydra Model Hydra Model 299 10 566.00 556.55 553.16 9.45 1.13% 0.249 2.57 0.26 1.39 1799 1800 Hydra Model Hydra Model 1798 Hydra Model Hydra Model 268 10 570.00 559.75 556.55 10.25 1.19% 0.246 3.35 0.26 1.43 1801 1802 Hydra Model Hydra Model 1800 Hydra Model Hydra Model 274 10 572.00 562.42 559.75 9.58 0.97% 0.245 3.24 0.28 1.27 1803 1804 Hydra Model Hydra Model 1802 Hydra Model Hydra Model 420 12 575.00 565.25 562.42 9.75 0.67% 0.236 2.69 0.23 1.81 1805 1806 Hydra Model ‐ NGVD29 Hydra Model 1804 Hydra Model Hydra Model 351 12 577.00 567.07 565.25 9.93 0.52% 0.236 2.54 0.25 1.56 1807 1808 Hydra Model Hydra Model 1806 Hydra Model ‐ NGVD29 Hydra Model 347 12 588.00 568.16 567.07 19.84 0.31% 0.221 2.08 0.28 1.18 1825 1826 Hydra Model Hydra Model 941 Hydra Model Hydra Model 14 18 344.00 329.75 329.70 14.25 0.36% 1.752 2.04 0.76 2.67 1827 1828 Hydra Model Hydra Model 1826 Hydra Model Hydra Model 513 18 344.00 330.00 329.75 14.00 0.05% 1.362 1.69 0.69 0.26 1829 1830 Hydra Model Hydra Model 1828 Hydra Model Hydra Model 540 18 344.00 331.00 330.00 13.00 0.19% 1.258 1.96 0.44 1.91 1831 1832 Hydra Model Hydra Model 1830 Hydra Model Hydra Model 659 18 344.00 332.63 331.00 11.37 0.25% 1.256 2.75 0.40 2.40 1833 1834 Hydra Model Hydra Model 1832 Hydra Model Hydra Model 73 30 344.00 332.65 332.63 11.35 0.03% 0.494 0.91 0.24 4.25 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 1835 1836 Hydra Model Hydra Model 1834 Hydra Model Hydra Model 420 30 344.00 333.40 332.65 10.60 0.18% 0.496 1.26 0.14 11.64 1837 1838 Hydra Model Hydra Model 1836 Hydra Model Hydra Model 284 30 344.00 334.04 333.40 9.96 0.23% 0.497 1.96 0.13 13.13 1839 1840 Hydra Model Hydra Model 1838 Hydra Model Hydra Model 426 30 344.00 334.70 334.04 9.30 0.16% 0.498 1.85 0.15 10.81 1841 1842 Hydra Model Hydra Model 1840 Hydra Model Hydra Model 224 30 345.00 335.16 334.70 9.84 0.21% 0.491 1.81 0.13 12.52 1843 1844 Hydra Model Hydra Model 1842 Hydra Model Hydra Model 266 30 346.00 335.63 335.16 10.37 0.18% 0.492 1.90 0.14 11.58 1845 937 Hydra Model ‐ NGVD29 Hydra Model 1844 Hydra Model Hydra Model 266 30 347.00 337.19 335.63 9.81 0.59% 0.492 2.25 0.10 21.49 1846 1847 Hydra Model Hydra Model 941 Hydra Model Hydra Model 405 30 344.00 330.05 329.70 13.95 0.09% 3.304 2.59 0.44 5.13 1848 1849 Hydra Model Hydra Model 1847 Hydra Model Hydra Model 413 30 344.00 330.80 330.05 13.20 0.18% 3.290 2.84 0.35 8.94 1850 1851 Hydra Model Hydra Model 1849 Hydra Model Hydra Model 132 30 344.00 330.90 330.80 13.10 0.08% 3.289 2.98 0.40 4.62 1852 1853 Hydra Model ‐ NGVD29 Hydra Model 1851 Hydra Model Hydra Model 277 30 344.00 331.74 330.90 12.26 0.30% 3.289 3.23 0.31 12.54 1854 1855 Hydra Model Hydra Model 1853 Hydra Model ‐ NGVD29 Hydra Model 147 30 344.00 331.97 331.74 12.03 0.16% 3.289 3.50 0.36 8.08 1856 1857 Hydra Model Hydra Model 1855 Hydra Model Hydra Model 260 30 344.00 332.37 331.97 11.63 0.15% 3.289 3.11 0.37 7.98 1858 1859 Hydra Model Hydra Model 1857 Hydra Model Hydra Model 409 30 344.00 333.15 332.37 10.85 0.19% 4.064 3.63 0.40 8.47 1860 1861 Hydra Model Hydra Model 1859 Hydra Model Straight Grade 401 30 344.00 333.87 333.15 10.13 0.18% 4.064 3.46 0.40 8.10 1862 1863 Hydra Model Hydra Model 1861 Hydra Model Straight Grade 400 30 345.00 334.53 333.87 10.47 0.17% 4.062 3.39 0.41 7.61 1864 1865 Hydra Model Hydra Model 1863 Hydra Model Straight Grade 428 30 346.00 335.32 334.53 10.68 0.18% 4.061 3.41 0.39 8.28 1866 152 Hydra Model ‐ NGVD29 Hydra Model 1865 Hydra Model Hydra Model 398 30 347.00 336.33 335.32 10.67 0.25% 4.062 3.69 0.36 10.40 1867 1868 Hydra Model Hydra Model 1133 Hydra Model Straight Grade 39 18 358.00 344.54 342.30 13.46 5.68% 0.309 5.81 0.09 17.23 1869 1078 Hydra Model Hydra Model 1868 Hydra Model Straight Grade 372 18 363.30 348.01 344.54 15.29 0.93% 0.309 3.80 0.16 6.80 1870 1871 Hydra Model Hydra Model 1078 Hydra Model Hydra Model 320 18 368.00 351.22 348.01 16.78 1.00% 0.281 2.76 0.13 7.08 1872 1080 Hydra Model Hydra Model 1871 Hydra Model Hydra Model 13 15 368.90 355.30 351.22 13.60 32.45% 0.280 5.44 0.07 26.21 1873 1832 Hydra Model Hydra Model 1857 Hydra Model Straight Grade 77 18 344.00 332.63 332.37 11.37 0.34% 0.781 1.34 0.40 3.48 1876 1877 Hydra Model Hydra Model 1875 Hydra Model Straight Grade 364 10 372.00 359.10 358.00 12.90 0.30% 0.156 1.92 0.30 0.69 1878 1879 Hydra Model Hydra Model 1877 Hydra Model Straight Grade 321 10 372.00 360.20 359.10 11.80 0.34% 0.154 1.80 0.28 0.75 1880 1881 Hydra Model Hydra Model 1879 Hydra Model Straight Grade 281 10 372.00 361.00 360.20 11.00 0.29% 0.153 1.81 0.30 0.67 1882 1883 Hydra Model Hydra Model 1881 Hydra Model Straight Grade 65 10 372.00 361.30 361.00 10.70 0.46% 0.151 1.90 0.26 0.89 1884 1885 Hydra Model Hydra Model 1883 Hydra Model Hydra Model 154 10 372.00 362.20 361.30 9.80 0.58% 0.150 2.18 0.24 1.02 1886 1887 Hydra Model Hydra Model 1885 Hydra Model AsBuilt 56 10 372.00 362.30 362.20 9.70 0.18% 0.149 1.79 0.33 0.50 1888 1889 Hydra Model Hydra Model 1887 Hydra Model Hydra Model 202 10 372.00 363.00 362.30 9.00 0.35% 0.149 1.65 0.27 0.76 1890 1891 Hydra Model ‐ NGVD29 Hydra Model 1889 Hydra Model Hydra Model 273 10 372.00 363.70 363.00 8.30 0.26% 0.147 1.74 0.30 0.63 1892 1143 Hydra Model Hydra Model 1891 Hydra Model ‐ NGVD29 AsBuilt 195 10 372.00 364.50 363.70 7.50 0.41% 0.143 1.76 0.26 0.84 1899 1900 Hydra Model Hydra Model 1898 Hydra Model AsBuilt 296 18 367.00 355.20 354.70 11.80 0.17% 0.775 2.15 0.35 2.25 1901 1902 Hydra Model Hydra Model 1900 Hydra Model AsBuilt 462 18 365.00 356.00 355.20 9.00 0.17% 0.778 2.24 0.34 2.28 1903 1165 Hydra Model Hydra Model 1902 Hydra Model AsBuilt 418 18 365.80 356.40 356.00 9.40 0.10% 0.781 1.95 0.42 1.49 1904 1905 Hydra Model Hydra Model 1150 Hydra Model AsBuilt 192 12 452.00 445.08 444.50 6.92 0.30% 0.101 1.69 0.19 1.27 1906 1907 Hydra Model Hydra Model 1905 Hydra Model AsBuilt 239 12 454.00 446.04 445.08 7.96 0.40% 0.101 1.60 0.17 1.48 1908 1909 Hydra Model Hydra Model 1907 Hydra Model AsBuilt 164 12 456.00 450.65 446.04 5.35 2.81% 0.100 2.35 0.11 4.09 1910 1911 Hydra Model Hydra Model 1909 Hydra Model Straight Grade 477 12 458.00 452.58 450.65 5.42 0.40% 0.100 1.80 0.17 1.49 1912 1913 Hydra Model Hydra Model 1911 Hydra Model Hydra Model 125 12 460.00 453.14 452.58 6.86 0.45% 0.100 1.75 0.17 1.57 1914 1915 Hydra Model Hydra Model 1913 Hydra Model AsBuilt 362 12 462.00 454.83 453.14 7.17 0.47% 0.100 1.82 0.16 1.61 1916 1917 Hydra Model Hydra Model 1915 Hydra Model Straight Grade 277 12 464.00 456.87 454.83 7.13 0.74% 0.099 1.97 0.15 2.04 1918 1919 Hydra Model Hydra Model 1917 Hydra Model AsBuilt 423 12 468.00 462.79 456.87 5.21 1.40% 0.099 2.39 0.13 2.85 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 1920 1921 Hydra Model Hydra Model 1919 Hydra Model AsBuilt 419 12 470.00 467.78 462.79 2.22 1.19% 0.098 2.59 0.13 2.62 1961 1962 Hydra Model Hydra Model 1960 Hydra Model AsBuilt 304 10 433.00 423.50 415.70 9.50 2.57% 0.073 2.99 0.12 2.39 1963 1964 Hydra Model Hydra Model 1962 Hydra Model AsBuilt 422 10 445.00 437.11 423.50 7.89 3.22% 0.072 3.21 0.11 2.68 1965 1966 Hydra Model Hydra Model 1964 Hydra Model AsBuilt 173 10 455.00 443.06 437.11 11.94 3.44% 0.066 3.19 0.10 2.78 1967 1968 Hydra Model Hydra Model 1966 Hydra Model Compare Raster to MH Depth 231 10 456.00 452.07 443.06 3.93 3.90% 0.065 3.38 0.10 2.96 1975 1976 Hydra Model Hydra Model 1060 Hydra Model ‐ NGVD29 AsBuilt 97 12 525.00 513.92 513.80 11.08 0.12% 0.103 1.22 0.24 0.77 1977 1978 Hydra Model Hydra Model 1976 Hydra Model AsBuilt 398 12 525.00 514.89 513.92 10.11 0.24% 0.103 1.28 0.20 1.13 1981 1381 Hydra Model Hydra Model 751 Hydra Model AsBuilt 200 12 673.96 661.38 656.90 12.58 2.24% 0.219 3.64 0.16 3.52 2021 2022 Hydra Model Hydra Model 967 Hydra Model AsBuilt 489 12 560.00 552.99 548.90 7.01 0.84% 0.285 2.64 0.24 2.00 2023 5533 Raster Value Straight Grade 2022 Hydra Model AsBuilt 248 12 564.82 554.82 552.99 10.00 0.74% 0.285 2.93 0.25 1.86 2025 2026 Hydra Model Hydra Model 2024 Hydra Model AsBuilt 391 12 565.00 558.26 556.55 6.74 0.44% 0.167 2.12 0.22 1.48 2027 5509 Raster Value Straight Grade 2026 Hydra Model AsBuilt 98 12 568.69 558.69 558.26 10.00 0.44% 0.166 2.07 0.21 1.49 2029 2030 Hydra Model Hydra Model 2028 Hydra Model AsBuilt 299 12 570.00 560.19 559.18 9.81 0.34% 0.153 1.91 0.22 1.30 2031 5524 Raster Value Straight Grade 2030 Hydra Model AsBuilt 110 12 570.53 560.53 560.19 10.00 0.31% 0.152 1.79 0.22 1.24 2033 2034 Hydra Model Hydra Model 2032 Hydra Model AsBuilt 270 12 570.00 562.11 561.11 7.89 0.37% 0.120 1.04 0.19 1.40 2035 2036 Hydra Model Hydra Model 2034 Hydra Model AsBuilt 96 10 570.00 562.45 562.11 7.55 0.36% 0.119 1.85 0.25 0.80 2037 2038 Hydra Model Hydra Model 2036 Hydra Model AsBuilt 438 10 570.00 563.85 562.45 6.15 0.32% 0.118 1.73 0.25 0.75 2059 2061 Hydra Model Hydra Model 2060 Hydra Model AsBuilt 97 12 518.00 511.59 510.93 6.41 0.68% 0.072 1.77 0.13 1.99 2062 2063 Hydra Model Hydra Model 2061 Hydra Model AsBuilt 359 12 520.00 513.21 511.59 6.79 0.45% 0.071 1.73 0.14 1.60 2064 2065 Hydra Model Hydra Model 2063 Hydra Model Straight Grade 360 12 520.00 514.83 513.21 5.17 0.45% 0.071 1.61 0.14 1.60 2066 2067 Hydra Model Hydra Model 2065 Hydra Model AsBuilt 89 12 522.00 515.44 514.83 6.56 0.69% 0.027 0.90 0.08 2.04 2068 2069 Hydra Model Hydra Model 2067 Hydra Model AsBuilt 57 12 522.00 515.60 515.44 6.40 0.28% 0.016 0.85 0.08 1.31 2070 2071 Hydra Model Hydra Model 2069 Hydra Model Straight Grade 193 12 522.00 516.37 515.60 5.63 0.40% 0.015 0.93 0.07 1.56 2072 2073 Hydra Model Hydra Model 2071 Hydra Model AsBuilt 359 12 530.00 520.62 516.37 9.38 1.18% 0.014 1.12 0.05 2.70 2074 2075 Hydra Model Hydra Model 2073 Hydra Model AsBuilt 348 12 535.00 526.89 520.62 8.11 1.80% 0.013 1.45 0.05 3.33 2076 2077 Hydra Model Hydra Model 2075 Hydra Model AsBuilt 349 12 535.00 529.38 526.89 5.62 0.71% 0.013 1.28 0.06 2.09 2080 2081 Hydra Model Hydra Model 147 Hydra Model Hydra Model 417 12 473.00 465.36 462.70 7.64 0.64% 0.054 0.56 0.11 1.94 2094 2095 Hydra Model Hydra Model 1143 Hydra Model AsBuilt 417 10 374.00 366.57 364.50 7.43 0.50% 0.143 2.05 0.24 0.94 2096 2097 Hydra Model Hydra Model 2095 Hydra Model AsBuilt 470 10 376.00 368.92 366.57 7.08 0.50% 0.142 2.12 0.24 0.94 2098 2099 Hydra Model Hydra Model 2097 Hydra Model Hydra Model 383 10 383.00 375.21 369.22 7.79 1.57% 0.074 2.62 0.13 1.85 2124 2125 Hydra Model Hydra Model 2123 Hydra Model AsBuilt 450 10 399.00 390.57 389.23 8.43 0.30% 0.010 0.81 0.08 0.83 2126 2127 Hydra Model Hydra Model 2125 Hydra Model AsBuilt 439 10 399.00 391.95 390.57 7.05 0.31% 0.009 0.77 0.07 0.85 2128 2129 Hydra Model Hydra Model 841 Hydra Model Hydra Model 59 18 572.00 559.21 559.01 12.79 0.34% 0.409 2.34 0.21 3.89 2130 2131 Hydra Model Hydra Model 2129 Hydra Model Straight Grade 89 18 571.80 559.46 559.31 12.34 0.17% 0.409 2.13 0.25 2.62 2132 2133 Hydra Model Hydra Model 2131 Hydra Model Hydra Model 377 18 570.70 559.83 559.48 10.87 0.09% 0.433 1.69 0.32 1.81 2134 2135 Hydra Model Hydra Model 2133 Hydra Model Straight Grade 389 18 569.50 560.40 559.93 9.10 0.12% 0.447 1.80 0.30 2.11 2136 2137 Hydra Model Hydra Model 2135 Hydra Model AsBuilt 408 18 573.00 560.99 560.50 12.01 0.12% 0.579 2.05 0.36 1.97 2138 2139 Hydra Model Hydra Model 2137 Hydra Model AsBuilt 401 18 573.00 561.57 561.09 11.43 0.12% 0.682 2.12 0.38 1.86 2140 2141 Hydra Model Hydra Model 2139 Hydra Model Straight Grade 399 18 574.00 562.25 561.67 11.75 0.15% 0.776 2.31 0.39 2.03 2142 2143 Hydra Model Hydra Model 2141 Hydra Model Hydra Model 397 18 574.80 562.73 562.25 12.07 0.12% 0.955 2.85 0.45 1.60 2144 2145 Hydra Model Hydra Model 2143 Hydra Model Straight Grade 399 18 573.00 563.41 562.83 9.59 0.15% 1.117 2.50 0.46 1.69 2146 2147 Hydra Model Hydra Model 2145 Hydra Model Straight Grade 348 18 571.90 563.83 563.41 8.07 0.12% 1.279 2.58 0.51 1.28 2156 2157 Hydra Model Hydra Model 16 Hydra Model Compare Raster to MH Depth 313 12 541.00 535.00 522.43 6.00 4.01% 0.011 2.02 0.04 4.99 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 2158 2159 Hydra Model Hydra Model 2157 Hydra Model Straight Grade 401 12 556.50 548.00 535.05 8.50 3.23% 0.011 1.87 0.04 4.47 2160 2161 Hydra Model Hydra Model 2159 Hydra Model Compare Raster to MH Depth 389 12 567.00 557.83 548.05 9.17 2.51% 0.008 1.53 0.03 3.95 2162 2163 Hydra Model Hydra Model 2161 Hydra Model Compare Raster to MH Depth 400 18 574.00 558.81 557.93 15.19 0.22% 0.007 0.75 0.04 3.44 2164 2165 Hydra Model Hydra Model 2163 Hydra Model Compare Raster to MH Depth 391 18 578.00 559.77 558.91 18.23 0.22% 0.007 0.75 0.04 3.44 2166 2167 Hydra Model Hydra Model 2165 Hydra Model Compare Raster to MH Depth 394 18 579.00 560.75 559.87 18.25 0.22% 0.007 0.76 0.04 3.47 2168 2169 Hydra Model Hydra Model 2167 Hydra Model Compare Raster to MH Depth 319 18 577.00 561.55 560.85 15.45 0.22% 0.007 0.75 0.04 3.44 2170 2171 Hydra Model Hydra Model 2169 Hydra Model AsBuilt 398 18 572.61 561.71 561.65 10.90 0.02% 0.002 0.19 0.05 0.90 2172 2173 Hydra Model Hydra Model 2171 Hydra Model Straight Grade 401 18 570.66 563.61 561.71 7.05 0.47% 0.001 0.14 0.01 5.06 2174 2175 Hydra Model Hydra Model 2173 Hydra Model Compare Raster to MH Depth 403 18 577.30 564.59 563.61 12.71 0.24% 0.001 0.34 0.01 3.63 2195 2194 Hydra Model Hydra Model 2196 Hydra Model AsBuilt 55 12 537.20 527.23 526.50 9.97 1.32% 0.006 0.53 0.03 2.86 2198 841 Hydra Model Hydra Model 2199 Hydra Model Straight Grade 398 12 570.10 559.01 557.02 11.09 0.50% 0.416 2.97 0.34 1.35 2200 2199 Hydra Model Hydra Model 2201 Hydra Model Hydra Model 451 12 570.00 557.02 554.99 12.98 0.45% 0.384 2.70 0.33 1.29 2202 2201 Hydra Model Hydra Model 2203 Hydra Model AsBuilt 349 12 568.00 554.99 552.99 13.01 0.57% 0.379 2.90 0.30 1.51 2204 2203 Hydra Model Hydra Model 2205 Hydra Model AsBuilt 379 12 566.00 552.99 551.04 13.01 0.51% 0.370 2.78 0.31 1.42 2206 2205 Hydra Model Hydra Model 2207 Hydra Model AsBuilt 420 12 564.00 551.04 549.05 12.96 0.47% 0.365 2.69 0.31 1.35 2208 2207 Hydra Model Hydra Model 2209 Hydra Model AsBuilt 401 12 562.00 549.05 547.00 12.95 0.51% 0.362 2.94 0.31 1.42 2210 2209 Hydra Model Hydra Model 2197 Hydra Model AsBuilt 398 12 560.00 547.00 543.88 13.00 0.78% 0.358 2.82 0.27 1.85 2211 2197 Hydra Model Hydra Model 2212 Hydra Model AsBuilt 391 12 556.00 543.88 540.88 12.12 0.77% 0.454 3.89 0.33 1.73 2213 2212 Hydra Model Hydra Model 2214 Hydra Model AsBuilt 350 12 548.00 540.88 538.14 7.12 0.78% 0.262 2.43 0.23 1.95 2215 2214 Hydra Model Hydra Model 2216 Hydra Model AsBuilt 351 12 546.00 538.14 535.30 7.86 0.81% 0.451 3.45 0.30 1.79 2217 2216 Hydra Model Hydra Model 2218 Hydra Model AsBuilt 365 12 543.00 535.30 532.41 7.70 0.79% 0.450 3.34 0.31 1.77 2219 2218 Hydra Model Hydra Model 2220 Hydra Model AsBuilt 347 12 540.00 532.41 529.63 7.59 0.80% 0.488 3.53 0.32 1.75 2221 2220 Hydra Model Hydra Model 2222 Hydra Model AsBuilt 350 12 537.00 529.63 526.82 7.37 0.80% 0.486 3.42 0.32 1.75 2223 2222 Hydra Model Hydra Model 2224 Hydra Model AsBuilt 350 12 534.00 526.82 524.45 7.18 0.68% 0.485 3.04 0.33 1.57 2225 2224 Hydra Model Hydra Model 2226 Hydra Model AsBuilt 399 12 532.00 524.45 522.81 7.55 0.41% 0.483 2.64 0.38 1.12 2227 2226 Hydra Model Hydra Model 2228 Hydra Model AsBuilt 266 12 530.00 522.81 521.74 7.19 0.40% 0.541 2.90 0.41 1.04 2229 2228 Hydra Model Hydra Model 2230 Hydra Model AsBuilt 374 15 529.00 521.74 520.25 7.26 0.40% 0.542 2.74 0.30 2.31 2231 2230 Hydra Model Hydra Model 2232 Hydra Model AsBuilt 249 15 528.00 520.25 519.28 7.75 0.39% 0.560 2.76 0.30 2.26 2233 2232 Hydra Model Hydra Model 2234 Hydra Model AsBuilt 261 15 527.00 519.28 518.25 7.72 0.39% 0.560 2.90 0.31 2.28 2235 2234 Hydra Model Hydra Model 2236 Hydra Model Straight Grade 235 15 526.00 518.25 516.99 7.75 0.54% 0.560 2.82 0.28 2.75 2237 2236 Hydra Model Hydra Model 2238 Hydra Model Hydra Model 281 15 526.00 516.99 516.06 9.01 0.33% 0.565 2.65 0.32 2.04 2239 2238 Hydra Model Hydra Model 2240 Hydra Model Straight Grade 167 15 524.00 516.06 515.43 7.94 0.38% 0.582 2.76 0.31 2.20 2241 2240 Hydra Model Hydra Model 2242 Hydra Model Straight Grade 339 15 523.00 515.43 514.18 7.57 0.37% 0.581 2.77 0.31 2.16 2243 2242 Hydra Model Hydra Model 2244 Hydra Model Straight Grade 321 15 522.00 514.18 512.89 7.82 0.40% 0.583 2.85 0.31 2.29 2245 2244 Hydra Model Hydra Model 2246 Hydra Model Straight Grade 265 15 520.00 512.89 511.78 7.11 0.42% 0.589 2.87 0.30 2.34 2247 2246 Hydra Model Hydra Model 2060 Hydra Model Straight Grade 244 15 519.00 511.78 510.80 7.22 0.40% 0.589 2.71 0.31 2.28 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 2250 2249 Hydra Model Hydra Model 2251 Hydra Model Straight Grade 466 15 400.00 392.48 388.95 7.52 0.76% 0.146 0.92 0.13 3.79 2252 2251 Hydra Model Hydra Model 2253 Hydra Model Hydra Model 321 15 398.00 388.95 386.24 9.05 0.84% 1.281 4.57 0.38 2.87 2254 2253 Hydra Model Hydra Model 2255 Hydra Model Straight Grade 365 15 394.00 386.24 383.33 7.76 0.80% 1.278 4.51 0.39 2.76 2256 2255 Hydra Model Hydra Model 2257 Hydra Model Hydra Model 415 15 391.00 383.33 378.50 7.67 1.16% 1.281 4.44 0.35 3.60 2258 2257 Hydra Model Hydra Model 2259 Hydra Model Hydra Model 297 15 386.00 378.50 376.76 7.50 0.59% 1.288 4.27 0.44 2.18 2260 2259 Hydra Model Hydra Model 2261 Hydra Model Hydra Model 149 15 385.00 376.76 375.40 8.24 0.91% 1.293 4.31 0.38 3.03 2262 2261 Hydra Model Hydra Model 2263 Hydra Model Straight Grade 131 18 385.00 375.40 373.28 9.60 1.62% 2.344 7.02 0.36 7.02 2264 2263 Hydra Model Hydra Model 2265 Hydra Model Hydra Model 180 18 383.00 373.28 368.80 9.72 2.49% 2.343 7.96 0.30 9.27 2266 2265 Hydra Model Hydra Model 2267 Hydra Model Straight Grade 180 18 378.00 368.80 368.19 9.20 0.34% 0.402 2.43 0.21 3.88 2268 2267 Hydra Model Hydra Model 2269 Hydra Model Straight Grade 186 21 378.00 363.06 362.49 14.94 0.31% 0.402 1.63 0.17 5.74 2270 2269 Hydra Model Hydra Model 2271 Hydra Model Straight Grade 332 21 376.00 362.49 362.20 13.51 0.09% 0.401 1.64 0.26 2.88 2272 2271 Hydra Model Hydra Model 924 Hydra Model Straight Grade 172 21 372.00 362.20 361.60 9.80 0.35% 0.401 2.39 0.17 6.15 2273 2265 Hydra Model Hydra Model 1635 Hydra Model AsBuilt 22 12 378.00 368.80 365.63 9.20 14.20% 1.941 14.40 0.32 7.51 2274 1635 Hydra Model Hydra Model 2275 Hydra Model AsBuilt 202 30 377.00 364.03 363.50 12.97 0.26% 3.948 3.83 0.35 10.78 2276 2275 Hydra Model Hydra Model 2277 Hydra Model AsBuilt 397 30 374.00 363.50 362.50 10.50 0.25% 3.948 4.15 0.37 10.47 2278 2277 Hydra Model Hydra Model 2279 Hydra Model Straight Grade 119 30 372.00 362.50 362.00 9.50 0.42% 3.948 4.22 0.31 14.67 2280 2279 Hydra Model Hydra Model 2281 Hydra Model AsBuilt 402 30 369.00 362.00 361.00 7.00 0.25% 3.947 3.81 0.36 10.37 2282 2281 Hydra Model Hydra Model 2283 Hydra Model AsBuilt 470 30 368.00 361.00 359.90 7.00 0.23% 3.947 3.62 0.36 9.94 2284 2283 Hydra Model Hydra Model 2285 Hydra Model AsBuilt 475 30 367.00 359.90 358.90 7.10 0.21% 3.947 3.88 0.39 9.23 2286 2285 Hydra Model Hydra Model 934 Hydra Model AsBuilt 270 30 366.00 358.90 357.80 7.10 0.41% 3.947 4.60 0.32 14.37 2287 920 Hydra Model Hydra Model 2261 Hydra Model AsBuilt 268 15 398.20 379.03 375.40 19.17 1.36% 1.230 6.43 0.16 21.36 2290 16 Hydra Model Hydra Model 2291 Hydra Model AsBuilt 132 18 532.80 508.50 507.80 24.30 0.53% 0.265 2.44 0.15 5.10 2293 2294 Hydra Model Hydra Model 2196 Hydra Model AsBuilt 184 12 536.00 535.00 534.00 1.00 0.54% 0.000 0.00 0.01 1.84 2299 1494 Hydra Model Hydra Model 2291 Hydra Model AsBuilt 274 18 526.00 516.06 514.90 9.94 0.42% 0.022 1.12 0.05 4.76 2302 2301 Hydra Model Hydra Model 2303 Hydra Model Straight Grade 233 24 476.00 466.09 465.36 9.91 0.31% 1.789 3.19 0.30 7.08 2304 2303 Hydra Model Hydra Model 1586 Hydra Model AsBuilt 417 15 475.00 465.36 463.30 9.64 0.49% 1.788 4.14 0.54 1.39 2333 1103 Hydra Model Hydra Model 2326 Hydra Model Straight Grade 122 15 391.30 382.70 382.35 8.60 0.29% 2.107 3.57 0.72 0.32 2334 2335 Hydra Model Hydra Model 1103 Hydra Model AsBuilt 350 15 390.00 383.53 383.29 6.47 0.07% 0.229 1.37 0.34 0.96 2336 2337 Hydra Model Hydra Model 2335 Hydra Model Straight Grade 105 15 393.00 384.11 383.87 8.89 0.23% 0.230 1.94 0.23 1.93 2338 2339 Hydra Model Hydra Model 2337 Hydra Model AsBuilt 301 15 391.00 384.44 384.14 6.56 0.10% 0.215 1.42 0.29 1.21 2340 2341 Hydra Model Hydra Model 2339 Hydra Model AsBuilt 294 15 392.00 384.91 384.54 7.09 0.13% 0.142 1.23 0.20 1.46 2342 2343 Hydra Model Hydra Model 2341 Hydra Model Compare Raster to MH Depth 114 10 392.00 385.43 384.99 6.57 0.39% 0.141 2.01 0.27 0.81 2344 2345 Hydra Model Hydra Model 2343 Hydra Model AsBuilt 301 10 393.00 386.61 385.53 6.39 0.36% 0.141 1.97 0.27 0.78 2346 2347 Hydra Model Hydra Model 2345 Hydra Model Straight Grade 60 10 393.00 387.02 386.74 5.98 0.47% 0.140 2.10 0.25 0.91 2348 1110 Hydra Model Hydra Model 2347 Hydra Model Straight Grade 376 10 394.40 388.90 387.08 5.50 0.48% 0.140 2.11 0.25 0.93 2349 2325 Hydra Model Hydra Model 2350 Hydra Model AsBuilt 72 12 404.80 395.51 394.74 9.29 1.07% 1.138 4.64 0.47 1.44 2351 2350 Hydra Model Hydra Model 2352 Hydra Model AsBuilt 235 12 404.80 394.74 392.44 10.06 0.98% 1.138 5.15 0.51 1.33 2353 2352 Hydra Model Hydra Model 2251 Hydra Model AsBuilt 173 12 398.00 392.44 388.95 5.56 2.02% 1.138 5.41 0.39 2.40 2354 2355 Hydra Model Hydra Model 2249 Hydra Model AsBuilt 200 12 402.00 393.00 392.48 9.00 0.26% 0.118 1.73 0.22 1.15 2356 2357 Hydra Model Hydra Model 2355 Hydra Model AsBuilt 329 12 403.00 393.78 393.00 9.22 0.24% 0.105 1.36 0.20 1.11 2358 2359 Hydra Model Hydra Model 2357 Hydra Model Straight Grade 310 12 407.50 394.57 393.78 12.93 0.25% 0.092 1.36 0.18 1.17 2408 2060 Hydra Model Hydra Model 2409 Hydra Model AsBuilt 375 15 518.00 510.80 509.08 7.20 0.46% 0.717 2.70 0.33 2.35 2410 2409 Hydra Model Hydra Model 2411 Hydra Model Straight Grade 375 15 518.00 509.08 508.18 8.92 0.24% 0.715 2.67 0.41 1.50 2412 2411 Hydra Model Hydra Model 2413 Hydra Model Straight Grade 200 14 518.00 507.83 506.11 10.17 0.86% 0.719 3.98 0.31 2.77 2414 2413 Hydra Model Hydra Model 2415 Hydra Model Straight Grade 375 14 517.00 506.11 502.58 10.89 0.94% 0.741 4.14 0.31 2.91 2416 2415 Hydra Model Hydra Model 2417 Hydra Model AsBuilt 425 14 512.00 502.58 498.01 9.42 1.08% 0.748 4.30 0.30 3.15 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 2418 2417 Hydra Model Hydra Model 909 Hydra Model AsBuilt 400 14 518.00 498.01 494.06 19.99 0.99% 0.747 4.23 0.30 2.99 10000 9365 Inv+10 Straight Grade 9364 Inv+10 Straight Grade 166 10 366.60 359.51 359.05 7.09 0.28% 0.047 1.19 0.16 0.76 10001 9364 Inv+10 Straight Grade 9377 Inv+10 Straight Grade 214 14 366.60 359.05 358.73 7.55 0.15% 0.049 0.98 0.13 1.41 10002 9377 Inv+10 Straight Grade 9362 Inv+10 Straight Grade 380 10 366.60 358.73 357.66 7.87 0.28% 0.053 1.29 0.17 0.76 10003 9362 Inv+10 Straight Grade 154 Hydra Model Straight Grade 380 10 366.60 357.66 356.60 8.94 0.28% 0.055 0.99 0.18 0.76 10004 9307 Raster Value Compare Raster to MH Depth 9365 Inv+10 Straight Grade 380 10 366.60 360.58 359.51 6.02 0.28% 0.042 1.17 0.15 0.77 10005 5033 Raster Value Straight Grade 5034 Raster Value Record Dwg 787 10 360.10 353.15 350.95 6.95 0.28% 0.045 1.16 0.16 0.77 10006 5034 Raster Value Straight Grade 1138 Hydra Model Record Dwg 388 12 360.10 350.95 350.10 9.15 0.22% 0.046 1.17 0.15 1.12 10007 8917 Raster Value Straight Grade 1113 Hydra Model Record Dwg 306 10 388.30 379.16 378.30 9.14 0.28% 0.170 1.82 0.31 0.64 10008 5763 Raster Value Straight Grade 8917 Raster Value Record Dwg 199 10 388.30 379.71 379.16 8.59 0.28% 0.151 1.68 0.29 0.66 10009 8906 Raster Value Straight Grade 5763 Raster Value Record Dwg 119 10 388.30 380.05 379.71 8.25 0.29% 0.150 1.76 0.29 0.67 10010 6876 Raster Value Straight Grade 8906 Raster Value Record Dwg 419 10 388.30 381.22 380.05 7.08 0.28% 0.148 1.75 0.29 0.66 10016 8864 Raster Value Straight Grade 8863 Raster Value Record Dwg 167 10 407.00 397.95 397.48 9.05 0.28% 0.088 1.57 0.23 0.73 10017 8863 Raster Value Straight Grade 8862 Raster Value Hydra Model 173 10 407.00 397.48 397.00 9.52 0.28% 0.086 1.36 0.22 0.72 10018 5746 Raster Value AsBuilt 1115 Hydra Model Hydra Model 373 10 388.80 381.38 378.28 7.42 0.83% 0.005 0.91 0.04 1.39 10019 5747 Raster AsBuilt 5746 Raster Value Hydra Model 344 10 388.80 383.14 381.38 5.66 0.51% 0.002 0.43 0.03 1.10 10020 6985 Raster Value Straight Grade 2249 Hydra Model Hydra Model 26 12 402.48 392.48 392.48 10.00 0.00% 0.026 0.46 0.17 0.13 10021 7327 Raster Value Compare Raster to MH Depth 2249 Hydra Model Straight Grade 300 12 402.48 392.48 392.48 10.00 0.00% 0.001 0.04 0.17 0.04 10022 6542 AsBuilt AsBuilt 6541 AsBuilt Hydra Model 22 12 406.87 397.29 396.42 9.58 3.94% 0.037 1.94 0.06 4.92 10023 7471 AsBuilt AsBuilt 7472 AsBuilt Hydra Model 106 10 413.72 408.11 407.34 5.61 0.73% 0.075 2.01 0.16 1.23 10024 7472 AsBuilt AsBuilt 7492 AsBuilt Hydra Model 383 10 412.89 407.34 403.48 5.55 1.01% 0.089 2.37 0.16 1.45 10025 7467 AsBuilt AsBuilt 7491 AsBuilt Hydra Model 326 10 413.25 407.24 403.93 6.01 1.02% 0.018 1.41 0.08 1.53 10026 7491 AsBuilt AsBuilt 6887 AsBuilt Hydra Model 300 10 410.02 403.93 400.93 6.09 1.00% 0.020 1.46 0.08 1.52 10027 7492 AsBuilt AsBuilt 7205 Raster Value Hydra Model 381 10 408.97 403.48 399.62 5.49 1.01% 0.090 2.37 0.16 1.45 10028 6541 AsBuilt AsBuilt 7325 AsBuilt Hydra Model 104 12 406.67 396.42 395.51 10.25 0.87% 0.040 0.92 0.10 1.95 10029 7324 AsBuilt AsBuilt 6985 Raster Value Hydra Model 427 12 404.83 395.70 392.48 9.13 0.75% 0.025 0.68 0.08 2.14 10030 7325 AsBuilt AsBuilt 2325 Hydra Model Hydra Model 24 10 405.30 395.76 395.51 9.54 1.04% 0.150 1.16 0.24 1.42 10031 7323 Est Straight Grade 7325 AsBuilt Hydra Model 26 10 405.30 396.02 395.76 9.28 1.02% 0.093 1.96 0.17 1.46 10032 7205 Raster Value AsBuilt 7323 Est Hydra Model 361 10 405.51 399.62 396.02 5.89 1.00% 0.092 2.39 0.17 1.44 10033 6538 AsBuilt AsBuilt 7324 AsBuilt Hydra Model 221 10 405.21 397.93 395.70 7.28 1.01% 0.023 1.52 0.09 1.52 10034 6887 AsBuilt AsBuilt 6538 AsBuilt Hydra Model 300 10 406.99 400.93 397.93 6.06 1.00% 0.021 1.51 0.08 1.51 10035 5808 Raster Value AsBuilt 9401 Hydra Model Hydra Model 309 10 448.70 433.13 430.81 15.57 0.75% 0.034 2.18 0.12 1.30 10036 9406 Inv+10 Straight Grade 5808 Raster Value Hydra Model 297 10 448.70 435.37 433.13 13.33 0.75% 0.031 1.37 0.10 1.30 10038 5989 Inv+8 Straight Grade 6605 AsBuilt Hydra Model 13 10 425.01 417.01 416.96 8.00 0.40% 0.009 0.83 0.07 0.96 10039 6605 AsBuilt AsBuilt 7539 Raster Value Hydra Model 327 10 423.83 416.96 415.31 6.87 0.50% 0.011 0.77 0.07 1.08 10040 7539 Raster Value Compare Raster to MH Depth 5861 AsBuilt Hydra Model 331 10 422.06 415.31 412.48 6.75 0.85% 0.028 1.49 0.10 1.39 10041 5861 AsBuilt AsBuilt 5864 AsBuilt Hydra Model 306 10 418.88 412.48 410.10 6.40 0.78% 0.029 1.69 0.10 1.32 10042 5953 AsBuilt AsBuilt 5954 AsBuilt Hydra Model 155 10 422.44 415.41 413.78 7.03 1.06% 0.004 0.75 0.04 1.57 10043 5954 AsBuilt AsBuilt 5862 AsBuilt Hydra Model 239 10 420.56 413.78 411.86 6.78 0.80% 0.006 0.74 0.05 1.37 10044 5862 AsBuilt AsBuilt 5863 AsBuilt Hydra Model 209 10 418.74 411.86 410.10 6.88 0.84% 0.013 1.18 0.07 1.40 10045 5864 AsBuilt AsBuilt 5865 AsBuilt Hydra Model 28 10 416.89 410.10 409.65 6.79 1.63% 0.031 1.23 0.09 1.93 10046 5865 AsBuilt AsBuilt 7471 AsBuilt Hydra Model 208 10 416.23 409.65 408.11 6.58 0.74% 0.073 1.99 0.16 1.25 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 10047 5863 AsBuilt AsBuilt 7467 AsBuilt Hydra Model 368 10 417.27 410.10 407.24 7.17 0.78% 0.015 1.24 0.07 1.34 10048 8339 AsBuilt AsBuilt 8664 AsBuilt Hydra Model 395 10 504.44 491.38 490.21 13.06 0.30% 0.103 1.60 0.24 0.73 10049 8664 AsBuilt AsBuilt 6592 AsBuilt Hydra Model 417 10 503.50 490.21 489.01 13.29 0.29% 0.103 1.42 0.24 0.72 10050 6592 AsBuilt AsBuilt 8415 AsBuilt Hydra Model 381 10 502.20 489.01 487.81 13.19 0.31% 0.138 1.89 0.28 0.72 10051 8415 AsBuilt AsBuilt 8711 AsBuilt Hydra Model 400 10 499.90 486.80 485.36 13.10 0.36% 0.140 1.82 0.26 0.78 10052 8711 AsBuilt AsBuilt 5053 AsBuilt Hydra Model 401 10 497.27 485.36 483.92 11.91 0.36% 0.142 2.12 0.28 0.78 10053 5053 AsBuilt AsBuilt 5052 AsBuilt Hydra Model 377 10 493.97 483.92 480.55 10.05 0.89% 0.142 2.33 0.21 1.31 10054 5052 AsBuilt AsBuilt 5735 AsBuilt Hydra Model 102 10 491.00 480.55 480.06 10.45 0.48% 0.143 2.05 0.25 0.92 10058 8520 AsBuilt AsBuilt 8519 AsBuilt Hydra Model 226 10 569.84 563.95 563.19 5.89 0.34% 0.008 1.05 0.08 0.88 10059 8521 AsBuilt AsBuilt 8520 AsBuilt Hydra Model 239 10 569.84 564.54 563.95 5.30 0.25% 0.008 0.66 0.07 0.76 10060 8527 AsBuilt AsBuilt JCT‐30 Inv+10 Hydra Model 273 10 569.20 565.22 561.51 3.98 1.36% 0.020 1.11 0.07 1.77 10061 8524 AsBuilt AsBuilt 8527 AsBuilt Hydra Model 263 10 571.56 565.86 565.22 5.70 0.24% 0.012 0.85 0.10 0.74 10062 8525 AsBuilt AsBuilt 8521 AsBuilt Hydra Model 374 10 570.70 565.88 564.54 4.82 0.36% 0.002 0.33 0.04 0.92 10063 5152 AsBuilt AsBuilt 8524 AsBuilt Hydra Model 317 10 572.10 567.20 565.86 4.90 0.42% 0.003 0.33 0.04 1.00 10065 8735 Est AsBuilt 1141 Hydra Model Hydra Model 437 12 337.75 333.09 331.00 4.66 0.48% 0.023 0.11 0.08 1.70 10066 5194 Est AsBuilt 8735 Est Hydra Model 295 12 337.50 333.73 333.09 3.77 0.22% 0.022 0.93 0.10 1.14 10067 8736 AsBuilt AsBuilt 5194 Est Hydra Model 437 10 349.00 342.00 333.73 7.00 1.89% 0.007 0.62 0.04 2.10 10068 1133 Hydra Model Hydra Model 1204 Hydra Model Hydra Model 366 30 357.00 342.30 335.30 14.70 1.91% 0.242 1.60 0.06 39.47 10069 8732 Est Straight Grade 6182 AsBuilt Hydra Model 158 10 350.00 346.64 342.22 3.36 2.80% 0.004 0.68 0.03 2.56 10070 6182 AsBuilt AsBuilt 8736 AsBuilt Hydra Model 65 10 346.20 342.20 342.00 4.00 0.31% 0.005 0.78 0.06 0.89 10073 8751 Raster Value Straight Grade 841 Hydra Model Hydra Model 188 12 569.01 559.42 559.01 9.59 0.22% 0.023 0.89 0.10 1.14 10074 7444 Raster Value Straight Grade 7446 Raster Value Hydra Model 113 10 401.95 393.00 392.68 8.95 0.28% 0.002 0.31 0.03 0.81 10075 7446 Raster Value Straight Grade 2127 Hydra Model Hydra Model 260 10 401.95 392.68 391.95 9.27 0.28% 0.007 0.63 0.06 0.81 10076 6201 Raster Value Straight Grade 7446 Raster Value Hydra Model 248 10 401.95 393.37 392.68 8.58 0.28% 0.003 0.44 0.05 0.81 10077 8740 Raster Value AsBuilt 8908 Raster Value Hydra Model 318 12 377.10 369.41 368.79 7.69 0.19% 0.008 0.36 0.06 1.09 10079 8902 Raster Value AsBuilt 1650 Hydra Model Hydra Model 57 12 377.10 367.47 367.10 9.63 0.65% 0.046 0.33 0.16 1.96 10080 6202 Raster Value Straight Grade 6201 Raster Value Hydra Model 204 10 401.95 393.94 393.37 8.01 0.28% 0.002 0.36 0.03 0.81 10081 6966 Raster Value Straight Grade 2038 Hydra Model Hydra Model 101 10 573.85 564.13 563.85 9.72 0.28% 0.107 1.57 0.25 0.70 10082 7256 Raster Value Straight Grade 6966 Raster Value Hydra Model 206 10 573.85 564.71 564.13 9.14 0.28% 0.107 1.59 0.24 0.71 10083 7257 Raster Value Compare Raster to MH Depth 7256 Raster Value Hydra Model 117 10 573.85 565.04 564.71 8.81 0.28% 0.106 1.59 0.24 0.71 10084 9118 Raster Value Straight Grade 7257 Raster Value Straight Grade 335 10 573.85 565.97 565.04 7.88 0.28% 0.105 1.58 0.24 0.70 10085 6344 Raster Value Compare Raster to MH Depth 9118 Raster Value Straight Grade 190 10 573.85 566.51 565.97 7.34 0.28% 0.102 1.56 0.24 0.72 10086 9117 Raster Value Compare Raster to MH Depth 6344 Raster Value Straight Grade 291 10 573.85 567.32 566.51 6.53 0.28% 0.102 1.57 0.24 0.71 10087 7464 Raster Value Compare Raster to MH Depth 9117 Raster Value Straight Grade 257 10 573.85 568.04 567.32 5.81 0.28% 0.099 1.54 0.24 0.71 10088 9116 Raster Value Compare Raster to MH Depth 7464 Raster Value Straight Grade 139 10 573.85 568.43 568.04 5.42 0.28% 0.099 1.56 0.24 0.71 10089 9115 Raster Value Compare Raster to MH Depth 9116 Raster Value Straight Grade 191 10 573.85 568.96 568.43 4.89 0.28% 0.098 1.55 0.24 0.71 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 10090 6346 Raster Value Straight Grade 9115 Raster Value Straight Grade 182 10 573.85 569.47 568.96 4.38 0.28% 0.090 1.47 0.23 0.72 10091 6830 AsBuilt AsBuilt 9072 AsBuilt Hydra Model 462 10 568.85 561.59 560.37 7.26 0.26% 0.011 0.86 0.09 0.78 10092 9072 AsBuilt AsBuilt 7253 Raster Value Straight Grade 393 10 567.87 560.27 559.15 7.60 0.28% 0.013 0.92 0.10 0.81 10093 7253 Raster Value Straight Grade 9077 Raster Value AsBuilt 393 10 568.17 559.05 557.93 9.12 0.28% 0.016 0.98 0.11 0.80 10094 9077 Raster Value Compare Raster to MH Depth 6327 AsBuilt Hydra Model 387 10 568.36 557.83 556.72 10.53 0.29% 0.018 0.54 0.10 0.80 10095 6321 AsBuilt AsBuilt 6533 Raster Value Hydra Model 261 10 568.38 563.33 562.70 5.05 0.24% 0.001 0.49 0.04 0.75 10096 6327 AsBuilt AsBuilt 960 Hydra Model Straight Grade 55 10 570.11 556.52 556.30 13.59 0.40% 0.018 0.08 0.51 0.95 10097 6533 Raster Value Straight Grade 9068 AsBuilt AsBuilt 152 10 569.20 562.60 562.23 6.60 0.24% 0.005 0.52 0.06 0.75 10098 9068 AsBuilt AsBuilt 6830 AsBuilt AsBuilt 190 10 569.63 562.23 561.69 7.40 0.28% 0.006 0.72 0.07 0.81 10099 9059 AsBuilt AsBuilt 5666 AsBuilt AsBuilt 422 10 684.76 673.49 672.10 11.27 0.33% 0.036 1.12 0.14 0.85 10100 6535 AsBuilt AsBuilt 9059 AsBuilt AsBuilt 355 10 686.79 674.56 673.49 12.23 0.30% 0.034 1.15 0.14 0.81 10101 9053 AsBuilt AsBuilt 6535 AsBuilt AsBuilt 211 10 689.27 675.19 674.56 14.08 0.30% 0.032 1.13 0.13 0.81 10102 9056 AsBuilt AsBuilt 9053 AsBuilt AsBuilt 261 10 685.63 675.98 675.19 9.65 0.30% 0.030 1.10 0.13 0.81 10103 7532 AsBuilt AsBuilt 9056 AsBuilt AsBuilt 281 10 685.87 676.83 675.98 9.04 0.30% 0.028 1.07 0.12 0.82 10104 5666 AsBuilt AsBuilt 6286 AsBuilt AsBuilt 284 10 682.23 672.10 671.40 10.13 0.25% 0.036 1.15 0.16 0.73 10105 6286 AsBuilt AsBuilt 7250 AsBuilt AsBuilt 370 10 678.60 671.40 668.62 7.20 0.75% 0.050 1.86 0.13 1.28 10106 7250 AsBuilt AsBuilt 9042 AsBuilt AsBuilt 460 10 677.28 668.62 663.80 8.66 1.05% 0.052 1.68 0.12 1.52 10107 6238 Raster Value AsBuilt 8902 Raster Value AsBuilt 300 12 377.10 368.06 367.47 9.04 0.20% 0.045 1.10 0.15 1.06 10108 6239 Raster Value AsBuilt 6238 Raster Value AsBuilt 34 12 377.10 368.13 368.06 8.97 0.21% 0.041 1.04 0.13 1.10 10109 8904 Raster Value AsBuilt 6239 Raster Value AsBuilt 109 12 377.10 368.44 368.13 8.66 0.28% 0.038 1.05 0.12 1.29 10110 8908 Raster Value AsBuilt 8904 Raster Value AsBuilt 162 12 377.10 368.79 368.44 8.31 0.22% 0.035 1.03 0.12 1.13 10111 8907 Raster Value AsBuilt 8908 Raster Value AsBuilt 159 12 377.10 369.13 367.10 7.97 1.27% 0.026 0.83 0.10 1.13 10112 8905 Raster Value AsBuilt 8907 Raster Value AsBuilt 102 12 377.10 369.35 369.13 7.75 0.22% 0.025 0.91 0.10 1.13 10113 6302 Raster Value AsBuilt 8905 Raster Value AsBuilt 546 12 377.10 370.55 369.35 6.55 0.22% 0.007 0.43 0.06 1.16 10114 6822 Raster Value Straight Grade 7529 Raster Value Straight Grade 250 10 383.80 375.00 374.31 8.80 0.28% 0.007 0.58 0.07 0.80 10115 7529 Raster Value Straight Grade 1116 Hydra Model Hydra Model 180 10 383.80 374.31 373.80 9.49 0.28% 0.012 0.22 0.09 0.80 10116 8878 Raster Value Straight Grade 8882 Raster Value Straight Grade 191 10 390.70 385.21 384.68 5.49 0.28% 0.023 1.30 0.13 0.79 10117 8882 Raster Value Straight Grade 8880 Raster Value Straight Grade 60 12 390.70 384.68 383.37 6.02 2.19% 0.023 1.18 0.06 3.67 10118 8880 Raster Value Straight Grade 8881 Raster Value Straight Grade 288 12 390.70 383.37 382.73 7.33 0.22% 0.028 0.96 0.11 1.15 10119 8881 Raster Value Straight Grade 6230 Raster Value Straight Grade 219 12 390.70 382.73 382.25 7.97 0.22% 0.029 0.97 0.11 1.14 10120 6230 Raster Value Straight Grade 8885 Raster Value Straight Grade 222 12 390.70 382.25 381.76 8.45 0.22% 0.030 0.61 0.11 1.14 10121 8885 Raster Value Straight Grade 6231 Raster Value Straight Grade 239 12 390.70 381.76 380.70 8.94 0.44% 0.098 1.39 0.20 1.08 10122 6231 Raster Value Straight Grade 1198 Hydra Model Hydra Model 241 12 390.70 381.23 380.70 9.47 0.22% 0.099 1.34 0.20 1.07 10123 8792 Raster Value Straight Grade 8791 Raster Value Straight Grade 340 10 387.80 379.12 378.17 8.68 0.28% 0.007 0.65 0.06 0.80 10124 8791 Raster Value Straight Grade 1191 Hydra Model Hydra Model 133 10 387.80 378.17 377.80 9.63 0.28% 0.008 0.21 0.07 0.80 10125 6842 Raster Value Straight Grade 2324 Hydra Model Hydra Model 109 10 553.02 543.32 543.02 9.70 0.28% 0.042 0.99 0.16 0.76 10126 7353 Hydra Model Hydra Model 1404 Hydra Model Hydra Model 281 18 742.82 732.82 719.56 10.00 4.72% 0.003 0.73 0.01 15.10 10129 7948 Inv+8 Straight Grade 6084 Raster Value Straight Grade 287 10 454.28 446.28 445.42 8.00 0.30% 0.102 1.61 0.24 0.74 10130 7947 Raster Value Straight Grade 851 Hydra Model Hydra Model 319 10 452.50 443.50 442.54 9.00 0.30% 0.103 1.12 0.24 0.74 10131 6084 Raster Value Straight Grade 7943 Raster Value Straight Grade 291 10 452.50 445.42 444.55 7.08 0.30% 0.102 1.61 0.24 0.74 10132 7943 Raster Value Straight Grade 7947 Raster Value Straight Grade 350 10 452.50 444.55 443.50 7.95 0.30% 0.103 1.62 0.24 0.74 10133 7944 Inv+8 Straight Grade 7948 Inv+8 Straight Grade 82 10 454.28 446.51 446.28 7.77 0.28% 0.102 1.59 0.24 0.71 10134 6097 Inv+8 Straight Grade 6668 Raster Value Straight Grade 368 12 448.23 440.23 416.89 8.00 6.34% 0.001 0.21 0.01 6.29 10135 7505 AsBuilt AsBuilt 7506 AsBuilt AsBuilt 93 12 483.00 474.65 474.08 8.35 0.62% 0.142 2.25 0.18 1.81 10136 7506 AsBuilt AsBuilt 7508 AsBuilt AsBuilt 228 12 480.00 473.98 472.27 6.02 0.75% 0.142 2.40 0.17 2.02 10137 7508 AsBuilt AsBuilt 7507 AsBuilt AsBuilt 155 12 480.00 472.17 470.87 7.83 0.84% 0.142 2.50 0.17 2.14 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 10138 8318 Inv+8 AsBuilt 6097 Inv+8 Straight Grade 291 12 458.00 450.00 440.23 8.00 3.36% 0.001 0.00 0.01 4.57 10139 8108 AsBuilt AsBuilt 8318 Inv+8 AsBuilt 354 12 464.79 458.24 456.30 6.55 0.55% 0.000 0.00 0.01 1.85 10140 7441 Inv+8 Straight Grade 8317 AsBuilt AsBuilt 331 12 495.46 487.46 480.23 8.00 2.19% 0.125 3.37 0.13 3.57 10141 8317 AsBuilt AsBuilt 7551 AsBuilt AsBuilt 440 12 490.02 463.07 463.07 26.95 0.00% 0.125 2.34 0.13 3.61 10142 7507 AsBuilt AsBuilt 7551 AsBuilt AsBuilt 195 12 480.00 470.77 470.38 9.23 0.20% 0.142 1.65 0.26 0.97 10143 6077 AsBuilt AsBuilt 7505 AsBuilt AsBuilt 312 12 495.00 477.21 474.75 17.79 0.79% 0.142 2.44 0.17 2.07 10144 7982 Inv+8 AsBuilt 6077 AsBuilt AsBuilt 202 12 486.92 478.92 477.31 8.00 0.80% 0.074 2.02 0.13 2.15 10145 7981 Inv+8 AsBuilt 7982 Inv+8 AsBuilt 169 12 488.27 480.27 478.92 8.00 0.80% 0.070 1.96 0.12 2.16 10146 7980 AsBuilt Straight Grade 7984 Inv+8 AsBuilt 357 12 495.00 486.08 483.18 8.92 0.81% 0.060 1.92 0.11 2.19 10147 7551 AsBuilt AsBuilt 6033 Inv+8 Straight Grade 132 12 478.79 463.07 463.07 15.72 0.00% 0.232 3.46 0.20 2.52 10148 6033 Inv+8 Straight Grade 6032 AsBuilt AsBuilt 192 12 476.77 463.07 463.07 13.70 0.00% 0.232 3.16 0.18 3.14 10149 6032 AsBuilt AsBuilt 6037 Raster Value Straight Grade 210 12 475.85 463.07 463.07 12.78 0.00% 0.305 3.37 0.23 2.24 10150 6037 Raster Value Straight Grade 6034 AsBuilt AsBuilt 187 12 473.07 463.07 460.35 10.00 1.45% 0.305 3.56 0.22 2.70 10151 7984 Inv+8 AsBuilt 7983 Inv+8 Straight Grade 257 12 491.18 483.18 481.04 8.00 0.83% 0.061 1.92 0.11 2.22 10152 7983 Inv+8 Straight Grade 7981 Inv+8 AsBuilt 92 12 489.04 481.04 480.27 8.00 0.84% 0.062 1.86 0.11 2.22 10153 6036 Inv+8 Straight Grade 6032 AsBuilt AsBuilt 251 12 474.25 466.25 463.07 8.00 1.27% 0.073 1.10 0.15 1.50 10158 8602 AsBuilt AsBuilt 5991 Raster Value Compare Raster to MH Depth 221 10 489.09 480.91 480.43 8.18 0.22% 0.011 0.76 0.09 0.70 10159 5991 Raster Value Compare Raster to MH Depth 9338 AsBuilt AsBuilt 171 10 488.22 480.43 479.59 7.79 0.49% 0.012 0.75 0.07 1.06 10160 9384 Inv+8 Straight Grade 8270 Inv+8 Straight Grade 322 10 481.82 473.82 472.54 8.00 0.40% 0.063 1.55 0.17 0.91 10161 8270 Inv+8 Straight Grade 8269 Inv+8 Straight Grade 60 10 480.54 472.54 472.30 8.00 0.40% 0.063 1.54 0.17 0.91 10162 9338 AsBuilt AsBuilt 6446 AsBuilt AsBuilt 58 10 487.04 479.49 479.41 7.55 0.14% 0.115 1.72 0.31 0.45 10163 6446 AsBuilt AsBuilt 9349 AsBuilt AsBuilt 132 10 487.01 479.41 477.93 7.60 1.12% 0.118 2.05 0.18 1.51 10164 9349 AsBuilt AsBuilt 7934 AsBuilt AsBuilt 401 10 485.50 477.93 476.76 7.57 0.29% 0.118 1.68 0.26 0.71 10165 7934 AsBuilt AsBuilt 6003 AsBuilt AsBuilt 400 10 484.38 476.76 475.46 7.62 0.33% 0.120 1.70 0.25 0.76 10166 6003 AsBuilt AsBuilt 7935 AsBuilt AsBuilt 400 10 485.54 475.46 474.26 10.08 0.30% 0.120 1.70 0.26 0.72 10167 7935 AsBuilt AsBuilt 7219 Raster Value Straight Grade 400 10 485.71 474.26 472.96 11.45 0.32% 0.120 1.59 0.25 0.76 10168 7219 Raster Value Straight Grade 7189 AsBuilt AsBuilt 441 10 485.00 472.96 471.79 12.04 0.27% 0.121 1.73 0.28 0.67 10169 5997 Inv+8 Straight Grade 9384 Inv+8 Straight Grade 330 10 483.14 475.14 473.82 8.00 0.40% 0.063 1.55 0.17 0.91 10170 7931 Inv+8 Straight Grade 5997 Inv+8 Straight Grade 235 10 484.08 476.08 475.14 8.00 0.40% 0.062 1.54 0.17 0.91 10171 7883 Inv+8 Straight Grade 6636 Inv+8 Straight Grade 160 10 478.82 470.82 470.18 8.00 0.40% 0.068 1.59 0.18 0.90 10172 7189 AsBuilt AsBuilt 5977 AsBuilt AsBuilt 158 10 484.39 471.79 470.97 12.60 0.52% 0.123 2.07 0.22 0.98 10173 5979 Inv+8 Straight Grade 8306 AsBuilt AsBuilt 320 10 476.48 468.48 467.10 8.00 0.43% 0.070 1.38 0.18 0.94 10174 6637 Inv+8 Straight Grade 6547 Inv+8 Straight Grade 138 10 477.74 469.74 469.19 8.00 0.40% 0.069 1.58 0.18 0.90 10175 6547 Inv+8 Straight Grade 5979 Inv+8 Straight Grade 177 10 477.19 469.19 468.48 8.00 0.40% 0.069 1.60 0.18 0.90 10176 6636 Inv+8 Straight Grade 6637 Inv+8 Straight Grade 109 10 478.18 470.18 469.74 8.00 0.40% 0.068 1.59 0.18 0.90 10177 7884 Inv+8 Straight Grade 7883 Inv+8 Straight Grade 345 10 480.20 472.20 470.82 8.00 0.40% 0.068 1.58 0.18 0.90 10178 8269 Inv+8 Straight Grade 7884 Inv+8 Straight Grade 25 10 480.30 472.30 472.20 8.00 0.40% 0.064 1.53 0.17 0.91 10179 9447 Record Dwg ‐ NGVD29 Record Dwg 9448 Record Dwg ‐ NGVD29 Record Dwg 26 36 367.18 349.92 348.93 17.26 3.81% 3.312 5.27 0.13 87.85 10180 9448 Record Dwg ‐ NGVD29 Record Dwg 9449 Record Dwg ‐ NGVD29 Record Dwg 218 36 363.82 348.93 348.30 14.89 0.29% 3.311 4.40 0.26 21.78 10181 9449 Record Dwg ‐ NGVD29 Record Dwg 9450 Record Dwg ‐ NGVD29 Record Dwg 155 36 358.06 348.30 345.76 9.76 1.64% 3.311 7.58 0.18 56.51 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 10182 9450 Record Dwg ‐ NGVD29 Record Dwg 9451 Record Dwg ‐ NGVD29 Record Dwg 63 36 357.59 345.76 342.49 11.83 5.20% 3.311 8.58 0.12 103.24 10183 9451 Record Dwg ‐ NGVD29 Record Dwg 9454 Record Dwg ‐ NGVD29 Record Dwg 137 36 353.68 342.49 340.14 11.19 1.72% 3.311 6.78 0.16 57.95 10184 9454 Record Dwg ‐ NGVD29 Record Dwg 9452 Record Dwg ‐ NGVD29 Record Dwg 202 36 349.10 340.14 337.55 8.96 1.28% 3.311 6.10 0.17 49.54 10185 9452 Record Dwg ‐ NGVD29 Record Dwg 9453 Record Dwg ‐ NGVD29 Record Dwg 279 36 344.67 337.55 334.91 7.12 0.95% 3.311 5.80 0.18 42.13 10186 7421 Hydra Model Hydra Model 7416 Hydra Model Hydra Model 18 21 745.67 729.62 729.54 16.05 0.45% 0.002 0.93 0.01 11.11 10187 7420 Hydra Model Hydra Model 7416 Hydra Model Hydra Model 70 12 747.45 731.31 730.25 16.14 1.51% 0.002 1.01 0.02 3.07 10188 7416 Hydra Model Hydra Model 7424 Hydra Model Hydra Model 58 21 746.88 729.27 729.12 17.61 0.26% 0.005 0.85 0.03 5.63 10189 7424 Hydra Model Hydra Model 7426 Hydra Model Hydra Model 144 21 745.50 728.96 728.75 16.54 0.15% 0.006 0.57 0.04 4.23 10469 5813 Raster Value Straight Grade 9409 Inv+10 Straight Grade 145 12 446.42 436.42 435.84 10.00 0.40% 0.014 0.90 0.07 1.56 12936 7332 Hydra Model Hydra Model 7406 Hydra Model Hydra Model 282 10 710.68 699.44 698.64 11.24 0.28% 0.012 0.92 0.09 0.80 12937 7406 Hydra Model Hydra Model 7333 Hydra Model Hydra Model 239 10 707.42 698.44 697.78 8.98 0.28% 0.012 0.91 0.10 0.79 12938 7333 Hydra Model Hydra Model 7352 Hydra Model Hydra Model 261 10 705.27 697.58 696.85 7.69 0.28% 0.013 0.92 0.10 0.80 12939 7352 Hydra Model Hydra Model 7351 Hydra Model Hydra Model 252 10 702.55 696.65 695.94 5.90 0.28% 0.013 0.92 0.10 0.80 12940 7351 Hydra Model Hydra Model 7370 Hydra Model Hydra Model 163 10 700.82 695.74 695.29 5.08 0.28% 0.013 0.92 0.10 0.79 13311 6668 Raster Value Straight Grade 1544 Hydra Model Hydra Model 373 12 426.89 416.89 415.40 10.00 0.40% 0.018 0.35 0.08 1.56 14064 7426 Hydra Model Hydra Model 7425 Hydra Model Hydra Model 303 21 743.49 728.55 728.25 14.94 0.10% 0.007 0.47 0.05 3.49 14065 7425 Hydra Model Hydra Model 7419 Hydra Model Hydra Model 162 21 740.46 728.01 719.20 12.45 5.42% 0.008 1.45 0.01 25.40 14066 7419 Hydra Model Hydra Model 7418 Hydra Model Hydra Model 149 21 734.24 719.50 716.33 14.74 2.13% 0.009 1.59 0.02 16.19 14067 7418 Hydra Model Hydra Model 7413 Hydra Model Hydra Model 130 21 730.05 716.13 709.94 13.92 4.76% 0.013 2.05 0.02 24.20 14068 7413 Hydra Model Hydra Model 7414 Hydra Model Hydra Model 177 21 723.41 709.80 700.51 13.61 5.24% 0.014 2.17 0.02 25.41 14069 7371 Hydra Model Hydra Model 7373 Hydra Model Hydra Model 400 12 704.12 696.76 696.00 7.36 0.19% 0.033 1.04 0.14 1.08 14070 7373 Hydra Model Hydra Model 7372 Hydra Model Hydra Model 137 12 705.61 695.90 695.60 9.71 0.22% 0.034 1.11 0.13 1.13 14071 7372 Hydra Model Hydra Model 7370 Hydra Model Hydra Model 169 12 704.57 695.50 695.10 9.07 0.24% 0.034 1.14 0.13 1.18 14072 7359 Raster Value Straight Grade 7371 Hydra Model Hydra Model 193 12 706.79 697.54 696.79 9.25 0.39% 0.013 0.49 0.06 1.54 14073 9435 Hydra Model Hydra Model 7371 Hydra Model Hydra Model 401 12 706.29 697.77 696.86 8.52 0.23% 0.020 0.95 0.10 1.17 14074 9434 Hydra Model Hydra Model 9433 Hydra Model Hydra Model 400 12 718.46 702.90 702.02 15.56 0.22% 0.005 0.62 0.06 1.17 14075 9433 Hydra Model Hydra Model 9441 Hydra Model Hydra Model 401 12 719.57 701.92 701.04 17.65 0.22% 0.005 0.62 0.06 1.16 14076 9441 Hydra Model Hydra Model 9440 Hydra Model Hydra Model 401 12 719.27 700.94 700.06 18.33 0.22% 0.006 0.62 0.06 1.16 14077 9436 Hydra Model Hydra Model 9435 Hydra Model Hydra Model 271 12 706.44 698.47 697.87 7.97 0.22% 0.020 0.95 0.10 1.15 14078 9437 Hydra Model Hydra Model 9436 Hydra Model Hydra Model 279 12 712.21 699.20 698.57 13.01 0.23% 0.020 0.95 0.10 1.16 14079 9440 Hydra Model Hydra Model 9437 Hydra Model Hydra Model 304 12 715.29 699.96 699.30 15.33 0.22% 0.020 0.93 0.10 1.14 14080 9430 Hydra Model Hydra Model 9434 Hydra Model Hydra Model 392 12 717.46 703.87 703.00 13.59 0.22% 0.005 0.62 0.06 1.17 14081 9431 Hydra Model Hydra Model 9430 Hydra Model Hydra Model 79 12 717.77 704.04 703.87 13.73 0.22% 0.005 0.50 0.05 1.15 14082 9432 Hydra Model Hydra Model 9431 Hydra Model Hydra Model 326 12 720.25 704.67 704.04 15.58 0.19% 0.005 0.58 0.05 1.17 14083 9421 Hydra Model Hydra Model 9432 Hydra Model Hydra Model 86 12 720.85 704.95 704.76 15.90 0.22% 0.005 0.58 0.05 1.17 14084 7554 Hydra Model Hydra Model 9421 Hydra Model Hydra Model 305 12 722.32 705.72 705.05 16.60 0.22% 0.005 0.62 0.06 1.16 14085 9438 Hydra Model Hydra Model 7555 Hydra Model Hydra Model 158 12 721.50 706.75 706.40 14.75 0.22% 0.005 0.62 0.06 1.17 14086 9427 Hydra Model Hydra Model 9438 Hydra Model Hydra Model 214 12 720.41 707.33 706.85 13.08 0.22% 0.005 0.62 0.06 1.18 14087 9428 Hydra Model Hydra Model 9427 Hydra Model Hydra Model 203 12 719.27 707.87 707.43 11.40 0.22% 0.005 0.61 0.06 1.16 14088 9429 Hydra Model Hydra Model 9428 Hydra Model Hydra Model 350 12 719.30 708.74 707.97 10.56 0.22% 0.005 0.61 0.06 1.17 14089 7557 Hydra Model Hydra Model 9429 Hydra Model Hydra Model 246 12 722.91 709.38 708.84 13.53 0.22% 0.005 0.61 0.06 1.16 14090 7558 Hydra Model Hydra Model 7557 Hydra Model Hydra Model 196 10 722.91 710.27 709.48 12.64 0.40% 0.003 0.71 0.04 0.97 14091 7559 Hydra Model Hydra Model 7558 Hydra Model Hydra Model 156 10 723.97 711.00 710.37 12.97 0.40% 0.003 0.71 0.04 0.97 14092 7555 Hydra Model Hydra Model 7554 Hydra Model Hydra Model 218 12 722.32 706.30 705.82 16.02 0.22% 0.005 0.62 0.06 1.17 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 14095 7381 Hydra Model Hydra Model 7353 Hydra Model Hydra Model 273 18 756.32 746.32 732.92 10.00 4.91% 0.003 1.61 0.01 16.31 14096 7387 Hydra Model Hydra Model 7381 Hydra Model Hydra Model 362 18 771.46 756.46 746.42 15.00 2.77% 0.002 1.36 0.01 12.24 14097 7386 Hydra Model Hydra Model 7387 Hydra Model Hydra Model 341 18 783.34 771.34 756.56 12.00 4.33% 0.002 0.00 0.01 15.32 14098 7384 Hydra Model Hydra Model 7386 Hydra Model Hydra Model 254 18 803.74 793.73 771.44 10.01 8.76% 0.001 0.00 0.01 21.81 14099 7385 Hydra Model Hydra Model 7384 Hydra Model Hydra Model 399 18 830.41 820.41 793.83 10.00 6.66% 0.001 0.00 0.01 19.00 14100 7393 Hydra Model Hydra Model 7385 Hydra Model Hydra Model 298 18 846.82 836.82 820.51 10.00 5.47% 0.001 0.00 0.00 17.22 14101 7388 Hydra Model Hydra Model 7387 Hydra Model Hydra Model 189 10 771.77 761.77 756.66 10.00 2.70% 0.001 0.00 0.01 2.52 14102 7382 Hydra Model Hydra Model 7388 Hydra Model Hydra Model 185 10 778.87 768.87 761.87 10.00 3.78% 0.000 0.00 0.43 2.98 14103 7383 Hydra Model Hydra Model 7382 Hydra Model Hydra Model 191 10 781.71 771.71 768.97 10.00 1.44% 0.000 0.00 0.01 1.84 14104 7389 Hydra Model Hydra Model 7390 Hydra Model Hydra Model 204 10 784.01 774.01 769.37 10.00 2.27% 0.001 1.04 0.02 2.31 14105 7376 Hydra Model Hydra Model 7389 Hydra Model Hydra Model 217 10 790.46 778.33 774.11 12.13 1.94% 0.001 0.97 0.02 2.14 14106 7374 Hydra Model Hydra Model 7376 Hydra Model Hydra Model 128 10 792.33 782.33 778.43 10.00 3.04% 0.000 0.00 0.01 2.68 14107 7391 Hydra Model Hydra Model 7390 Hydra Model Hydra Model 275 10 797.36 781.36 769.27 16.00 4.39% 0.001 0.00 0.00 3.22 14108 7390 Hydra Model Hydra Model 7377 Hydra Model Hydra Model 330 10 784.17 769.17 761.42 15.00 2.35% 0.002 1.09 0.02 2.35 14109 7377 Hydra Model Hydra Model 7378 Hydra Model Hydra Model 200 10 771.32 761.32 751.39 10.00 4.96% 0.002 1.37 0.02 3.42 14110 7378 Hydra Model Hydra Model 7379 Hydra Model Hydra Model 271 10 761.29 751.29 737.73 10.00 5.00% 0.003 1.42 0.02 3.43 14111 7379 Hydra Model Hydra Model 7380 Hydra Model Hydra Model 135 10 747.63 737.63 734.86 10.00 2.05% 0.003 1.07 0.03 2.19 14112 7380 Hydra Model Hydra Model 7423 Hydra Model Hydra Model 80 10 743.31 734.80 733.60 8.51 1.50% 0.003 0.88 0.03 1.87 14113 9457 Inv+10 Straight Grade 7333 Hydra Model Hydra Model 267 10 712.29 702.29 696.90 10.00 2.02% 0.002 0.36 0.03 2.03 14114 9458 Inv+10 Straight Grade 9457 Inv+10 Straight Grade 140 10 716.27 706.27 702.50 10.00 2.70% 0.002 1.12 0.02 2.52 14115 9459 Inv+10 Straight Grade 9458 Inv+10 Straight Grade 245 10 722.96 712.96 706.47 10.00 2.65% 0.002 1.11 0.02 2.50 14116 9460 Inv+10 Straight Grade 9459 Inv+10 Straight Grade 54 10 724.70 714.70 713.16 10.00 2.86% 0.001 1.10 0.02 2.59 14117 9461 Inv+10 Straight Grade 9460 Inv+10 Straight Grade 164 10 729.41 719.41 714.90 10.00 2.76% 0.001 1.05 0.02 2.55 14118 9462 Inv+10 Straight Grade 9461 Inv+10 Straight Grade 302 10 736.20 726.20 719.61 10.00 2.18% 0.001 0.00 0.01 2.27 14119 9463 Inv+10 Straight Grade 9462 Inv+10 Straight Grade 299 10 741.50 731.50 726.40 10.00 1.71% 0.000 0.00 0.01 2.00 14120 7423 Hydra Model Hydra Model 9463 Inv+10 Straight Grade 163 10 742.20 734.35 731.70 7.85 1.63% 0.000 0.00 0.50 1.96 14136 5805 Raster Value Straight Grade 1099 Hydra Model Hydra Model 360 10 437.40 428.40 427.40 9.00 0.28% 0.016 0.48 0.10 0.79 14138 5810 Raster Value Straight Grade 5813 Raster Value Straight Grade 150 12 446.42 436.75 436.42 9.67 0.22% 0.014 0.81 0.08 1.15 14184 9401 Hydra Model AsBuilt 7287 Raster Value AsBuilt 556 10 442.70 430.81 426.06 11.89 0.85% 0.035 1.60 0.05 6.19 14186 7287 Raster Value AsBuilt 759 Hydra Model Hydra Model 782 10 437.20 426.06 420.10 11.14 0.76% 0.088 1.64 0.17 1.25 14221 7370 Hydra Model Hydra Model 1392 Hydra Model Hydra Model 66 15 703.00 694.84 694.52 8.16 0.48% 0.054 1.53 0.09 3.10 14222 2024 Hydra Model Hydra Model 5533 Raster Value Straight Grade 233 12 565.00 556.55 554.82 8.45 0.74% 0.168 2.06 0.19 1.98 CDT‐43 9022 Raster Value Compare Raster to MH Depth 7315 Raster Value Straight Grade 253 10 401.75 391.75 390.74 10.00 0.40% 0.011 0.44 0.08 0.96 CDT‐45 6034 AsBuilt AsBuilt 878 Hydra Model Hydra Model 1442 18 473.07 460.25 457.30 12.82 0.20% 0.311 1.96 0.22 3.02 CDT‐47 980 Hydra Model Hydra Model 6629 Raster Value Straight Grade 917 12 518.00 492.63 488.96 25.37 0.40% 0.744 3.92 0.32 2.66 CDT‐49 6629 Raster Value Straight Grade 5955 Raster Value Compare Raster to MH Depth 86 12 498.96 488.96 488.61 10.00 0.40% 0.744 2.88 0.48 0.83 CDT‐51 5955 Raster Value Compare Raster to MH Depth 912 Hydra Model Hydra Model 2653 12 498.61 488.61 478.00 10.00 0.40% 0.826 3.34 0.53 0.75 CDT‐53 9453 Record Dwg ‐ NGVD29 Record Dwg 1141 Hydra Model Hydra Model 1362 30 344.79 333.32 331.00 11.47 0.17% 3.608 3.34 0.39 8.24 CDT‐57 6883 AsBuilt AsBuilt 5811 AsBuilt AsBuilt 179 15 459.70 448.70 448.37 11.00 0.18% 0.558 2.14 0.37 1.38 CDT‐59 5811 AsBuilt AsBuilt 5812 AsBuilt AsBuilt 498 15 455.77 448.37 447.36 7.40 0.20% 0.561 2.01 0.36 1.48 CDT‐61 5812 AsBuilt AsBuilt 999 Hydra Model Hydra Model 490 15 457.86 447.36 446.40 10.50 0.20% 0.595 2.45 0.41 1.41 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole CDT‐63 5735 AsBuilt Straight Grade 1136 Hydra Model Hydra Model 390 10 490.00 480.06 478.20 9.94 0.48% 0.165 2.26 0.27 0.90 CDT‐65 9295 Raster Value Compare Raster to MH Depth 997 Hydra Model Hydra Model 200 10 489.00 479.00 478.20 10.00 0.40% 0.311 3.02 0.43 0.66 CDT‐77 JCT‐222 Record Dwg ‐ NGVD29 Straight Grade 5199 Est Straight Grade 20 18 367.18 350.12 350.11 17.06 0.05% 0.001 0.17 0.04 1.66 CDT‐79 5199 Est Straight Grade 1126 Hydra Model Hydra Model 324 18 370.53 350.11 350.00 20.42 0.03% 0.003 0.25 0.04 1.35 CDT‐87 2028 Hydra Model Hydra Model 5509 Raster Value Straight Grade 111 12 570.00 559.13 558.69 10.87 0.40% 0.154 1.99 0.21 1.51 CDT‐89 2032 Hydra Model Hydra Model 5524 Raster Value Straight Grade 189 12 570.00 561.29 560.53 8.71 0.40% 0.121 1.62 0.37 1.46 CDT‐91 858 Hydra Model Hydra Model JCT‐38 AsBuilt AsBuilt 444 12 406.00 399.30 398.47 6.70 0.19% 0.636 2.01 0.55 0.44 CDT‐95 924 Hydra Model Hydra Model JCT‐42 Calc Calc 1350 21 368.00 349.00 346.96 19.00 0.15% 0.416 1.74 0.21 3.90 CDT‐101 2196 Hydra Model Hydra Model LESLIE 25 12 536.00 526.50 526.50 9.50 0.00% 0.006 0.51 0.08 0.15 CDT‐103 9187 Calc Model Calc 937 Hydra Model ‐ NGVD29 Hydra Model 578 24 350.00 337.99 337.20 12.01 0.14% 0.003 0.05 0.02 5.85 CDT‐123 JCT‐60 Inv+10 Straight Grade JCT‐62 Inv+10 Straight Grade 214 12 717.95 707.06 706.08 10.89 0.46% 0.002 0.77 0.03 1.69 CDT‐125 JCT‐62 Inv+10 Straight Grade JCT‐64 Inv+10 Straight Grade 329 12 716.42 705.88 698.69 10.54 2.19% 0.002 1.14 0.02 3.69 CDT‐127 JCT‐64 Inv+10 Straight Grade JCT‐66 Inv+10 Straight Grade 399 12 708.28 698.49 685.80 9.79 3.18% 0.002 1.25 0.02 4.45 CDT‐129 JCT‐66 Inv+10 Straight Grade JCT‐68 Inv+10 Straight Grade 399 12 694.48 685.60 678.20 8.88 1.85% 0.002 1.11 0.02 3.39 CDT‐131 JCT‐68 Inv+10 Straight Grade JCT‐70 Inv+10 Straight Grade 394 12 686.53 678.00 671.60 8.53 1.62% 0.002 1.09 0.02 3.18 CDT‐133 JCT‐70 Inv+10 Straight Grade JCT‐72 Inv+10 Straight Grade 351 12 680.23 671.40 665.80 8.83 1.59% 0.002 1.09 0.02 3.15 CDT‐135 JCT‐72 Inv+10 Straight Grade JCT‐74 Inv+10 Straight Grade 228 15 674.66 665.60 662.45 9.06 1.38% 0.003 1.11 0.02 5.31 CDT‐137 JCT‐74 Inv+10 Straight Grade JCT‐76 Inv+10 Straight Grade 351 15 671.07 662.25 658.05 8.82 1.20% 0.003 1.08 0.02 4.94 CDT‐139 JCT‐76 Inv+10 Straight Grade JCT‐78 Inv+10 Straight Grade 299 15 665.42 657.85 654.85 7.57 1.00% 0.003 1.04 0.02 4.53 CDT‐141 JCT‐78 Inv+10 Straight Grade JCT‐80 Inv+10 Straight Grade 158 15 665.30 654.65 653.79 10.65 0.55% 0.003 0.90 0.02 3.34 CDT‐143 JCT‐80 Inv+10 Straight Grade JCT‐82 Inv+10 Straight Grade 77 15 670.50 653.59 653.20 16.91 0.51% 0.003 0.88 0.03 3.22 CDT‐145 JCT‐82 Inv+10 Straight Grade JCT‐84 Inv+10 Straight Grade 372 15 673.57 653.00 651.00 20.57 0.54% 0.003 0.90 0.03 3.31 CDT‐147 JCT‐84 Inv+10 Straight Grade JCT‐86 Inv+10 Straight Grade 166 15 673.39 650.80 650.08 22.59 0.43% 0.003 0.86 0.03 2.98 CDT‐149 JCT‐86 Inv+10 Straight Grade JCT‐88 Inv+10 Straight Grade 303 15 672.50 649.88 644.86 22.62 1.65% 0.003 1.20 0.02 5.82 CDT‐151 JCT‐88 Inv+10 Straight Grade JCT‐90 Inv+10 Straight Grade 459 15 662.86 644.66 640.80 18.20 0.84% 0.003 0.85 0.02 4.15 CDT‐153 JCT‐90 Inv+10 Straight Grade JCT‐92 Inv+10 Straight Grade 147 15 655.29 640.80 637.15 14.49 2.48% 0.003 1.33 0.02 7.12 CDT‐155 JCT‐92 Inv+10 Straight Grade JCT‐94 Inv+10 Straight Grade 191 15 650.74 636.95 624.99 13.79 6.27% 0.003 1.65 0.01 11.33 CDT‐157 JCT‐94 Inv+10 Straight Grade JCT‐96 Inv+10 Straight Grade 176 15 645.84 624.79 620.56 21.05 2.41% 0.003 1.32 0.02 7.02 CDT‐159 JCT‐96 Inv+10 Straight Grade JCT‐98 Inv+10 Straight Grade 104 15 630.84 620.36 617.71 10.48 2.54% 0.003 1.34 0.02 7.21 CDT‐161 JCT‐98 Inv+10 Straight Grade JCT‐100 Inv+10 Straight Grade 165 15 627.53 617.51 615.28 10.02 1.35% 0.003 1.16 0.02 5.25 CDT‐163 JCT‐100 Inv+10 Straight Grade JCT‐102 Inv+10 Straight Grade 312 15 628.28 615.08 608.36 13.20 2.16% 0.004 1.30 0.02 6.64 CDT‐165 JCT‐102 Inv+10 Straight Grade JCT‐104 Inv+10 Straight Grade 177 15 629.07 608.16 606.41 20.91 0.99% 0.004 1.09 0.02 4.49 CDT‐167 JCT‐104 Inv+10 Straight Grade JCT‐106 Inv+10 Straight Grade 270 21 624.18 606.21 602.01 17.97 1.56% 0.006 1.39 0.02 13.84 CDT‐169 JCT‐106 Inv+10 Straight Grade JCT‐108 Inv+10 Straight Grade 406 21 617.78 601.81 595.41 15.97 1.58% 0.006 1.40 0.02 13.92 CDT‐171 JCT‐108 Inv+10 Straight Grade JCT‐110 Inv+10 Straight Grade 392 21 611.82 595.21 593.21 16.61 0.51% 0.006 1.05 0.02 7.92 CDT‐173 JCT‐110 Inv+10 Straight Grade JCT‐112 Inv+10 Straight Grade 205 21 605.43 593.01 586.61 12.42 3.12% 0.006 1.66 0.01 19.60 CDT‐175 JCT‐112 Inv+10 Straight Grade JCT‐114 Inv+10 Straight Grade 175 21 602.23 586.41 582.91 15.82 2.00% 0.006 1.49 0.02 15.68 CDT‐177 JCT‐114 Inv+10 Straight Grade JCT‐116 Inv+10 Straight Grade 356 21 599.41 582.71 576.41 16.70 1.77% 0.006 1.45 0.02 14.76 CDT‐179 JCT‐116 Inv+10 Straight Grade JCT‐118 Inv+10 Straight Grade 299 21 593.31 576.21 572.01 17.10 1.40% 0.006 1.36 0.02 13.13 CDT‐185 JCT‐202 Inv+10 Straight Grade JCT‐124 Inv+10 Straight Grade 201 21 581.08 566.44 565.43 14.64 0.50% 0.006 0.70 0.02 7.87 CDT‐187 JCT‐124 Inv+10 Straight Grade JCT‐126 Inv+10 Straight Grade 203 21 578.64 565.43 564.31 13.21 0.55% 0.006 1.09 0.09 8.24 CDT‐189 JCT‐126 Inv+10 Straight Grade JCT‐128 Inv+10 Straight Grade 202 21 576.19 564.22 563.20 11.97 0.50% 0.006 1.06 0.02 7.87 CDT‐191 JCT‐128 Inv+10 Straight Grade JCT‐130 Inv+10 Straight Grade 203 21 573.74 563.10 562.09 10.64 0.50% 0.006 1.06 0.02 7.83 CDT‐193 JCT‐130 Inv+10 Straight Grade JCT‐132 Inv+10 Straight Grade 337 21 572.82 561.99 551.00 10.83 3.27% 0.006 1.70 0.01 20.05 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole CDT‐195 JCT‐132 Inv+10 Straight Grade JCT‐134 Inv+10 Straight Grade 315 21 572.01 550.90 549.08 21.11 0.58% 0.008 0.86 0.02 8.42 CDT‐197 JCT‐134 Inv+10 Straight Grade JCT‐136 Inv+10 Straight Grade 270 21 565.18 549.08 546.30 16.10 1.03% 0.008 1.32 0.02 11.25 CDT‐199 JCT‐136 Inv+10 Straight Grade JCT‐138 Inv+10 Straight Grade 253 21 559.72 546.20 544.22 13.52 0.78% 0.008 1.23 0.02 9.81 CDT‐201 JCT‐138 Inv+10 Straight Grade JCT‐140 Inv+10 Straight Grade 226 21 554.51 544.12 538.58 10.39 2.45% 0.008 1.62 0.02 17.36 CDT‐203 JCT‐140 Inv+10 Straight Grade JCT‐142 Inv+10 Straight Grade 225 21 549.87 538.48 529.18 11.39 4.14% 0.008 1.83 0.01 22.58 CDT‐213 JCT‐142 Inv+10 Straight Grade JCT‐152 AsBuilt AsBuilt 386 21 545.75 529.08 526.34 16.67 0.71% 0.009 0.85 0.02 9.34 CDT‐215 JCT‐152 AsBuilt AsBuilt JCT‐154 AsBuilt AsBuilt 519 21 536.12 526.34 523.54 9.78 0.54% 0.009 1.14 0.03 8.14 CDT‐217 JCT‐156 Inv+10 Straight Grade JCT‐158 Inv+10 Straight Grade 201 18 669.65 648.68 647.46 20.97 0.61% 0.000 0.00 0.01 5.72 CDT‐219 JCT‐158 Inv+10 Straight Grade JCT‐160 Inv+10 Straight Grade 203 18 663.99 647.26 646.26 16.73 0.49% 0.001 0.00 0.01 5.17 CDT‐221 JCT‐160 Inv+10 Straight Grade JCT‐162 Inv+10 Straight Grade 203 18 660.00 646.06 645.06 13.94 0.49% 0.001 0.68 0.01 5.16 CDT‐223 JCT‐162 Inv+10 Straight Grade JCT‐164 Inv+10 Straight Grade 205 18 657.92 644.86 643.86 13.06 0.49% 0.001 0.72 0.01 5.13 CDT‐225 JCT‐164 Inv+10 Straight Grade JCT‐166 Inv+10 Straight Grade 206 18 656.93 643.66 642.66 13.27 0.48% 0.001 0.75 0.02 5.12 CDT‐227 JCT‐166 Inv+10 Straight Grade JCT‐168 Inv+10 Straight Grade 199 18 655.94 642.46 641.37 13.48 0.55% 0.002 0.81 0.02 5.45 CDT‐229 JCT‐168 Inv+10 Straight Grade JCT‐170 Inv+10 Straight Grade 399 18 654.50 641.17 629.57 13.33 2.91% 0.002 1.33 0.01 12.55 CDT‐231 JCT‐170 Inv+10 Straight Grade JCT‐172 Inv+10 Straight Grade 337 18 644.83 629.37 616.48 15.46 3.82% 0.002 1.46 0.01 14.38 CDT‐233 JCT‐172 Inv+10 Straight Grade JCT‐104 Inv+10 Straight Grade 157 18 632.26 616.28 606.41 15.98 6.28% 0.002 1.69 0.01 18.45 CDT‐235 JCT‐174 Inv+10 Straight Grade JCT‐176 Inv+10 Straight Grade 277 15 579.98 555.44 555.03 24.54 0.15% 0.000 0.18 0.01 1.74 CDT‐237 JCT‐176 Inv+10 Straight Grade JCT‐178 Inv+10 Straight Grade 431 15 579.57 555.03 554.38 24.54 0.15% 0.001 0.24 0.01 1.76 CDT‐239 JCT‐178 Inv+10 Straight Grade JCT‐180 Inv+10 Straight Grade 506 15 578.92 554.38 553.62 24.54 0.15% 0.001 0.25 0.02 1.75 CDT‐241 JCT‐180 Inv+10 Straight Grade JCT‐182 Inv+10 Straight Grade 100 15 578.16 553.62 553.47 24.54 0.15% 0.001 0.26 0.02 1.75 CDT‐243 JCT‐182 Inv+10 Straight Grade JCT‐184 Inv+10 Straight Grade 249 15 578.01 553.47 553.09 24.54 0.15% 0.001 0.27 0.02 1.76 CDT‐245 JCT‐184 Inv+10 Straight Grade JCT‐186 Inv+10 Straight Grade 343 15 577.63 553.09 552.58 24.54 0.15% 0.001 0.31 0.02 1.74 CDT‐247 JCT‐186 Inv+10 Straight Grade JCT‐188 Inv+10 Straight Grade 569 15 577.12 552.58 551.73 24.54 0.15% 0.001 0.31 0.02 1.75 CDT‐249 JCT‐188 Inv+10 Straight Grade JCT‐190 Inv+10 Straight Grade 247 15 576.27 551.73 551.36 24.54 0.15% 0.001 0.31 0.02 1.75 CDT‐251 JCT‐190 Inv+10 Straight Grade JCT‐192 Inv+10 Straight Grade 187 15 575.90 551.36 551.07 24.54 0.15% 0.001 0.31 0.02 1.78 CDT‐253 JCT‐192 Inv+10 Straight Grade JCT‐132 Inv+10 Straight Grade 116 15 575.61 551.07 550.90 24.54 0.15% 0.001 0.27 0.02 1.73 CDT‐255 JCT‐154 AsBuilt AsBuilt JCT‐194 AsBuilt AsBuilt 516 21 533.50 523.44 520.65 10.06 0.54% 0.009 1.14 0.03 8.15 CDT‐257 JCT‐194 AsBuilt AsBuilt 1498 AsBuilt AsBuilt 473 21 530.30 520.55 518.00 9.75 0.54% 0.009 1.14 0.03 8.14 CDT‐259 JCT‐118 Inv+10 Straight Grade JCT‐122 Inv+10 Straight Grade 459 21 587.84 571.81 568.33 16.03 0.76% 0.006 1.17 0.02 9.65 CDT‐269 JCT‐122 Inv+10 Straight Grade JCT‐202 Inv+10 Straight Grade 202 21 583.83 568.23 566.54 15.60 0.84% 0.006 1.20 0.02 10.13 CDT‐279 JCT‐212 Hydra Model Hydra Model 1005 Hydra Model Hydra Model 310 12 428.00 419.67 411.26 8.33 2.72% 0.982 6.03 0.33 3.13 CDT‐281 JCT‐214 Est AsBuilt 6883 AsBuilt AsBuilt 377 15 457.00 449.53 448.70 7.47 0.22% 0.550 2.16 0.35 1.57 CDT‐283 998 Hydra Model Hydra Model 5716 Raster Value Straight Grade 375 15 461.70 454.00 452.32 7.70 0.45% 0.318 2.47 0.22 2.71 CDT‐285 6034 AsBuilt AsBuilt 8108 AsBuilt AsBuilt 349 12 473.07 460.68 458.24 12.39 0.70% 0.000 0.00 0.34 2.09 CDT‐287 JCT‐224 6541 AsBuilt AsBuilt 36 12 406.50 396.75 396.58 9.75 0.48% 0.002 0.77 0.03 1.72 CDT‐291 JCT‐230 Preliminary Preliminary ‐ NGVD29 JCT‐232 Preliminary ‐ NGVD29 Preliminary 190 30 379.63 369.08 368.95 10.55 0.07% 0.385 1.60 0.16 7.13 CDT‐293 JCT‐232 Preliminary Preliminary ‐ NGVD29 JCT‐234 Preliminary ‐ NGVD29 Preliminary 400 30 379.96 368.85 366.45 11.11 0.60% 0.384 2.63 0.09 21.85 CDT‐295 JCT‐234 Preliminary Preliminary ‐ NGVD29 JCT‐236 Preliminary ‐ NGVD29 Preliminary 62 30 380.43 366.35 365.35 14.08 1.62% 0.384 2.89 0.07 36.16 CDT‐297 JCT‐236 Preliminary Preliminary ‐ NGVD29 JCT‐238 Preliminary ‐ NGVD29 Preliminary 350 30 379.65 365.15 363.25 14.50 0.54% 2.469 3.54 0.23 18.71 CDT‐299 JCT‐238 Preliminary Preliminary ‐ NGVD29 JCT‐240 Preliminary ‐ NGVD29 Preliminary 156 30 377.07 363.15 363.04 13.92 0.07% 2.468 3.02 0.35 5.16 CDT‐301 JCT‐240 Preliminary Preliminary ‐ NGVD29 JCT‐242 Preliminary ‐ NGVD29 Preliminary 168 30 374.37 362.94 356.65 11.43 3.74% 2.468 8.82 0.14 53.13 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix F - Existing Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole CDT‐303 JCT‐242 Preliminary Preliminary ‐ NGVD29 JCT‐244 Preliminary ‐ NGVD29 Preliminary 220 30 372.37 356.55 352.30 15.82 1.93% 2.468 4.78 0.17 37.42 CDT‐305 JCT‐244 Preliminary Preliminary ‐ NGVD29 JCT‐246 Preliminary ‐ NGVD29 Preliminary 164 36 369.31 352.20 351.85 17.11 0.21% 3.177 3.62 0.26 18.43 CDT‐307 JCT‐246 Preliminary Preliminary ‐ NGVD29 JCT‐248 Preliminary ‐ NGVD29 Preliminary 365 36 368.02 351.41 351.23 16.61 0.05% 3.176 2.11 0.37 7.20 CDT‐309 JCT‐248 Preliminary Preliminary ‐ NGVD29 JCT‐250 Preliminary ‐ NGVD29 Preliminary 369 36 365.26 351.23 351.03 14.03 0.05% 3.208 2.29 0.36 7.67 CDT‐311 JCT‐250 Preliminary Preliminary ‐ NGVD29 JCT‐252 Preliminary ‐ NGVD29 Preliminary 171 36 364.99 351.03 350.94 13.96 0.05% 3.206 2.68 0.33 7.51 CDT‐313 JCT‐252 Preliminary Preliminary ‐ NGVD29 JCT‐256 Preliminary ‐ NGVD29 Preliminary 121 36 366.26 350.74 350.68 15.52 0.05% 3.213 2.29 0.35 7.20 CDT‐315 JCT‐256 Preliminary Preliminary ‐ NGVD29 JCT‐258 Preliminary ‐ NGVD29 Preliminary 258 36 366.88 350.58 350.45 16.30 0.05% 3.215 2.07 0.37 7.27 CDT‐317 JCT‐258 Preliminary Preliminary ‐ NGVD29 JCT‐260 Preliminary ‐ NGVD29 Preliminary 240 36 367.40 350.45 350.33 16.95 0.05% 3.213 2.11 0.37 7.23 CDT‐319 JCT‐260 Preliminary Preliminary ‐ NGVD29 JCT‐262 Preliminary ‐ NGVD29 Preliminary 273 36 372.40 350.33 350.19 22.07 0.05% 3.215 2.20 0.36 7.36 CDT‐321 JCT‐262 Preliminary Preliminary ‐ NGVD29 JCT‐264 Preliminary ‐ NGVD29 Preliminary 283 36 372.25 350.19 350.04 22.06 0.05% 3.312 2.78 0.35 7.43 CDT‐323 JCT‐264 Preliminary Preliminary ‐ NGVD29 9447 Record Dwg ‐ NGVD29 Record Dwg 31 36 367.32 349.94 349.92 17.38 0.07% 3.312 4.61 0.30 8.62 CDT‐327 JCT‐266 Preliminary Preliminary ‐ NGVD29 JCT‐230 Preliminary ‐ NGVD29 Preliminary 40 30 381.07 369.60 369.28 11.47 0.80% 0.380 2.92 0.08 25.26 CDT‐329 1118 Hydra Model Hydra Model JCT‐230 Preliminary ‐ NGVD29 Preliminary 30 10 379.80 369.80 369.65 10.00 0.50% 0.010 1.02 0.07 1.07 CDT‐331 JCT‐270 Preliminary Preliminary ‐ NGVD29 JCT‐236 Preliminary ‐ NGVD29 Preliminary 19 18 380.31 371.55 366.15 8.76 29.03% 2.144 17.91 0.17 38.36 ---PAGE BREAK--- Appendix G Committed Model Results ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) 2 1200 Hydra Model Hydra Model 861 Hydra Model Hydra Model 579 12 452.00 439.90 410.90 12.10 5.01% 0.075 3.74 0.08 5.51 4 1197 Hydra Model Hydra Model 1202 Hydra Model Hydra Model 252 12 391.00 376.90 376.30 14.10 0.24% 0.097 0.80 0.19 1.12 5 1136 Hydra Model Hydra Model 755 Hydra Model Hydra Model 510 10 490.00 478.20 474.90 11.80 0.65% 0.245 2.72 0.30 0.99 6 1096 Hydra Model Hydra Model 1098 Hydra Model Hydra Model 43 10 441.00 430.60 430.20 10.40 0.93% 0.176 3.13 0.30 1.30 10 1202 Hydra Model Hydra Model 1115 Hydra Model Hydra Model 541 12 391.80 376.30 374.90 15.50 0.26% 0.432 2.15 0.40 0.84 11 1201 Hydra Model Hydra Model 1202 Hydra Model Hydra Model 212 12 390.50 376.40 376.30 14.10 0.05% 0.337 1.47 0.54 0.21 12 1114 Hydra Model ‐ NGVD29 Hydra Model 1201 Hydra Model Hydra Model 370 12 390.60 377.50 376.40 13.10 0.30% 0.337 1.57 0.34 1.02 14 1198 Hydra Model Hydra Model 1114 Hydra Model ‐ NGVD29 Hydra Model 1068 12 391.70 380.70 377.90 11.00 0.26% 0.114 1.65 0.22 1.16 15 2326 Hydra Model Hydra Model 1070 Hydra Model Hydra Model 1896 24 389.80 382.35 379.80 7.45 0.13% 2.853 2.84 0.51 2.96 17 1081 Hydra Model Hydra Model 1197 Hydra Model Hydra Model 262 12 389.60 377.50 376.90 12.10 0.23% 0.093 1.40 0.19 1.10 18 754 Hydra Model Hydra Model 1145 Hydra Model Hydra Model 1096 10 508.00 499.70 494.10 8.30 0.51% 0.187 2.32 0.28 0.91 19 JCT‐220 16&DAYTON 1467 10 388.80 374.80 374.13 14.00 0.05% 0.017 0.51 0.22 0.31 23 159 Hydra Model Hydra Model 1193 Hydra Model Hydra Model 711 12 388.80 374.80 372.20 14.00 0.37% 0.266 2.34 0.29 1.24 24 1192 Hydra Model Hydra Model 159 Hydra Model Hydra Model 306 10 389.10 376.00 375.00 13.10 0.33% 0.235 2.20 0.37 0.64 25 1191 Hydra Model Hydra Model 1192 Hydra Model Hydra Model 556 10 385.70 377.80 376.00 7.90 0.32% 0.229 2.00 0.35 0.64 31 1187 Hydra Model ‐ NGVD29 Hydra Model 1134 Hydra Model Hydra Model 334 12 376.70 369.00 367.70 7.70 0.39% 0.387 2.55 0.35 1.17 32 1186 Hydra Model Hydra Model 1187 Hydra Model ‐ NGVD29 Hydra Model 1445 12 380.40 372.00 369.00 8.40 0.21% 0.373 2.07 0.42 0.76 33 1185 Hydra Model Hydra Model 1186 Hydra Model Hydra Model 533 12 387.20 373.30 372.00 13.90 0.24% 0.353 1.91 0.37 0.88 54 1164 Hydra Model Hydra Model 1165 Hydra Model Hydra Model 692 18 366.00 357.70 356.60 8.30 0.16% 1.305 2.54 0.50 1.63 55 1163 Hydra Model Hydra Model 1164 Hydra Model Hydra Model 340 18 364.30 358.30 357.70 6.00 0.18% 1.300 2.46 0.46 1.79 56 1162 Hydra Model Hydra Model 1163 Hydra Model Hydra Model 630 18 372.00 359.30 358.30 12.70 0.16% 1.289 2.48 0.48 1.64 58 1160 Hydra Model Hydra Model 1161 Hydra Model Hydra Model 685 18 370.50 364.00 361.90 6.50 0.31% 0.612 2.65 0.27 3.46 59 1159 Hydra Model Hydra Model 1160 Hydra Model Hydra Model 1343 16 380.00 372.10 364.00 7.90 0.60% 1.504 5.63 0.47 2.67 61 1158 Hydra Model Hydra Model 23RD&GUM 1329 16 361.10 351.50 348.40 9.60 0.23% 0.256 1.95 0.23 2.34 62 1157 Hydra Model Hydra Model 1158 Hydra Model Hydra Model 1495 15 364.50 355.50 351.50 9.00 0.27% 0.239 1.76 0.22 2.10 63 1156 Hydra Model Hydra Model 1157 Hydra Model Hydra Model 895 15 380.70 371.10 355.50 9.60 1.74% 0.223 2.42 0.13 5.75 64 1155 Hydra Model Hydra Model 1156 Hydra Model Hydra Model 278 12 386.80 377.80 371.10 9.00 2.41% 0.213 3.99 0.16 3.66 65 1154 Hydra Model Hydra Model 1155 Hydra Model Hydra Model 718 12 412.50 399.40 377.80 13.10 3.01% 0.186 3.90 0.14 4.14 66 1153 Hydra Model Hydra Model 1154 Hydra Model Hydra Model 319 12 415.00 400.80 399.40 14.20 0.44% 0.170 2.12 0.22 1.48 67 1152 Hydra Model Hydra Model 1153 Hydra Model Hydra Model 274 12 427.80 414.30 404.90 13.50 3.43% 0.170 4.32 0.13 4.45 68 1151 Hydra Model Hydra Model 1152 Hydra Model Hydra Model 323 12 445.00 435.90 420.20 9.10 4.86% 0.169 4.88 0.12 5.33 69 1150 Hydra Model Hydra Model 1151 Hydra Model Hydra Model 1303 12 450.00 444.50 437.40 5.50 0.54% 0.159 2.22 0.20 1.68 76 1145 Hydra Model Hydra Model 962 Hydra Model Hydra Model 473 10 502.00 492.60 481.60 9.40 2.33% 0.188 4.29 0.20 2.15 79 1142 Hydra Model Hydra Model 942 Hydra Model Hydra Model 189 30 343.00 328.50 328.30 14.50 0.11% 5.106 3.28 0.53 4.24 80 1141 Hydra Model Hydra Model 1142 Hydra Model Hydra Model 1204 30 344.70 331.00 328.50 13.70 0.21% 5.108 3.36 0.43 7.98 81 1128 Hydra Model Hydra Model 9453 Record Dwg ‐ NGVD29 Record Dwg 371 30 347.50 334.20 333.32 13.30 0.24% 0.437 0.70 0.13 13.56 82 1204 Hydra Model Hydra Model 1128 Hydra Model Hydra Model 760 30 357.00 335.30 334.20 21.70 0.14% 0.432 1.72 0.15 10.49 83 1140 Hydra Model Hydra Model 152 Hydra Model ‐ NGVD29 Hydra Model 371 12 354.90 341.80 338.35 13.10 0.93% 0.138 2.56 0.16 2.27 84 1139 Hydra Model Hydra Model 1140 Hydra Model Hydra Model 50 12 356.30 346.80 341.80 9.50 10.00% 0.050 2.25 0.06 7.86 85 1138 Hydra Model Hydra Model 1139 Hydra Model Hydra Model 741 12 360.50 350.10 346.80 10.40 0.45% 0.048 1.50 0.12 1.62 92 1132 Hydra Model ‐ NAVD88 Hydra Model 154 Hydra Model Hydra Model 1140 12 378.30 362.30 356.60 16.00 0.50% 0.123 1.67 0.18 1.64 Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 93 1131 Hydra Model Hydra Model 1132 Hydra Model ‐ NAVD88 Hydra Model 380 12 384.90 376.50 369.20 8.40 1.92% 0.100 3.01 0.12 3.36 96 1069 Hydra Model Hydra Model 1129 Hydra Model Hydra Model 1797 24 393.70 378.80 376.50 14.90 0.13% 2.891 3.00 0.59 2.78 98 1127 Hydra Model Hydra Model 1128 Hydra Model Hydra Model 220 18 350.00 338.08 337.60 11.92 0.22% 0.005 0.74 0.04 3.43 99 1126 Hydra Model Hydra Model 1127 Hydra Model Hydra Model 235 18 363.60 350.00 347.88 13.60 0.90% 0.004 1.12 0.02 6.98 109 1116 Hydra Model Hydra Model 1117 Hydra Model ‐ NGVD29 Hydra Model 942 12 393.50 373.80 371.90 19.70 0.20% 0.456 2.05 0.44 0.67 110 1115 Hydra Model Hydra Model 1116 Hydra Model Hydra Model 562 12 392.50 374.90 373.80 17.60 0.20% 0.435 2.02 0.44 0.67 111 1113 Hydra Model Hydra Model 1114 Hydra Model ‐ NGVD29 Hydra Model 285 10 388.60 378.30 377.50 10.30 0.28% 0.194 1.66 0.33 0.62 118 1107 Hydra Model Hydra Model 1080 Hydra Model Hydra Model 832 10 392.50 377.00 355.30 15.50 2.61% 0.176 4.06 0.18 2.30 120 1105 Hydra Model Hydra Model 1078 Hydra Model Hydra Model 2340 10 372.50 365.50 348.30 7.00 0.74% 0.035 1.60 0.11 1.28 122 1072 Hydra Model Hydra Model 1103 Hydra Model Hydra Model 1511 15 402.00 390.00 382.70 12.00 0.48% 2.612 3.64 0.70 0.53 123 1102 Hydra Model Hydra Model 1075 Hydra Model Hydra Model 2058 12 426.10 417.10 395.00 9.00 1.07% 0.264 1.85 0.22 2.32 124 1101 Hydra Model Hydra Model 1102 Hydra Model Hydra Model 661 12 431.70 423.40 418.50 8.30 0.74% 0.215 2.70 0.22 1.93 125 1100 Hydra Model Hydra Model 1101 Hydra Model Hydra Model 658 12 441.50 427.30 423.40 14.20 0.59% 0.207 2.46 0.22 1.71 126 1099 Hydra Model Hydra Model 1100 Hydra Model Hydra Model 20 12 442.00 427.40 427.30 14.60 0.50% 0.207 2.14 0.26 1.56 127 1098 Hydra Model Hydra Model 1099 Hydra Model Hydra Model 31 10 441.60 430.20 427.40 11.40 9.03% 0.176 3.02 0.13 4.44 145 8894 Raster Value Compare Raster to MH Depth 1081 Hydra Model Hydra Model 939 12 387.90 379.60 377.50 8.30 0.22% 0.124 1.87 0.25 1.06 149 961 Hydra Model Hydra Model 976 Hydra Model Hydra Model 661 12 552.00 537.56 531.06 14.44 0.98% 1.574 3.66 0.58 0.90 153 152 Hydra Model ‐ NGVD29 Hydra Model 937 Hydra Model ‐ NGVD29 Hydra Model 20 15 347.00 337.35 337.19 9.65 0.80% 0.734 2.81 1.14 3.31 156 154 Hydra Model Hydra Model 1080 Hydra Model Hydra Model 380 12 371.00 356.60 355.30 14.40 0.34% 0.185 2.04 0.25 1.27 162 1075 Hydra Model Hydra Model 1072 Hydra Model Hydra Model 1275 15 407.00 395.00 390.00 12.00 0.39% 0.732 2.07 0.35 2.10 163 1074 Hydra Model Hydra Model 1075 Hydra Model Hydra Model 170 15 411.50 399.70 395.10 11.80 2.71% 0.373 3.13 0.15 7.07 164 1073 Hydra Model ‐ NGVD29 Hydra Model 1074 Hydra Model Hydra Model 390 15 441.50 434.00 399.70 7.50 8.79% 0.373 5.93 0.11 13.07 166 1071 Hydra Model Hydra Model 1072 Hydra Model Hydra Model 606 10 437.70 428.20 392.00 9.50 5.97% 1.828 10.51 0.50 1.93 167 1059 Hydra Model Hydra Model 1071 Hydra Model Hydra Model 425 12 461.70 452.39 428.20 9.31 5.69% 1.821 9.70 0.38 4.14 168 1070 Hydra Model Hydra Model 1069 Hydra Model Hydra Model 675 24 393.30 379.80 378.80 13.50 0.15% 2.862 2.60 0.48 3.24 171 1065 Hydra Model ‐ NGVD29 Hydra Model 1066 Hydra Model Hydra Model 419 12 525.40 504.90 492.00 20.50 3.08% 0.221 3.32 0.15 4.16 172 1064 Hydra Model Hydra Model 1065 Hydra Model ‐ NGVD29 Hydra Model 551 21 525.90 505.80 504.90 20.10 0.16% 0.218 1.60 0.17 4.27 173 1063 Hydra Model Hydra Model 1064 Hydra Model Hydra Model 380 18 514.00 507.10 505.80 6.90 0.34% 0.216 1.61 0.15 4.09 174 1062 Hydra Model Hydra Model 1063 Hydra Model Hydra Model 589 15 518.00 509.00 507.10 9.00 0.32% 0.212 2.00 0.20 2.36 175 1061 Hydra Model Hydra Model 1062 Hydra Model Hydra Model 274 15 523.00 510.90 509.00 12.10 0.69% 0.208 2.16 0.16 3.56 176 1060 Hydra Model ‐ NGVD29 Hydra Model 1061 Hydra Model Hydra Model 850 15 525.00 513.80 510.90 11.20 0.34% 0.196 2.02 0.19 2.45 177 1058 Hydra Model Hydra Model 1059 Hydra Model Hydra Model 327 12 472.80 464.34 452.39 8.46 3.65% 1.820 9.08 0.46 2.95 178 1057 Hydra Model Hydra Model 1058 Hydra Model Hydra Model 201 12 472.00 464.64 464.34 7.36 0.15% 1.820 4.60 2.12 ‐0.86 179 1056 Hydra Model Hydra Model 1057 Hydra Model Hydra Model 472 12 480.00 470.95 464.64 9.05 1.34% 1.799 4.20 0.57 1.09 180 1055 Hydra Model Hydra Model 1056 Hydra Model Hydra Model 797 12 506.80 495.84 471.00 10.96 3.12% 1.797 7.39 0.45 2.61 181 1054 Hydra Model ‐ NGVD29 Hydra Model 1055 Hydra Model Hydra Model 510 15 512.10 505.10 498.90 7.00 1.22% 1.795 5.72 0.42 3.19 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 182 1053 Hydra Model Hydra Model 1054 Hydra Model ‐ NGVD29 Hydra Model 505 15 533.90 518.79 505.10 15.11 2.71% 1.755 6.45 0.33 5.69 183 1052 Hydra Model ‐ NGVD29 Hydra Model 1053 Hydra Model Hydra Model 1741 15 536.80 525.40 518.79 11.40 0.38% 1.751 3.82 0.60 1.04 184 1051 Hydra Model Hydra Model 1052 Hydra Model ‐ NGVD29 Hydra Model 666 12 540.70 528.60 525.40 12.10 0.48% 1.729 3.92 0.89 0.00 185 1028 Hydra Model ‐ NGVD29 Hydra Model 1051 Hydra Model Hydra Model 2018 12 561.90 550.80 528.60 11.10 1.10% 1.677 4.29 0.58 0.94 232 762 Hydra Model AsBuilt 2325 Hydra Model Hydra Model 126 12 406.50 396.80 395.51 9.70 1.02% 1.297 4.65 0.52 1.23 233 1004 Hydra Model Hydra Model 918 AsBuilt AsBuilt 833 10 478.00 464.60 448.60 13.40 1.92% 0.296 4.24 0.25 1.83 234 1005 Hydra Model Hydra Model 761 Hydra Model Hydra Model 480 12 419.00 411.26 403.46 7.74 1.63% 1.295 5.89 0.45 1.89 235 759 Hydra Model Hydra Model JCT‐212 Hydra Model Hydra Model 16 12 428.00 420.10 419.67 7.90 2.69% 0.539 3.93 0.25 3.56 236 8306 AsBuilt AsBuilt 1004 Hydra Model Hydra Model 741 10 482.80 467.03 464.60 15.77 0.33% 0.283 2.69 0.43 0.60 237 1002 Hydra Model Hydra Model 760 Hydra Model Hydra Model 302 12 438.70 433.40 427.20 5.30 2.05% 0.753 4.50 0.31 2.82 238 1001 Hydra Model Hydra Model 1002 Hydra Model Hydra Model 284 12 442.70 438.70 433.40 4.00 1.87% 0.752 5.34 0.32 2.66 239 1000 Hydra Model Hydra Model 1001 Hydra Model Hydra Model 280 12 446.00 440.90 438.70 5.10 0.79% 0.751 4.25 0.44 1.46 240 999 Hydra Model Hydra Model 1000 Hydra Model Hydra Model 680 12 454.00 446.40 440.90 7.60 0.81% 0.750 3.75 0.40 1.49 241 963 Hydra Model Hydra Model JCT‐214 Est AsBuilt 469 10 458.00 450.40 449.53 7.60 0.19% 0.694 2.35 0.97 ‐0.03 242 5716 Raster Value Straight Grade 963 Hydra Model Hydra Model 427 15 462.17 452.32 450.40 9.85 0.45% 0.397 1.23 0.24 2.64 243 997 Hydra Model Hydra Model 998 Hydra Model Hydra Model 1200 12 487.60 478.20 454.00 9.40 2.02% 0.383 3.55 0.22 3.16 244 996 Hydra Model Hydra Model 9295 Raster Value Compare Raster to MH Depth 490 10 503.00 494.60 482.96 8.40 2.38% 0.370 4.87 0.27 2.00 245 995 Hydra Model Hydra Model 996 Hydra Model Hydra Model 262 10 512.00 501.00 495.00 11.00 2.29% 0.351 4.71 0.27 1.97 246 939 Hydra Model Hydra Model 995 Hydra Model Hydra Model 438 10 534.20 522.00 507.00 12.20 3.42% 0.350 5.46 0.24 2.49 250 991 Hydra Model Hydra Model 938 Hydra Model Hydra Model 448 10 540.10 530.90 528.00 9.20 0.65% 0.291 3.03 0.34 0.94 251 989 Hydra Model Hydra Model 991 Hydra Model Hydra Model 338 10 544.20 533.10 530.90 11.10 0.65% 0.289 2.79 0.33 0.95 253 988 Hydra Model Hydra Model 989 Hydra Model Hydra Model 329 10 553.80 542.40 533.10 11.40 2.83% 0.251 3.28 0.21 2.33 254 987 Hydra Model Hydra Model 988 Hydra Model Hydra Model 335 10 558.90 546.20 542.40 12.70 1.13% 0.250 3.71 0.28 1.38 255 986 Hydra Model Hydra Model 987 Hydra Model Hydra Model 210 10 562.50 547.60 546.20 14.90 0.67% 0.247 2.83 0.31 1.01 256 985 Hydra Model Hydra Model 986 Hydra Model Hydra Model 1406 10 564.00 550.00 547.60 14.00 0.17% 0.247 1.77 0.51 0.39 263 979 Hydra Model Hydra Model 980 Hydra Model Hydra Model 210 12 518.00 507.60 506.00 10.40 0.76% 1.632 4.18 0.65 0.55 264 978 Hydra Model Hydra Model 979 Hydra Model Hydra Model 987 12 527.00 513.60 507.60 13.40 0.61% 1.629 4.39 0.73 0.32 265 977 Hydra Model Hydra Model 978 Hydra Model Hydra Model 1154 12 539.00 527.10 517.70 11.90 0.81% 1.613 4.80 0.63 0.64 266 976 Hydra Model Hydra Model 977 Hydra Model Hydra Model 2515 15 539.00 531.06 527.10 7.94 0.16% 1.613 2.65 0.93 0.18 275 967 Hydra Model Hydra Model 961 Hydra Model Hydra Model 2909 12 557.00 548.90 537.80 8.10 0.38% 0.378 2.51 0.34 1.16 279 962 Hydra Model Hydra Model 963 Hydra Model Hydra Model 406 10 487.00 481.60 450.40 5.40 7.68% 0.257 1.50 0.17 4.00 280 960 Hydra Model Hydra Model 961 Hydra Model Hydra Model 548 12 559.00 556.72 543.04 2.28 2.50% 1.202 6.77 0.80 2.74 281 959 Hydra Model Hydra Model 960 Hydra Model Hydra Model 269 12 579.00 570.50 556.30 8.50 5.28% 1.179 4.08 0.31 4.56 282 150 Hydra Model Hydra Model 959 Hydra Model Hydra Model 26 12 581.00 573.70 570.50 7.30 12.31% 1.179 10.26 0.25 7.61 285 957 Hydra Model Hydra Model 958 Hydra Model Hydra Model 394 10 615.90 605.20 592.10 10.70 3.32% 1.107 6.01 0.44 1.69 286 956 Hydra Model Hydra Model 957 Hydra Model Hydra Model 600 10 631.00 619.10 605.20 11.90 2.32% 1.106 6.80 0.50 1.23 287 955 Hydra Model Hydra Model 956 Hydra Model Hydra Model 288 10 637.90 626.00 619.10 11.90 2.40% 1.105 6.40 0.48 1.27 288 954 Hydra Model Hydra Model 955 Hydra Model Hydra Model 357 12 645.70 632.40 626.00 13.30 1.79% 1.105 5.81 0.40 2.24 289 953 Hydra Model Hydra Model 954 Hydra Model Hydra Model 400 12 653.50 635.58 632.40 17.92 0.80% 1.105 4.72 0.54 1.12 290 952 Hydra Model Hydra Model 953 Hydra Model Hydra Model 375 10 659.80 646.22 640.00 13.58 1.66% 0.931 5.47 0.49 1.05 291 752 Hydra Model Hydra Model 952 Hydra Model Hydra Model 355 10 665.30 653.00 646.22 12.30 1.91% 0.930 5.61 0.46 1.19 292 751 Hydra Model Hydra Model 752 Hydra Model Hydra Model 290 12 668.70 656.90 653.00 11.80 1.34% 0.929 5.03 0.40 1.97 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 299 9042 AsBuilt AsBuilt 946 Hydra Model Hydra Model 170 10 677.03 663.80 662.95 13.23 0.50% 0.111 2.25 0.23 0.97 302 935 Hydra Model Hydra Model 152 Hydra Model ‐ NGVD29 Hydra Model 1230 27 360.00 341.80 336.83 18.20 0.40% 9.095 5.71 0.61 4.69 303 942 Hydra Model Hydra Model 943 Hydra Model Hydra Model 166 36 343.50 328.30 326.50 15.20 1.08% 15.372 6.10 0.39 33.26 304 941 Hydra Model Hydra Model 942 Hydra Model Hydra Model 238 30 344.00 329.70 329.20 14.30 0.21% 10.568 4.92 0.74 2.60 307 938 Hydra Model Hydra Model 939 Hydra Model Hydra Model 400 10 538.40 528.00 522.00 10.40 1.50% 0.317 4.25 0.29 1.56 308 928 Hydra Model Hydra Model 9187 Calc Model Calc 1478 24 347.00 340.00 338.00 7.00 0.14% 1.419 2.26 0.34 4.41 310 934 Hydra Model Hydra Model 935 Hydra Model Hydra Model 2887 27 366.00 357.80 341.80 8.20 0.55% 9.124 5.99 0.54 7.02 317 927 Hydra Model Hydra Model 928 Hydra Model Hydra Model 1248 21 349.00 342.10 340.00 6.90 0.17% 1.270 2.48 0.36 3.28 318 926 Hydra Model Hydra Model 927 Hydra Model Hydra Model 618 21 353.00 344.90 342.10 8.10 0.45% 1.276 2.99 0.28 6.19 319 925 Hydra Model Hydra Model 926 Hydra Model Hydra Model 903 21 359.00 346.40 344.90 12.60 0.17% 1.276 2.67 0.40 3.25 320 JCT‐42 Calc Calc 925 Hydra Model Hydra Model 368 21 360.50 346.96 346.40 13.54 0.15% 1.330 2.35 0.39 3.00 326 919 Hydra Model AsBuilt JCT‐864 AsBuilt AsBuilt 328 18 449.00 443.20 441.75 5.80 0.44% 2.240 3.33 0.47 2.68 327 918 AsBuilt AsBuilt 919 Hydra Model AsBuilt 1320 18 455.00 447.80 443.22 7.20 0.35% 2.238 3.92 0.53 2.09 328 916 Hydra Model Hydra Model 918 AsBuilt AsBuilt 2333 18 457.00 450.55 447.80 6.45 0.12% 1.998 2.53 0.78 0.53 330 915 Hydra Model Hydra Model 916 Hydra Model Hydra Model 1461 15 461.00 457.38 450.80 3.62 0.45% 1.999 3.71 0.59 1.04 331 914 Hydra Model Hydra Model 915 Hydra Model Hydra Model 729 15 466.00 459.60 457.38 6.40 0.30% 1.983 3.58 0.73 0.51 332 147 Hydra Model AsBuilt 914 Hydra Model Hydra Model 524 15 471.00 462.70 459.60 8.30 0.59% 1.982 3.75 0.54 1.50 333 913 Hydra Model Hydra Model 2301 Hydra Model Hydra Model 1913 24 486.00 473.10 466.09 12.90 0.37% 6.993 4.70 0.63 2.60 334 912 Hydra Model Hydra Model 913 Hydra Model Hydra Model 730 24 488.00 477.91 473.10 10.09 0.66% 7.007 5.75 0.53 5.85 335 911 Hydra Model Hydra Model 8210 AsBuilt AsBuilt 830 24 490.00 482.30 477.98 7.70 0.52% 5.392 3.87 0.48 6.04 336 910 Hydra Model Hydra Model 911 Hydra Model Hydra Model 962 24 497.00 487.30 482.30 9.70 0.52% 5.371 5.47 0.49 6.05 337 909 Hydra Model Hydra Model 910 Hydra Model Hydra Model 970 24 506.00 490.60 487.30 15.40 0.34% 5.146 4.73 0.55 4.09 349 898 Hydra Model Hydra Model 7441 Inv+8 Straight Grade 67 12 495.00 488.90 487.46 6.10 2.15% 0.212 3.83 0.17 3.45 350 897 Hydra Model Hydra Model 898 Hydra Model Hydra Model 561 10 510.00 491.30 488.90 18.70 0.43% 0.212 2.74 0.34 0.79 351 896 Hydra Model Hydra Model 897 Hydra Model Hydra Model 2428 10 507.00 499.60 491.90 7.40 0.32% 0.125 1.84 0.27 0.74 354 893 Hydra Model Hydra Model 894 Hydra Model Hydra Model 303 12 447.00 436.30 425.50 10.70 3.56% 0.589 6.23 0.24 4.12 355 892 Hydra Model Hydra Model 893 Hydra Model Hydra Model 301 12 462.70 446.50 441.00 16.20 1.83% 0.588 4.95 0.29 2.78 356 891 Hydra Model Hydra Model 892 Hydra Model Hydra Model 268 10 469.00 460.00 448.30 9.00 4.37% 0.587 6.87 0.29 2.62 357 890 Hydra Model Hydra Model 891 Hydra Model Hydra Model 294 10 471.00 462.80 460.00 8.20 0.95% 0.370 3.81 0.36 1.13 358 889 Hydra Model Hydra Model 890 Hydra Model Hydra Model 327 10 474.00 465.70 462.80 8.30 0.89% 0.370 3.35 0.35 1.08 359 888 Hydra Model Hydra Model 889 Hydra Model Hydra Model 284 10 476.00 466.80 465.70 9.20 0.39% 0.322 2.58 0.42 0.63 360 887 Hydra Model Hydra Model 888 Hydra Model Hydra Model 290 10 477.00 471.90 466.80 5.10 1.76% 0.322 2.98 0.27 1.71 361 886 Hydra Model AsBuilt 887 Hydra Model Hydra Model 291 10 482.00 474.04 471.90 7.96 0.74% 0.305 3.01 0.33 1.01 368 879 Hydra Model Hydra Model 880 Hydra Model Hydra Model 555 15 458.00 445.03 441.05 12.97 0.72% 0.457 3.23 0.23 3.37 369 878 Hydra Model Hydra Model 879 Hydra Model Hydra Model 887 15 476.00 457.30 452.00 18.70 0.60% 0.452 3.03 0.24 3.04 389 860 AsBuilt AsBuilt A&J 950 18 406.00 390.73 389.50 15.27 0.13% 1.084 2.38 0.52 1.56 390 859 AsBuilt AsBuilt 860 AsBuilt AsBuilt 3024 18 405.00 395.08 390.73 9.92 0.14% 1.091 2.05 0.43 1.70 391 JCT‐38 AsBuilt AsBuilt 859 AsBuilt AsBuilt 1709 12 403.00 398.47 395.08 4.53 0.20% 1.078 2.54 0.91 0.03 392 857 Hydra Model Hydra Model 858 Hydra Model Hydra Model 396 12 423.00 413.23 399.80 9.77 3.39% 0.961 7.11 0.31 3.63 397 852 Hydra Model Hydra Model 853 Hydra Model Hydra Model 720 12 449.00 438.10 435.00 10.90 0.43% 0.681 3.01 0.45 0.96 398 851 Hydra Model Hydra Model 852 Hydra Model Hydra Model 1429 10 448.00 442.54 438.10 5.46 0.31% 0.459 2.51 0.53 0.40 742 761 Hydra Model Hydra Model 762 Hydra Model AsBuilt 390 12 411.50 403.46 396.80 8.04 1.71% 1.296 5.40 0.44 1.96 743 760 Hydra Model Hydra Model JCT‐212 Hydra Model Hydra Model 1011 12 436.20 427.20 420.10 9.00 0.70% 0.754 3.77 0.42 1.34 744 758 Hydra Model Hydra Model 759 Hydra Model Hydra Model 803 12 444.00 433.30 420.60 10.70 1.58% 0.442 4.35 0.25 2.70 746 756 Hydra Model Hydra Model 757 Hydra Model Hydra Model 634 10 484.00 471.40 466.50 12.60 0.77% 0.257 3.44 0.32 1.09 747 755 Hydra Model Hydra Model 756 Hydra Model Hydra Model 379 12 487.00 474.90 471.40 12.10 0.92% 0.257 2.69 0.22 2.14 1205 1133 Hydra Model Hydra Model 1140 Hydra Model Hydra Model 120 12 357.00 342.30 341.80 14.70 0.42% 0.086 1.64 0.16 1.52 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 1380 1382 Hydra Model Hydra Model 1381 Hydra Model Hydra Model 403 12 687.60 677.40 661.38 10.20 3.97% 0.926 6.73 0.29 4.05 1383 1384 Hydra Model Hydra Model 1382 Hydra Model Hydra Model 400 15 707.60 690.46 677.50 17.14 3.24% 0.924 6.76 0.23 7.22 1385 1386 Hydra Model Hydra Model 1384 Hydra Model Hydra Model 400 15 712.57 691.76 690.56 20.81 0.30% 0.924 2.99 0.45 1.55 1387 1388 Hydra Model Hydra Model 1386 Hydra Model Hydra Model 401 15 713.18 693.06 691.86 20.12 0.30% 0.925 2.99 0.45 1.55 1389 1390 Hydra Model Hydra Model 1388 Hydra Model Hydra Model 399 15 709.06 693.63 693.16 15.43 0.12% 0.776 2.20 0.56 0.78 1391 1392 Hydra Model Hydra Model 1390 Hydra Model Hydra Model 401 15 703.74 694.42 693.73 9.32 0.17% 0.775 2.16 0.45 1.10 1393 1394 Hydra Model Hydra Model 7370 Hydra Model Hydra Model 323 15 704.64 696.96 694.94 7.68 0.63% 0.271 2.16 0.19 3.31 1395 1396 Hydra Model Hydra Model 1394 Hydra Model Hydra Model 300 15 708.03 697.96 697.06 10.07 0.30% 0.271 2.13 0.23 2.21 1397 1398 Hydra Model Hydra Model 1396 Hydra Model Hydra Model 299 15 711.42 698.96 698.06 12.46 0.30% 0.267 2.12 0.23 2.22 1399 1400 Hydra Model Hydra Model 1398 Hydra Model Hydra Model 302 15 715.07 699.96 699.06 15.11 0.30% 0.267 2.12 0.23 2.20 1401 1402 Hydra Model Hydra Model 1400 Hydra Model Hydra Model 319 15 722.36 702.02 700.06 20.34 0.61% 0.267 2.62 0.19 3.28 1403 1404 Hydra Model Hydra Model 1402 Hydra Model Hydra Model 407 15 733.38 720.99 702.12 12.39 4.64% 0.260 5.28 0.11 9.48 1405 1406 Hydra Model Hydra Model 1404 Hydra Model Hydra Model 194 15 731.75 721.78 721.19 9.97 0.30% 0.188 1.93 0.20 2.31 1407 1408 Hydra Model Hydra Model 1406 Hydra Model Hydra Model 300 15 734.12 724.15 721.88 9.97 0.76% 0.188 2.54 0.15 3.75 1409 1410 Hydra Model Hydra Model 1408 Hydra Model Hydra Model 299 15 736.54 726.57 724.25 9.97 0.78% 0.187 2.56 0.15 3.80 1411 1412 Hydra Model Hydra Model 1410 Hydra Model Hydra Model 300 15 738.96 728.99 726.97 9.97 0.67% 0.187 2.43 0.15 3.53 1413 1414 Hydra Model Hydra Model 1412 Hydra Model Hydra Model 301 15 741.80 731.21 729.09 10.59 0.70% 0.186 2.47 0.15 3.61 1415 9424 Inv+10 Straight Grade 1414 Hydra Model Hydra Model 400 15 742.63 732.63 731.31 10.00 0.33% 0.178 1.94 0.18 2.42 1464 1465 Hydra Model Hydra Model 16 Hydra Model Hydra Model 79 12 520.00 509.42 509.10 10.58 0.40% 0.463 2.67 0.40 1.12 1466 1467 Hydra Model Hydra Model 1465 Hydra Model Hydra Model 145 10 520.00 511.30 509.85 8.70 1.00% 0.463 3.74 0.39 1.07 1468 1469 Hydra Model Hydra Model 1467 Hydra Model Hydra Model 300 10 521.00 513.00 511.50 8.00 0.50% 0.463 2.95 0.47 0.62 1470 1471 Hydra Model Hydra Model 1469 Hydra Model Hydra Model 210 10 521.69 515.30 513.20 6.39 1.00% 0.463 3.76 0.38 1.07 1472 1473 Hydra Model Hydra Model 1471 Hydra Model Hydra Model 336 10 535.00 521.60 515.50 13.40 1.81% 0.453 4.67 0.32 1.61 1474 1475 Hydra Model Hydra Model 1473 Hydra Model Hydra Model 267 10 541.00 527.35 521.80 13.65 2.07% 0.453 4.89 0.31 1.76 1495 1496 Hydra Model Hydra Model 1494 Hydra Model Hydra Model 205 18 528.00 517.08 516.16 10.92 0.45% 3.885 4.52 0.73 1.04 1497 1498 AsBuilt AsBuilt 1496 Hydra Model Hydra Model 205 18 525.88 517.74 517.18 8.14 0.27% 3.885 4.09 0.89 ‐0.04 1510 1511 Hydra Model Hydra Model 143 Hydra Model Hydra Model 285 18 344.00 324.70 324.20 19.30 0.18% 0.022 0.54 0.06 3.06 1512 1513 Hydra Model Hydra Model 1511 Hydra Model Hydra Model 388 18 344.00 325.60 324.70 18.40 0.23% 0.021 0.80 0.06 3.52 1514 1515 Hydra Model Hydra Model 1513 Hydra Model Hydra Model 400 21 344.00 326.10 325.60 17.90 0.12% 0.020 0.66 0.05 3.90 1516 1517 Hydra Model Hydra Model 1515 Hydra Model Hydra Model 400 21 344.00 326.60 326.10 17.40 0.13% 0.018 0.60 0.05 3.90 1518 1519 Hydra Model Hydra Model 1517 Hydra Model Hydra Model 340 21 344.00 327.00 326.60 17.00 0.12% 0.017 0.60 0.05 3.79 1529 853 Hydra Model Hydra Model 1530 Hydra Model Hydra Model 464 12 443.00 434.90 433.10 8.10 0.39% 0.938 3.16 0.57 0.62 1531 1530 Hydra Model Hydra Model 1532 Hydra Model Hydra Model 56 12 443.00 433.10 432.80 9.90 0.54% 0.938 3.30 0.56 0.89 1533 1532 Hydra Model Hydra Model 1534 Hydra Model Hydra Model 300 12 443.00 432.80 431.40 10.20 0.47% 0.938 3.20 0.53 0.77 1535 1534 Hydra Model Hydra Model 1536 Hydra Model Hydra Model 297 12 442.50 431.40 430.30 11.10 0.37% 0.938 3.13 0.59 0.58 1537 1536 Hydra Model Hydra Model 1538 Hydra Model Hydra Model 303 12 442.50 430.30 428.90 12.20 0.46% 0.938 3.43 0.55 0.76 1539 1538 Hydra Model Hydra Model 1540 Hydra Model Hydra Model 148 12 442.00 424.60 423.60 17.40 0.67% 0.938 3.83 0.50 1.11 1541 1540 Hydra Model Hydra Model 1542 Hydra Model Hydra Model 119 12 442.00 416.90 416.10 25.10 0.67% 0.938 3.77 0.50 1.11 1543 1542 Hydra Model Hydra Model 1544 Hydra Model Hydra Model 85 12 423.00 416.10 415.40 6.90 0.83% 0.938 4.04 0.49 1.33 1545 1544 Hydra Model Hydra Model 857 Hydra Model Hydra Model 119 12 423.00 415.40 413.23 7.60 1.82% 0.961 5.80 0.41 2.41 1546 1547 Hydra Model Hydra Model 1548 Hydra Model Hydra Model 385 12 442.00 437.30 434.10 4.70 0.83% 0.004 0.81 0.03 2.27 1549 1548 Hydra Model Hydra Model 1550 Hydra Model Hydra Model 419 12 438.00 434.10 431.00 3.90 0.74% 0.005 0.25 0.04 2.14 1551 1550 Hydra Model Hydra Model 1552 Hydra Model Hydra Model 467 18 435.00 431.00 424.00 4.00 1.50% 0.461 3.17 0.15 8.54 1553 1552 Hydra Model Hydra Model 1554 Hydra Model Hydra Model 1352 21 435.00 424.00 419.74 11.00 0.32% 0.468 2.22 0.19 5.76 1555 1554 Hydra Model Hydra Model 1556 Hydra Model Hydra Model 944 24 430.00 419.74 417.94 10.26 0.19% 0.469 1.41 0.18 6.45 1557 1556 Hydra Model Hydra Model 1558 Hydra Model Hydra Model 918 24 425.00 417.94 416.27 7.06 0.18% 1.062 2.39 0.27 5.69 1559 1558 Hydra Model Hydra Model 1560 Hydra Model Hydra Model 869 24 423.00 416.27 414.75 6.73 0.17% 1.065 2.38 0.27 5.56 1561 1560 Hydra Model Hydra Model 861 Hydra Model Hydra Model 2369 24 422.00 414.75 410.50 7.25 0.18% 1.078 2.18 0.27 5.63 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 1562 880 Hydra Model Hydra Model 1550 Hydra Model Hydra Model 161 15 447.00 441.05 431.00 5.95 6.23% 0.457 5.53 0.14 10.84 1563 894 Hydra Model Hydra Model 1556 Hydra Model Hydra Model 193 12 432.00 425.50 418.66 6.50 3.54% 0.593 6.26 0.24 4.10 1564 861 Hydra Model Hydra Model 1565 Hydra Model Hydra Model 461 24 420.00 410.50 409.10 9.50 0.30% 2.078 3.42 0.34 6.65 1566 1565 Hydra Model Hydra Model 1567 Hydra Model Hydra Model 290 24 420.00 409.10 408.20 10.90 0.31% 2.078 3.45 0.34 6.75 1568 1567 Hydra Model Hydra Model 1569 Hydra Model Hydra Model 1240 24 419.00 408.20 404.30 10.80 0.31% 2.133 3.34 0.33 6.75 1570 1569 Hydra Model Hydra Model 1571 Hydra Model Hydra Model 96 24 418.00 404.30 404.00 13.70 0.31% 2.132 3.45 0.37 6.72 1572 1571 Hydra Model Hydra Model 1573 Hydra Model Hydra Model 228 24 415.00 403.90 393.30 11.10 4.65% 2.133 8.74 0.17 32.06 1574 1573 Hydra Model Hydra Model 1575 Hydra Model Hydra Model 2341 24 397.00 393.00 386.00 4.00 0.30% 2.144 2.44 0.34 6.52 1576 1575 Hydra Model Hydra Model 1577 Hydra Model Hydra Model 603 24 391.00 386.00 385.60 5.00 0.07% 2.143 2.51 0.56 1.94 1578 1577 Hydra Model Hydra Model 1579 Hydra Model Hydra Model 106 24 390.00 385.10 384.10 4.90 0.94% 2.143 5.02 0.27 13.22 1580 1579 Hydra Model Hydra Model 1581 Hydra Model Hydra Model 497 24 389.00 383.90 380.20 5.10 0.74% 2.143 4.73 0.27 11.53 1582 1581 Hydra Model Hydra Model 1583 Hydra Model Hydra Model 500 24 388.00 380.20 377.10 7.80 0.62% 2.143 3.80 0.28 10.34 1584 1583 Hydra Model Hydra Model 932 Hydra Model Hydra Model 82 24 387.00 377.10 376.80 9.90 0.37% 2.145 2.79 0.40 7.46 1587 1586 Hydra Model Hydra Model 1588 Hydra Model Hydra Model 83 18 471.00 463.20 461.86 7.80 1.62% 5.060 7.19 0.66 4.30 1589 1588 Hydra Model Hydra Model 1590 AsBuilt Hydra Model 40 18 470.00 461.86 450.40 8.14 28.65% 5.060 14.42 0.24 35.16 1591 1590 AsBuilt Hydra Model 1592 AsBuilt Hydra Model 169 12 458.00 450.40 439.40 7.60 6.51% 5.075 13.06 0.68 1.30 1593 1592 AsBuilt Hydra Model 1594 AsBuilt Hydra Model 344 18 447.00 439.40 427.91 7.60 3.34% 5.076 11.70 0.50 8.38 1595 1594 AsBuilt Hydra Model 1596 AsBuilts Hydra Model 224 18 433.00 427.91 403.19 5.09 11.03% 5.077 15.44 0.31 19.42 1597 1596 AsBuilts Hydra Model 1598 Hydra Model Hydra Model 115 18 409.00 403.19 392.44 5.81 9.35% 5.077 15.01 0.35 17.47 1599 1598 Hydra Model Hydra Model 1600 AsBuilt Hydra Model 73 18 400.00 385.15 383.93 14.85 1.68% 5.081 7.12 0.68 4.44 1601 1600 AsBuilt Hydra Model 932 Hydra Model Hydra Model 143 18 394.00 383.80 377.60 10.20 4.34% 5.081 11.37 0.43 10.26 1602 932 Hydra Model Hydra Model 1603 Hydra Model Hydra Model 428 30 386.00 376.40 375.70 9.60 0.16% 6.960 3.57 0.59 4.65 1604 1603 Hydra Model Hydra Model 1605 Hydra Model Hydra Model 523 30 386.00 375.70 374.90 10.30 0.15% 6.958 3.64 0.60 4.28 1606 1605 Hydra Model Hydra Model 1607 Hydra Model Hydra Model 447 30 385.00 374.90 374.10 10.10 0.18% 6.958 3.64 0.57 5.20 1608 1607 Hydra Model Hydra Model 1609 Hydra Model Hydra Model 455 30 385.00 374.10 373.40 10.90 0.15% 6.956 3.53 0.60 4.31 1610 1609 Hydra Model Hydra Model 1611 Hydra Model Hydra Model 448 30 384.00 373.40 372.70 10.60 0.16% 6.955 3.65 0.59 4.40 1612 1611 Hydra Model Hydra Model 1613 Hydra Model Hydra Model 447 30 384.00 372.70 371.90 11.30 0.18% 6.953 3.64 0.57 5.19 1614 1613 Hydra Model Hydra Model 1615 Hydra Model Hydra Model 456 30 383.00 371.90 371.20 11.10 0.15% 6.951 3.54 0.60 4.31 1616 1615 Hydra Model Hydra Model 1617 Hydra Model Hydra Model 448 30 383.00 371.20 370.50 11.80 0.16% 6.948 3.54 0.59 4.41 1618 1617 Hydra Model Hydra Model 1619 Hydra Model Hydra Model 455 30 382.00 370.50 369.80 11.50 0.15% 6.946 3.54 0.60 4.31 1620 1619 Hydra Model Hydra Model 1621 Hydra Model Hydra Model 443 30 382.00 369.80 369.10 12.20 0.16% 6.944 3.65 0.59 4.48 1622 1621 Hydra Model Hydra Model 1623 Hydra Model Hydra Model 451 30 381.00 369.10 368.30 11.90 0.18% 6.942 3.65 0.57 5.15 1624 1623 Hydra Model Hydra Model 1625 Hydra Model Hydra Model 448 30 381.00 368.30 367.60 12.70 0.16% 6.940 3.55 0.59 4.42 1626 1625 Hydra Model Hydra Model 1627 Hydra Model Hydra Model 449 30 380.00 367.60 366.90 12.40 0.16% 6.937 3.54 0.59 4.41 1628 1627 Hydra Model Hydra Model 1629 Hydra Model Hydra Model 449 30 380.00 366.90 366.20 13.10 0.16% 6.935 3.53 0.59 4.41 1630 1629 Hydra Model Hydra Model 1631 Hydra Model Hydra Model 456 30 379.00 366.20 365.50 12.80 0.15% 6.933 3.68 0.60 4.32 1632 1631 Hydra Model Hydra Model 1633 Hydra Model Hydra Model 479 30 379.00 365.50 364.60 13.50 0.19% 6.932 3.73 0.55 5.52 1634 1633 Hydra Model Hydra Model 1635 Hydra Model Hydra Model 320 30 378.00 364.60 364.03 13.40 0.18% 6.929 3.44 0.58 5.19 1642 1193 Hydra Model Hydra Model 1643 Hydra Model Hydra Model 437 12 386.50 372.20 369.81 14.30 0.55% 0.267 2.35 0.26 1.58 1644 1643 Hydra Model Hydra Model 1645 Hydra Model Hydra Model 432 15 374.00 369.81 368.66 4.19 0.27% 0.269 1.98 0.24 2.07 1646 1645 Hydra Model Hydra Model 1134 Hydra Model Hydra Model 308 15 374.00 368.66 367.70 5.34 0.31% 0.270 1.82 0.22 2.26 1647 1134 Hydra Model Hydra Model 1648 Hydra Model Hydra Model 52 15 374.00 367.70 367.25 6.30 0.86% 0.650 2.29 0.27 3.56 1649 1648 Hydra Model Hydra Model 1650 Hydra Model AsBuilt 232 18 372.00 367.25 367.10 4.75 0.06% 0.650 1.38 0.43 1.22 1651 1650 Hydra Model AsBuilt 1652 Hydra Model Hydra Model 395 18 372.00 367.10 366.77 4.90 0.08% 0.717 1.87 0.43 1.41 1653 1652 Hydra Model Hydra Model 1654 Hydra Model Hydra Model 359 18 372.00 366.77 365.90 5.23 0.24% 0.723 2.20 0.30 2.90 1655 1654 Hydra Model Hydra Model 1656 Hydra Model Hydra Model 348 18 372.00 365.90 365.29 6.10 0.18% 0.727 2.32 0.36 2.35 1657 1656 Hydra Model Hydra Model 1658 Hydra Model Hydra Model 116 18 372.00 365.29 364.87 6.71 0.36% 0.727 2.66 0.28 3.70 1659 1658 Hydra Model Hydra Model 1660 Hydra Model Hydra Model 450 18 375.00 364.87 363.58 10.13 0.29% 0.730 2.62 0.30 3.21 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 1661 1660 Hydra Model Hydra Model 1662 Hydra Model Hydra Model 481 18 378.00 363.58 362.12 14.42 0.30% 0.730 2.64 0.29 3.32 1663 1662 Hydra Model Hydra Model 1161 Hydra Model Hydra Model 239 18 380.00 362.12 361.44 17.88 0.28% 0.756 2.61 0.30 3.17 1664 1161 Hydra Model Hydra Model 1665 Hydra Model Hydra Model 331 18 382.60 361.44 359.86 21.16 0.48% 1.328 3.10 0.35 3.75 1666 1665 Hydra Model Hydra Model 1162 Hydra Model Hydra Model 341 18 375.00 359.86 359.30 15.14 0.16% 1.300 2.45 0.47 1.68 1667 1668 Hydra Model Hydra Model 1028 Hydra Model ‐ NGVD29 Hydra Model 643 12 562.00 551.90 550.80 10.10 0.17% 1.283 2.95 1.50 ‐0.25 1669 1670 Hydra Model Hydra Model 1668 Hydra Model Hydra Model 384 12 563.00 552.90 551.90 10.10 0.26% 1.279 2.52 1.56 ‐0.01 1671 1672 Hydra Model Hydra Model 1670 Hydra Model Hydra Model 280 12 565.00 553.90 552.90 11.10 0.36% 1.276 3.02 1.34 0.22 1673 1674 Hydra Model Hydra Model 1672 Hydra Model Hydra Model 41 12 565.00 554.00 553.90 11.00 0.25% 1.274 2.97 1.39 ‐0.04 1675 1676 Hydra Model Hydra Model 1674 Hydra Model Hydra Model 312 12 568.00 554.67 554.00 13.33 0.21% 1.274 2.62 1.58 ‐0.12 1677 1678 Hydra Model Hydra Model 1676 Hydra Model Hydra Model 305 12 571.00 555.40 554.67 15.60 0.24% 1.278 2.58 1.69 ‐0.06 1679 1680 Hydra Model Hydra Model 1678 Hydra Model Hydra Model 303 12 573.00 556.06 555.40 16.94 0.22% 1.277 2.59 1.87 ‐0.11 1681 1682 Hydra Model Hydra Model 1680 Hydra Model Hydra Model 367 12 575.00 556.85 556.06 18.15 0.22% 1.279 2.53 2.08 ‐0.12 1683 1684 Hydra Model Hydra Model 1682 Hydra Model Hydra Model 245 12 576.00 557.40 556.85 18.60 0.22% 1.273 2.54 2.21 ‐0.09 1685 1686 Hydra Model Hydra Model 1684 Hydra Model Hydra Model 277 12 578.00 558.00 557.40 20.00 0.22% 1.255 2.47 2.31 ‐0.09 1687 1688 Hydra Model Hydra Model 1686 Hydra Model Hydra Model 141 12 578.00 558.50 558.00 19.50 0.35% 1.285 2.77 2.19 0.20 1689 1690 Hydra Model Hydra Model 1688 Hydra Model Hydra Model 174 12 578.00 559.13 558.50 18.87 0.36% 1.294 3.09 2.02 0.21 1691 1692 Hydra Model Hydra Model 1690 Hydra Model Hydra Model 61 12 578.00 559.33 559.13 18.67 0.33% 1.327 3.04 2.01 0.10 1693 1694 AsBuilt Hydra Model 1692 Hydra Model Hydra Model 165 12 578.42 560.00 559.33 18.42 0.41% 1.365 3.12 1.79 0.22 1695 1696 Hydra Model Hydra Model 1694 AsBuilt Hydra Model 239 18 575.00 560.63 560.00 14.37 0.26% 1.432 2.72 0.81 2.35 1697 1698 AsBuilt Hydra Model 1696 Hydra Model Hydra Model 234 18 577.14 561.25 560.63 15.89 0.27% 1.450 2.97 0.45 2.34 1699 1700 AsBuilt AsBuilt 1698 AsBuilt Hydra Model 79 18 575.33 561.51 561.25 13.82 0.33% 1.260 2.82 0.40 2.95 1701 1702 Hydra Model Hydra Model 1700 AsBuilt AsBuilt 348 18 570.00 562.58 561.51 7.42 0.31% 1.258 3.02 0.38 2.82 1703 1704 Hydra Model Hydra Model 1702 Hydra Model Hydra Model 144 18 570.00 562.68 562.58 7.32 0.07% 1.250 2.42 0.54 0.69 1705 1706 Hydra Model Hydra Model 1704 Hydra Model Hydra Model 276 12 571.00 564.25 562.68 6.75 0.57% 0.267 0.98 0.26 1.61 1707 1708 Hydra Model Hydra Model 1706 Hydra Model Hydra Model 231 12 580.00 565.25 564.25 14.75 0.43% 0.267 2.44 0.28 1.37 1709 1710 Hydra Model Hydra Model 1708 Hydra Model Hydra Model 254 12 590.00 567.30 565.25 22.70 0.81% 0.266 2.58 0.23 1.97 1711 1712 Hydra Model Hydra Model 1710 Hydra Model Hydra Model 15 12 590.00 574.80 567.30 15.20 50.96% 0.263 5.14 0.08 18.94 1713 1714 Hydra Model Hydra Model 1712 Hydra Model Hydra Model 268 12 600.00 582.56 574.80 17.44 2.90% 0.177 4.12 0.14 4.07 1715 1716 Hydra Model Hydra Model 1714 Hydra Model Hydra Model 361 12 615.00 611.37 582.56 3.63 7.97% 0.173 4.77 0.11 6.88 1717 1718 Hydra Model Hydra Model 1716 Hydra Model Hydra Model 279 12 615.00 611.60 611.37 3.40 0.08% 0.162 1.57 0.41 0.55 1719 1720 Hydra Model Hydra Model 1718 Hydra Model Hydra Model 332 12 615.00 611.83 611.60 3.17 0.07% 0.154 0.91 0.33 0.50 1729 1730 Hydra Model Hydra Model 1704 Hydra Model Hydra Model 303 18 570.00 563.55 562.68 6.45 0.29% 0.598 1.44 0.26 3.35 1731 1732 Hydra Model Hydra Model 1730 Hydra Model Hydra Model 159 18 572.00 564.11 563.55 7.89 0.35% 0.597 2.55 0.25 3.76 1733 1734 Hydra Model Hydra Model 1732 Hydra Model Hydra Model 224 18 574.00 564.76 564.11 9.24 0.29% 0.596 2.49 0.27 3.36 1735 1736 Hydra Model Hydra Model 1734 Hydra Model Hydra Model 198 18 576.00 565.36 564.76 10.64 0.30% 0.595 2.43 0.26 3.45 1737 1738 Hydra Model Hydra Model 1736 Hydra Model Hydra Model 250 18 578.00 567.95 565.36 10.05 1.03% 0.594 3.06 0.19 6.89 1739 1740 Hydra Model Hydra Model 1738 Hydra Model Hydra Model 260 18 580.00 570.76 567.95 9.24 1.08% 0.593 3.91 0.19 7.05 1741 1742 Hydra Model Hydra Model 1740 Hydra Model Hydra Model 342 18 585.00 574.37 570.76 10.63 1.06% 0.558 3.77 0.18 7.00 1743 1744 Hydra Model Hydra Model 1742 Hydra Model Hydra Model 301 18 590.00 579.07 574.37 10.93 1.56% 0.529 3.99 0.16 8.66 1745 1746 Hydra Model Hydra Model 1744 Hydra Model Hydra Model 300 18 595.00 585.30 579.07 9.70 2.08% 0.528 4.59 0.15 10.07 1747 1748 Hydra Model Hydra Model 1746 Hydra Model Hydra Model 221 18 600.00 591.10 585.30 8.90 2.63% 0.524 5.01 0.14 11.40 1749 1750 GoogleEarth Hydra Model 1748 Hydra Model Hydra Model 370 18 610.00 604.10 591.10 5.90 3.51% 0.480 5.19 0.13 13.31 1751 1752 Hydra Model Hydra Model 1750 GoogleEarth Hydra Model 360 18 610.00 606.10 604.10 3.90 0.56% 0.478 2.93 0.20 5.01 1753 1754 Hydra Model Hydra Model 1752 Hydra Model Hydra Model 243 18 615.46 613.03 606.10 2.43 2.85% 0.477 3.77 0.13 11.94 1755 1756 Hydra Model Hydra Model 1754 Hydra Model Hydra Model 332 18 620.00 615.49 613.03 4.51 0.74% 0.476 3.75 0.20 5.85 1757 1758 GoogleEarth Hydra Model 1756 Hydra Model Hydra Model 468 18 632.00 625.03 615.49 6.97 2.04% 0.475 3.57 0.14 10.03 1759 1760 GoogleEarth Hydra Model 1758 GoogleEarth Hydra Model 265 18 640.00 633.15 625.03 6.85 3.06% 0.473 4.98 0.13 12.39 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 1791 1792 Hydra Model Hydra Model 1028 Hydra Model ‐ NGVD29 Hydra Model 308 12 561.00 551.70 550.80 9.30 0.29% 0.436 1.80 0.39 0.91 1793 1794 Hydra Model Hydra Model 1792 Hydra Model Hydra Model 332 12 562.00 552.03 551.70 9.97 0.10% 0.411 1.73 0.56 0.38 1795 1796 Hydra Model Hydra Model 1794 Hydra Model Hydra Model 371 10 563.00 553.16 552.03 9.84 0.30% 0.411 1.93 0.49 0.44 1797 1798 Hydra Model Hydra Model 1796 Hydra Model Hydra Model 299 10 566.00 556.55 553.16 9.45 1.13% 0.405 2.93 0.34 1.23 1799 1800 Hydra Model Hydra Model 1798 Hydra Model Hydra Model 268 10 570.00 559.75 556.55 10.25 1.19% 0.401 3.84 0.34 1.28 1801 1802 Hydra Model Hydra Model 1800 Hydra Model Hydra Model 274 10 572.00 562.42 559.75 9.58 0.97% 0.400 3.67 0.36 1.11 1803 1804 Hydra Model Hydra Model 1802 Hydra Model Hydra Model 420 12 575.00 565.25 562.42 9.75 0.67% 0.395 3.09 0.30 1.65 1805 1806 Hydra Model ‐ NGVD29 Hydra Model 1804 Hydra Model Hydra Model 351 12 577.00 567.07 565.25 9.93 0.52% 0.393 2.90 0.33 1.40 1807 1808 Hydra Model Hydra Model 1806 Hydra Model ‐ NGVD29 Hydra Model 347 12 588.00 568.16 567.07 19.84 0.31% 0.376 2.40 0.37 1.02 1825 1826 Hydra Model Hydra Model 941 Hydra Model Hydra Model 14 18 344.00 329.75 329.70 14.25 0.36% 2.088 1.83 1.22 2.34 1827 1828 Hydra Model Hydra Model 1826 Hydra Model Hydra Model 513 18 344.00 330.00 329.75 14.00 0.05% 2.087 1.83 1.34 ‐0.46 1829 1830 Hydra Model Hydra Model 1828 Hydra Model Hydra Model 540 18 344.00 331.00 330.00 13.00 0.19% 2.086 1.84 0.94 1.08 1831 1832 Hydra Model Hydra Model 1830 Hydra Model Hydra Model 659 18 344.00 332.63 331.00 11.37 0.25% 2.081 2.87 0.54 1.58 1833 1834 Hydra Model Hydra Model 1832 Hydra Model Hydra Model 73 30 344.00 332.65 332.63 11.35 0.03% 2.083 2.15 0.36 2.66 1835 1836 Hydra Model Hydra Model 1834 Hydra Model Hydra Model 420 30 344.00 333.40 332.65 10.60 0.18% 2.085 2.36 0.28 10.05 1837 1838 Hydra Model Hydra Model 1836 Hydra Model Hydra Model 284 30 344.00 334.04 333.40 9.96 0.23% 2.085 2.94 0.27 11.55 1839 1840 Hydra Model Hydra Model 1838 Hydra Model Hydra Model 426 30 344.00 334.70 334.04 9.30 0.16% 2.085 2.76 0.31 9.22 1841 1842 Hydra Model Hydra Model 1840 Hydra Model Hydra Model 224 30 345.00 335.16 334.70 9.84 0.21% 2.076 2.71 0.27 10.94 1843 1844 Hydra Model Hydra Model 1842 Hydra Model Hydra Model 266 30 346.00 335.63 335.16 10.37 0.18% 2.076 2.80 0.29 10.00 1845 937 Hydra Model ‐ NGVD29 Hydra Model 1844 Hydra Model Hydra Model 266 30 347.00 337.19 335.63 9.81 0.59% 2.076 3.33 0.21 19.91 1846 1847 Hydra Model Hydra Model 941 Hydra Model Hydra Model 405 30 344.00 330.05 329.70 13.95 0.09% 8.461 3.24 0.80 ‐0.02 1848 1849 Hydra Model Hydra Model 1847 Hydra Model Hydra Model 413 30 344.00 330.80 330.05 13.20 0.18% 8.463 3.35 0.69 3.77 1850 1851 Hydra Model Hydra Model 1849 Hydra Model Hydra Model 132 30 344.00 330.90 330.80 13.10 0.08% 8.465 3.44 0.76 ‐0.55 1852 1853 Hydra Model ‐ NGVD29 Hydra Model 1851 Hydra Model Hydra Model 277 30 344.00 331.74 330.90 12.26 0.30% 8.465 3.79 0.57 7.36 1854 1855 Hydra Model Hydra Model 1853 Hydra Model ‐ NGVD29 Hydra Model 147 30 344.00 331.97 331.74 12.03 0.16% 8.466 4.11 0.67 2.90 1856 1857 Hydra Model Hydra Model 1855 Hydra Model Hydra Model 260 30 344.00 332.37 331.97 11.63 0.15% 8.466 3.66 0.70 2.81 1858 1859 Hydra Model Hydra Model 1857 Hydra Model Hydra Model 409 30 344.00 333.15 332.37 10.85 0.19% 8.468 3.75 0.64 4.07 1860 1861 Hydra Model Hydra Model 1859 Hydra Model Hydra Model 401 30 344.00 333.87 333.15 10.13 0.18% 8.469 3.91 0.65 3.70 1862 1863 Hydra Model Hydra Model 1861 Hydra Model Hydra Model 400 30 345.00 334.53 333.87 10.47 0.17% 8.468 3.81 0.67 3.20 1864 1865 Hydra Model Hydra Model 1863 Hydra Model Hydra Model 428 30 346.00 335.32 334.53 10.68 0.18% 8.469 3.83 0.64 3.88 1866 152 Hydra Model ‐ NGVD29 Hydra Model 1865 Hydra Model Hydra Model 398 30 347.00 336.33 335.32 10.67 0.25% 8.469 4.21 0.57 5.99 1867 1868 Hydra Model Hydra Model 1133 Hydra Model Hydra Model 39 18 358.00 344.54 342.30 13.46 5.68% 0.398 6.00 0.11 17.14 1869 1078 Hydra Model Hydra Model 1868 Hydra Model Hydra Model 372 18 363.30 348.01 344.54 15.29 0.93% 0.398 4.00 0.18 6.71 1870 1871 Hydra Model Hydra Model 1078 Hydra Model Hydra Model 320 18 368.00 351.22 348.01 16.78 1.00% 0.362 2.96 0.15 7.00 1872 1080 Hydra Model Hydra Model 1871 Hydra Model Hydra Model 13 15 368.90 355.30 351.22 13.60 32.45% 0.361 5.87 0.08 26.13 1876 1877 Hydra Model Hydra Model 1875 Hydra Model Hydra Model 364 10 372.00 359.10 358.00 12.90 0.30% 0.305 2.27 0.44 0.54 1878 1879 Hydra Model Hydra Model 1877 Hydra Model Hydra Model 321 10 372.00 360.20 359.10 11.80 0.34% 0.303 2.16 0.40 0.60 1880 1881 Hydra Model Hydra Model 1879 Hydra Model Hydra Model 281 10 372.00 361.00 360.20 11.00 0.29% 0.301 2.16 0.44 0.52 1882 1883 Hydra Model Hydra Model 1881 Hydra Model Hydra Model 65 10 372.00 361.30 361.00 10.70 0.46% 0.299 2.27 0.37 0.75 1884 1885 Hydra Model Hydra Model 1883 Hydra Model Hydra Model 154 10 372.00 362.20 361.30 9.80 0.58% 0.298 2.65 0.35 0.87 1886 1887 Hydra Model Hydra Model 1885 Hydra Model Hydra Model 56 10 372.00 362.30 362.20 9.70 0.18% 0.297 2.10 0.50 0.35 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 1888 1889 Hydra Model Hydra Model 1887 Hydra Model Hydra Model 202 10 372.00 363.00 362.30 9.00 0.35% 0.297 1.95 0.39 0.61 1890 1891 Hydra Model ‐ NGVD29 Hydra Model 1889 Hydra Model Hydra Model 273 10 372.00 363.70 363.00 8.30 0.26% 0.296 2.09 0.45 0.48 1892 1143 Hydra Model Hydra Model 1891 Hydra Model ‐ NGVD29 Hydra Model 195 10 372.00 364.50 363.70 7.50 0.41% 0.292 2.13 0.37 0.69 1899 1900 Hydra Model Hydra Model 1898 Hydra Model Hydra Model 296 18 367.00 355.20 354.70 11.80 0.17% 1.277 2.39 0.46 1.74 1901 1902 Hydra Model Hydra Model 1900 Hydra Model Hydra Model 462 18 365.00 356.00 355.20 9.00 0.17% 1.283 2.51 0.46 1.78 1903 1165 Hydra Model Hydra Model 1902 Hydra Model Hydra Model 418 18 365.80 356.40 356.00 9.40 0.10% 1.295 2.21 0.57 0.98 1904 1905 Hydra Model Hydra Model 1150 Hydra Model Hydra Model 192 12 452.00 445.08 444.50 6.92 0.30% 0.159 1.91 0.24 1.21 1906 1907 Hydra Model Hydra Model 1905 Hydra Model Hydra Model 239 12 454.00 446.04 445.08 7.96 0.40% 0.159 1.81 0.21 1.42 1908 1909 Hydra Model Hydra Model 1907 Hydra Model Hydra Model 164 12 456.00 450.65 446.04 5.35 2.81% 0.159 2.69 0.13 4.03 1910 1911 Hydra Model Hydra Model 1909 Hydra Model Hydra Model 477 12 458.00 452.58 450.65 5.42 0.40% 0.148 2.00 0.21 1.44 1912 1913 Hydra Model Hydra Model 1911 Hydra Model Hydra Model 125 12 460.00 453.14 452.58 6.86 0.45% 0.147 1.96 0.20 1.52 1914 1915 Hydra Model Hydra Model 1913 Hydra Model Hydra Model 362 12 462.00 454.83 453.14 7.17 0.47% 0.147 2.03 0.20 1.56 1916 1917 Hydra Model Hydra Model 1915 Hydra Model Hydra Model 277 12 464.00 456.87 454.83 7.13 0.74% 0.147 2.22 0.18 1.99 1918 1919 Hydra Model Hydra Model 1917 Hydra Model Hydra Model 423 12 468.00 462.79 456.87 5.21 1.40% 0.146 2.69 0.15 2.81 1920 1921 Hydra Model Hydra Model 1919 Hydra Model Hydra Model 419 12 470.00 467.78 462.79 2.22 1.19% 0.146 2.91 0.16 2.58 1961 1962 Hydra Model Hydra Model 1960 Hydra Model Hydra Model 304 10 433.00 423.50 415.70 9.50 2.57% 0.090 3.18 0.13 2.37 1963 1964 Hydra Model Hydra Model 1962 Hydra Model Hydra Model 422 10 445.00 437.11 423.50 7.89 3.22% 0.089 3.43 0.12 2.67 1965 1966 Hydra Model Hydra Model 1964 Hydra Model Hydra Model 173 10 455.00 443.06 437.11 11.94 3.44% 0.083 3.45 0.12 2.76 1967 1968 Hydra Model Hydra Model 1966 Hydra Model Hydra Model 231 10 456.00 452.07 443.06 3.93 3.90% 0.082 3.63 0.11 2.95 1975 1976 Hydra Model Hydra Model 1060 Hydra Model ‐ NGVD29 Hydra Model 97 12 524.30 513.92 513.80 10.38 0.12% 0.125 1.26 0.27 0.75 1977 1978 AsBuilt AsBuilt 1976 Hydra Model Hydra Model 398 12 527.28 514.89 514.02 12.39 0.22% 0.125 1.60 0.24 1.04 1981 1381 Hydra Model Hydra Model 751 Hydra Model Hydra Model 200 12 673.96 661.38 656.90 12.58 2.24% 0.928 5.46 0.34 2.81 2021 2022 Hydra Model Hydra Model 967 Hydra Model Hydra Model 489 12 560.00 552.99 548.90 7.01 0.84% 0.371 2.83 0.27 1.91 2023 5533 Raster Value Straight Grade 2022 Hydra Model Hydra Model 248 12 564.82 554.82 552.99 10.00 0.74% 0.370 3.13 0.29 1.77 2025 2026 Hydra Model Hydra Model 2024 Hydra Model Hydra Model 391 12 565.00 558.26 556.55 6.74 0.44% 0.243 2.34 0.26 1.41 2027 5509 Raster Value Straight Grade 2026 Hydra Model Hydra Model 98 12 568.69 558.69 558.26 10.00 0.44% 0.242 2.26 0.27 1.41 2029 2030 Hydra Model Hydra Model 2028 Hydra Model Hydra Model 299 12 570.00 560.19 559.18 9.81 0.34% 0.228 2.12 0.28 1.22 2031 5524 Raster Value Straight Grade 2030 Hydra Model Hydra Model 110 12 570.53 560.53 560.19 10.00 0.31% 0.226 1.96 0.28 1.16 2033 2034 Hydra Model Hydra Model 2032 Hydra Model Hydra Model 270 12 570.00 562.11 561.11 7.89 0.37% 0.192 1.33 0.24 1.33 2035 2036 Hydra Model Hydra Model 2034 Hydra Model Hydra Model 96 10 570.00 562.45 562.11 7.55 0.36% 0.191 2.07 0.33 0.72 2037 2038 Hydra Model Hydra Model 2036 Hydra Model Hydra Model 438 10 570.00 563.85 562.45 6.15 0.32% 0.190 1.93 0.32 0.68 2059 2061 Hydra Model Hydra Model 2060 Hydra Model Hydra Model 97 12 518.00 511.59 510.93 6.41 0.68% 0.107 1.00 0.18 1.95 2062 2063 Hydra Model Hydra Model 2061 Hydra Model Hydra Model 359 12 520.00 513.21 511.59 6.79 0.45% 0.108 1.95 0.18 1.57 2064 2065 Hydra Model Hydra Model 2063 Hydra Model Hydra Model 360 12 520.00 514.83 513.21 5.17 0.45% 0.107 1.82 0.17 1.57 2066 2067 Hydra Model Hydra Model 2065 Hydra Model Hydra Model 89 12 522.00 515.44 514.83 6.56 0.69% 0.058 1.33 0.12 2.01 2068 2069 Hydra Model Hydra Model 2067 Hydra Model Hydra Model 57 12 522.00 515.60 515.44 6.40 0.28% 0.042 1.21 0.13 1.28 2070 2071 Hydra Model Hydra Model 2069 Hydra Model Hydra Model 193 12 522.00 516.37 515.60 5.63 0.40% 0.042 1.21 0.11 1.53 2072 2073 Hydra Model Hydra Model 2071 Hydra Model Hydra Model 359 12 530.00 520.62 516.37 9.38 1.18% 0.037 1.47 0.08 2.68 2074 2075 Hydra Model Hydra Model 2073 Hydra Model Hydra Model 348 12 535.00 526.89 520.62 8.11 1.80% 0.035 1.96 0.07 3.31 2076 2077 Hydra Model Hydra Model 2075 Hydra Model Hydra Model 349 12 535.00 529.38 526.89 5.62 0.71% 0.033 1.70 0.09 2.07 2080 2081 Hydra Model Hydra Model 147 Hydra Model AsBuilt 417 12 473.00 465.36 462.70 7.64 0.64% 0.102 1.83 0.15 1.89 2094 2095 Hydra Model Hydra Model 1143 Hydra Model Hydra Model 417 10 374.00 366.57 364.50 7.43 0.50% 0.291 2.51 0.35 0.79 2096 2097 Hydra Model Hydra Model 2095 Hydra Model Hydra Model 470 10 376.00 368.92 366.57 7.08 0.50% 0.291 2.59 0.36 0.79 2098 2099 Hydra Model Hydra Model 2097 Hydra Model Hydra Model 383 10 383.00 375.21 369.22 7.79 1.57% 0.151 3.24 0.19 1.77 2124 2125 Hydra Model Hydra Model 2123 Hydra Model Hydra Model 450 10 399.00 390.57 389.23 8.43 0.30% 0.189 1.92 0.33 0.65 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 2126 2127 Hydra Model Hydra Model 2125 Hydra Model Hydra Model 439 10 399.00 391.95 390.57 7.05 0.31% 0.188 1.92 0.32 0.67 2128 2129 Hydra Model Hydra Model 841 Hydra Model Hydra Model 59 24 572.00 559.21 559.01 12.79 0.34% 4.616 4.29 0.59 4.64 2130 2131 Hydra Model Hydra Model 2129 Hydra Model Hydra Model 89 24 571.80 559.46 559.31 12.34 0.17% 4.617 3.68 0.65 1.90 2132 2133 Hydra Model Hydra Model 2131 Hydra Model Hydra Model 377 24 570.70 559.83 559.48 10.87 0.09% 4.616 3.05 0.76 0.21 2134 2135 Hydra Model Hydra Model 2133 Hydra Model Hydra Model 389 24 569.50 560.40 559.93 9.10 0.12% 4.618 2.95 0.73 0.89 2136 2137 Hydra Model Hydra Model 2135 Hydra Model Hydra Model 408 24 573.00 560.99 560.50 12.01 0.12% 4.606 3.02 0.73 0.88 2138 2139 Hydra Model Hydra Model 2137 Hydra Model Hydra Model 401 24 573.00 561.57 561.09 11.43 0.12% 4.608 3.03 0.73 0.87 2140 2141 Hydra Model Hydra Model 2139 Hydra Model Hydra Model 399 24 574.00 562.25 561.67 11.75 0.15% 4.611 3.15 0.69 1.43 2142 2143 Hydra Model Hydra Model 2141 Hydra Model Hydra Model 397 24 574.80 562.73 562.25 12.07 0.12% 4.612 3.02 0.73 0.89 2144 2145 Hydra Model Hydra Model 2143 Hydra Model Hydra Model 399 24 573.00 563.41 562.83 9.59 0.15% 4.609 3.17 0.69 1.43 2146 2147 Hydra Model Hydra Model 2145 Hydra Model Hydra Model 348 24 571.90 563.83 563.41 8.07 0.12% 4.605 3.08 0.73 0.90 2156 2157 Hydra Model Hydra Model 16 Hydra Model Hydra Model 313 12 541.00 535.00 522.43 6.00 4.01% 0.431 6.00 0.20 4.57 2158 2159 Hydra Model Hydra Model 2157 Hydra Model Hydra Model 401 12 556.50 548.00 535.05 8.50 3.23% 0.432 5.56 0.21 4.05 2160 2161 Hydra Model Hydra Model 2159 Hydra Model Hydra Model 389 12 567.00 557.83 548.05 9.17 2.51% 0.430 5.08 0.22 3.52 2162 2163 Hydra Model Hydra Model 2161 Hydra Model Hydra Model 400 18 574.00 558.81 557.93 15.19 0.22% 0.429 2.18 0.26 3.02 2164 2165 Hydra Model Hydra Model 2163 Hydra Model Hydra Model 391 18 578.00 559.77 558.91 18.23 0.22% 0.436 2.19 0.26 3.01 2166 2167 Hydra Model Hydra Model 2165 Hydra Model Hydra Model 394 18 579.00 560.75 559.87 18.25 0.22% 0.445 2.21 0.26 3.03 2168 2169 Hydra Model Hydra Model 2167 Hydra Model Hydra Model 319 18 577.00 561.55 560.85 15.45 0.22% 0.454 2.21 0.26 2.99 2170 2171 Hydra Model Hydra Model 2169 Hydra Model Hydra Model 398 18 572.61 561.71 561.65 10.90 0.02% 0.407 1.38 0.41 0.50 2172 2173 Hydra Model Hydra Model 2171 Hydra Model Hydra Model 401 18 570.66 563.61 561.71 7.05 0.47% 0.580 2.91 0.23 4.48 2174 2175 Hydra Model Hydra Model 2173 Hydra Model Hydra Model 403 18 577.30 564.59 563.61 12.71 0.24% 0.580 2.44 0.29 3.05 2195 2194 Hydra Model Hydra Model 2196 Hydra Model Hydra Model 55 12 537.20 527.23 526.50 9.97 1.32% 0.237 2.02 0.19 2.63 2198 841 Hydra Model Hydra Model 2199 Hydra Model Hydra Model 398 24 570.10 559.01 557.02 11.09 0.50% 4.638 4.98 0.46 6.56 2200 2199 Hydra Model Hydra Model 2201 Hydra Model Hydra Model 451 24 570.00 557.02 554.99 12.98 0.45% 4.638 4.94 0.48 5.99 2202 2201 Hydra Model Hydra Model 2203 Hydra Model Hydra Model 349 24 568.00 554.99 552.99 13.01 0.57% 4.649 5.24 0.44 7.34 2204 2203 Hydra Model Hydra Model 2205 Hydra Model Hydra Model 379 24 566.00 552.99 551.04 13.01 0.51% 4.650 5.07 0.46 6.71 2206 2205 Hydra Model Hydra Model 2207 Hydra Model Hydra Model 420 24 564.00 551.04 549.05 12.96 0.47% 4.652 4.91 0.47 6.25 2208 2207 Hydra Model Hydra Model 2209 Hydra Model Hydra Model 401 24 562.00 549.05 547.00 12.95 0.51% 4.653 5.43 0.48 6.67 2210 2209 Hydra Model Hydra Model 2197 Hydra Model Hydra Model 398 24 560.00 547.00 543.88 13.00 0.78% 4.654 5.47 0.40 9.37 2211 2197 Hydra Model Hydra Model 2212 Hydra Model Hydra Model 391 24 556.00 543.88 540.88 12.12 0.77% 4.742 6.77 0.48 9.13 2213 2212 Hydra Model Hydra Model 2214 Hydra Model Hydra Model 350 24 548.00 540.88 538.14 7.12 0.78% 2.374 3.84 0.28 11.64 2215 2214 Hydra Model Hydra Model 2216 Hydra Model Hydra Model 351 24 546.00 538.14 535.30 7.86 0.81% 4.747 6.06 0.41 9.50 2217 2216 Hydra Model Hydra Model 2218 Hydra Model Hydra Model 365 24 543.00 535.30 532.41 7.70 0.79% 4.747 6.02 0.41 9.36 2219 2218 Hydra Model Hydra Model 2220 Hydra Model Hydra Model 347 24 540.00 532.41 529.63 7.59 0.80% 4.785 6.08 0.41 9.40 2221 2220 Hydra Model Hydra Model 2222 Hydra Model Hydra Model 350 24 537.00 529.63 526.82 7.37 0.80% 4.786 6.02 0.41 9.41 2223 2222 Hydra Model Hydra Model 2224 Hydra Model Hydra Model 350 24 534.00 526.82 524.45 7.18 0.68% 4.786 5.30 0.42 8.25 2225 2224 Hydra Model Hydra Model 2226 Hydra Model Hydra Model 399 24 532.00 524.45 522.81 7.55 0.41% 4.787 4.65 0.49 5.36 2227 2226 Hydra Model Hydra Model 2228 Hydra Model Hydra Model 266 24 530.00 522.81 521.74 7.19 0.40% 4.847 4.64 0.52 5.20 2229 2228 Hydra Model Hydra Model 2230 Hydra Model Hydra Model 374 24 529.00 521.74 520.25 7.26 0.40% 4.849 4.63 0.51 5.15 2231 2230 Hydra Model Hydra Model 2232 Hydra Model Hydra Model 249 24 528.00 520.25 519.28 7.75 0.39% 4.872 4.48 0.52 5.02 2233 2232 Hydra Model Hydra Model 2234 Hydra Model Hydra Model 261 24 527.00 519.28 518.25 7.72 0.39% 4.874 4.86 0.54 5.07 2235 2234 Hydra Model Hydra Model 2236 Hydra Model Hydra Model 235 24 526.00 518.25 516.99 7.75 0.54% 4.877 4.80 0.45 6.72 2237 2236 Hydra Model Hydra Model 2238 Hydra Model Hydra Model 281 24 526.00 516.99 516.06 9.01 0.33% 4.883 4.29 0.55 4.23 2239 2238 Hydra Model Hydra Model 2240 Hydra Model Hydra Model 167 24 524.00 516.06 515.43 7.94 0.38% 4.899 4.40 0.55 4.84 2241 2240 Hydra Model Hydra Model 2242 Hydra Model Hydra Model 339 24 523.00 515.43 514.18 7.57 0.37% 4.904 4.56 0.53 4.71 2243 2242 Hydra Model Hydra Model 2244 Hydra Model Hydra Model 321 24 522.00 514.18 512.89 7.82 0.40% 4.904 4.69 0.52 5.14 2245 2244 Hydra Model Hydra Model 2246 Hydra Model Hydra Model 265 24 520.00 512.89 511.78 7.11 0.42% 4.913 4.62 0.51 5.35 2247 2246 Hydra Model Hydra Model 2060 Hydra Model Hydra Model 244 24 519.00 511.78 510.80 7.22 0.40% 4.911 4.72 0.53 5.14 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 2250 2249 AsBuilt AsBuilt 2251 Hydra Model Hydra Model 466 15 400.00 392.48 388.95 7.52 0.76% 0.168 0.89 0.14 3.77 2252 2251 Hydra Model Hydra Model 2253 Hydra Model Hydra Model 321 15 398.00 388.95 386.24 9.05 0.84% 1.610 4.74 0.44 2.54 2254 2253 Hydra Model Hydra Model 2255 Hydra Model Hydra Model 365 15 394.00 386.24 383.33 7.76 0.80% 1.610 4.73 0.45 2.43 2256 2255 Hydra Model Hydra Model 2257 Hydra Model Hydra Model 307 15 391.00 383.33 378.50 7.67 1.57% 1.615 4.50 0.36 4.06 2258 2257 Hydra Model Hydra Model 2259 Hydra Model Hydra Model 383 15 386.00 378.50 376.76 7.50 0.45% 1.636 4.19 0.56 1.41 2260 2259 Hydra Model Hydra Model 2261 Hydra Model Hydra Model 149 15 385.00 376.76 375.40 8.24 0.91% 1.642 4.51 0.43 2.68 2262 2261 Hydra Model Hydra Model 2263 Hydra Model Hydra Model 131 18 385.00 375.40 373.28 9.60 1.62% 3.406 7.14 0.48 5.95 2264 2263 Hydra Model Hydra Model 2265 Hydra Model Hydra Model 180 18 383.00 373.28 368.80 9.72 2.49% 3.406 8.50 0.39 8.21 2266 2265 Hydra Model Hydra Model 2267 Hydra Model Hydra Model 180 18 378.00 368.80 368.19 9.20 0.34% 1.095 3.13 0.36 3.19 2268 2267 Hydra Model Hydra Model 2269 Hydra Model Hydra Model 186 21 378.00 363.06 362.49 14.94 0.31% 1.095 2.21 0.29 5.05 2270 2269 Hydra Model Hydra Model 2271 Hydra Model Hydra Model 332 21 376.00 362.49 362.20 13.51 0.09% 1.095 2.19 0.43 2.19 2272 2271 Hydra Model Hydra Model 924 Hydra Model Hydra Model 172 21 372.00 362.20 361.60 9.80 0.35% 1.095 3.09 0.29 5.45 2274 1635 Hydra Model Hydra Model 2275 Hydra Model Hydra Model 202 30 377.00 364.03 363.50 12.97 0.26% 9.126 4.38 0.63 5.60 2276 2275 Hydra Model Hydra Model 2277 Hydra Model Hydra Model 397 30 374.00 363.50 362.50 10.50 0.25% 9.126 4.65 0.62 5.29 2278 2277 Hydra Model Hydra Model 2279 Hydra Model Hydra Model 119 30 372.00 362.50 362.00 9.50 0.42% 9.125 4.67 0.57 9.49 2280 2279 Hydra Model Hydra Model 2281 Hydra Model Hydra Model 402 30 369.00 362.00 361.00 7.00 0.25% 9.125 4.47 0.61 5.19 2282 2281 Hydra Model Hydra Model 2283 Hydra Model Hydra Model 470 30 368.00 361.00 359.90 7.00 0.23% 9.124 4.27 0.61 4.77 2284 2283 Hydra Model Hydra Model 2285 Hydra Model Hydra Model 475 30 367.00 359.90 358.90 7.10 0.21% 9.122 4.57 0.66 4.05 2286 2285 Hydra Model Hydra Model 934 Hydra Model Hydra Model 270 30 366.00 358.90 357.80 7.10 0.41% 9.126 5.46 0.54 9.19 2287 920 AsBuilt Hydra Model 2261 Hydra Model Hydra Model 268 15 398.20 379.03 375.40 19.17 1.36% 2.238 5.53 0.46 3.03 2290 16 Hydra Model Hydra Model 2291 Hydra Model Hydra Model 132 18 532.80 508.50 507.80 24.30 0.53% 0.887 1.87 0.31 4.48 2293 2294 Hydra Model Hydra Model 2196 Hydra Model Hydra Model 184 12 536.00 535.00 534.00 1.00 0.54% 0.000 0.00 0.01 1.84 2299 1494 Hydra Model Hydra Model 2291 Hydra Model Hydra Model 274 18 526.00 516.06 514.90 9.94 0.42% 3.885 4.62 0.75 0.90 2302 2301 Hydra Model Hydra Model 2303 Hydra Model Hydra Model 233 24 476.00 466.09 465.36 9.91 0.31% 6.972 4.80 0.74 1.90 2304 2303 Hydra Model Hydra Model 1586 Hydra Model Hydra Model 417 24 475.00 465.36 463.30 9.64 0.49% 6.968 5.61 0.60 4.17 2333 1103 Hydra Model Hydra Model 2326 Hydra Model Hydra Model 122 15 391.30 382.70 382.35 8.60 0.29% 2.845 3.77 1.02 ‐0.42 2334 2335 Hydra Model Hydra Model 1103 Hydra Model Hydra Model 350 15 390.00 383.53 383.29 6.47 0.07% 0.255 1.35 0.39 0.93 2336 2337 Hydra Model Hydra Model 2335 Hydra Model Hydra Model 105 15 393.00 384.11 383.87 8.89 0.23% 0.255 1.94 0.25 1.91 2338 2339 Hydra Model Hydra Model 2337 Hydra Model Hydra Model 301 15 391.00 384.44 384.14 6.56 0.10% 0.240 1.42 0.30 1.19 2340 2341 Hydra Model Hydra Model 2339 Hydra Model Hydra Model 294 15 392.00 384.91 384.54 7.09 0.13% 0.167 1.29 0.22 1.44 2342 2343 Hydra Model Hydra Model 2341 Hydra Model Hydra Model 114 10 392.00 385.43 384.99 6.57 0.39% 0.166 2.07 0.30 0.79 2344 2345 Hydra Model Hydra Model 2343 Hydra Model Hydra Model 301 10 393.00 386.61 385.53 6.39 0.36% 0.166 2.05 0.30 0.75 2346 2347 Hydra Model Hydra Model 2345 Hydra Model Hydra Model 60 10 393.00 387.02 386.74 5.98 0.47% 0.164 2.13 0.28 0.89 2348 1110 Hydra Model Hydra Model 2347 Hydra Model Hydra Model 376 10 394.40 388.90 387.08 5.50 0.48% 0.164 2.20 0.27 0.90 2349 2325 Hydra Model Hydra Model 2350 Hydra Model Hydra Model 72 12 404.80 395.51 394.74 9.29 1.07% 1.443 4.66 0.56 1.14 2351 2350 Hydra Model Hydra Model 2352 Hydra Model Hydra Model 235 12 404.80 394.74 392.44 10.06 0.98% 1.443 5.29 0.61 1.02 2353 2352 Hydra Model Hydra Model 2251 Hydra Model Hydra Model 173 12 398.00 392.44 388.95 5.56 2.02% 1.443 5.74 0.45 2.10 2354 2355 Hydra Model Hydra Model 2249 AsBuilt AsBuilt 200 12 402.00 393.00 392.48 9.00 0.26% 0.135 1.78 0.24 1.14 2356 2357 Hydra Model Hydra Model 2355 Hydra Model Hydra Model 329 12 403.00 393.78 393.00 9.22 0.24% 0.119 1.39 0.21 1.10 2358 2359 Hydra Model Hydra Model 2357 Hydra Model Hydra Model 310 12 407.50 394.57 393.78 12.93 0.25% 0.105 1.42 0.20 1.15 2408 2060 Hydra Model Hydra Model 2409 Hydra Model Hydra Model 375 24 518.00 510.80 509.08 7.20 0.46% 5.082 4.30 0.48 5.65 2410 2409 Hydra Model Hydra Model 2411 Hydra Model Hydra Model 375 24 518.00 509.08 508.18 8.92 0.24% 5.102 4.24 0.65 2.66 2412 2411 Hydra Model Hydra Model 2413 Hydra Model Hydra Model 200 24 518.00 507.83 506.11 10.17 0.86% 5.110 6.21 0.44 9.58 2414 2413 Hydra Model Hydra Model 2415 Hydra Model Hydra Model 375 24 517.00 506.11 502.58 10.89 0.94% 5.131 6.64 0.41 10.24 2416 2415 Hydra Model Hydra Model 2417 Hydra Model Hydra Model 425 24 512.00 502.58 498.01 9.42 1.08% 5.156 6.84 0.39 11.27 2418 2417 Hydra Model Hydra Model 909 Hydra Model Hydra Model 400 24 508.00 498.01 494.06 9.99 0.99% 5.156 6.78 0.41 10.59 2928 2929 Hydra Model Straight Grade 1760 GoogleEarth Hydra Model 308 18 640.00 636.00 633.15 4.00 0.93% 0.413 3.73 0.17 6.66 2930 2931 Hydra Model AsBuilt 2929 Hydra Model Straight Grade 218 18 646.00 638.00 636.00 8.00 0.92% 0.411 3.21 0.16 6.63 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 10000 9365 Inv+10 Straight Grade 9364 Inv+10 Straight Grade 166 10 366.60 359.51 359.05 7.09 0.28% 0.050 1.22 0.17 0.76 10001 9364 Inv+10 Straight Grade 9377 Inv+10 Straight Grade 214 14 366.60 359.05 358.73 7.55 0.15% 0.051 0.97 0.13 1.40 10002 9377 Inv+10 Straight Grade 9362 Inv+10 Straight Grade 380 10 366.60 358.73 357.66 7.87 0.28% 0.059 1.33 0.18 0.75 10003 9362 Inv+10 Straight Grade 154 Hydra Model Hydra Model 380 10 366.60 357.66 356.60 8.94 0.28% 0.061 0.93 0.19 0.75 10004 9307 Raster Value Compare Raster to MH Depth 9365 Inv+10 Straight Grade 380 10 366.60 360.58 359.51 6.02 0.28% 0.043 1.15 0.16 0.77 10005 5033 Raster Value Straight Grade 5034 Raster Value Straight Grade 787 10 360.10 353.15 350.95 6.95 0.28% 0.045 1.16 0.16 0.77 10006 5034 Raster Value Straight Grade 1138 Hydra Model Hydra Model 388 12 360.10 350.95 350.10 9.15 0.22% 0.047 1.16 0.15 1.12 10007 8917 Raster Value Straight Grade 1113 Hydra Model Hydra Model 306 10 388.30 379.16 378.30 9.14 0.28% 0.194 1.88 0.34 0.62 10008 5763 Raster Value Straight Grade 8917 Raster Value Straight Grade 199 10 388.30 379.71 379.16 8.59 0.28% 0.174 1.75 0.32 0.63 10009 8906 Raster Value Straight Grade 5763 Raster Value Straight Grade 119 10 388.30 380.05 379.71 8.25 0.29% 0.173 1.80 0.32 0.65 10010 6876 Raster Value Straight Grade 8906 Raster Value Straight Grade 419 10 388.30 381.22 380.05 7.08 0.28% 0.171 1.80 0.31 0.64 10016 8864 Raster Value Straight Grade 8863 Raster Value Straight Grade 167 10 407.00 397.95 397.48 9.05 0.28% 0.088 1.55 0.23 0.73 10017 8863 Raster Value Straight Grade 8862 Raster Value Straight Grade 173 10 407.00 397.48 397.00 9.52 0.28% 0.086 1.23 0.22 0.72 10018 5746 Raster Value AsBuilt 1115 Hydra Model Hydra Model 373 10 388.80 381.38 378.28 7.42 0.83% 0.005 0.94 0.04 1.39 10019 5747 Raster AsBuilt 5746 Raster Value AsBuilt 344 10 388.80 383.14 381.38 5.66 0.51% 0.002 0.42 0.03 1.10 10020 6985 Raster Value AsBuilt 2249 AsBuilt AsBuilt 26 12 402.48 392.48 392.48 10.00 0.00% 0.030 0.48 0.19 0.12 10021 7327 Raster Value AsBuilt 2249 AsBuilt AsBuilt 300 12 402.48 392.48 392.48 10.00 0.00% 0.001 0.04 0.18 0.04 10022 6542 AsBuilt AsBuilt 6541 AsBuilt AsBuilt 22 12 406.87 397.29 396.42 9.58 3.94% 0.042 2.03 0.07 4.91 10023 7471 AsBuilt AsBuilt 7472 AsBuilt AsBuilt 106 10 413.72 408.11 407.34 5.61 0.73% 0.080 2.02 0.17 1.23 10024 7472 AsBuilt AsBuilt 7492 AsBuilt AsBuilt 383 10 412.89 407.34 403.48 5.55 1.01% 0.095 2.41 0.17 1.45 10025 7467 AsBuilt AsBuilt 7491 AsBuilt AsBuilt 326 10 413.25 407.24 403.93 6.01 1.02% 0.022 1.50 0.08 1.52 10026 7491 AsBuilt AsBuilt 6887 AsBuilt AsBuilt 300 10 410.02 403.93 400.93 6.09 1.00% 0.024 1.54 0.09 1.51 10027 7492 AsBuilt AsBuilt 7205 Raster Value AsBuilt 381 10 408.97 403.48 399.62 5.49 1.01% 0.096 2.41 0.17 1.45 10028 6541 AsBuilt AsBuilt 7325 AsBuilt AsBuilt 104 12 406.67 396.42 395.51 10.25 0.87% 0.045 0.82 0.10 1.94 10029 7324 AsBuilt AsBuilt 6985 Raster Value AsBuilt 427 12 404.83 395.70 392.48 9.13 0.75% 0.029 0.72 0.08 2.14 10030 7325 AsBuilt AsBuilt 2325 Hydra Model Hydra Model 24 10 405.30 395.76 395.51 9.54 1.04% 0.145 0.86 0.37 1.42 10031 7323 Est Straight Grade 7325 AsBuilt AsBuilt 26 10 405.30 396.02 395.76 9.28 1.02% 0.099 1.89 0.17 1.45 10032 7205 Raster Value AsBuilt 7323 Est Straight Grade 361 10 405.51 399.62 396.02 5.89 1.00% 0.098 2.43 0.17 1.43 10033 6538 AsBuilt AsBuilt 7324 AsBuilt AsBuilt 221 10 405.21 397.93 395.70 7.28 1.01% 0.027 1.60 0.09 1.51 10034 6887 AsBuilt AsBuilt 6538 AsBuilt AsBuilt 300 10 406.99 400.93 397.93 6.06 1.00% 0.025 1.60 0.09 1.51 10035 5808 Raster Value AsBuilt 9401 Hydra Model AsBuilt 309 10 448.70 433.13 430.81 15.57 0.75% 0.038 2.24 0.13 1.29 10036 9406 Inv+10 Straight Grade 5808 Raster Value AsBuilt 297 10 448.70 435.37 433.13 13.33 0.75% 0.034 1.40 0.11 1.30 10038 5989 Inv+8 Straight Grade 6605 AsBuilt AsBuilt 13 10 425.01 417.01 416.96 8.00 0.40% 0.009 0.83 0.07 0.96 10039 6605 AsBuilt AsBuilt 7539 Raster Value Compare Raster to MH Depth 327 10 423.83 416.96 415.31 6.87 0.50% 0.011 0.77 0.07 1.08 10040 7539 Raster Value Compare Raster to MH Depth 5861 AsBuilt AsBuilt 331 10 422.06 415.31 412.48 6.75 0.85% 0.030 1.53 0.10 1.39 10041 5861 AsBuilt AsBuilt 5864 AsBuilt AsBuilt 306 10 418.88 412.48 410.10 6.40 0.78% 0.032 1.73 0.11 1.32 10042 5953 AsBuilt AsBuilt 5954 AsBuilt AsBuilt 155 10 422.44 415.41 413.78 7.03 1.06% 0.004 0.79 0.04 1.57 10043 5954 AsBuilt AsBuilt 5862 AsBuilt AsBuilt 239 10 420.56 413.78 411.86 6.78 0.80% 0.007 0.73 0.05 1.37 10044 5862 AsBuilt AsBuilt 5863 AsBuilt AsBuilt 209 10 418.74 411.86 410.10 6.88 0.84% 0.016 1.26 0.07 1.39 10045 5864 AsBuilt AsBuilt 5865 AsBuilt AsBuilt 28 10 416.89 410.10 409.65 6.79 1.63% 0.034 1.27 0.09 1.93 10046 5865 AsBuilt AsBuilt 7471 AsBuilt AsBuilt 208 10 416.23 409.65 408.11 6.58 0.74% 0.078 2.01 0.17 1.24 10047 5863 AsBuilt AsBuilt 7467 AsBuilt AsBuilt 368 10 417.27 410.10 407.24 7.17 0.78% 0.018 1.31 0.08 1.34 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 10048 8339 AsBuilt AsBuilt 8664 AsBuilt AsBuilt 395 10 504.44 491.38 490.21 13.06 0.30% 0.136 1.73 0.27 0.70 10049 8664 AsBuilt AsBuilt 6592 AsBuilt AsBuilt 417 10 503.50 490.21 489.01 13.29 0.29% 0.139 1.51 0.28 0.68 10050 6592 AsBuilt AsBuilt 8415 AsBuilt AsBuilt 381 10 502.20 489.01 487.81 13.19 0.31% 0.191 2.05 0.34 0.67 10051 8415 AsBuilt AsBuilt 8711 AsBuilt AsBuilt 400 10 499.90 486.80 485.36 13.10 0.36% 0.209 2.01 0.32 0.71 10052 8711 AsBuilt AsBuilt 5053 AsBuilt AsBuilt 401 10 497.27 485.36 483.92 11.91 0.36% 0.214 2.36 0.35 0.71 10053 5053 AsBuilt AsBuilt 5052 AsBuilt AsBuilt 377 10 493.97 483.92 480.55 10.05 0.89% 0.214 2.62 0.26 1.24 10054 5052 AsBuilt AsBuilt 5735 AsBuilt Straight Grade 102 10 491.00 480.55 480.06 10.45 0.48% 0.214 2.23 0.30 0.85 10058 8520 AsBuilt AsBuilt 8519 AsBuilt AsBuilt 226 10 569.84 563.95 563.19 5.89 0.34% 0.008 1.05 0.08 0.88 10059 8521 AsBuilt AsBuilt 8520 AsBuilt AsBuilt 239 10 569.84 564.54 563.95 5.30 0.25% 0.008 0.65 0.07 0.76 10060 8527 AsBuilt AsBuilt JCT‐30 Inv+10 Straight Grade 273 10 569.20 565.22 561.51 3.98 1.36% 0.021 1.12 0.08 1.77 10061 8524 AsBuilt AsBuilt 8527 AsBuilt AsBuilt 263 10 571.56 565.86 565.22 5.70 0.24% 0.013 0.86 0.10 0.74 10062 8525 AsBuilt AsBuilt 8521 AsBuilt AsBuilt 374 10 570.70 565.88 564.54 4.82 0.36% 0.002 0.35 0.04 0.92 10063 5152 AsBuilt AsBuilt 8524 AsBuilt AsBuilt 317 10 572.10 567.20 565.86 4.90 0.42% 0.003 0.32 0.04 1.00 10065 8735 Est AsBuilt 1141 Hydra Model Hydra Model 437 12 337.75 333.09 331.00 4.66 0.48% 0.032 0.11 0.09 1.69 10066 5194 Est AsBuilt 8735 Est AsBuilt 295 12 337.50 333.73 333.09 3.77 0.22% 0.029 1.00 0.12 1.13 10067 8736 AsBuilt AsBuilt 5194 Est AsBuilt 437 10 349.00 342.00 333.73 7.00 1.89% 0.008 0.54 0.05 2.10 10068 1133 Hydra Model Hydra Model 1204 Hydra Model Hydra Model 366 30 357.00 342.30 335.30 14.70 1.91% 0.312 1.78 0.06 39.40 10069 8732 Est Straight Grade 6182 AsBuilt AsBuilt 158 10 350.00 346.64 342.22 3.36 2.80% 0.005 0.74 0.03 2.56 10070 6182 AsBuilt AsBuilt 8736 AsBuilt AsBuilt 65 10 346.20 342.20 342.00 4.00 0.31% 0.007 0.83 0.07 0.89 10073 8751 Raster Value Straight Grade 841 Hydra Model Hydra Model 188 12 569.01 559.42 559.01 9.59 0.22% 0.042 0.30 0.51 1.12 10074 7444 Raster Value Straight Grade 7446 Raster Value Straight Grade 113 10 401.95 393.00 392.68 8.95 0.28% 0.002 0.11 0.03 0.81 10075 7446 Raster Value Straight Grade 2127 Hydra Model Hydra Model 260 10 401.95 392.68 391.95 9.27 0.28% 0.160 1.74 0.30 0.65 10076 6201 Raster Value Straight Grade 7446 Raster Value Straight Grade 248 10 401.95 393.37 392.68 8.58 0.28% 0.160 1.78 0.31 0.65 10077 8740 Raster Value AsBuilt 8908 Raster Value AsBuilt 318 12 377.10 369.41 368.79 7.69 0.19% 0.010 0.32 0.07 1.09 10079 8902 Raster Value AsBuilt 1650 Hydra Model AsBuilt 57 12 377.10 367.47 367.10 9.63 0.65% 0.074 0.48 0.28 1.93 10080 6202 Raster Value Straight Grade 6201 Raster Value Straight Grade 204 10 401.95 393.94 393.37 8.01 0.28% 0.155 1.75 0.30 0.66 10081 6966 Raster Value Straight Grade 2038 Hydra Model Hydra Model 101 10 573.85 564.13 563.85 9.72 0.28% 0.180 1.82 0.33 0.63 10082 7256 Raster Value Straight Grade 6966 Raster Value Straight Grade 206 10 573.85 564.71 564.13 9.14 0.28% 0.179 1.80 0.32 0.64 10083 7257 Raster Value Compare Raster to MH Depth 7256 Raster Value Straight Grade 117 10 573.85 565.04 564.71 8.81 0.28% 0.178 1.81 0.33 0.64 10084 9118 Raster Value Straight Grade 7257 Raster Value Compare Raster to MH Depth 335 10 573.85 565.97 565.04 7.88 0.28% 0.177 1.81 0.32 0.63 10085 6344 Raster Value Compare Raster to MH Depth 9118 Raster Value Straight Grade 190 10 573.85 566.51 565.97 7.34 0.28% 0.173 1.81 0.32 0.64 10086 9117 Raster Value Compare Raster to MH Depth 6344 Raster Value Compare Raster to MH Depth 291 10 573.85 567.32 566.51 6.53 0.28% 0.173 1.81 0.32 0.64 10087 7464 Raster Value Compare Raster to MH Depth 9117 Raster Value Compare Raster to MH Depth 257 10 573.85 568.04 567.32 5.81 0.28% 0.168 1.78 0.31 0.65 10088 9116 Raster Value Compare Raster to MH Depth 7464 Raster Value Compare Raster to MH Depth 139 10 573.85 568.43 568.04 5.42 0.28% 0.168 1.78 0.32 0.65 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 10089 9115 Raster Value Compare Raster to MH Depth 9116 Raster Value Compare Raster to MH Depth 191 10 573.85 568.96 568.43 4.89 0.28% 0.167 1.77 0.31 0.64 10090 6346 Raster Value Straight Grade 9115 Raster Value Compare Raster to MH Depth 182 10 573.85 569.47 568.96 4.38 0.28% 0.156 1.72 0.30 0.66 10091 6830 AsBuilt AsBuilt 9072 AsBuilt AsBuilt 462 10 568.85 561.59 560.37 7.26 0.26% 0.015 0.94 0.11 0.77 10092 9072 AsBuilt AsBuilt 7253 Raster Value Straight Grade 393 10 567.87 560.27 559.15 7.60 0.28% 0.018 1.01 0.11 0.80 10093 7253 Raster Value Straight Grade 9077 Raster Value Compare Raster to MH Depth 393 10 568.17 559.05 557.93 9.12 0.28% 0.021 1.06 0.12 0.80 10094 9077 Raster Value Compare Raster to MH Depth 6327 AsBuilt AsBuilt 387 10 568.36 557.83 556.72 10.53 0.29% 0.023 0.35 0.12 0.80 10095 6321 AsBuilt AsBuilt 6533 Raster Value Straight Grade 261 10 568.38 563.33 562.70 5.05 0.24% 0.005 0.66 0.07 0.75 10096 6327 AsBuilt AsBuilt 960 Hydra Model Hydra Model 55 10 570.11 556.52 556.30 13.59 0.40% 0.032 0.11 0.70 0.94 10097 6533 Raster Value Straight Grade 9068 AsBuilt AsBuilt 152 10 569.20 562.60 562.23 6.60 0.24% 0.009 0.67 0.08 0.75 10098 9068 AsBuilt AsBuilt 6830 AsBuilt AsBuilt 190 10 569.63 562.23 561.69 7.40 0.28% 0.010 0.86 0.09 0.81 10099 9059 AsBuilt AsBuilt 5666 AsBuilt AsBuilt 422 10 684.76 673.49 672.10 11.27 0.33% 0.083 1.41 0.21 0.80 10100 6535 AsBuilt AsBuilt 9059 AsBuilt AsBuilt 355 10 686.79 674.56 673.49 12.23 0.30% 0.080 1.50 0.21 0.76 10101 9053 AsBuilt AsBuilt 6535 AsBuilt AsBuilt 211 10 689.27 675.19 674.56 14.08 0.30% 0.078 1.47 0.21 0.76 10102 9056 AsBuilt AsBuilt 9053 AsBuilt AsBuilt 261 10 685.63 675.98 675.19 9.65 0.30% 0.076 1.47 0.20 0.77 10103 7532 AsBuilt AsBuilt 9056 AsBuilt AsBuilt 281 10 685.87 676.83 675.98 9.04 0.30% 0.074 1.46 0.20 0.77 10104 5666 AsBuilt AsBuilt 6286 AsBuilt AsBuilt 284 10 682.23 672.10 671.40 10.13 0.25% 0.083 1.50 0.24 0.68 10105 6286 AsBuilt AsBuilt 7250 AsBuilt AsBuilt 370 10 678.60 671.40 668.62 7.20 0.75% 0.096 2.27 0.19 1.23 10106 7250 AsBuilt AsBuilt 9042 AsBuilt AsBuilt 460 10 677.28 668.62 663.80 8.66 1.05% 0.099 2.01 0.17 1.47 10107 6238 Raster Value AsBuilt 8902 Raster Value AsBuilt 300 12 377.10 368.06 367.47 9.04 0.20% 0.077 1.28 0.18 1.03 10108 6239 Raster Value AsBuilt 6238 Raster Value AsBuilt 34 12 377.10 368.13 368.06 8.97 0.21% 0.075 1.21 0.18 1.06 10109 8904 Raster Value AsBuilt 6239 Raster Value AsBuilt 109 12 377.10 368.44 368.13 8.66 0.28% 0.068 1.22 0.15 1.26 10110 8908 Raster Value AsBuilt 8904 Raster Value AsBuilt 162 12 377.10 368.79 368.44 8.31 0.22% 0.062 1.21 0.16 1.10 10111 8907 Raster Value AsBuilt 8908 Raster Value AsBuilt 159 12 377.10 369.13 367.10 7.97 1.27% 0.051 1.05 0.14 1.10 10112 8905 Raster Value AsBuilt 8907 Raster Value AsBuilt 102 12 377.10 369.35 369.13 7.75 0.22% 0.049 1.11 0.14 1.11 10113 6302 Raster Value AsBuilt 8905 Raster Value AsBuilt 546 12 377.10 370.55 369.35 6.55 0.22% 0.024 0.77 0.10 1.15 10114 6822 Raster Value Straight Grade 7529 Raster Value Straight Grade 250 10 383.80 375.00 374.31 8.80 0.28% 0.017 0.85 0.10 0.79 10115 7529 Raster Value Straight Grade 1116 Hydra Model Hydra Model 180 10 383.80 374.31 373.80 9.49 0.28% 0.022 0.33 0.11 0.79 10116 8878 Raster Value Straight Grade 8882 Raster Value Straight Grade 191 10 390.70 385.21 384.68 5.49 0.28% 0.024 1.31 0.13 0.78 10117 8882 Raster Value Straight Grade 8880 Raster Value Straight Grade 60 12 390.70 384.68 383.37 6.02 2.19% 0.025 1.19 0.06 3.67 10118 8880 Raster Value Straight Grade 8881 Raster Value Straight Grade 288 12 390.70 383.37 382.73 7.33 0.22% 0.031 0.98 0.11 1.14 10119 8881 Raster Value Straight Grade 6230 Raster Value Straight Grade 219 12 390.70 382.73 382.25 7.97 0.22% 0.031 0.99 0.11 1.14 10120 6230 Raster Value Straight Grade 8885 Raster Value Straight Grade 222 12 390.70 382.25 381.76 8.45 0.22% 0.032 0.63 0.11 1.14 10121 8885 Raster Value Straight Grade 6231 Raster Value Straight Grade 239 12 390.70 381.76 380.70 8.94 0.44% 0.103 1.41 0.20 1.07 10122 6231 Raster Value Straight Grade 1198 Hydra Model Hydra Model 241 12 390.70 381.23 380.70 9.47 0.22% 0.104 1.36 0.20 1.07 10123 8792 Raster Value Straight Grade 8791 Raster Value Straight Grade 340 10 387.80 379.12 378.17 8.68 0.28% 0.008 0.69 0.07 0.80 10124 8791 Raster Value Straight Grade 1191 Hydra Model Hydra Model 133 10 387.80 378.17 377.80 9.63 0.28% 0.010 0.21 0.08 0.80 10125 6842 Raster Value Straight Grade 2324 Hydra Model Hydra Model 109 10 553.02 543.32 543.02 9.70 0.28% 0.051 1.06 0.17 0.75 10126 7353 Hydra Model Hydra Model 1404 Hydra Model Hydra Model 281 18 742.82 732.82 719.56 10.00 4.72% 0.080 2.36 0.05 15.03 10129 7948 Inv+8 Straight Grade 6084 Raster Value Straight Grade 287 10 454.28 446.28 445.42 8.00 0.30% 0.104 1.61 0.24 0.74 10130 7947 Raster Value Straight Grade 851 Hydra Model Hydra Model 319 10 452.50 443.50 442.54 9.00 0.30% 0.109 1.01 0.24 0.73 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 10131 6084 Raster Value Straight Grade 7943 Raster Value Straight Grade 291 10 452.50 445.42 444.55 7.08 0.30% 0.106 1.61 0.24 0.73 10132 7943 Raster Value Straight Grade 7947 Raster Value Straight Grade 350 10 452.50 444.55 443.50 7.95 0.30% 0.109 1.64 0.24 0.73 10133 7944 Inv+8 Straight Grade 7948 Inv+8 Straight Grade 82 10 454.28 446.51 446.28 7.77 0.28% 0.103 1.56 0.25 0.71 10134 6097 Inv+8 Straight Grade 6668 Raster Value Straight Grade 368 12 448.23 440.23 416.89 8.00 6.34% 0.001 0.21 0.01 6.29 10135 7505 AsBuilt AsBuilt 7506 AsBuilt AsBuilt 93 12 483.00 474.65 474.08 8.35 0.62% 0.177 2.36 0.21 1.78 10136 7506 AsBuilt AsBuilt 7508 AsBuilt AsBuilt 228 12 480.00 473.98 472.27 6.02 0.75% 0.178 2.55 0.20 1.98 10137 7508 AsBuilt AsBuilt 7507 AsBuilt AsBuilt 155 12 480.00 472.17 470.87 7.83 0.84% 0.178 2.65 0.19 2.11 10138 8318 Inv+8 AsBuilt 6097 Inv+8 Straight Grade 291 12 458.00 450.00 440.23 8.00 3.36% 0.001 0.91 0.01 4.57 10139 8108 AsBuilt AsBuilt 8318 Inv+8 AsBuilt 354 12 464.79 458.24 456.30 6.55 0.55% 0.001 0.63 0.02 1.85 10140 7441 Inv+8 Straight Grade 8317 AsBuilt AsBuilt 331 12 495.46 487.46 480.23 8.00 2.19% 0.213 3.95 0.16 3.48 10141 8317 AsBuilt AsBuilt 7551 AsBuilt AsBuilt 440 12 490.02 463.07 463.07 26.95 0.00% 0.214 2.84 0.16 3.52 10142 7507 AsBuilt AsBuilt 7551 AsBuilt AsBuilt 195 12 480.00 470.77 470.38 9.23 0.20% 0.178 1.65 0.29 0.94 10143 6077 AsBuilt AsBuilt 7505 AsBuilt AsBuilt 312 12 495.00 477.21 474.75 17.79 0.79% 0.177 2.60 0.19 2.04 10144 7982 Inv+8 AsBuilt 6077 AsBuilt AsBuilt 202 12 486.92 478.92 477.31 8.00 0.80% 0.096 2.18 0.14 2.13 10145 7981 Inv+8 AsBuilt 7982 Inv+8 AsBuilt 169 12 488.27 480.27 478.92 8.00 0.80% 0.091 2.10 0.14 2.14 10146 7980 AsBuilt Straight Grade 7984 Inv+8 AsBuilt 357 12 495.00 486.08 483.18 8.92 0.81% 0.077 2.05 0.13 2.17 10147 7551 AsBuilt AsBuilt 6033 Inv+8 Straight Grade 132 12 478.79 463.07 463.07 15.72 0.00% 0.345 3.81 0.25 2.41 10148 6033 Inv+8 Straight Grade 6032 AsBuilt AsBuilt 192 12 476.77 463.07 463.07 13.70 0.00% 0.345 3.55 0.22 3.03 10149 6032 AsBuilt AsBuilt 6037 Raster Value Straight Grade 210 12 475.85 463.07 463.07 12.78 0.00% 0.438 3.70 0.29 2.10 10150 6037 Raster Value Straight Grade 6034 AsBuilt AsBuilt 187 12 473.07 463.07 460.35 10.00 1.45% 0.438 3.77 0.26 2.57 10151 7984 Inv+8 AsBuilt 7983 Inv+8 Straight Grade 257 12 491.18 483.18 481.04 8.00 0.83% 0.078 2.07 0.13 2.20 10152 7983 Inv+8 Straight Grade 7981 Inv+8 AsBuilt 92 12 489.04 481.04 480.27 8.00 0.84% 0.081 2.03 0.13 2.21 10153 6036 Inv+8 Straight Grade 6032 AsBuilt AsBuilt 251 12 474.25 466.25 463.07 8.00 1.27% 0.094 1.10 0.17 1.48 10158 8602 AsBuilt AsBuilt 5991 Raster Value Compare Raster to MH Depth 221 10 489.09 480.91 480.43 8.18 0.22% 0.011 0.77 0.10 0.70 10159 5991 Raster Value Compare Raster to MH Depth 9338 AsBuilt AsBuilt 171 10 488.22 480.43 479.59 7.79 0.49% 0.012 0.70 0.08 1.06 10160 9384 Inv+8 Straight Grade 8270 Inv+8 Straight Grade 322 10 481.82 473.82 472.54 8.00 0.40% 0.126 1.88 0.24 0.85 10161 8270 Inv+8 Straight Grade 8269 Inv+8 Straight Grade 60 10 480.54 472.54 472.30 8.00 0.40% 0.126 1.78 0.25 0.85 10162 9338 AsBuilt AsBuilt 6446 AsBuilt AsBuilt 58 10 487.04 479.49 479.41 7.55 0.14% 0.124 1.67 0.34 0.45 10163 6446 AsBuilt AsBuilt 9349 AsBuilt AsBuilt 132 10 487.01 479.41 477.93 7.60 1.12% 0.126 2.07 0.19 1.50 10164 9349 AsBuilt AsBuilt 7934 AsBuilt AsBuilt 401 10 485.50 477.93 476.76 7.57 0.29% 0.128 1.71 0.27 0.70 10165 7934 AsBuilt AsBuilt 6003 AsBuilt AsBuilt 400 10 484.38 476.76 475.46 7.62 0.33% 0.130 1.73 0.26 0.74 10166 6003 AsBuilt AsBuilt 7935 AsBuilt AsBuilt 400 10 485.54 475.46 474.26 10.08 0.30% 0.131 1.74 0.27 0.71 10167 7935 AsBuilt AsBuilt 7219 Raster Value Straight Grade 400 10 485.71 474.26 472.96 11.45 0.32% 0.131 1.63 0.26 0.74 10168 7219 Raster Value Straight Grade 7189 AsBuilt AsBuilt 441 10 485.00 472.96 471.79 12.04 0.27% 0.135 1.76 0.30 0.66 10169 5997 Inv+8 Straight Grade 9384 Inv+8 Straight Grade 330 10 483.14 475.14 473.82 8.00 0.40% 0.125 1.88 0.24 0.85 10170 7931 Inv+8 Straight Grade 5997 Inv+8 Straight Grade 235 10 484.08 476.08 475.14 8.00 0.40% 0.125 1.88 0.24 0.85 10171 7883 Inv+8 Straight Grade 6636 Inv+8 Straight Grade 160 10 478.82 470.82 470.18 8.00 0.40% 0.132 1.89 0.25 0.84 10172 7189 AsBuilt AsBuilt 5977 AsBuilt AsBuilt 158 10 484.39 471.79 470.97 12.60 0.52% 0.137 2.12 0.24 0.97 10173 5979 Inv+8 Straight Grade 8306 AsBuilt AsBuilt 320 10 476.48 468.48 467.10 8.00 0.43% 0.134 1.83 0.25 0.87 10174 6637 Inv+8 Straight Grade 6547 Inv+8 Straight Grade 138 10 477.74 469.74 469.19 8.00 0.40% 0.133 1.89 0.25 0.84 10175 6547 Inv+8 Straight Grade 5979 Inv+8 Straight Grade 177 10 477.19 469.19 468.48 8.00 0.40% 0.134 1.93 0.26 0.84 10176 6636 Inv+8 Straight Grade 6637 Inv+8 Straight Grade 109 10 478.18 470.18 469.74 8.00 0.40% 0.133 1.89 0.25 0.84 10177 7884 Inv+8 Straight Grade 7883 Inv+8 Straight Grade 345 10 480.20 472.20 470.82 8.00 0.40% 0.131 1.90 0.25 0.84 10178 8269 Inv+8 Straight Grade 7884 Inv+8 Straight Grade 25 10 480.30 472.30 472.20 8.00 0.40% 0.127 1.79 0.26 0.84 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 10179 9447 Record Dwg ‐ NGVD29 Record Dwg 9448 Record Dwg ‐ NGVD29 Record Dwg 26 36 367.18 349.92 348.93 17.26 3.81% 4.726 5.60 0.15 86.44 10180 9448 Record Dwg ‐ NGVD29 Record Dwg 9449 Record Dwg ‐ NGVD29 Record Dwg 218 36 363.82 348.93 348.30 14.89 0.29% 4.726 4.44 0.33 20.37 10181 9449 Record Dwg ‐ NGVD29 Record Dwg 9450 Record Dwg ‐ NGVD29 Record Dwg 155 36 358.06 348.30 345.76 9.76 1.64% 4.726 7.70 0.24 55.10 10182 9450 Record Dwg ‐ NGVD29 Record Dwg 9451 Record Dwg ‐ NGVD29 Record Dwg 63 36 357.59 345.76 342.49 11.83 5.20% 4.726 9.27 0.14 101.82 10183 9451 Record Dwg ‐ NGVD29 Record Dwg 9454 Record Dwg ‐ NGVD29 Record Dwg 137 36 353.68 342.49 340.14 11.19 1.72% 4.726 7.37 0.19 56.54 10184 9454 Record Dwg ‐ NGVD29 Record Dwg 9452 Record Dwg ‐ NGVD29 Record Dwg 202 36 349.10 340.14 337.55 8.96 1.28% 4.726 6.57 0.20 48.12 10185 9452 Record Dwg ‐ NGVD29 Record Dwg 9453 Record Dwg ‐ NGVD29 Record Dwg 279 36 344.67 337.55 334.91 7.12 0.95% 4.726 6.24 0.23 40.71 10186 7421 Hydra Model Hydra Model 7416 Hydra Model Hydra Model 18 21 745.67 729.62 729.54 16.05 0.45% 0.125 2.24 0.08 10.98 10187 7420 Hydra Model Hydra Model 7416 Hydra Model Hydra Model 70 12 747.45 731.31 730.25 16.14 1.51% 0.002 1.01 0.02 3.07 10188 7416 Hydra Model Hydra Model 7424 Hydra Model Hydra Model 58 21 746.88 729.27 729.12 17.61 0.26% 0.176 1.73 0.13 5.46 10189 7424 Hydra Model Hydra Model 7426 Hydra Model Hydra Model 144 21 745.50 728.96 728.75 16.54 0.15% 0.178 1.50 0.15 4.05 10469 5813 Raster Value Straight Grade 9409 Inv+10 Straight Grade 145 12 446.42 436.42 435.84 10.00 0.40% 0.003 0.53 0.03 1.57 10969 2212 Hydra Model Hydra Model 2214 Hydra Model Hydra Model 350 24 548.00 540.88 538.14 7.12 0.78% 2.374 3.84 0.28 11.64 12936 7332 Hydra Model Hydra Model 7406 Hydra Model Hydra Model 282 10 710.68 699.44 698.64 11.24 0.28% 0.013 0.93 0.10 0.80 12937 7406 Hydra Model Hydra Model 7333 Hydra Model Hydra Model 239 10 707.42 698.44 697.78 8.98 0.28% 0.013 0.92 0.10 0.79 12938 7333 Hydra Model Hydra Model 7352 Hydra Model Hydra Model 261 10 705.27 697.58 696.85 7.69 0.28% 0.052 1.37 0.18 0.76 12939 7352 Hydra Model Hydra Model 7351 Hydra Model Hydra Model 252 10 702.55 696.65 695.94 5.90 0.28% 0.052 1.38 0.18 0.76 12940 7351 Hydra Model Hydra Model 7370 Hydra Model Hydra Model 163 10 700.82 695.74 695.29 5.08 0.28% 0.052 1.37 0.18 0.75 13311 6668 Raster Value Straight Grade 1544 Hydra Model Hydra Model 373 12 426.89 416.89 415.40 10.00 0.40% 0.022 0.31 0.08 1.56 13812 8210 AsBuilt AsBuilt 912 Hydra Model Hydra Model 5 21 488.02 477.97 477.95 10.05 0.40% 6.882 5.07 0.94 0.12 14064 7426 Hydra Model Hydra Model 7425 Hydra Model Hydra Model 303 21 743.49 728.55 728.25 14.94 0.10% 0.182 1.32 0.18 3.31 14065 7425 Hydra Model Hydra Model 7419 Hydra Model Hydra Model 162 21 740.46 728.01 719.20 12.45 5.42% 0.184 3.98 0.06 25.23 14066 7419 Hydra Model Hydra Model 7418 Hydra Model Hydra Model 149 21 734.24 719.50 716.33 14.74 2.13% 0.186 3.46 0.08 16.01 14067 7418 Hydra Model Hydra Model 7413 Hydra Model Hydra Model 130 21 730.05 716.13 709.94 13.92 4.76% 0.191 4.62 0.06 24.02 14068 7413 Hydra Model Hydra Model 7414 Hydra Model Hydra Model 177 21 723.41 709.80 700.51 13.61 5.24% 0.194 4.81 0.06 25.23 14069 7371 Hydra Model Hydra Model 7373 Hydra Model Hydra Model 400 12 704.12 696.76 696.00 7.36 0.19% 0.488 2.22 0.51 0.62 14070 7373 Hydra Model Hydra Model 7372 Hydra Model Hydra Model 137 12 705.61 695.90 695.60 9.71 0.22% 0.489 2.32 0.49 0.68 14071 7372 Hydra Model Hydra Model 7370 Hydra Model Hydra Model 169 12 704.57 695.50 695.10 9.07 0.24% 0.489 2.41 0.48 0.73 14072 7359 Raster Value Straight Grade 7371 Hydra Model Hydra Model 193 12 706.79 697.54 696.79 9.25 0.39% 0.016 0.16 0.07 1.54 14073 9435 Hydra Model Hydra Model 7371 Hydra Model Hydra Model 401 12 706.29 697.77 696.86 8.52 0.23% 0.433 2.09 0.42 0.76 14074 9434 Hydra Model Hydra Model 9433 Hydra Model Hydra Model 400 12 718.46 702.90 702.02 15.56 0.22% 0.335 2.11 0.40 0.84 14075 9433 Hydra Model Hydra Model 9441 Hydra Model Hydra Model 401 12 719.57 701.92 701.04 17.65 0.22% 0.333 2.11 0.40 0.84 14076 9441 Hydra Model Hydra Model 9440 Hydra Model Hydra Model 401 12 719.27 700.94 700.06 18.33 0.22% 0.334 2.04 0.39 0.84 14077 9436 Hydra Model Hydra Model 9435 Hydra Model Hydra Model 271 12 706.44 698.47 697.87 7.97 0.22% 0.434 2.28 0.46 0.74 14078 9437 Hydra Model Hydra Model 9436 Hydra Model Hydra Model 279 12 712.21 699.20 698.57 13.01 0.23% 0.435 2.25 0.45 0.75 14079 9440 Hydra Model Hydra Model 9437 Hydra Model Hydra Model 304 12 715.29 699.96 699.30 15.33 0.22% 0.394 2.15 0.43 0.77 14080 9430 Hydra Model Hydra Model 9434 Hydra Model Hydra Model 392 12 717.46 703.87 703.00 13.59 0.22% 0.335 2.12 0.40 0.84 14081 9431 Hydra Model Hydra Model 9430 Hydra Model Hydra Model 79 12 717.77 704.04 703.87 13.73 0.22% 0.334 1.82 0.39 0.82 14082 9432 Hydra Model Hydra Model 9431 Hydra Model Hydra Model 326 12 720.25 704.67 704.04 15.58 0.19% 0.335 1.92 0.37 0.84 14083 9421 Hydra Model Hydra Model 9432 Hydra Model Hydra Model 86 12 720.85 704.95 704.76 15.90 0.22% 0.316 1.87 0.37 0.86 14084 7554 Hydra Model Hydra Model 9421 Hydra Model Hydra Model 305 12 722.32 705.72 705.05 16.60 0.22% 0.316 2.09 0.39 0.85 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole 14085 9438 Hydra Model Hydra Model 7555 Hydra Model Hydra Model 158 12 721.50 706.75 706.40 14.75 0.22% 0.294 2.06 0.37 0.88 14086 9427 Hydra Model Hydra Model 9438 Hydra Model Hydra Model 214 12 720.41 707.33 706.85 13.08 0.22% 0.282 2.04 0.36 0.90 14087 9428 Hydra Model Hydra Model 9427 Hydra Model Hydra Model 203 12 719.27 707.87 707.43 11.40 0.22% 0.267 1.99 0.36 0.90 14088 9429 Hydra Model Hydra Model 9428 Hydra Model Hydra Model 350 12 719.30 708.74 707.97 10.56 0.22% 0.252 1.96 0.35 0.92 14089 7557 Hydra Model Hydra Model 9429 Hydra Model Hydra Model 246 12 722.91 709.38 708.84 13.53 0.22% 0.203 1.82 0.30 0.97 14090 7558 Hydra Model Hydra Model 7557 Hydra Model Hydra Model 196 10 722.91 710.27 709.48 12.64 0.40% 0.166 2.10 0.29 0.81 14091 7559 Hydra Model Hydra Model 7558 Hydra Model Hydra Model 156 10 723.97 711.00 710.37 12.97 0.40% 0.166 2.10 0.29 0.81 14092 7555 Hydra Model Hydra Model 7554 Hydra Model Hydra Model 218 12 722.32 706.30 705.82 16.02 0.22% 0.299 2.05 0.37 0.87 14095 7381 Hydra Model Hydra Model 7353 Hydra Model Hydra Model 273 18 756.32 746.32 732.92 10.00 4.91% 0.080 3.67 0.05 16.23 14096 7387 Hydra Model Hydra Model 7381 Hydra Model Hydra Model 362 18 771.46 756.46 746.42 15.00 2.77% 0.080 3.02 0.06 12.16 14097 7386 Hydra Model Hydra Model 7387 Hydra Model Hydra Model 341 18 783.34 771.34 756.56 12.00 4.33% 0.076 3.46 0.05 15.24 14098 7384 Hydra Model Hydra Model 7386 Hydra Model Hydra Model 254 18 803.74 793.73 771.44 10.01 8.76% 0.077 4.43 0.04 21.73 14099 7385 Hydra Model Hydra Model 7384 Hydra Model Hydra Model 399 18 830.41 820.41 793.83 10.00 6.66% 0.068 3.88 0.04 18.94 14100 7393 Hydra Model Hydra Model 7385 Hydra Model Hydra Model 298 18 846.82 836.82 820.51 10.00 5.47% 0.038 3.04 0.03 17.18 14101 7388 Hydra Model Hydra Model 7387 Hydra Model Hydra Model 189 10 771.77 761.77 756.66 10.00 2.70% 0.004 1.31 0.03 2.52 14102 7382 Hydra Model Hydra Model 7388 Hydra Model Hydra Model 185 10 778.87 768.87 761.87 10.00 3.78% 0.004 1.47 0.03 3.00 14103 7383 Hydra Model Hydra Model 7382 Hydra Model Hydra Model 191 10 781.71 771.71 768.97 10.00 1.44% 0.004 1.18 0.04 1.84 14104 7389 Hydra Model Hydra Model 7390 Hydra Model Hydra Model 204 10 784.01 774.01 769.37 10.00 2.27% 0.002 1.08 0.03 2.31 14105 7376 Hydra Model Hydra Model 7389 Hydra Model Hydra Model 217 10 790.46 778.33 774.11 12.13 1.94% 0.002 1.04 0.03 2.14 14106 7374 Hydra Model Hydra Model 7376 Hydra Model Hydra Model 128 10 792.33 782.33 778.43 10.00 3.04% 0.000 0.00 0.01 2.68 14107 7391 Hydra Model Hydra Model 7390 Hydra Model Hydra Model 275 10 797.36 781.36 769.27 16.00 4.39% 0.005 1.70 0.03 3.21 14108 7390 Hydra Model Hydra Model 7377 Hydra Model Hydra Model 330 10 784.17 769.17 761.42 15.00 2.35% 0.007 1.50 0.04 2.34 14109 7377 Hydra Model Hydra Model 7378 Hydra Model Hydra Model 200 10 771.32 761.32 751.39 10.00 4.96% 0.015 2.42 0.05 3.40 14110 7378 Hydra Model Hydra Model 7379 Hydra Model Hydra Model 271 10 761.29 751.29 737.73 10.00 5.00% 0.023 2.78 0.06 3.41 14111 7379 Hydra Model Hydra Model 7380 Hydra Model Hydra Model 135 10 747.63 737.63 734.86 10.00 2.05% 0.023 2.03 0.07 2.17 14112 7380 Hydra Model Hydra Model 7423 Hydra Model Hydra Model 80 10 743.31 734.80 733.60 8.51 1.50% 0.023 1.82 0.08 1.85 14113 9457 Inv+10 Straight Grade 7333 Hydra Model Hydra Model 267 10 712.29 702.29 696.90 10.00 2.02% 0.038 1.35 0.09 2.00 14114 9458 Inv+10 Straight Grade 9457 Inv+10 Straight Grade 140 10 716.27 706.27 702.50 10.00 2.70% 0.038 2.58 0.09 2.48 14115 9459 Inv+10 Straight Grade 9458 Inv+10 Straight Grade 245 10 722.96 712.96 706.47 10.00 2.65% 0.038 2.57 0.09 2.46 14116 9460 Inv+10 Straight Grade 9459 Inv+10 Straight Grade 54 10 724.70 714.70 713.16 10.00 2.86% 0.037 2.61 0.08 2.56 14117 9461 Inv+10 Straight Grade 9460 Inv+10 Straight Grade 164 10 729.41 719.41 714.90 10.00 2.76% 0.037 2.59 0.08 2.51 14118 9462 Inv+10 Straight Grade 9461 Inv+10 Straight Grade 302 10 736.20 726.20 719.61 10.00 2.18% 0.030 2.25 0.08 2.24 14119 9463 Inv+10 Straight Grade 9462 Inv+10 Straight Grade 299 10 741.50 731.50 726.40 10.00 1.71% 0.025 1.95 0.08 1.98 14120 7423 Hydra Model Hydra Model 9463 Inv+10 Straight Grade 163 10 742.20 733.53 731.50 8.67 1.25% 0.024 1.79 0.08 1.69 14136 5805 Raster Value Straight Grade 1099 Hydra Model Hydra Model 360 10 437.40 428.40 427.40 9.00 0.28% 0.018 0.42 0.10 0.79 14138 5810 Raster Value Straight Grade 5813 Raster Value Straight Grade 150 12 446.42 436.75 436.42 9.67 0.22% 0.002 0.46 0.03 1.17 14184 9401 Hydra Model AsBuilt 7287 Raster Value AsBuilt 29 10 442.70 430.81 426.06 11.89 16.26% 0.039 1.67 0.06 6.19 14186 7287 Raster Value AsBuilt 759 Hydra Model Hydra Model 782 10 437.20 426.06 420.10 11.14 0.76% 0.095 1.55 0.18 1.24 14221 7370 Hydra Model Hydra Model 1392 Hydra Model Hydra Model 66 15 703.00 694.84 694.52 8.16 0.48% 0.775 2.98 0.36 2.38 14222 2024 Hydra Model Hydra Model 5533 Raster Value Straight Grade 233 12 565.00 556.55 554.82 8.45 0.74% 0.244 2.38 0.23 1.91 CDT‐43 9022 Raster Value Compare Raster to MH Depth 7315 Raster Value Straight Grade 253 10 401.75 391.75 390.74 10.00 0.40% 0.012 0.44 0.08 0.96 CDT‐45 6034 AsBuilt AsBuilt 878 Hydra Model Hydra Model 1442 18 473.07 460.25 457.30 12.82 0.20% 0.444 2.16 0.27 2.88 CDT‐47 980 Hydra Model Hydra Model 6629 AsBuilt Straight Grade 917 12 518.00 506.00 500.72 12.00 0.58% 1.642 4.60 0.79 0.25 CDT‐49 6629 AsBuilt Straight Grade 5955 AsBuilt AsBuilt 86 12 512.00 500.72 499.50 11.28 1.42% 1.642 4.99 0.53 1.33 CDT‐53 9453 Record Dwg ‐ NGVD29 Record Dwg 1141 Hydra Model Hydra Model 1362 30 344.79 333.32 331.00 11.47 0.17% 5.099 3.62 0.48 6.75 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole CDT‐57 6883 AsBuilt AsBuilt 5811 AsBuilt AsBuilt 179 15 459.70 448.70 448.37 11.00 0.18% 0.702 2.22 0.43 1.24 CDT‐59 5811 AsBuilt AsBuilt 5812 AsBuilt AsBuilt 498 15 455.77 448.37 447.36 7.40 0.20% 0.707 2.11 0.41 1.33 CDT‐61 5812 AsBuilt AsBuilt 999 Hydra Model Hydra Model 490 15 457.86 447.36 446.40 10.50 0.20% 0.744 2.55 0.47 1.26 CDT‐63 5735 AsBuilt Straight Grade 1136 Hydra Model Hydra Model 390 10 490.00 480.06 478.20 9.94 0.48% 0.240 2.50 0.33 0.82 CDT‐65 9295 Raster Value Compare Raster to MH Depth 997 Hydra Model Hydra Model 200 10 489.00 479.00 478.20 10.00 0.40% 0.377 3.09 0.49 0.59 CDT‐77 JCT‐222 Record Dwg ‐ NGVD29 Straight Grade 5199 Est Straight Grade 20 18 367.18 350.12 350.11 17.06 0.05% 0.001 0.16 0.04 1.66 CDT‐79 5199 Est Straight Grade 1126 Hydra Model Hydra Model 324 18 370.53 350.11 350.00 20.42 0.03% 0.003 0.25 0.04 1.35 CDT‐87 2028 Hydra Model Hydra Model 5509 Raster Value Straight Grade 111 12 570.00 559.13 558.69 10.87 0.40% 0.229 2.19 0.25 1.43 CDT‐89 2032 Hydra Model Hydra Model 5524 Raster Value Straight Grade 189 12 570.00 561.29 560.53 8.71 0.40% 0.194 1.86 0.41 1.38 CDT‐91 858 Hydra Model Hydra Model JCT‐38 AsBuilt AsBuilt 444 12 406.00 399.30 398.47 6.70 0.19% 0.961 2.23 0.74 0.12 CDT‐95 924 Hydra Model Hydra Model JCT‐42 Calc Calc 1350 21 368.00 349.00 346.96 19.00 0.15% 1.113 2.29 0.35 3.20 CDT‐101 2196 Hydra Model Hydra Model LESLIE 25 12 536.00 526.50 526.50 9.50 0.00% 0.237 1.76 0.37 ‐0.08 CDT‐103 9187 Calc Model Calc 937 Hydra Model ‐ NGVD29 Hydra Model 578 24 350.00 338.00 337.20 12.00 0.14% 1.393 2.59 0.37 4.50 CDT‐123 JCT‐60 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐62 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 214 12 717.95 707.06 706.08 10.89 0.46% 0.107 1.87 0.17 1.58 CDT‐125 JCT‐62 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐64 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 329 12 716.42 705.88 698.69 10.54 2.19% 0.107 3.21 0.12 3.58 CDT‐127 JCT‐64 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐66 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 399 12 708.28 698.49 685.80 9.79 3.18% 0.107 3.56 0.11 4.34 CDT‐129 JCT‐66 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐68 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 399 12 694.48 685.60 678.20 8.88 1.85% 0.107 3.03 0.12 3.29 CDT‐131 JCT‐68 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐70 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 394 12 686.53 678.00 671.60 8.53 1.62% 0.107 2.90 0.13 3.07 CDT‐133 JCT‐70 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐72 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 351 12 680.23 671.40 665.80 8.83 1.60% 0.155 3.21 0.15 3.00 CDT‐135 JCT‐72 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐74 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 228 15 674.66 665.60 662.45 9.06 1.38% 0.155 2.96 0.12 5.16 CDT‐137 JCT‐74 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐76 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 351 15 671.07 662.25 658.05 8.82 1.20% 0.155 2.82 0.12 4.79 CDT‐139 JCT‐76 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐78 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 299 15 665.42 657.85 654.85 7.57 1.00% 0.155 2.65 0.13 4.37 CDT‐141 JCT‐78 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐80 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 158 15 665.30 654.65 653.79 10.65 0.54% 0.155 2.13 0.15 3.19 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole CDT‐143 JCT‐80 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐82 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 77 15 670.50 653.59 653.20 16.91 0.51% 0.155 2.05 0.15 3.07 CDT‐145 JCT‐82 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐84 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 372 15 673.57 653.00 651.00 20.57 0.54% 0.155 2.13 0.15 3.16 CDT‐147 JCT‐84 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐86 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 166 15 673.39 650.80 650.08 22.59 0.43% 0.155 1.99 0.16 2.83 CDT‐149 JCT‐86 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐88 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 303 15 672.50 649.88 644.86 22.62 1.66% 0.277 3.75 0.15 5.54 CDT‐151 JCT‐88 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐90 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 459 15 662.86 644.66 640.80 18.20 0.84% 0.277 3.35 0.19 3.87 CDT‐153 JCT‐90 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐92 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 147 15 655.29 640.80 637.15 14.49 2.48% 0.277 4.30 0.14 6.84 CDT‐155 JCT‐92 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐94 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 191 15 650.74 636.95 624.99 13.79 6.26% 0.277 5.81 0.11 11.06 CDT‐157 JCT‐94 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐96 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 176 15 645.84 624.79 620.56 21.05 2.40% 0.277 4.27 0.14 6.75 CDT‐159 JCT‐96 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐98 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 104 15 630.84 620.36 617.71 10.48 2.55% 0.277 4.32 0.14 6.93 CDT‐161 JCT‐98 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐100 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 165 15 627.53 617.51 615.28 10.02 1.35% 0.277 3.48 0.16 4.98 CDT‐163 JCT‐100 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐102 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 312 15 628.28 615.08 608.36 13.20 2.15% 0.277 4.12 0.14 6.36 CDT‐165 JCT‐102 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐104 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 177 15 629.07 608.16 606.41 20.91 0.99% 0.277 3.05 0.17 4.22 CDT‐167 JCT‐104 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐106 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 270 21 624.18 606.21 602.01 17.97 1.56% 3.417 7.18 0.35 10.43 CDT‐169 JCT‐106 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐108 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 406 21 617.78 601.81 595.41 15.97 1.58% 3.417 7.08 0.34 10.51 CDT‐171 JCT‐108 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐110 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 392 21 611.82 595.21 593.21 16.61 0.51% 3.417 4.80 0.47 4.51 CDT‐173 JCT‐110 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐112 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 205 21 605.43 593.01 586.61 12.42 3.12% 3.486 9.24 0.30 16.12 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole CDT‐175 JCT‐112 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐114 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 175 21 602.23 586.41 582.91 15.82 2.00% 3.554 7.83 0.34 12.13 CDT‐177 JCT‐114 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐116 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 356 21 599.41 582.71 576.41 16.70 1.77% 3.554 7.66 0.34 11.21 CDT‐179 JCT‐116 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐118 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 299 21 593.31 576.21 572.01 17.10 1.40% 3.554 7.01 0.37 9.59 CDT‐185 JCT‐202 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐124 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 201 21 581.08 566.44 565.43 14.64 0.50% 3.583 4.65 0.50 4.29 CDT‐187 JCT‐124 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐126 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 203 21 578.64 565.43 564.31 13.21 0.55% 3.583 4.90 0.56 4.66 CDT‐189 JCT‐126 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐128 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 202 21 576.19 564.22 563.20 11.97 0.50% 3.583 4.74 0.51 4.30 CDT‐191 JCT‐128 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐130 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 203 21 573.74 563.10 562.09 10.64 0.50% 3.583 4.72 0.51 4.25 CDT‐193 JCT‐130 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐132 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 337 21 572.82 561.99 551.00 10.83 3.26% 3.623 7.00 0.29 16.43 CDT‐195 JCT‐132 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐134 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 315 21 572.01 550.90 549.08 21.11 0.58% 3.739 5.35 0.51 4.69 CDT‐197 JCT‐134 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐136 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 270 21 565.18 549.08 546.30 16.10 1.03% 3.739 6.31 0.41 7.52 CDT‐199 JCT‐136 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐138 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 253 21 559.72 546.20 544.22 13.52 0.78% 3.760 5.69 0.45 6.06 CDT‐201 JCT‐138 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐140 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 226 21 554.51 544.12 538.58 10.39 2.45% 3.760 8.66 0.33 13.61 CDT‐203 JCT‐140 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐142 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 225 21 549.87 538.48 529.18 11.39 4.13% 3.760 8.34 0.28 18.83 CDT‐213 JCT‐142 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐152 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 386 21 545.75 529.08 526.34 16.67 0.71% 3.812 5.32 0.44 5.54 CDT‐215 JCT‐152 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐154 PrelimPlans PrelimPlans 519 21 536.12 526.34 523.54 9.78 0.54% 3.812 5.06 0.49 4.33 CDT‐217 JCT‐156 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐158 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 201 18 669.65 648.68 647.46 20.97 0.61% 3.067 4.89 0.56 2.66 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole CDT‐219 JCT‐158 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐160 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 203 18 663.99 647.26 646.26 16.73 0.49% 3.067 4.52 0.59 2.10 CDT‐221 JCT‐160 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐162 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 203 18 660.00 646.06 645.06 13.94 0.49% 3.261 4.58 0.62 1.90 CDT‐223 JCT‐162 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐164 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 205 18 657.92 644.86 643.86 13.06 0.49% 3.261 4.57 0.62 1.87 CDT‐225 JCT‐164 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐166 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 206 18 656.93 643.66 642.66 13.27 0.49% 3.261 4.56 0.62 1.86 CDT‐227 JCT‐166 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐168 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 199 18 655.94 642.46 641.37 13.48 0.55% 3.261 4.77 0.60 2.19 CDT‐229 JCT‐168 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐170 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 399 18 654.50 641.17 629.57 13.33 2.91% 3.273 9.11 0.36 9.27 CDT‐231 JCT‐170 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐172 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 337 18 644.83 629.37 616.48 15.46 3.82% 3.273 10.04 0.33 11.11 CDT‐233 JCT‐172 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐104 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 157 18 632.26 616.28 606.41 15.98 6.29% 3.273 11.79 0.30 15.18 CDT‐235 JCT‐174 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐176 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 277 15 579.98 555.44 555.03 24.54 0.15% 0.008 0.40 0.05 1.73 CDT‐237 JCT‐176 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐178 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 431 15 579.57 555.03 554.38 24.54 0.15% 0.021 0.75 0.08 1.74 CDT‐239 JCT‐178 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐180 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 506 15 578.92 554.38 553.62 24.54 0.15% 0.021 0.75 0.08 1.73 CDT‐241 JCT‐180 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐182 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 100 15 578.16 553.62 553.47 24.54 0.15% 0.021 0.72 0.08 1.73 CDT‐243 JCT‐182 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐184 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 249 15 578.01 553.47 553.09 24.54 0.15% 0.024 0.78 0.08 1.74 CDT‐245 JCT‐184 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐186 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 343 15 577.63 553.09 552.58 24.54 0.15% 0.026 0.41 0.08 1.72 CDT‐247 JCT‐186 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐1008 569 15 577.12 552.58 551.73 24.54 0.15% 0.144 1.31 0.19 1.60 CDT‐251 JCT‐188 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐192 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 187 15 576.27 551.36 551.07 24.91 0.16% 0.147 1.01 0.20 1.63 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole CDT‐253 JCT‐192 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐132 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 116 15 573.00 551.07 550.90 21.93 0.15% 0.144 0.53 0.57 1.59 CDT‐255 JCT‐154 PrelimPlans PrelimPlans JCT‐194 PrelimPlans PrelimPlans 516 21 533.50 523.44 520.65 10.06 0.54% 3.857 5.08 0.50 4.30 CDT‐257 JCT‐194 PrelimPlans PrelimPlans 1498 AsBuilt AsBuilt 473 21 530.30 520.55 518.00 9.75 0.54% 3.857 4.43 0.48 4.29 CDT‐259 JCT‐118 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐122 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 459 21 587.84 571.81 568.33 16.03 0.76% 3.554 5.64 0.43 6.10 CDT‐269 JCT‐122 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPla ns JCT‐202 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 202 21 583.83 568.23 566.54 15.60 0.84% 3.554 5.54 0.42 6.59 CDT‐279 JCT‐212 Hydra Model Hydra Model 1005 Hydra Model Hydra Model 310 12 428.00 419.67 411.26 8.33 2.71% 1.291 6.43 0.39 2.82 CDT‐281 JCT‐214 Est AsBuilt 6883 AsBuilt AsBuilt 377 15 457.00 449.53 448.70 7.47 0.22% 0.694 2.24 0.39 1.43 CDT‐283 998 Hydra Model Hydra Model 5716 Raster Value Straight Grade 375 15 461.70 454.00 452.32 7.70 0.45% 0.395 2.62 0.25 2.63 CDT‐285 6034 AsBuilt AsBuilt 8108 AsBuilt AsBuilt 349 12 473.07 460.68 458.24 12.39 0.70% 0.000 0.00 0.40 2.09 CDT‐287 JCT‐224 6541 AsBuilt AsBuilt 36 12 406.50 396.75 396.58 9.75 0.47% 0.002 0.76 0.03 1.72 CDT‐291 JCT‐230 Preliminary ‐ NGVD29 Preliminary JCT‐232 Preliminary ‐ NGVD29 Preliminary 190 30 379.63 369.08 368.95 10.55 0.07% 0.484 1.67 0.18 7.03 CDT‐293 JCT‐232 Preliminary ‐ NGVD29 Preliminary JCT‐234 Preliminary ‐ NGVD29 Preliminary 400 30 379.96 368.85 366.45 11.11 0.60% 0.485 2.77 0.10 21.75 CDT‐295 JCT‐234 Preliminary ‐ NGVD29 Preliminary JCT‐236 Preliminary ‐ NGVD29 Preliminary 62 30 380.43 366.35 365.35 14.08 1.61% 0.485 2.53 0.08 36.06 CDT‐297 JCT‐236 Preliminary ‐ NGVD29 Preliminary JCT‐238 Preliminary ‐ NGVD29 Preliminary 350 30 379.65 365.15 363.25 14.50 0.54% 3.346 3.62 0.27 17.83 CDT‐299 JCT‐238 Preliminary ‐ NGVD29 Preliminary JCT‐240 Preliminary ‐ NGVD29 Preliminary 156 30 377.07 363.15 363.04 13.92 0.07% 3.347 3.15 0.44 4.29 CDT‐301 JCT‐240 Preliminary ‐ NGVD29 Preliminary JCT‐242 Preliminary ‐ NGVD29 Preliminary 168 30 374.37 362.94 356.65 11.43 3.74% 3.347 9.35 0.17 52.25 CDT‐303 JCT‐242 Preliminary ‐ NGVD29 Preliminary JCT‐244 Preliminary ‐ NGVD29 Preliminary 220 30 372.37 356.55 352.30 15.82 1.93% 3.349 4.69 0.20 36.54 CDT‐305 JCT‐244 Preliminary ‐ NGVD29 Preliminary JCT‐246 Preliminary ‐ NGVD29 Preliminary 164 36 369.31 352.20 351.85 17.11 0.21% 4.506 3.46 0.33 17.10 CDT‐307 JCT‐246 Preliminary ‐ NGVD29 Preliminary JCT‐248 Preliminary ‐ NGVD29 Preliminary 365 36 368.02 351.41 351.23 16.61 0.05% 4.500 2.19 0.47 5.88 CDT‐309 JCT‐248 Preliminary ‐ NGVD29 Preliminary JCT‐250 Preliminary ‐ NGVD29 Preliminary 369 36 365.26 351.23 351.03 14.03 0.05% 4.542 2.32 0.45 6.34 CDT‐311 JCT‐250 Preliminary ‐ NGVD29 Preliminary JCT‐252 Preliminary ‐ NGVD29 Preliminary 171 36 364.99 351.03 350.94 13.96 0.05% 4.535 2.53 0.43 6.18 CDT‐313 JCT‐252 Preliminary ‐ NGVD29 Preliminary JCT‐256 Preliminary ‐ NGVD29 Preliminary 121 36 366.26 350.74 350.68 15.52 0.05% 4.546 2.25 0.46 5.86 CDT‐315 JCT‐256 Preliminary ‐ NGVD29 Preliminary JCT‐258 Preliminary ‐ NGVD29 Preliminary 258 36 366.88 350.58 350.45 16.30 0.05% 4.552 2.12 0.48 5.93 CDT‐317 JCT‐258 Preliminary ‐ NGVD29 Preliminary JCT‐260 Preliminary ‐ NGVD29 Preliminary 240 36 367.40 350.45 350.33 16.95 0.05% 4.553 2.18 0.47 5.89 CDT‐319 JCT‐260 Preliminary ‐ NGVD29 Preliminary JCT‐262 Preliminary ‐ NGVD29 Preliminary 273 36 372.40 350.33 350.19 22.07 0.05% 4.557 2.29 0.46 6.02 CDT‐321 JCT‐262 Preliminary ‐ NGVD29 Preliminary JCT‐264 Preliminary ‐ NGVD29 Preliminary 283 36 372.25 350.19 350.04 22.06 0.05% 4.726 2.75 0.44 6.02 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole CDT‐323 JCT‐264 Preliminary ‐ NGVD29 Preliminary 9447 Record Dwg ‐ NGVD29 Record Dwg 31 36 367.32 349.94 349.92 17.38 0.06% 4.726 4.59 0.40 7.20 CDT‐327 JCT‐266 Preliminary ‐ NGVD29 Preliminary JCT‐230 Preliminary ‐ NGVD29 Preliminary 40 30 381.07 369.60 369.28 11.47 0.80% 0.476 2.86 0.10 25.16 CDT‐329 1118 Hydra Model Hydra Model JCT‐230 Preliminary ‐ NGVD29 Preliminary 30 10 379.80 369.80 369.65 10.00 0.50% 0.010 1.01 0.07 1.07 CDT‐331 JCT‐270 Preliminary ‐ NGVD29 Preliminary JCT‐236 Preliminary ‐ NGVD29 Preliminary 19 18 380.31 371.55 366.15 8.76 28.42% 2.894 13.81 0.30 37.62 CDT‐333 JCT‐276 Old Model Old Model JCT‐278 Old Model Old Model 493 10 665.00 543.66 541.69 121.34 0.40% 0.000 0.00 0.00 0.97 CDT‐335 JCT‐278 Old Model Old Model JCT‐280 Old Model Old Model 502 10 590.00 541.69 539.69 48.31 0.40% 0.000 0.00 0.00 0.97 CDT‐337 JCT‐280 Old Model Old Model JCT‐282 Old Model Old Model 499 10 570.00 539.69 537.69 30.31 0.40% 0.000 0.00 0.00 0.97 CDT‐339 JCT‐282 Old Model Old Model JCT‐284 Old Model Old Model 500 10 570.00 537.69 535.69 32.31 0.40% 0.000 0.00 0.00 0.97 CDT‐341 JCT‐284 Old Model Old Model JCT‐286 Old Model Old Model 506 10 558.00 535.69 533.66 22.31 0.40% 0.000 0.00 0.00 0.97 CDT‐343 JCT‐286 Old Model Old Model JCT‐288 Old Model Old Model 506 10 550.00 533.66 532.25 16.34 0.28% 0.000 0.00 0.00 0.81 CDT‐345 JCT‐288 Old Model Old Model JCT‐290 Old Model Old Model 505 10 550.00 532.25 530.83 17.75 0.28% 0.000 0.00 0.00 0.81 CDT‐347 JCT‐290 Old Model Old Model JCT‐292 Old Model Old Model 512 10 545.00 530.83 529.40 14.17 0.28% 0.010 0.79 0.08 0.80 CDT‐349 JCT‐292 Old Model Old Model 6839 Hydra Model Hydra Model 285 10 540.00 529.40 528.60 10.60 0.28% 0.010 0.19 0.08 0.80 CDT‐351 JCT‐274 COK_GIS Rim‐10 JCT‐294 COK_GIS Rim‐10 497 15 870.00 855.00 839.90 15.00 3.04% 0.000 0.00 0.00 7.89 CDT‐353 JCT‐294 COK_GIS Rim‐10 JCT‐296 COK_GIS Rim‐10 498 15 845.00 839.90 834.90 5.10 1.00% 0.000 0.00 0.00 4.53 CDT‐355 JCT‐296 COK_GIS Rim‐10 JCT‐298 COK_GIS Rim‐10 503 15 850.00 834.90 832.20 15.10 0.54% 0.000 0.00 0.00 3.31 CDT‐357 JCT‐298 COK_GIS Rim‐10 JCT‐300 COK_GIS Rim‐10 504 15 850.00 832.20 827.42 17.80 0.95% 0.000 0.00 0.00 4.41 CDT‐359 JCT‐300 COK_GIS Rim‐10 JCT‐302 COK_GIS Rim‐10 497 15 840.00 827.42 777.90 12.58 9.96% 0.000 0.00 0.00 14.31 CDT‐361 JCT‐302 COK_GIS Rim‐10 JCT‐304 COK_GIS Rim‐10 497 15 790.00 777.90 767.90 12.10 2.01% 0.000 0.00 0.00 6.42 CDT‐363 JCT‐304 COK_GIS Rim‐10 JCT‐306 COK_GIS Rim‐10 499 15 780.00 767.90 757.90 12.10 2.00% 0.000 0.00 0.00 6.40 CDT‐365 JCT‐306 COK_GIS Rim‐10 JCT‐308 COK_GIS Rim‐10 481 15 770.00 757.90 730.00 12.10 5.80% 0.000 0.00 0.00 10.90 CDT‐367 JCT‐308 COK_GIS Rim‐10 JCT‐310 COK_GIS Rim‐10 497 15 740.00 730.00 729.25 10.00 0.15% 0.000 0.00 0.00 1.76 CDT‐369 JCT‐310 COK_GIS Rim‐10 JCT‐312 COK_GIS Rim‐10 474 15 755.00 729.25 680.00 25.75 10.39% 0.000 0.00 0.00 14.61 CDT‐397 JCT‐312 COK_GIS Rim‐10 JCT‐338 COK_GIS Rim‐10 248 15 690.00 680.00 679.62 10.00 0.15% 0.000 0.00 0.00 1.77 CDT‐399 JCT‐338 COK_GIS Rim‐10 JCT‐340 COK_GIS Rim‐10 229 15 690.00 679.62 645.00 10.38 15.12% 0.000 0.00 0.00 17.69 CDT‐401 JCT‐340 COK_GIS Rim‐10 JCT‐342 COK_GIS Rim‐10 175 15 655.00 645.00 635.00 10.00 5.71% 0.000 0.00 0.00 10.82 CDT‐403 JCT‐342 COK_GIS Rim‐10 JCT‐344 COK_GIS Rim‐10 215 15 645.00 635.00 625.00 10.00 4.65% 0.000 0.00 0.00 9.76 CDT‐405 JCT‐344 COK_GIS Rim‐10 JCT‐346 COK_GIS Rim‐10 225 15 635.00 625.00 620.00 10.00 2.22% 0.000 0.00 0.00 6.74 CDT‐407 JCT‐346 COK_GIS Rim‐10 JCT‐348 COK_GIS Rim‐10 209 15 630.00 620.00 619.68 10.00 0.15% 0.000 0.00 0.00 1.77 CDT‐409 JCT‐348 COK_GIS Rim‐10 JCT‐350 COK_GIS Rim‐10 254 15 630.00 619.68 619.30 10.32 0.15% 0.000 0.00 0.00 1.75 CDT‐411 JCT‐350 COK_GIS Rim‐10 JCT‐352 COK_GIS Rim‐10 265 15 630.00 619.30 610.00 10.70 3.51% 0.000 0.00 0.00 8.47 CDT‐413 JCT‐352 COK_GIS Rim‐10 JCT‐354 COK_GIS Rim‐10 335 15 620.00 610.00 600.00 10.00 2.99% 0.000 0.00 0.00 7.82 CDT‐415 JCT‐354 COK_GIS Rim‐10 JCT‐356 COK_GIS Rim‐10 356 15 610.00 600.00 590.00 10.00 2.81% 0.004 0.74 0.02 7.57 CDT‐417 JCT‐356 COK_GIS Rim‐10 JCT‐358 COK_GIS Rim‐10 377 15 600.00 590.00 589.43 10.00 0.15% 0.004 0.36 0.04 1.75 CDT‐419 JCT‐358 COK_GIS Rim‐10 JCT‐360 COK_GIS Rim‐10 523 15 600.00 589.43 588.64 10.57 0.15% 0.004 0.46 0.05 1.75 CDT‐421 JCT‐360 COK_GIS Rim‐10 JCT‐188 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 645 15 600.00 588.64 566.27 11.36 3.47% 0.004 1.47 0.02 8.42 CDT‐487 JCT‐430 COK_GIS Rim‐10 JCT‐432 COK_GIS Rim‐7.5 509 18 885.00 875.00 865.00 10.00 1.96% 1.306 3.57 0.24 9.01 CDT‐489 JCT‐432 COK_GIS Rim‐7.5 JCT‐434 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 501 18 875.00 865.00 864.24 10.00 0.15% 1.306 2.28 0.47 1.56 CDT‐491 JCT‐434 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐436 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 501 18 875.00 864.24 863.48 10.76 0.15% 1.531 2.49 0.53 1.33 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole CDT‐493 JCT‐436 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐438 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 494 18 875.00 863.48 862.74 11.52 0.15% 1.531 2.46 0.53 1.32 CDT‐495 JCT‐438 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐440 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 235 18 875.00 862.74 862.38 12.26 0.15% 1.531 2.49 0.54 1.35 CDT‐497 JCT‐440 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐442 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 502 18 870.00 862.38 861.62 7.62 0.15% 1.531 2.23 0.52 1.33 CDT‐499 JCT‐442 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐444 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 217 18 875.00 861.62 861.29 13.38 0.15% 1.521 1.85 0.73 1.35 CDT‐501 JCT‐444 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐446 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 500 18 865.00 861.29 860.54 3.71 0.15% 2.559 2.71 0.89 0.29 CDT‐503 JCT‐446 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐448 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 496 18 882.00 860.54 859.79 21.46 0.15% 2.528 2.59 1.03 0.33 CDT‐505 JCT‐448 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐450 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 498 18 882.00 859.79 859.04 22.21 0.15% 2.796 2.72 1.11 0.06 CDT‐507 JCT‐450 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐452 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 505 18 882.00 859.04 858.28 22.96 0.15% 2.796 2.50 1.10 0.06 CDT‐509 JCT‐452 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐454 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 495 18 882.00 858.28 857.53 23.72 0.15% 2.796 3.97 1.09 0.07 CDT‐511 JCT‐454 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐456 COK_GIS Rim‐10 293 18 875.00 857.53 820.00 17.47 12.81% 2.796 4.17 0.22 23.63 CDT‐513 JCT‐456 COK_GIS Rim‐10 JCT‐458 COK_GIS Rim‐10 479 18 830.00 820.00 819.28 10.00 0.15% 2.795 3.58 0.92 0.06 CDT‐515 JCT‐458 COK_GIS Rim‐10 JCT‐460 COK_GIS Rim‐10 378 18 830.00 819.28 810.00 10.72 2.46% 2.795 9.03 0.37 8.73 CDT‐517 JCT‐460 COK_GIS Rim‐10 JCT‐462 COK_GIS Rim‐10 283 18 820.00 810.00 790.00 10.00 7.07% 2.795 11.84 0.26 16.77 CDT‐519 JCT‐462 COK_GIS Rim‐10 JCT‐464 COK_GIS Rim‐10 289 18 800.00 790.00 770.00 10.00 6.92% 2.795 11.90 0.26 16.57 CDT‐521 JCT‐464 COK_GIS Rim‐10 JCT‐466 COK_GIS Rim‐8 287 18 780.00 770.00 750.00 10.00 6.97% 2.795 3.98 0.26 16.66 CDT‐523 JCT‐466 COK_GIS Rim‐8 JCT‐468 COK_GIS Rim‐10 282 18 760.00 750.00 749.57 10.00 0.15% 2.981 4.01 0.93 ‐0.11 CDT‐525 JCT‐468 COK_GIS Rim‐10 JCT‐470 COK_GIS Rim‐10 399 18 760.00 749.57 730.00 10.43 4.90% 2.994 11.44 0.31 13.31 CDT‐527 JCT‐470 COK_GIS Rim‐10 JCT‐472 COK_GIS Rim‐8 402 18 740.00 730.00 695.00 10.00 8.71% 2.994 4.20 0.25 18.76 CDT‐529 JCT‐472 COK_GIS Rim‐8 JCT‐474 COK_GIS Rim‐10 401 18 705.00 695.00 694.39 10.00 0.15% 2.993 3.68 0.95 ‐0.13 CDT‐531 JCT‐474 COK_GIS Rim‐10 JCT‐476 COK_GIS Rim‐10 294 18 720.00 694.39 685.00 25.61 3.19% 3.033 10.43 0.39 10.11 CDT‐533 JCT‐476 COK_GIS Rim‐10 JCT‐156 COK‐ Hilde_60%DesPla ns COK‐ Hilde_60%DesPla ns 207 18 695.00 685.00 648.68 10.00 17.55% 3.033 7.53 0.21 28.04 CDT‐575 JCT‐518 Old Model Old Model JCT‐520 Old Model Old Model 497 12 830.00 818.00 807.90 12.00 2.03% 0.000 0.00 0.00 3.56 CDT‐577 JCT‐520 Old Model Old Model JCT‐522 Old Model Old Model 506 12 820.00 807.90 797.90 12.10 1.98% 0.000 0.00 0.00 3.51 CDT‐579 JCT‐522 Old Model Old Model JCT‐524 Old Model Old Model 511 12 810.00 797.90 787.90 12.10 1.96% 0.000 0.00 0.00 3.49 CDT‐581 JCT‐524 Old Model Old Model JCT‐526 Old Model Old Model 506 12 800.00 787.90 777.90 12.10 1.98% 0.000 0.00 0.00 3.51 CDT‐583 JCT‐526 Old Model Old Model JCT‐528 Old Model Old Model 494 12 790.00 777.90 767.90 12.10 2.02% 0.000 0.00 0.00 3.55 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) Appendix G - Commited Model Results City of Kennewick - 2014 General Sewer Plan Update Upstream Manhole Manhole CDT‐585 JCT‐528 Old Model Old Model JCT‐530 487 12 780.00 767.90 757.58 12.10 2.12% 0.000 0.00 0.00 3.63 CDT‐587 JCT‐530 JCT‐532 Old Model Old Model 521 15 770.00 757.58 747.58 12.42 1.92% 0.001 0.00 0.00 6.27 CDT‐589 JCT‐532 Old Model Old Model JCT‐534 Old Model Old Model 487 15 760.00 747.58 737.40 12.42 2.09% 0.000 0.00 0.00 6.54 CDT‐591 JCT‐534 Old Model Old Model JCT‐536 Old Model Old Model 528 15 750.00 737.40 736.76 12.60 0.12% 0.000 0.00 0.00 1.58 CDT‐593 JCT‐536 Old Model Old Model JCT‐538 484 15 740.00 736.76 736.18 3.24 0.12% 0.000 0.00 0.00 1.57 CDT‐595 JCT‐538 JCT‐540 Old Model Old Model 518 18 740.00 736.18 735.56 3.82 0.12% 0.000 0.00 0.00 2.55 CDT‐597 JCT‐540 Old Model Old Model JCT‐542 Old Model Old Model 497 18 740.00 735.56 734.96 4.44 0.12% 0.000 0.00 0.00 2.55 CDT‐599 JCT‐542 Old Model Old Model JCT‐544 Old Model Old Model 511 18 740.00 734.96 734.35 5.04 0.12% 0.000 0.00 0.00 2.54 CDT‐601 JCT‐544 Old Model Old Model JCT‐546 Old Model Old Model 289 18 740.00 734.35 734.00 5.65 0.12% 0.000 0.00 0.00 2.56 CDT‐603 JCT‐546 Old Model Old Model JCT‐548 Old Model Old Model 283 18 740.00 734.00 733.66 6.00 0.12% 0.000 0.00 0.00 2.55 CDT‐605 JCT‐548 Old Model Old Model JCT‐550 Old Model Old Model 206 18 740.00 733.66 733.41 6.34 0.12% 0.000 0.00 0.00 2.56 CDT‐607 JCT‐550 Old Model Old Model JCT‐552 Old Model Old Model 377 18 740.00 733.41 732.96 6.59 0.12% 0.000 0.00 0.00 2.54 CDT‐609 JCT‐552 Old Model Old Model JCT‐554 332 18 740.00 732.96 732.56 7.04 0.12% 0.000 0.00 0.00 2.55 CDT‐611 JCT‐554 JCT‐556 Old Model Old Model 497 21 740.00 732.56 732.06 7.44 0.10% 0.116 1.04 0.13 3.40 CDT‐613 JCT‐556 Old Model Old Model JCT‐558 Old Model Old Model 508 21 740.00 732.06 731.55 7.94 0.10% 0.116 1.04 0.13 3.40 CDT‐615 JCT‐558 Old Model Old Model JCT‐560 Old Model Old Model 228 21 740.00 731.55 731.32 8.45 0.10% 0.116 1.02 0.12 3.41 CDT‐617 JCT‐560 Old Model Old Model JCT‐562 Old Model Old Model 486 21 740.00 731.32 730.83 8.68 0.10% 0.118 1.04 0.13 3.40 CDT‐619 JCT‐562 Old Model Old Model JCT‐564 261 21 748.00 730.83 730.57 17.17 0.10% 0.117 1.02 0.13 3.38 CDT‐621 JCT‐564 JCT‐566 269 21 748.00 730.57 730.30 17.43 0.10% 0.125 1.06 0.13 3.39 CDT‐623 JCT‐566 JCT‐568 365 21 748.00 730.30 729.94 17.70 0.10% 0.124 0.93 0.13 3.36 CDT‐625 JCT‐568 7421 Hydra Model Hydra Model 225 21 755.00 729.94 729.72 25.06 0.10% 0.124 1.21 0.15 3.35 CDT‐651 JCT‐594 JCT‐596 Old Model Old Model 528 10 885.00 873.00 842.90 12.00 5.70% 0.000 0.00 0.00 3.67 CDT‐653 JCT‐596 Old Model Old Model JCT‐598 Old Model Old Model 483 10 855.00 842.90 817.90 12.10 5.18% 0.000 0.00 0.00 3.49 CDT‐655 JCT‐598 Old Model Old Model JCT‐600 Old Model Old Model 491 10 830.00 817.90 783.90 12.10 6.92% 0.000 0.00 0.00 4.04 CDT‐657 JCT‐600 Old Model Old Model JCT‐602 Old Model Old Model 491 10 796.00 783.90 767.90 12.10 3.26% 0.000 0.00 0.00 2.77 CDT‐659 JCT‐602 Old Model Old Model JCT‐604 Old Model Old Model 497 10 780.00 767.90 751.90 12.10 3.22% 0.000 0.00 0.00 2.75 CDT‐661 JCT‐604 Old Model Old Model JCT‐606 Old Model Old Model 520 10 764.00 751.90 747.83 12.10 0.78% 0.012 1.44 0.07 1.35 CDT‐663 JCT‐606 Old Model Old Model JCT‐564 488 10 760.00 747.83 730.57 12.17 3.54% 0.012 0.41 0.05 2.87 CDT‐715 JCT‐658 Old Model Old Model JCT‐660 Old Model Old Model 486 10 790.00 778.00 767.90 12.00 2.08% 0.000 0.00 0.00 2.21 CDT‐717 JCT‐660 Old Model Old Model JCT‐530 522 10 780.00 767.90 758.00 12.10 1.90% 0.001 0.00 0.00 2.11 CDT‐719 JCT‐662 Old Model Old Model JCT‐664 Old Model Old Model 497 10 1090.00 1078.00 1057.90 12.00 4.04% 0.000 0.00 0.00 3.09 CDT‐721 JCT‐664 Old Model Old Model JCT‐666 Old Model Old Model 504 10 1070.00 1057.90 1037.90 12.10 3.97% 0.000 0.00 0.00 3.06 CDT‐723 JCT‐666 Old Model Old Model JCT‐668 Old Model Old Model 497 10 1050.00 1037.90 1017.90 12.10 4.02% 0.000 0.00 0.00 3.08 CDT‐725 JCT‐668 Old Model Old Model JCT‐670 Old Model Old Model 506 10 1030.00 1017.90 987.90 12.10 5.93% 0.000 0.00 0.00 3.74 CDT‐727 JCT‐670 Old Model Old Model JCT‐672 Old Model Old Model 277 10 1000.00 987.90 977.90 12.10 3.61% 0.000 0.00 0.00 2.92 CDT‐729 JCT‐672 Old Model Old Model JCT‐674 Old Model Old Model 507 10 990.00 977.90 957.90 12.10 3.94% 0.000 0.00 0.00 3.05 ---PAGE BREAK--- Appendix H Master Plan Model Results ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) 2 1200 Hydra Model Hydra Model 861 Hydra Model Hydra Model 579 12 452.00 439.90 410.90 12.10 5.01% 0.119 4.20 0.10 5.47 4 1197 Hydra Model Hydra Model 1202 Hydra Model Hydra Model 252 12 391.00 376.90 376.30 14.10 0.24% 0.092 0.79 0.19 1.13 5 1136 Hydra Model Hydra Model 755 Hydra Model Hydra Model 510 10 490.00 478.20 474.90 11.80 0.65% 0.251 2.73 0.31 0.98 6 1096 Hydra Model Hydra Model 1098 Hydra Model Hydra Model 43 10 441.00 430.60 430.20 10.40 0.93% 0.188 3.17 0.31 1.29 10 1202 Hydra Model Hydra Model 1115 Hydra Model Hydra Model 541 12 391.80 376.30 374.90 15.50 0.26% 0.425 2.14 0.40 0.85 11 1201 Hydra Model Hydra Model 1202 Hydra Model Hydra Model 212 12 390.50 376.40 376.30 14.10 0.05% 0.337 1.47 0.54 0.20 12 1114 Hydra Model ‐ NGVD29 Hydra Model 1201 Hydra Model Hydra Model 370 12 390.60 377.50 376.40 13.10 0.30% 0.337 1.57 0.34 1.02 14 1198 Hydra Model Hydra Model 1114 Hydra Model ‐ NGVD29 Hydra Model 1068 12 391.70 380.70 377.90 11.00 0.26% 0.114 1.65 0.22 1.16 15 2326 Hydra Model Hydra Model 1070 Hydra Model Hydra Model 1896 24 389.80 382.35 379.80 7.45 0.13% 3.224 2.93 0.55 2.59 17 1081 Hydra Model Hydra Model 1197 Hydra Model Hydra Model 262 12 389.60 377.50 376.90 12.10 0.23% 0.088 1.37 0.19 1.11 18 754 Hydra Model Hydra Model 1145 Hydra Model Hydra Model 1096 10 508.00 499.70 494.10 8.30 0.51% 0.195 2.34 0.29 0.90 19 JCT‐220 16&DAYTON 1467 10 388.80 374.80 374.13 14.00 0.05% 0.017 0.51 0.22 0.31 23 159 Hydra Model Hydra Model 1193 Hydra Model Hydra Model 711 12 388.80 374.80 372.20 14.00 0.37% 0.281 2.38 0.30 1.23 24 1192 Hydra Model Hydra Model 159 Hydra Model Hydra Model 306 10 389.10 376.00 375.00 13.10 0.33% 0.251 2.23 0.39 0.63 25 1191 Hydra Model Hydra Model 1192 Hydra Model Hydra Model 556 10 385.70 377.80 376.00 7.90 0.32% 0.245 2.04 0.36 0.63 31 1187 Hydra Model ‐ NGVD29 Hydra Model 1134 Hydra Model Hydra Model 334 12 376.70 369.00 367.70 7.70 0.39% 0.423 2.62 0.36 1.13 32 1186 Hydra Model Hydra Model 1187 Hydra Model ‐ NGVD29 Hydra Model 1445 12 380.40 372.00 369.00 8.40 0.21% 0.408 2.12 0.45 0.73 33 1185 Hydra Model Hydra Model 1186 Hydra Model Hydra Model 533 12 387.20 373.30 372.00 13.90 0.24% 0.387 1.95 0.39 0.85 54 1164 Hydra Model Hydra Model 1165 Hydra Model Hydra Model 692 18 366.00 357.70 356.60 8.30 0.16% 1.871 2.71 0.60 1.06 55 1163 Hydra Model Hydra Model 1164 Hydra Model Hydra Model 340 18 364.30 358.30 357.70 6.00 0.18% 1.860 2.69 0.57 1.23 56 1162 Hydra Model Hydra Model 1163 Hydra Model Hydra Model 630 18 372.00 359.30 358.30 12.70 0.16% 1.852 2.69 0.59 1.08 58 1160 Hydra Model Hydra Model 1161 Hydra Model Hydra Model 685 18 370.50 364.00 361.90 6.50 0.31% 1.159 3.16 0.38 2.91 59 1159 Hydra Model Hydra Model 1160 Hydra Model Hydra Model 1343 16 380.00 372.10 364.00 7.90 0.60% 1.986 5.31 0.51 2.19 61 1158 Hydra Model Hydra Model 23RD&GUM 1329 16 361.10 351.50 348.40 9.60 0.23% 0.641 2.52 0.36 1.95 62 1157 Hydra Model Hydra Model 1158 Hydra Model Hydra Model 1495 15 364.50 355.50 351.50 9.00 0.27% 0.628 2.40 0.35 1.71 63 1156 Hydra Model Hydra Model 1157 Hydra Model Hydra Model 895 15 380.70 371.10 355.50 9.60 1.74% 0.570 3.12 0.21 5.40 64 1155 Hydra Model Hydra Model 1156 Hydra Model Hydra Model 278 12 386.80 377.80 371.10 9.00 2.41% 0.490 4.92 0.24 3.38 65 1154 Hydra Model Hydra Model 1155 Hydra Model Hydra Model 718 12 412.50 399.40 377.80 13.10 3.01% 0.445 5.10 0.22 3.88 66 1153 Hydra Model Hydra Model 1154 Hydra Model Hydra Model 319 12 415.00 400.80 399.40 14.20 0.44% 0.407 2.70 0.35 1.25 67 1152 Hydra Model Hydra Model 1153 Hydra Model Hydra Model 274 12 427.80 414.30 404.90 13.50 3.43% 0.393 5.52 0.20 4.23 68 1151 Hydra Model Hydra Model 1152 Hydra Model Hydra Model 323 12 445.00 435.90 420.20 9.10 4.86% 0.378 6.15 0.18 5.13 69 1150 Hydra Model Hydra Model 1151 Hydra Model Hydra Model 1303 12 450.00 444.50 437.40 5.50 0.54% 0.365 2.82 0.30 1.48 76 1145 Hydra Model Hydra Model 962 Hydra Model Hydra Model 473 10 502.00 492.60 481.60 9.40 2.33% 0.198 4.37 0.21 2.14 79 1142 Hydra Model Hydra Model 942 Hydra Model Hydra Model 189 30 343.00 328.50 328.30 14.50 0.11% 6.172 3.56 0.59 3.17 80 1141 Hydra Model Hydra Model 1142 Hydra Model Hydra Model 1204 30 344.70 331.00 328.50 13.70 0.21% 6.173 3.56 0.48 6.91 81 1128 Hydra Model Hydra Model 9453 Record Dwg ‐ NGVD29 Record Dwg 371 30 347.50 334.20 333.32 13.30 0.24% 0.425 0.61 0.18 13.57 82 1204 Hydra Model Hydra Model 1128 Hydra Model Hydra Model 760 30 357.00 335.30 334.20 21.70 0.14% 0.434 1.66 0.14 10.49 83 1140 Hydra Model Hydra Model 152 Hydra Model ‐ NGVD29 Hydra Model 371 12 354.90 341.80 338.35 13.10 0.93% 0.138 2.56 0.16 2.27 84 1139 Hydra Model Hydra Model 1140 Hydra Model Hydra Model 50 12 356.30 346.80 341.80 9.50 10.00% 0.050 2.25 0.06 7.86 85 1138 Hydra Model Hydra Model 1139 Hydra Model Hydra Model 741 12 360.50 350.10 346.80 10.40 0.45% 0.048 1.50 0.12 1.62 92 1132 Hydra Model ‐ NAVD88 Hydra Model 154 Hydra Model Hydra Model 1140 12 378.30 362.30 356.60 16.00 0.50% 0.123 1.66 0.18 1.64 City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 93 1131 Hydra Model Hydra Model 1132 Hydra Model ‐ NAVD88 Hydra Model 380 12 384.90 376.50 369.20 8.40 1.92% 0.100 3.01 0.12 3.36 96 1069 Hydra Model Hydra Model 1129 Hydra Model Hydra Model 1797 24 393.70 378.80 376.50 14.90 0.13% 3.262 3.09 0.64 2.41 98 1127 Hydra Model Hydra Model 1128 Hydra Model Hydra Model 220 18 350.00 338.08 337.60 11.92 0.22% 0.006 0.74 0.04 3.43 99 1126 Hydra Model Hydra Model 1127 Hydra Model Hydra Model 235 18 363.60 350.00 347.88 13.60 0.90% 0.004 1.13 0.02 6.98 109 1116 Hydra Model Hydra Model 1117 Hydra Model ‐ NGVD29 Hydra Model 942 12 393.50 373.80 371.90 19.70 0.20% 0.451 2.04 0.44 0.67 110 1115 Hydra Model Hydra Model 1116 Hydra Model Hydra Model 562 12 392.50 374.90 373.80 17.60 0.20% 0.429 2.01 0.44 0.67 111 1113 Hydra Model Hydra Model 1114 Hydra Model ‐ NGVD29 Hydra Model 285 10 388.60 378.30 377.50 10.30 0.28% 0.194 1.66 0.33 0.62 118 1107 Hydra Model Hydra Model 1080 Hydra Model Hydra Model 832 10 392.50 377.00 355.30 15.50 2.61% 0.177 4.07 0.18 2.30 120 1105 Hydra Model Hydra Model 1078 Hydra Model Hydra Model 2340 10 372.50 365.50 348.30 7.00 0.74% 0.036 1.62 0.11 1.28 122 1072 Hydra Model Hydra Model 1103 Hydra Model Hydra Model 1511 15 402.00 390.00 382.70 12.00 0.48% 2.984 4.01 0.78 0.16 123 1102 Hydra Model Hydra Model 1075 Hydra Model Hydra Model 2058 12 426.10 417.10 395.00 9.00 1.07% 0.277 1.86 0.22 2.31 124 1101 Hydra Model Hydra Model 1102 Hydra Model Hydra Model 661 12 431.70 423.40 418.50 8.30 0.74% 0.228 2.75 0.22 1.92 125 1100 Hydra Model Hydra Model 1101 Hydra Model Hydra Model 658 12 441.50 427.30 423.40 14.20 0.59% 0.219 2.51 0.23 1.70 126 1099 Hydra Model Hydra Model 1100 Hydra Model Hydra Model 20 12 442.00 427.40 427.30 14.60 0.50% 0.219 2.17 0.27 1.55 127 1098 Hydra Model Hydra Model 1099 Hydra Model Hydra Model 31 10 441.60 430.20 427.40 11.40 9.03% 0.188 3.08 0.14 4.43 145 8894 Raster Value Compare Raster to MH Depth 1081 Hydra Model Hydra Model 939 12 387.90 379.60 377.50 8.30 0.22% 0.118 1.85 0.24 1.06 149 961 Hydra Model Hydra Model 976 Hydra Model Hydra Model 661 12 552.00 537.56 531.06 14.44 0.98% 1.585 3.68 0.58 0.89 153 152 Hydra Model ‐ NGVD29 Hydra Model 937 Hydra Model ‐ NGVD29 Hydra Model 20 15 347.00 337.35 337.19 9.65 0.80% 0.875 3.02 1.18 3.17 156 154 Hydra Model Hydra Model 1080 Hydra Model Hydra Model 380 12 371.00 356.60 355.30 14.40 0.34% 0.186 2.05 0.25 1.27 162 1075 Hydra Model Hydra Model 1072 Hydra Model Hydra Model 1275 15 407.00 395.00 390.00 12.00 0.39% 0.779 1.94 0.36 2.05 163 1074 Hydra Model Hydra Model 1075 Hydra Model Hydra Model 170 15 411.50 399.70 395.10 11.80 2.71% 0.408 3.24 0.16 7.03 164 1073 Hydra Model ‐ NGVD29 Hydra Model 1074 Hydra Model Hydra Model 390 15 441.50 434.00 399.70 7.50 8.79% 0.408 6.09 0.12 13.03 166 1071 Hydra Model Hydra Model 1072 Hydra Model Hydra Model 606 10 437.70 428.20 392.00 9.50 5.97% 2.156 10.94 0.55 1.60 167 1059 Hydra Model Hydra Model 1071 Hydra Model Hydra Model 425 12 461.70 452.39 428.20 9.31 5.69% 2.149 10.09 0.42 3.81 168 1070 Hydra Model Hydra Model 1069 Hydra Model Hydra Model 675 24 393.30 379.80 378.80 13.50 0.15% 3.234 2.68 0.52 2.86 171 1065 Hydra Model ‐ NGVD29 Hydra Model 1066 Hydra Model Hydra Model 419 12 525.40 504.90 492.00 20.50 3.08% 0.244 3.40 0.16 4.13 172 1064 Hydra Model Hydra Model 1065 Hydra Model ‐ NGVD29 Hydra Model 551 21 525.90 505.80 504.90 20.10 0.16% 0.240 1.65 0.18 4.24 173 1063 Hydra Model Hydra Model 1064 Hydra Model Hydra Model 380 18 514.00 507.10 505.80 6.90 0.34% 0.238 1.67 0.16 4.06 174 1062 Hydra Model Hydra Model 1063 Hydra Model Hydra Model 589 15 518.00 509.00 507.10 9.00 0.32% 0.233 2.06 0.21 2.34 175 1061 Hydra Model Hydra Model 1062 Hydra Model Hydra Model 274 15 523.00 510.90 509.00 12.10 0.69% 0.230 2.22 0.17 3.54 176 1060 Hydra Model ‐ NGVD29 Hydra Model 1061 Hydra Model Hydra Model 850 15 525.00 513.80 510.90 11.20 0.34% 0.216 2.08 0.20 2.43 177 1058 Hydra Model Hydra Model 1059 Hydra Model Hydra Model 327 12 472.80 464.34 452.39 8.46 3.65% 2.149 9.46 0.50 2.62 178 1057 Hydra Model Hydra Model 1058 Hydra Model Hydra Model 201 12 472.00 464.64 464.34 7.36 0.15% 2.148 5.25 2.75 ‐1.18 179 1056 Hydra Model Hydra Model 1057 Hydra Model Hydra Model 472 12 480.00 470.95 464.64 9.05 1.34% 2.128 4.75 0.65 0.76 180 1055 Hydra Model Hydra Model 1056 Hydra Model Hydra Model 797 12 506.80 495.84 471.00 10.96 3.12% 2.127 7.61 0.49 2.28 181 1054 Hydra Model ‐ NGVD29 Hydra Model 1055 Hydra Model Hydra Model 510 15 512.10 505.10 498.90 7.00 1.22% 2.124 5.97 0.46 2.86 182 1053 Hydra Model Hydra Model 1054 Hydra Model ‐ NGVD29 Hydra Model 505 15 533.90 518.79 505.10 15.11 2.71% 2.083 6.75 0.36 5.37 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 183 1052 Hydra Model ‐ NGVD29 Hydra Model 1053 Hydra Model Hydra Model 1741 15 536.80 525.40 518.79 11.40 0.38% 2.078 3.98 0.68 0.71 184 1051 Hydra Model Hydra Model 1052 Hydra Model ‐ NGVD29 Hydra Model 666 12 540.70 528.60 525.40 12.10 0.48% 2.048 4.19 1.92 ‐0.32 185 1028 Hydra Model ‐ NGVD29 Hydra Model 1051 Hydra Model Hydra Model 2018 12 561.90 550.80 528.60 11.10 1.10% 1.999 4.45 0.66 0.62 232 762 Hydra Model AsBuilt 2325 Hydra Model Hydra Model 126 12 406.50 396.80 395.51 9.70 1.02% 1.327 4.67 0.53 1.20 233 1004 Hydra Model Hydra Model 918 AsBuilt AsBuilt 833 10 478.00 464.60 448.60 13.40 1.92% 0.299 4.25 0.25 1.83 234 1005 Hydra Model Hydra Model 761 Hydra Model Hydra Model 480 12 419.00 411.26 403.46 7.74 1.63% 1.325 5.93 0.46 1.86 235 759 Hydra Model Hydra Model JCT‐212 Hydra Model Hydra Model 16 12 428.00 420.10 419.67 7.90 2.69% 0.545 3.92 0.25 3.55 236 8306 AsBuilt AsBuilt 1004 Hydra Model Hydra Model 741 10 482.80 467.03 464.60 15.77 0.33% 0.286 2.69 0.43 0.59 237 1002 Hydra Model Hydra Model 760 Hydra Model Hydra Model 302 12 438.70 433.40 427.20 5.30 2.05% 0.777 4.54 0.32 2.80 238 1001 Hydra Model Hydra Model 1002 Hydra Model Hydra Model 284 12 442.70 438.70 433.40 4.00 1.87% 0.776 5.38 0.33 2.63 239 1000 Hydra Model Hydra Model 1001 Hydra Model Hydra Model 280 12 446.00 440.90 438.70 5.10 0.79% 0.775 4.28 0.44 1.44 240 999 Hydra Model Hydra Model 1000 Hydra Model Hydra Model 680 12 454.00 446.40 440.90 7.60 0.81% 0.774 3.78 0.41 1.47 241 963 Hydra Model Hydra Model JCT‐214 Est AsBuilt 469 10 458.00 450.40 449.53 7.60 0.19% 0.717 2.37 1.00 ‐0.06 242 5716 Raster Value Straight Grade 963 Hydra Model Hydra Model 427 15 462.17 452.32 450.40 9.85 0.45% 0.409 1.23 0.25 2.62 243 997 Hydra Model Hydra Model 998 Hydra Model Hydra Model 1200 12 487.60 478.20 454.00 9.40 2.02% 0.394 3.58 0.23 3.15 244 996 Hydra Model Hydra Model 9295 Raster Value Compare Raster to MH Depth 490 10 503.00 494.60 482.96 8.40 2.38% 0.381 4.90 0.27 1.98 245 995 Hydra Model Hydra Model 996 Hydra Model Hydra Model 262 10 512.00 501.00 495.00 11.00 2.29% 0.359 4.74 0.27 1.96 246 939 Hydra Model Hydra Model 995 Hydra Model Hydra Model 438 10 534.20 522.00 507.00 12.20 3.42% 0.358 5.49 0.24 2.48 250 991 Hydra Model Hydra Model 938 Hydra Model Hydra Model 448 10 540.10 530.90 528.00 9.20 0.65% 0.294 3.04 0.34 0.94 251 989 Hydra Model Hydra Model 991 Hydra Model Hydra Model 338 10 544.20 533.10 530.90 11.10 0.65% 0.293 2.80 0.33 0.95 253 988 Hydra Model Hydra Model 989 Hydra Model Hydra Model 329 10 553.80 542.40 533.10 11.40 2.83% 0.254 3.29 0.21 2.33 254 987 Hydra Model Hydra Model 988 Hydra Model Hydra Model 335 10 558.90 546.20 542.40 12.70 1.13% 0.253 3.72 0.28 1.38 255 986 Hydra Model Hydra Model 987 Hydra Model Hydra Model 210 10 562.50 547.60 546.20 14.90 0.67% 0.249 2.84 0.31 1.00 256 985 Hydra Model Hydra Model 986 Hydra Model Hydra Model 1406 10 564.00 550.00 547.60 14.00 0.17% 0.249 1.78 0.51 0.39 263 979 Hydra Model Hydra Model 980 Hydra Model Hydra Model 210 12 518.00 507.60 506.00 10.40 0.76% 1.655 4.18 0.65 0.52 264 978 Hydra Model Hydra Model 979 Hydra Model Hydra Model 987 12 527.00 513.60 507.60 13.40 0.61% 1.651 4.40 0.73 0.30 265 977 Hydra Model Hydra Model 978 Hydra Model Hydra Model 1154 12 539.00 527.10 517.70 11.90 0.81% 1.634 4.81 0.64 0.62 266 976 Hydra Model Hydra Model 977 Hydra Model Hydra Model 2515 15 539.00 531.06 527.10 7.94 0.16% 1.637 2.66 0.94 0.16 275 967 Hydra Model Hydra Model 961 Hydra Model Hydra Model 2909 12 557.00 548.90 537.80 8.10 0.38% 0.388 2.54 0.34 1.15 279 962 Hydra Model Hydra Model 963 Hydra Model Hydra Model 406 10 487.00 481.60 450.40 5.40 7.68% 0.268 1.52 0.17 3.99 280 960 Hydra Model Hydra Model 961 Hydra Model Hydra Model 548 12 559.00 556.72 543.04 2.28 2.50% 1.202 6.78 0.80 2.74 281 959 Hydra Model Hydra Model 960 Hydra Model Hydra Model 269 12 579.00 570.50 556.30 8.50 5.28% 1.179 4.08 0.31 4.56 282 150 Hydra Model Hydra Model 959 Hydra Model Hydra Model 26 12 581.00 573.70 570.50 7.30 12.31% 1.179 10.26 0.25 7.61 285 957 Hydra Model Hydra Model 958 Hydra Model Hydra Model 394 10 615.90 605.20 592.10 10.70 3.32% 1.107 6.01 0.44 1.69 286 956 Hydra Model Hydra Model 957 Hydra Model Hydra Model 600 10 631.00 619.10 605.20 11.90 2.32% 1.106 6.80 0.50 1.23 287 955 Hydra Model Hydra Model 956 Hydra Model Hydra Model 288 10 637.90 626.00 619.10 11.90 2.40% 1.106 6.40 0.48 1.27 288 954 Hydra Model Hydra Model 955 Hydra Model Hydra Model 357 12 645.70 632.40 626.00 13.30 1.79% 1.105 5.81 0.40 2.24 289 953 Hydra Model Hydra Model 954 Hydra Model Hydra Model 400 12 653.50 635.58 632.40 17.92 0.80% 1.105 4.72 0.54 1.12 290 952 Hydra Model Hydra Model 953 Hydra Model Hydra Model 375 10 659.80 646.22 640.00 13.58 1.66% 0.931 5.47 0.49 1.05 291 752 Hydra Model Hydra Model 952 Hydra Model Hydra Model 355 10 665.30 653.00 646.22 12.30 1.91% 0.930 5.61 0.46 1.19 292 751 Hydra Model Hydra Model 752 Hydra Model Hydra Model 290 12 668.70 656.90 653.00 11.80 1.34% 0.929 5.03 0.40 1.96 299 9042 AsBuilt AsBuilt 946 Hydra Model Hydra Model 170 10 677.03 663.80 662.95 13.23 0.50% 0.111 2.25 0.23 0.97 302 935 Hydra Model Hydra Model 152 Hydra Model ‐ NGVD29 Hydra Model 1230 27 360.00 341.80 336.83 18.20 0.40% 9.711 5.80 0.64 4.07 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 303 942 Hydra Model Hydra Model 943 Hydra Model Hydra Model 166 36 343.50 328.30 326.50 15.20 1.08% 17.749 6.39 0.42 30.88 304 941 Hydra Model Hydra Model 942 Hydra Model Hydra Model 238 30 344.00 329.70 329.20 14.30 0.21% 11.601 5.06 0.78 1.56 307 938 Hydra Model Hydra Model 939 Hydra Model Hydra Model 400 10 538.40 528.00 522.00 10.40 1.50% 0.324 4.28 0.29 1.56 308 928 Hydra Model Hydra Model 9187 Calc Model Calc 1478 24 347.00 340.00 338.00 7.00 0.14% 1.613 2.34 0.36 4.21 310 934 Hydra Model Hydra Model 935 Hydra Model Hydra Model 2887 27 366.00 357.80 341.80 8.20 0.55% 9.711 6.07 0.56 6.43 317 927 Hydra Model Hydra Model 928 Hydra Model Hydra Model 1248 21 349.00 342.10 340.00 6.90 0.17% 1.475 2.59 0.39 3.08 318 926 Hydra Model Hydra Model 927 Hydra Model Hydra Model 618 21 353.00 344.90 342.10 8.10 0.45% 1.476 3.11 0.30 5.99 319 925 Hydra Model Hydra Model 926 Hydra Model Hydra Model 903 21 359.00 346.40 344.90 12.60 0.17% 1.475 2.78 0.44 3.05 320 JCT‐42 Calc Calc 925 Hydra Model Hydra Model 368 21 360.50 346.96 346.40 13.54 0.15% 1.536 2.44 0.42 2.79 326 919 Hydra Model AsBuilt JCT‐864 AsBuilt AsBuilt 328 18 449.00 443.20 441.75 5.80 0.44% 2.563 3.44 0.51 2.36 327 918 AsBuilt AsBuilt 919 Hydra Model AsBuilt 1320 18 455.00 447.80 443.22 7.20 0.35% 2.560 4.04 0.57 1.77 328 916 Hydra Model Hydra Model 918 AsBuilt AsBuilt 2333 18 457.00 450.55 447.80 6.45 0.12% 2.305 2.61 0.87 0.22 330 915 Hydra Model Hydra Model 916 Hydra Model Hydra Model 1461 15 461.00 457.38 450.80 3.62 0.45% 2.270 3.79 0.64 0.77 331 914 Hydra Model Hydra Model 915 Hydra Model Hydra Model 729 15 466.00 459.60 457.38 6.40 0.30% 2.242 3.64 0.81 0.25 332 147 Hydra Model AsBuilt 914 Hydra Model Hydra Model 524 15 471.00 462.70 459.60 8.30 0.59% 2.237 3.81 0.58 1.24 333 913 Hydra Model Hydra Model 2301 Hydra Model Hydra Model 1913 24 486.00 473.10 466.09 12.90 0.37% 7.498 4.76 0.67 2.09 334 912 Hydra Model Hydra Model 913 Hydra Model Hydra Model 730 24 488.00 477.91 473.10 10.09 0.66% 7.490 5.81 0.55 5.37 335 911 Hydra Model Hydra Model 8210 AsBuilt AsBuilt 830 24 490.00 482.30 477.98 7.70 0.52% 5.707 3.97 0.50 5.72 336 910 Hydra Model Hydra Model 911 Hydra Model Hydra Model 962 24 497.00 487.30 482.30 9.70 0.52% 5.672 5.54 0.51 5.75 337 909 Hydra Model Hydra Model 910 Hydra Model Hydra Model 970 24 506.00 490.60 487.30 15.40 0.34% 5.382 4.78 0.57 3.86 349 898 Hydra Model Hydra Model 7441 Inv+8 Straight Grade 67 12 495.00 488.90 487.46 6.10 2.15% 0.213 3.84 0.17 3.45 350 897 Hydra Model Hydra Model 898 Hydra Model Hydra Model 561 10 510.00 491.30 488.90 18.70 0.43% 0.213 2.74 0.34 0.79 351 896 Hydra Model Hydra Model 897 Hydra Model Hydra Model 2428 10 507.00 499.60 491.90 7.40 0.32% 0.126 1.84 0.27 0.74 354 893 Hydra Model Hydra Model 894 Hydra Model Hydra Model 303 12 447.00 436.30 425.50 10.70 3.56% 0.602 6.26 0.24 4.11 355 892 Hydra Model Hydra Model 893 Hydra Model Hydra Model 301 12 462.70 446.50 441.00 16.20 1.83% 0.600 4.97 0.29 2.77 356 891 Hydra Model Hydra Model 892 Hydra Model Hydra Model 268 10 469.00 460.00 448.30 9.00 4.37% 0.597 6.90 0.30 2.61 357 890 Hydra Model Hydra Model 891 Hydra Model Hydra Model 294 10 471.00 462.80 460.00 8.20 0.95% 0.380 3.77 0.36 1.12 358 889 Hydra Model Hydra Model 890 Hydra Model Hydra Model 327 10 474.00 465.70 462.80 8.30 0.89% 0.380 3.38 0.35 1.07 359 888 Hydra Model Hydra Model 889 Hydra Model Hydra Model 284 10 476.00 466.80 465.70 9.20 0.39% 0.328 2.59 0.42 0.63 360 887 Hydra Model Hydra Model 888 Hydra Model Hydra Model 290 10 477.00 471.90 466.80 5.10 1.76% 0.328 3.00 0.27 1.71 361 886 Hydra Model AsBuilt 887 Hydra Model Hydra Model 291 10 482.00 474.04 471.90 7.96 0.74% 0.311 3.03 0.33 1.01 368 879 Hydra Model Hydra Model 880 Hydra Model Hydra Model 555 15 458.00 445.03 441.05 12.97 0.72% 0.459 3.24 0.24 3.37 369 878 Hydra Model Hydra Model 879 Hydra Model Hydra Model 887 15 476.00 457.30 452.00 18.70 0.60% 0.453 3.03 0.24 3.04 389 860 AsBuilt AsBuilt A&J 950 18 406.00 390.73 389.50 15.27 0.13% 1.103 2.39 0.52 1.54 390 859 AsBuilt AsBuilt 860 AsBuilt AsBuilt 3024 18 405.00 395.08 390.73 9.92 0.14% 1.106 2.06 0.44 1.68 391 JCT‐38 AsBuilt AsBuilt 859 AsBuilt AsBuilt 1709 12 403.00 398.47 395.08 4.53 0.20% 1.082 2.54 0.91 0.03 392 857 Hydra Model Hydra Model 858 Hydra Model Hydra Model 396 12 423.00 413.23 399.80 9.77 3.39% 0.959 7.10 0.31 3.64 397 852 Hydra Model Hydra Model 853 Hydra Model Hydra Model 720 12 449.00 438.10 435.00 10.90 0.43% 0.678 3.01 0.45 0.96 398 851 Hydra Model Hydra Model 852 Hydra Model Hydra Model 1429 10 448.00 442.54 438.10 5.46 0.31% 0.455 2.51 0.52 0.40 742 761 Hydra Model Hydra Model 762 Hydra Model AsBuilt 390 12 411.50 403.46 396.80 8.04 1.71% 1.326 5.43 0.44 1.93 743 760 Hydra Model Hydra Model JCT‐212 Hydra Model Hydra Model 1011 12 436.20 427.20 420.10 9.00 0.70% 0.778 3.80 0.43 1.31 744 758 Hydra Model Hydra Model 759 Hydra Model Hydra Model 803 12 444.00 433.30 420.60 10.70 1.58% 0.448 4.37 0.26 2.69 746 756 Hydra Model Hydra Model 757 Hydra Model Hydra Model 634 10 484.00 471.40 466.50 12.60 0.77% 0.263 3.47 0.32 1.09 747 755 Hydra Model Hydra Model 756 Hydra Model Hydra Model 379 12 487.00 474.90 471.40 12.10 0.92% 0.263 2.70 0.22 2.14 1205 1133 Hydra Model Hydra Model 1140 Hydra Model Hydra Model 120 12 357.00 342.30 341.80 14.70 0.42% 0.087 1.64 0.16 1.52 1380 1382 Hydra Model Hydra Model 1381 Hydra Model Hydra Model 403 12 687.60 677.40 661.38 10.20 3.98% 0.926 6.73 0.29 4.05 1383 1384 Hydra Model Hydra Model 1382 Hydra Model Hydra Model 400 15 707.60 690.46 677.50 17.14 3.24% 0.924 6.76 0.23 7.22 1385 1386 Hydra Model Hydra Model 1384 Hydra Model Hydra Model 400 15 712.57 691.76 690.56 20.81 0.30% 0.924 2.99 0.45 1.55 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 1387 1388 Hydra Model Hydra Model 1386 Hydra Model Hydra Model 401 15 713.18 693.06 691.86 20.12 0.30% 0.925 2.99 0.45 1.55 1389 1390 Hydra Model Hydra Model 1388 Hydra Model Hydra Model 399 15 709.06 693.63 693.16 15.43 0.12% 0.776 2.20 0.56 0.78 1391 1392 Hydra Model Hydra Model 1390 Hydra Model Hydra Model 401 15 703.74 694.42 693.73 9.32 0.17% 0.775 2.16 0.45 1.10 1393 1394 Hydra Model Hydra Model 7370 Hydra Model Hydra Model 323 15 704.64 696.96 694.94 7.68 0.63% 0.271 2.15 0.19 3.31 1395 1396 Hydra Model Hydra Model 1394 Hydra Model Hydra Model 300 15 708.03 697.96 697.06 10.07 0.30% 0.271 2.13 0.23 2.21 1397 1398 Hydra Model Hydra Model 1396 Hydra Model Hydra Model 299 15 711.42 698.96 698.06 12.46 0.30% 0.267 2.12 0.23 2.22 1399 1400 Hydra Model Hydra Model 1398 Hydra Model Hydra Model 302 15 715.07 699.96 699.06 15.11 0.30% 0.267 2.12 0.23 2.20 1401 1402 Hydra Model Hydra Model 1400 Hydra Model Hydra Model 319 15 722.36 702.02 700.06 20.34 0.61% 0.267 2.62 0.19 3.28 1403 1404 Hydra Model Hydra Model 1402 Hydra Model Hydra Model 407 15 733.38 720.99 702.12 12.39 4.64% 0.260 5.28 0.11 9.48 1405 1406 Hydra Model Hydra Model 1404 Hydra Model Hydra Model 194 15 731.75 721.78 721.19 9.97 0.30% 0.188 1.93 0.20 2.31 1407 1408 Hydra Model Hydra Model 1406 Hydra Model Hydra Model 300 15 734.12 724.15 721.88 9.97 0.76% 0.188 2.54 0.15 3.75 1409 1410 Hydra Model Hydra Model 1408 Hydra Model Hydra Model 299 15 736.54 726.57 724.25 9.97 0.78% 0.187 2.56 0.15 3.80 1411 1412 Hydra Model Hydra Model 1410 Hydra Model Hydra Model 300 15 738.96 728.99 726.97 9.97 0.67% 0.187 2.43 0.15 3.53 1413 1414 Hydra Model Hydra Model 1412 Hydra Model Hydra Model 301 15 741.80 731.21 729.09 10.59 0.70% 0.186 2.47 0.15 3.61 1415 9424 Inv+10 Straight Grade 1414 Hydra Model Hydra Model 400 15 742.63 732.63 731.31 10.00 0.33% 0.178 1.94 0.18 2.42 1464 1465 Hydra Model Hydra Model 16 Hydra Model Hydra Model 79 12 520.00 509.42 509.10 10.58 0.41% 1.220 2.68 10.58 0.37 1466 1467 Hydra Model Hydra Model 1465 Hydra Model Hydra Model 145 10 520.00 511.30 509.85 8.70 1.00% 0.600 3.74 10.44 0.93 1468 1469 Hydra Model Hydra Model 1467 Hydra Model Hydra Model 300 10 521.00 513.00 511.50 8.00 0.50% 0.589 2.95 9.00 0.50 1470 1471 Hydra Model Hydra Model 1469 Hydra Model Hydra Model 210 10 521.69 515.30 513.20 6.39 1.00% 0.554 3.76 6.49 0.98 1472 1473 Hydra Model Hydra Model 1471 Hydra Model Hydra Model 336 10 535.00 521.60 515.50 13.40 1.82% 0.453 4.67 0.32 1.61 1474 1475 Hydra Model Hydra Model 1473 Hydra Model Hydra Model 267 10 541.00 527.35 521.80 13.65 2.08% 0.453 4.89 0.31 1.76 1495 1496 Hydra Model Hydra Model 1494 Hydra Model Hydra Model 205 18 528.00 517.08 516.16 10.92 0.45% 6.289 5.51 4.73 ‐1.36 1497 1498 AsBuilt AsBuilt 1496 Hydra Model Hydra Model 205 18 525.88 517.74 517.18 8.14 0.27% 6.289 5.51 5.43 ‐2.44 1510 1511 Hydra Model Hydra Model 143 Hydra Model Hydra Model 285 18 344.00 324.70 324.20 19.30 0.18% 0.170 1.23 0.16 2.91 1512 1513 Hydra Model Hydra Model 1511 Hydra Model Hydra Model 388 18 344.00 325.60 324.70 18.40 0.23% 0.170 1.55 0.15 3.37 1514 1515 Hydra Model Hydra Model 1513 Hydra Model Hydra Model 400 21 344.00 326.10 325.60 17.90 0.13% 0.171 1.29 0.15 3.75 1516 1517 Hydra Model Hydra Model 1515 Hydra Model Hydra Model 400 21 344.00 326.60 326.10 17.40 0.13% 0.170 1.24 0.14 3.75 1518 1519 Hydra Model Hydra Model 1517 Hydra Model Hydra Model 340 21 344.00 327.00 326.60 17.00 0.12% 0.172 1.24 0.15 3.63 1529 853 Hydra Model Hydra Model 1530 Hydra Model Hydra Model 464 12 443.00 434.90 433.10 8.10 0.39% 0.936 3.16 0.57 0.62 1531 1530 Hydra Model Hydra Model 1532 Hydra Model Hydra Model 56 12 443.00 433.10 432.80 9.90 0.54% 0.936 3.30 0.56 0.90 1533 1532 Hydra Model Hydra Model 1534 Hydra Model Hydra Model 300 12 443.00 432.80 431.40 10.20 0.47% 0.936 3.20 0.53 0.77 1535 1534 Hydra Model Hydra Model 1536 Hydra Model Hydra Model 297 12 442.50 431.40 430.30 11.10 0.37% 0.936 3.13 0.59 0.58 1537 1536 Hydra Model Hydra Model 1538 Hydra Model Hydra Model 303 12 442.50 430.30 428.90 12.20 0.46% 0.936 3.43 0.55 0.76 1539 1538 Hydra Model Hydra Model 1540 Hydra Model Hydra Model 148 12 442.00 424.60 423.60 17.40 0.68% 0.936 3.83 0.50 1.11 1541 1540 Hydra Model Hydra Model 1542 Hydra Model Hydra Model 119 12 442.00 416.90 416.10 25.10 0.67% 0.936 3.77 0.50 1.11 1543 1542 Hydra Model Hydra Model 1544 Hydra Model Hydra Model 85 12 423.00 416.10 415.40 6.90 0.82% 0.936 4.04 0.48 1.33 1545 1544 Hydra Model Hydra Model 857 Hydra Model Hydra Model 119 12 423.00 415.40 413.23 7.60 1.82% 0.958 5.79 0.41 2.41 1546 1547 Hydra Model Hydra Model 1548 Hydra Model Hydra Model 385 12 442.00 437.30 434.10 4.70 0.83% 0.008 1.05 0.04 2.27 1549 1548 Hydra Model Hydra Model 1550 Hydra Model Hydra Model 419 12 438.00 434.10 431.00 3.90 0.74% 0.009 0.41 0.05 2.14 1551 1550 Hydra Model Hydra Model 1552 Hydra Model Hydra Model 467 18 435.00 431.00 424.00 4.00 1.50% 0.466 3.17 0.15 8.54 1553 1552 Hydra Model Hydra Model 1554 Hydra Model Hydra Model 1352 21 435.00 424.00 419.74 11.00 0.32% 0.477 2.22 0.19 5.75 1555 1554 Hydra Model Hydra Model 1556 Hydra Model Hydra Model 944 24 430.00 419.74 417.94 10.26 0.19% 0.484 1.44 0.18 6.43 1557 1556 Hydra Model Hydra Model 1558 Hydra Model Hydra Model 918 24 425.00 417.94 416.27 7.06 0.18% 1.092 2.41 0.27 5.66 1559 1558 Hydra Model Hydra Model 1560 Hydra Model Hydra Model 869 24 423.00 416.27 414.75 6.73 0.17% 1.096 2.39 0.28 5.53 1561 1560 Hydra Model Hydra Model 861 Hydra Model Hydra Model 2369 24 422.00 414.75 410.50 7.25 0.18% 1.113 2.17 0.28 5.60 1562 880 Hydra Model Hydra Model 1550 Hydra Model Hydra Model 161 15 447.00 441.05 431.00 5.95 6.24% 0.460 5.53 0.14 10.84 1563 894 Hydra Model Hydra Model 1556 Hydra Model Hydra Model 193 12 432.00 425.50 418.66 6.50 3.54% 0.607 6.30 0.25 4.09 1564 861 Hydra Model Hydra Model 1565 Hydra Model Hydra Model 461 24 420.00 410.50 409.10 9.50 0.30% 2.153 3.46 0.34 6.58 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 1566 1565 Hydra Model Hydra Model 1567 Hydra Model Hydra Model 290 24 420.00 409.10 408.20 10.90 0.31% 2.153 3.48 0.35 6.67 1568 1567 Hydra Model Hydra Model 1569 Hydra Model Hydra Model 1240 24 419.00 408.20 404.30 10.80 0.31% 2.218 3.38 0.34 6.66 1570 1569 Hydra Model Hydra Model 1571 Hydra Model Hydra Model 96 24 418.00 404.30 404.00 13.70 0.31% 2.218 3.49 0.38 6.63 1572 1571 Hydra Model Hydra Model 1573 Hydra Model Hydra Model 228 24 415.00 403.90 393.30 11.10 4.65% 2.218 8.74 0.17 31.98 1574 1573 Hydra Model Hydra Model 1575 Hydra Model Hydra Model 2341 24 397.00 393.00 386.00 4.00 0.30% 2.233 2.48 0.35 6.43 1576 1575 Hydra Model Hydra Model 1577 Hydra Model Hydra Model 603 24 391.00 386.00 385.60 5.00 0.07% 2.232 2.54 0.57 1.85 1578 1577 Hydra Model Hydra Model 1579 Hydra Model Hydra Model 106 24 390.00 385.10 384.10 4.90 0.94% 2.232 5.07 0.28 13.13 1580 1579 Hydra Model Hydra Model 1581 Hydra Model Hydra Model 497 24 389.00 383.90 380.20 5.10 0.74% 2.233 4.79 0.27 11.44 1582 1581 Hydra Model Hydra Model 1583 Hydra Model Hydra Model 500 24 388.00 380.20 377.10 7.80 0.62% 2.233 3.75 0.29 10.25 1584 1583 Hydra Model Hydra Model 932 Hydra Model Hydra Model 82 24 387.00 377.10 376.80 9.90 0.37% 2.240 2.65 0.42 7.37 1587 1586 Hydra Model Hydra Model 1588 Hydra Model Hydra Model 83 18 471.00 463.20 461.86 7.80 1.61% 5.353 7.25 0.69 4.01 1589 1588 Hydra Model Hydra Model 1590 AsBuilt Hydra Model 40 18 470.00 461.86 450.40 8.14 28.65% 5.353 14.45 0.25 34.87 1591 1590 AsBuilt Hydra Model 1592 AsBuilt Hydra Model 169 12 458.00 450.40 439.40 7.60 6.51% 5.367 13.19 0.72 1.00 1593 1592 AsBuilt Hydra Model 1594 AsBuilt Hydra Model 344 18 447.00 439.40 427.91 7.60 3.34% 5.369 11.83 0.52 8.08 1595 1594 AsBuilt Hydra Model 1596 AsBuilts Hydra Model 224 18 433.00 427.91 403.19 5.09 11.04% 5.371 15.64 0.32 19.13 1597 1596 AsBuilts Hydra Model 1598 Hydra Model Hydra Model 115 18 409.00 403.19 392.44 5.81 9.35% 5.371 15.20 0.36 17.17 1599 1598 Hydra Model Hydra Model 1600 AsBuilt Hydra Model 73 18 400.00 385.15 383.93 14.85 1.67% 5.377 7.18 0.71 4.15 1601 1600 AsBuilt Hydra Model 932 Hydra Model Hydra Model 143 18 394.00 383.80 377.60 10.20 4.34% 5.377 11.52 0.45 9.96 1602 932 Hydra Model Hydra Model 1603 Hydra Model Hydra Model 428 30 386.00 376.40 375.70 9.60 0.16% 7.219 3.59 0.60 4.39 1604 1603 Hydra Model Hydra Model 1605 Hydra Model Hydra Model 523 30 386.00 375.70 374.90 10.30 0.15% 7.220 3.67 0.61 4.01 1606 1605 Hydra Model Hydra Model 1607 Hydra Model Hydra Model 447 30 385.00 374.90 374.10 10.10 0.18% 7.220 3.67 0.58 4.93 1608 1607 Hydra Model Hydra Model 1609 Hydra Model Hydra Model 455 30 385.00 374.10 373.40 10.90 0.15% 7.221 3.56 0.61 4.04 1610 1609 Hydra Model Hydra Model 1611 Hydra Model Hydra Model 448 30 384.00 373.40 372.70 10.60 0.16% 7.222 3.67 0.61 4.13 1612 1611 Hydra Model Hydra Model 1613 Hydra Model Hydra Model 447 30 384.00 372.70 371.90 11.30 0.18% 7.222 3.66 0.58 4.92 1614 1613 Hydra Model Hydra Model 1615 Hydra Model Hydra Model 456 30 383.00 371.90 371.20 11.10 0.15% 7.222 3.56 0.61 4.04 1616 1615 Hydra Model Hydra Model 1617 Hydra Model Hydra Model 448 30 383.00 371.20 370.50 11.80 0.16% 7.221 3.56 0.61 4.14 1618 1617 Hydra Model Hydra Model 1619 Hydra Model Hydra Model 455 30 382.00 370.50 369.80 11.50 0.15% 7.221 3.57 0.61 4.04 1620 1619 Hydra Model Hydra Model 1621 Hydra Model Hydra Model 443 30 382.00 369.80 369.10 12.20 0.16% 7.221 3.68 0.61 4.20 1622 1621 Hydra Model Hydra Model 1623 Hydra Model Hydra Model 451 30 381.00 369.10 368.30 11.90 0.18% 7.221 3.67 0.58 4.87 1624 1623 Hydra Model Hydra Model 1625 Hydra Model Hydra Model 448 30 381.00 368.30 367.60 12.70 0.16% 7.221 3.57 0.61 4.14 1626 1625 Hydra Model Hydra Model 1627 Hydra Model Hydra Model 449 30 380.00 367.60 366.90 12.40 0.16% 7.221 3.57 0.61 4.12 1628 1627 Hydra Model Hydra Model 1629 Hydra Model Hydra Model 449 30 380.00 366.90 366.20 13.10 0.16% 7.221 3.56 0.61 4.12 1630 1629 Hydra Model Hydra Model 1631 Hydra Model Hydra Model 456 30 379.00 366.20 365.50 12.80 0.15% 7.221 3.71 0.61 4.04 1632 1631 Hydra Model Hydra Model 1633 Hydra Model Hydra Model 479 30 379.00 365.50 364.60 13.50 0.19% 7.221 3.75 0.57 5.23 1634 1633 Hydra Model Hydra Model 1635 Hydra Model Hydra Model 320 30 378.00 364.60 364.03 13.40 0.18% 7.221 3.46 0.61 4.90 1642 1193 Hydra Model Hydra Model 1643 Hydra Model Hydra Model 437 12 386.50 372.20 369.81 14.30 0.55% 0.284 2.39 0.27 1.56 1644 1643 Hydra Model Hydra Model 1645 Hydra Model Hydra Model 432 15 374.00 369.81 368.66 4.19 0.27% 0.286 2.01 0.24 2.05 1646 1645 Hydra Model Hydra Model 1134 Hydra Model Hydra Model 308 15 374.00 368.66 367.70 5.34 0.31% 0.287 1.83 0.23 2.24 1647 1134 Hydra Model Hydra Model 1648 Hydra Model Hydra Model 52 15 374.00 367.70 367.25 6.30 0.87% 0.703 2.34 0.28 3.50 1649 1648 Hydra Model Hydra Model 1650 Hydra Model AsBuilt 232 18 372.00 367.25 367.10 4.75 0.06% 0.704 1.42 0.44 1.17 1651 1650 Hydra Model AsBuilt 1652 Hydra Model Hydra Model 395 18 372.00 367.10 366.77 4.90 0.08% 0.775 1.92 0.45 1.35 1653 1652 Hydra Model Hydra Model 1654 Hydra Model Hydra Model 359 18 372.00 366.77 365.90 5.23 0.24% 0.781 2.25 0.32 2.84 1655 1654 Hydra Model Hydra Model 1656 Hydra Model Hydra Model 348 18 372.00 365.90 365.29 6.10 0.18% 0.785 2.37 0.37 2.29 1657 1656 Hydra Model Hydra Model 1658 Hydra Model Hydra Model 116 18 372.00 365.29 364.87 6.71 0.36% 0.786 2.72 0.29 3.64 1659 1658 Hydra Model Hydra Model 1660 Hydra Model Hydra Model 450 18 375.00 364.87 363.58 10.13 0.29% 0.788 2.67 0.31 3.15 1661 1660 Hydra Model Hydra Model 1662 Hydra Model Hydra Model 481 18 378.00 363.58 362.12 14.42 0.30% 0.789 2.70 0.30 3.26 1663 1662 Hydra Model Hydra Model 1161 Hydra Model Hydra Model 239 18 380.00 362.12 361.44 17.88 0.28% 0.789 2.41 0.30 3.13 1664 1161 Hydra Model Hydra Model 1665 Hydra Model Hydra Model 331 18 382.60 361.44 359.86 21.16 0.48% 1.947 3.38 0.43 3.14 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 1666 1665 Hydra Model Hydra Model 1162 Hydra Model Hydra Model 341 18 375.00 359.86 359.30 15.14 0.16% 1.887 2.69 0.60 1.09 1667 1668 Hydra Model Hydra Model 1028 Hydra Model ‐ NGVD29 Hydra Model 643 12 562.00 551.90 550.80 10.10 0.17% 1.697 3.70 2.79 ‐0.67 1669 1670 Hydra Model Hydra Model 1668 Hydra Model Hydra Model 384 12 563.00 552.90 551.90 10.10 0.26% 1.691 3.33 3.63 ‐0.42 1671 1672 Hydra Model Hydra Model 1670 Hydra Model Hydra Model 280 12 565.00 553.90 552.90 11.10 0.36% 1.688 3.33 4.00 ‐0.20 1673 1674 Hydra Model Hydra Model 1672 Hydra Model Hydra Model 41 12 565.00 554.00 553.90 11.00 0.24% 1.686 3.32 4.17 ‐0.45 1675 1676 Hydra Model Hydra Model 1674 Hydra Model Hydra Model 312 12 568.00 554.67 554.00 13.33 0.21% 1.686 3.32 5.00 ‐0.53 1677 1678 Hydra Model Hydra Model 1676 Hydra Model Hydra Model 305 12 571.00 555.40 554.67 15.60 0.24% 1.681 3.31 5.74 ‐0.46 1679 1680 Hydra Model Hydra Model 1678 Hydra Model Hydra Model 303 12 573.00 556.06 555.40 16.94 0.22% 1.681 3.31 6.54 ‐0.52 1681 1682 Hydra Model Hydra Model 1680 Hydra Model Hydra Model 367 12 575.00 556.85 556.06 18.15 0.22% 1.679 3.31 7.49 ‐0.52 1683 1684 Hydra Model Hydra Model 1682 Hydra Model Hydra Model 245 12 576.00 557.40 556.85 18.60 0.22% 1.673 3.30 8.13 ‐0.49 1685 1686 Hydra Model Hydra Model 1684 Hydra Model Hydra Model 277 12 578.00 558.00 557.40 20.00 0.22% 1.720 3.39 8.79 ‐0.56 1687 1688 Hydra Model Hydra Model 1686 Hydra Model Hydra Model 141 12 578.00 558.50 558.00 19.50 0.35% 1.731 3.41 8.97 ‐0.25 1689 1690 Hydra Model Hydra Model 1688 Hydra Model Hydra Model 174 12 578.00 559.13 558.50 18.87 0.36% 1.733 3.41 9.16 ‐0.23 1691 1692 Hydra Model Hydra Model 1690 Hydra Model Hydra Model 61 12 578.00 559.33 559.13 18.67 0.33% 1.748 3.44 9.30 ‐0.32 1693 1694 AsBuilt Hydra Model 1692 Hydra Model Hydra Model 165 12 578.42 560.00 559.33 18.42 0.41% 1.754 3.45 9.42 ‐0.17 1695 1696 Hydra Model Hydra Model 1694 AsBuilt Hydra Model 239 18 575.00 560.63 560.00 14.37 0.26% 1.762 2.74 5.94 2.02 1697 1698 AsBuilt Hydra Model 1696 Hydra Model Hydra Model 234 18 577.14 561.25 560.63 15.89 0.26% 1.751 3.03 5.62 2.04 1699 1700 AsBuilt AsBuilt 1698 AsBuilt Hydra Model 79 18 575.33 561.51 561.25 13.82 0.33% 1.931 2.96 5.48 2.28 1701 1702 Hydra Model Hydra Model 1700 AsBuilt AsBuilt 348 18 570.00 562.58 561.51 7.42 0.31% 1.959 3.16 4.86 2.12 1703 1704 Hydra Model Hydra Model 1702 Hydra Model Hydra Model 144 18 570.00 562.68 562.58 7.32 0.07% 1.985 2.67 4.84 ‐0.05 1705 1706 Hydra Model Hydra Model 1704 Hydra Model Hydra Model 276 12 571.00 564.25 562.68 6.75 0.57% 0.288 0.65 5.73 1.59 1707 1708 Hydra Model Hydra Model 1706 Hydra Model Hydra Model 231 12 580.00 565.25 564.25 14.75 0.43% 0.277 2.31 4.76 1.36 1709 1710 Hydra Model Hydra Model 1708 Hydra Model Hydra Model 254 12 590.00 567.30 565.25 22.70 0.81% 0.266 2.61 2.72 1.97 1711 1712 Hydra Model Hydra Model 1710 Hydra Model Hydra Model 15 12 590.00 574.80 567.30 15.20 50.00% 0.262 5.13 0.08 18.94 1713 1714 Hydra Model Hydra Model 1712 Hydra Model Hydra Model 268 12 600.00 582.56 574.80 17.44 2.90% 0.177 4.12 0.14 4.07 1715 1716 Hydra Model Hydra Model 1714 Hydra Model Hydra Model 361 12 615.00 611.37 582.56 3.63 7.98% 0.173 4.77 0.11 6.88 1717 1718 Hydra Model Hydra Model 1716 Hydra Model Hydra Model 279 12 615.00 611.60 611.37 3.40 0.08% 0.162 1.57 0.41 0.55 1719 1720 Hydra Model Hydra Model 1718 Hydra Model Hydra Model 332 12 615.00 611.83 611.60 3.17 0.07% 0.154 0.91 0.33 0.50 1729 1730 Hydra Model Hydra Model 1704 Hydra Model Hydra Model 303 18 570.00 563.55 562.68 6.45 0.29% 1.321 2.06 4.30 2.62 1731 1732 Hydra Model Hydra Model 1730 Hydra Model Hydra Model 159 18 572.00 564.11 563.55 7.89 0.35% 1.387 3.16 3.96 2.97 1733 1734 Hydra Model Hydra Model 1732 Hydra Model Hydra Model 224 18 574.00 564.76 564.11 9.24 0.29% 1.408 3.13 3.57 2.55 1735 1736 Hydra Model Hydra Model 1734 Hydra Model Hydra Model 198 18 576.00 565.36 564.76 10.64 0.30% 1.412 3.08 3.21 2.64 1737 1738 Hydra Model Hydra Model 1736 Hydra Model Hydra Model 250 18 578.00 567.95 565.36 10.05 1.04% 1.373 3.90 1.53 6.11 1739 1740 Hydra Model Hydra Model 1738 Hydra Model Hydra Model 260 18 580.00 570.76 567.95 9.24 1.08% 1.372 4.96 0.29 6.27 1741 1742 Hydra Model Hydra Model 1740 Hydra Model Hydra Model 342 18 585.00 574.37 570.76 10.63 1.06% 1.337 4.86 0.29 6.22 1743 1744 Hydra Model Hydra Model 1742 Hydra Model Hydra Model 301 18 590.00 579.07 574.37 10.93 1.56% 1.306 5.22 0.25 7.88 1745 1746 Hydra Model Hydra Model 1744 Hydra Model Hydra Model 300 18 595.00 585.30 579.07 9.70 2.08% 1.305 5.99 0.24 9.29 1747 1748 Hydra Model Hydra Model 1746 Hydra Model Hydra Model 221 18 600.00 591.10 585.30 8.90 2.62% 1.302 6.56 0.22 10.62 1749 1750 GoogleEarth Hydra Model 1748 Hydra Model Hydra Model 370 18 610.00 604.10 591.10 5.90 3.51% 1.257 7.04 0.20 12.53 1751 1752 Hydra Model Hydra Model 1750 GoogleEarth Hydra Model 360 18 610.00 606.10 604.10 3.90 0.56% 1.255 3.84 0.33 4.23 1753 1754 Hydra Model Hydra Model 1752 Hydra Model Hydra Model 243 18 615.46 613.03 606.10 2.43 2.85% 1.255 4.97 0.21 11.16 1755 1756 Hydra Model Hydra Model 1754 Hydra Model Hydra Model 332 18 620.00 615.49 613.03 4.51 0.74% 1.253 4.87 0.34 5.08 1757 1758 GoogleEarth Hydra Model 1756 Hydra Model Hydra Model 468 18 632.00 625.03 615.49 6.97 2.04% 1.252 4.65 0.23 9.25 1759 1760 GoogleEarth Hydra Model 1758 GoogleEarth Hydra Model 265 18 640.00 633.15 625.03 6.85 3.06% 1.251 6.64 0.21 11.62 1791 1792 Hydra Model Hydra Model 1028 Hydra Model ‐ NGVD29 Hydra Model 308 12 561.00 551.70 550.80 9.30 0.29% 0.451 1.71 0.40 0.90 1793 1794 Hydra Model Hydra Model 1792 Hydra Model Hydra Model 332 12 562.00 552.03 551.70 9.97 0.10% 0.426 1.74 0.57 0.36 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 1795 1796 Hydra Model Hydra Model 1794 Hydra Model Hydra Model 371 10 563.00 553.16 552.03 9.84 0.30% 0.426 1.95 0.50 0.42 1797 1798 Hydra Model Hydra Model 1796 Hydra Model Hydra Model 299 10 566.00 556.55 553.16 9.45 1.13% 0.420 2.95 0.35 1.21 1799 1800 Hydra Model Hydra Model 1798 Hydra Model Hydra Model 268 10 570.00 559.75 556.55 10.25 1.19% 0.416 3.87 0.34 1.26 1801 1802 Hydra Model Hydra Model 1800 Hydra Model Hydra Model 274 10 572.00 562.42 559.75 9.58 0.97% 0.415 3.71 0.37 1.10 1803 1804 Hydra Model Hydra Model 1802 Hydra Model Hydra Model 420 12 575.00 565.25 562.42 9.75 0.67% 0.410 3.12 0.31 1.64 1805 1806 Hydra Model ‐ NGVD29 Hydra Model 1804 Hydra Model Hydra Model 351 12 577.00 567.07 565.25 9.93 0.52% 0.407 2.92 0.33 1.39 1807 1808 Hydra Model Hydra Model 1806 Hydra Model ‐ NGVD29 Hydra Model 347 12 588.00 568.16 567.07 19.84 0.31% 0.387 2.41 0.38 1.01 1825 1826 Hydra Model Hydra Model 941 Hydra Model Hydra Model 14 18 344.00 329.75 329.70 14.25 0.36% 2.414 2.11 1.31 2.01 1827 1828 Hydra Model Hydra Model 1826 Hydra Model Hydra Model 513 18 344.00 330.00 329.75 14.00 0.05% 2.413 2.11 1.53 ‐0.79 1829 1830 Hydra Model Hydra Model 1828 Hydra Model Hydra Model 540 18 344.00 331.00 330.00 13.00 0.19% 2.412 2.11 1.28 0.75 1831 1832 Hydra Model Hydra Model 1830 Hydra Model Hydra Model 659 18 344.00 332.63 331.00 11.37 0.25% 2.408 2.90 0.64 1.25 1833 1834 Hydra Model Hydra Model 1832 Hydra Model Hydra Model 73 30 344.00 332.65 332.63 11.35 0.03% 2.429 2.21 0.41 2.31 1835 1836 Hydra Model Hydra Model 1834 Hydra Model Hydra Model 420 30 344.00 333.40 332.65 10.60 0.18% 2.454 2.45 0.31 9.68 1837 1838 Hydra Model Hydra Model 1836 Hydra Model Hydra Model 284 30 344.00 334.04 333.40 9.96 0.23% 2.455 3.07 0.29 11.18 1839 1840 Hydra Model Hydra Model 1838 Hydra Model Hydra Model 426 30 344.00 334.70 334.04 9.30 0.15% 2.454 2.88 0.33 8.85 1841 1842 Hydra Model Hydra Model 1840 Hydra Model Hydra Model 224 30 345.00 335.16 334.70 9.84 0.21% 2.443 2.83 0.30 10.57 1843 1844 Hydra Model Hydra Model 1842 Hydra Model Hydra Model 266 30 346.00 335.63 335.16 10.37 0.18% 2.444 2.91 0.32 9.63 1845 937 Hydra Model ‐ NGVD29 Hydra Model 1844 Hydra Model Hydra Model 266 30 347.00 337.19 335.63 9.81 0.59% 2.443 3.49 0.23 19.54 1846 1847 Hydra Model Hydra Model 941 Hydra Model Hydra Model 405 30 344.00 330.05 329.70 13.95 0.09% 8.957 3.24 0.85 ‐0.52 1848 1849 Hydra Model Hydra Model 1847 Hydra Model Hydra Model 413 30 344.00 330.80 330.05 13.20 0.18% 8.956 3.35 0.73 3.28 1850 1851 Hydra Model Hydra Model 1849 Hydra Model Hydra Model 132 30 344.00 330.90 330.80 13.10 0.08% 8.957 3.45 0.80 ‐1.05 1852 1853 Hydra Model ‐ NGVD29 Hydra Model 1851 Hydra Model Hydra Model 277 30 344.00 331.74 330.90 12.26 0.30% 8.956 3.80 0.60 6.87 1854 1855 Hydra Model Hydra Model 1853 Hydra Model ‐ NGVD29 Hydra Model 147 30 344.00 331.97 331.74 12.03 0.16% 8.956 4.12 0.70 2.41 1856 1857 Hydra Model Hydra Model 1855 Hydra Model Hydra Model 260 30 344.00 332.37 331.97 11.63 0.15% 8.956 3.70 0.73 2.32 1858 1859 Hydra Model Hydra Model 1857 Hydra Model Hydra Model 409 30 344.00 333.15 332.37 10.85 0.19% 8.956 3.78 0.67 3.58 1860 1861 Hydra Model Hydra Model 1859 Hydra Model Hydra Model 401 30 344.00 333.87 333.15 10.13 0.18% 8.956 3.93 0.68 3.21 1862 1863 Hydra Model Hydra Model 1861 Hydra Model Hydra Model 400 30 345.00 334.53 333.87 10.47 0.16% 8.955 3.84 0.70 2.72 1864 1865 Hydra Model Hydra Model 1863 Hydra Model Hydra Model 428 30 346.00 335.32 334.53 10.68 0.18% 8.953 3.87 0.67 3.39 1866 152 Hydra Model ‐ NGVD29 Hydra Model 1865 Hydra Model Hydra Model 398 30 347.00 336.33 335.32 10.67 0.25% 8.953 4.24 0.59 5.51 1867 1868 Hydra Model Hydra Model 1133 Hydra Model Hydra Model 39 18 358.00 344.54 342.30 13.46 5.74% 0.401 6.01 0.11 17.14 1869 1078 Hydra Model Hydra Model 1868 Hydra Model Hydra Model 372 18 363.30 348.01 344.54 15.29 0.93% 0.400 4.01 0.18 6.70 1870 1871 Hydra Model Hydra Model 1078 Hydra Model Hydra Model 320 18 368.00 351.22 348.01 16.78 1.00% 0.363 2.96 0.15 7.00 1872 1080 Hydra Model Hydra Model 1871 Hydra Model Hydra Model 13 15 368.90 355.30 351.22 13.60 31.38% 0.362 5.87 0.08 26.13 1876 1877 Hydra Model Hydra Model 1875 Hydra Model Hydra Model 364 10 372.00 359.10 358.00 12.90 0.30% 0.306 2.28 0.44 0.54 1878 1879 Hydra Model Hydra Model 1877 Hydra Model Hydra Model 321 10 372.00 360.20 359.10 11.80 0.34% 0.304 2.16 0.40 0.60 1880 1881 Hydra Model Hydra Model 1879 Hydra Model Hydra Model 281 10 372.00 361.00 360.20 11.00 0.28% 0.302 2.16 0.44 0.52 1882 1883 Hydra Model Hydra Model 1881 Hydra Model Hydra Model 65 10 372.00 361.30 361.00 10.70 0.46% 0.300 2.27 0.37 0.75 1884 1885 Hydra Model Hydra Model 1883 Hydra Model Hydra Model 154 10 372.00 362.20 361.30 9.80 0.58% 0.298 2.65 0.35 0.87 1886 1887 Hydra Model Hydra Model 1885 Hydra Model Hydra Model 56 10 372.00 362.30 362.20 9.70 0.18% 0.298 2.10 0.50 0.35 1888 1889 Hydra Model Hydra Model 1887 Hydra Model Hydra Model 202 10 372.00 363.00 362.30 9.00 0.35% 0.297 1.95 0.39 0.61 1890 1891 Hydra Model ‐ NGVD29 Hydra Model 1889 Hydra Model Hydra Model 273 10 372.00 363.70 363.00 8.30 0.26% 0.297 2.09 0.45 0.48 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 1892 1143 Hydra Model Hydra Model 1891 Hydra Model ‐ NGVD29 Hydra Model 195 10 372.00 364.50 363.70 7.50 0.41% 0.293 2.13 0.37 0.69 1899 1900 Hydra Model Hydra Model 1898 Hydra Model Hydra Model 296 18 367.00 355.20 354.70 11.80 0.17% 1.855 2.60 0.59 1.17 1901 1902 Hydra Model Hydra Model 1900 Hydra Model Hydra Model 462 18 365.00 356.00 355.20 9.00 0.17% 1.858 2.71 0.57 1.20 1903 1165 Hydra Model Hydra Model 1902 Hydra Model Hydra Model 418 18 365.80 356.40 356.00 9.40 0.10% 1.871 2.44 0.70 0.40 1904 1905 Hydra Model Hydra Model 1150 Hydra Model Hydra Model 192 12 452.00 445.08 444.50 6.92 0.30% 0.372 2.42 0.38 1.00 1906 1907 Hydra Model Hydra Model 1905 Hydra Model Hydra Model 239 12 454.00 446.04 445.08 7.96 0.40% 0.373 2.30 0.33 1.21 1908 1909 Hydra Model Hydra Model 1907 Hydra Model Hydra Model 164 12 456.00 450.65 446.04 5.35 2.81% 0.374 3.45 0.20 3.81 1910 1911 Hydra Model Hydra Model 1909 Hydra Model Hydra Model 477 12 458.00 452.58 450.65 5.42 0.40% 0.173 2.10 0.23 1.41 1912 1913 Hydra Model Hydra Model 1911 Hydra Model Hydra Model 125 12 460.00 453.14 452.58 6.86 0.45% 0.173 2.05 0.22 1.50 1914 1915 Hydra Model Hydra Model 1913 Hydra Model Hydra Model 362 12 462.00 454.83 453.14 7.17 0.47% 0.173 2.13 0.22 1.53 1916 1917 Hydra Model Hydra Model 1915 Hydra Model Hydra Model 277 12 464.00 456.87 454.83 7.13 0.74% 0.173 2.33 0.19 1.97 1918 1919 Hydra Model Hydra Model 1917 Hydra Model Hydra Model 423 12 468.00 462.79 456.87 5.21 1.40% 0.173 2.83 0.16 2.78 1920 1921 Hydra Model Hydra Model 1919 Hydra Model Hydra Model 419 12 470.00 467.78 462.79 2.22 1.19% 0.173 3.05 0.17 2.55 1961 1962 Hydra Model Hydra Model 1960 Hydra Model Hydra Model 304 10 433.00 423.50 415.70 9.50 2.57% 0.096 3.25 0.13 2.36 1963 1964 Hydra Model Hydra Model 1962 Hydra Model Hydra Model 422 10 445.00 437.11 423.50 7.89 3.23% 0.095 3.48 0.13 2.66 1965 1966 Hydra Model Hydra Model 1964 Hydra Model Hydra Model 173 10 455.00 443.06 437.11 11.94 3.44% 0.088 3.52 0.12 2.76 1967 1968 Hydra Model Hydra Model 1966 Hydra Model Hydra Model 231 10 456.00 452.07 443.06 3.93 3.90% 0.088 3.70 0.12 2.94 1975 1976 Hydra Model Hydra Model 1060 Hydra Model ‐ NGVD29 Hydra Model 97 12 524.30 513.92 513.80 10.38 0.12% 0.141 1.32 0.28 0.74 1977 1978 AsBuilt AsBuilt 1976 Hydra Model Hydra Model 398 12 527.28 514.89 514.02 12.39 0.22% 0.140 1.66 0.26 1.03 1981 1381 Hydra Model Hydra Model 751 Hydra Model Hydra Model 200 12 673.96 661.38 656.90 12.58 2.24% 0.928 5.46 0.34 2.81 2021 2022 Hydra Model Hydra Model 967 Hydra Model Hydra Model 489 12 560.00 552.99 548.90 7.01 0.84% 0.380 2.84 0.28 1.90 2023 5533 Raster Value Straight Grade 2022 Hydra Model Hydra Model 248 12 564.82 554.82 552.99 10.00 0.74% 0.380 3.15 0.29 1.76 2025 2026 Hydra Model Hydra Model 2024 Hydra Model Hydra Model 391 12 565.00 558.26 556.55 6.74 0.44% 0.252 2.37 0.27 1.40 2027 5509 Raster Value Straight Grade 2026 Hydra Model Hydra Model 98 12 568.69 558.69 558.26 10.00 0.44% 0.251 2.28 0.27 1.40 2029 2030 Hydra Model Hydra Model 2028 Hydra Model Hydra Model 299 12 570.00 560.19 559.18 9.81 0.34% 0.237 2.14 0.28 1.21 2031 5524 Raster Value Straight Grade 2030 Hydra Model Hydra Model 110 12 570.53 560.53 560.19 10.00 0.31% 0.235 1.98 0.29 1.15 2033 2034 Hydra Model Hydra Model 2032 Hydra Model Hydra Model 270 12 570.00 562.11 561.11 7.89 0.37% 0.201 1.36 0.25 1.32 2035 2036 Hydra Model Hydra Model 2034 Hydra Model Hydra Model 96 10 570.00 562.45 562.11 7.55 0.35% 0.199 2.10 0.33 0.72 2037 2038 Hydra Model Hydra Model 2036 Hydra Model Hydra Model 438 10 570.00 563.85 562.45 6.15 0.32% 0.198 1.96 0.33 0.67 2059 2061 Hydra Model Hydra Model 2060 Hydra Model Hydra Model 97 12 518.00 511.59 510.93 6.41 0.68% 0.129 0.93 0.20 1.93 2062 2063 Hydra Model Hydra Model 2061 Hydra Model Hydra Model 359 12 520.00 513.21 511.59 6.79 0.45% 0.129 2.06 0.19 1.55 2064 2065 Hydra Model Hydra Model 2063 Hydra Model Hydra Model 360 12 520.00 514.83 513.21 5.17 0.45% 0.128 1.91 0.19 1.55 2066 2067 Hydra Model Hydra Model 2065 Hydra Model Hydra Model 89 12 522.00 515.44 514.83 6.56 0.69% 0.076 1.50 0.13 1.99 2068 2069 Hydra Model Hydra Model 2067 Hydra Model Hydra Model 57 12 522.00 515.60 515.44 6.40 0.28% 0.062 1.38 0.16 1.26 2070 2071 Hydra Model Hydra Model 2069 Hydra Model Hydra Model 193 12 522.00 516.37 515.60 5.63 0.40% 0.062 1.35 0.14 1.51 2072 2073 Hydra Model Hydra Model 2071 Hydra Model Hydra Model 359 12 530.00 520.62 516.37 9.38 1.18% 0.054 1.64 0.10 2.66 2074 2075 Hydra Model Hydra Model 2073 Hydra Model Hydra Model 348 12 535.00 526.89 520.62 8.11 1.80% 0.051 2.18 0.09 3.30 2076 2077 Hydra Model Hydra Model 2075 Hydra Model Hydra Model 349 12 535.00 529.38 526.89 5.62 0.71% 0.049 1.91 0.11 2.06 2080 2081 Hydra Model Hydra Model 147 Hydra Model AsBuilt 417 12 473.00 465.36 462.70 7.64 0.64% 0.108 1.80 0.16 1.88 2094 2095 Hydra Model Hydra Model 1143 Hydra Model Hydra Model 417 10 374.00 366.57 364.50 7.43 0.50% 0.292 2.51 0.36 0.79 2096 2097 Hydra Model Hydra Model 2095 Hydra Model Hydra Model 470 10 376.00 368.92 366.57 7.08 0.50% 0.292 2.59 0.36 0.79 2098 2099 Hydra Model Hydra Model 2097 Hydra Model Hydra Model 383 10 383.00 375.21 369.22 7.79 1.56% 0.152 3.24 0.19 1.77 2124 2125 Hydra Model Hydra Model 2123 Hydra Model Hydra Model 450 10 399.00 390.57 389.23 8.43 0.30% 0.189 1.92 0.33 0.65 2126 2127 Hydra Model Hydra Model 2125 Hydra Model Hydra Model 439 10 399.00 391.95 390.57 7.05 0.31% 0.188 1.92 0.32 0.67 2128 2129 Hydra Model Hydra Model 841 Hydra Model Hydra Model 59 24 572.00 559.21 559.01 12.79 0.34% 4.644 4.30 0.59 4.61 2130 2131 Hydra Model Hydra Model 2129 Hydra Model Hydra Model 89 24 571.80 559.46 559.31 12.34 0.17% 4.644 3.68 0.65 1.87 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 2132 2133 Hydra Model Hydra Model 2131 Hydra Model Hydra Model 377 24 570.70 559.83 559.48 10.87 0.09% 4.643 3.05 0.76 0.19 2134 2135 Hydra Model Hydra Model 2133 Hydra Model Hydra Model 389 24 569.50 560.40 559.93 9.10 0.12% 4.643 2.95 0.74 0.87 2136 2137 Hydra Model Hydra Model 2135 Hydra Model Hydra Model 408 24 573.00 560.99 560.50 12.01 0.12% 4.622 3.04 0.73 0.87 2138 2139 Hydra Model Hydra Model 2137 Hydra Model Hydra Model 401 24 573.00 561.57 561.09 11.43 0.12% 4.622 3.04 0.73 0.86 2140 2141 Hydra Model Hydra Model 2139 Hydra Model Hydra Model 399 24 574.00 562.25 561.67 11.75 0.15% 4.623 3.16 0.69 1.42 2142 2143 Hydra Model Hydra Model 2141 Hydra Model Hydra Model 397 24 574.80 562.73 562.25 12.07 0.12% 4.622 3.07 0.73 0.88 2144 2145 Hydra Model Hydra Model 2143 Hydra Model Hydra Model 399 24 573.00 563.41 562.83 9.59 0.15% 4.697 3.20 0.69 1.35 2146 2147 Hydra Model Hydra Model 2145 Hydra Model Hydra Model 348 24 571.90 563.83 563.41 8.07 0.12% 4.762 3.15 0.74 0.74 2156 2157 Hydra Model Hydra Model 16 Hydra Model Hydra Model 313 12 541.00 535.00 522.43 6.00 4.02% 0.484 6.20 0.21 4.52 2158 2159 Hydra Model Hydra Model 2157 Hydra Model Hydra Model 401 12 556.50 548.00 535.05 8.50 3.23% 0.484 5.75 0.22 4.00 2160 2161 Hydra Model Hydra Model 2159 Hydra Model Hydra Model 389 12 567.00 557.83 548.05 9.17 2.51% 0.481 5.24 0.24 3.47 2162 2163 Hydra Model Hydra Model 2161 Hydra Model Hydra Model 400 18 574.00 558.81 557.93 15.19 0.22% 0.480 2.26 0.27 2.97 2164 2165 Hydra Model Hydra Model 2163 Hydra Model Hydra Model 391 18 578.00 559.77 558.91 18.23 0.22% 0.484 2.26 0.27 2.97 2166 2167 Hydra Model Hydra Model 2165 Hydra Model Hydra Model 394 18 579.00 560.75 559.87 18.25 0.22% 0.488 2.27 0.27 2.99 2168 2169 Hydra Model Hydra Model 2167 Hydra Model Hydra Model 319 18 577.00 561.55 560.85 15.45 0.22% 0.492 2.27 0.27 2.95 2170 2171 Hydra Model Hydra Model 2169 Hydra Model Hydra Model 398 18 572.61 561.71 561.65 10.90 0.02% 0.440 1.42 0.43 0.46 2172 2173 Hydra Model Hydra Model 2171 Hydra Model Hydra Model 401 18 570.66 563.61 561.71 7.05 0.47% 0.569 2.87 0.23 4.49 2174 2175 Hydra Model Hydra Model 2173 Hydra Model Hydra Model 403 18 577.30 564.59 563.61 12.71 0.24% 0.574 2.44 0.29 3.05 2195 2194 Hydra Model Hydra Model 2196 Hydra Model Hydra Model 55 12 537.20 527.23 526.50 9.97 1.33% 0.289 2.14 0.21 2.58 2198 841 Hydra Model Hydra Model 2199 Hydra Model Hydra Model 398 24 570.10 559.01 557.02 11.09 0.50% 4.673 4.98 0.46 6.53 2200 2199 Hydra Model Hydra Model 2201 Hydra Model Hydra Model 451 24 570.00 557.02 554.99 12.98 0.45% 4.674 4.95 0.48 5.96 2202 2201 Hydra Model Hydra Model 2203 Hydra Model Hydra Model 349 24 568.00 554.99 552.99 13.01 0.57% 4.682 5.25 0.45 7.31 2204 2203 Hydra Model Hydra Model 2205 Hydra Model Hydra Model 379 24 566.00 552.99 551.04 13.01 0.51% 4.682 5.08 0.46 6.68 2206 2205 Hydra Model Hydra Model 2207 Hydra Model Hydra Model 420 24 564.00 551.04 549.05 12.96 0.47% 4.684 4.92 0.47 6.22 2208 2207 Hydra Model Hydra Model 2209 Hydra Model Hydra Model 401 24 562.00 549.05 547.00 12.95 0.51% 4.686 5.44 0.48 6.63 2210 2209 Hydra Model Hydra Model 2197 Hydra Model Hydra Model 398 24 560.00 547.00 543.88 13.00 0.78% 4.686 5.49 0.40 9.34 2211 2197 Hydra Model Hydra Model 2212 Hydra Model Hydra Model 391 24 556.00 543.88 540.88 12.12 0.77% 4.823 6.79 0.48 9.05 2213 2212 Hydra Model Hydra Model 2214 Hydra Model Hydra Model 350 24 548.00 540.88 538.14 7.12 0.78% 2.416 3.86 0.28 11.60 2215 2214 Hydra Model Hydra Model 2216 Hydra Model Hydra Model 351 24 546.00 538.14 535.30 7.86 0.81% 4.832 6.09 0.41 9.41 2217 2216 Hydra Model Hydra Model 2218 Hydra Model Hydra Model 365 24 543.00 535.30 532.41 7.70 0.79% 4.832 6.04 0.41 9.27 2219 2218 Hydra Model Hydra Model 2220 Hydra Model Hydra Model 347 24 540.00 532.41 529.63 7.59 0.80% 4.886 6.11 0.42 9.30 2221 2220 Hydra Model Hydra Model 2222 Hydra Model Hydra Model 350 24 537.00 529.63 526.82 7.37 0.80% 4.887 6.05 0.41 9.31 2223 2222 Hydra Model Hydra Model 2224 Hydra Model Hydra Model 350 24 534.00 526.82 524.45 7.18 0.68% 4.888 5.33 0.42 8.14 2225 2224 Hydra Model Hydra Model 2226 Hydra Model Hydra Model 399 24 532.00 524.45 522.81 7.55 0.41% 4.889 4.66 0.50 5.26 2227 2226 Hydra Model Hydra Model 2228 Hydra Model Hydra Model 266 24 530.00 522.81 521.74 7.19 0.40% 4.981 4.67 0.53 5.06 2229 2228 Hydra Model Hydra Model 2230 Hydra Model Hydra Model 374 24 529.00 521.74 520.25 7.26 0.40% 4.987 4.65 0.51 5.02 2231 2230 Hydra Model Hydra Model 2232 Hydra Model Hydra Model 249 24 528.00 520.25 519.28 7.75 0.39% 5.038 4.51 0.53 4.85 2233 2232 Hydra Model Hydra Model 2234 Hydra Model Hydra Model 261 24 527.00 519.28 518.25 7.72 0.39% 5.040 4.90 0.55 4.90 2235 2234 Hydra Model Hydra Model 2236 Hydra Model Hydra Model 235 24 526.00 518.25 516.99 7.75 0.54% 5.047 4.84 0.46 6.55 2237 2236 Hydra Model Hydra Model 2238 Hydra Model Hydra Model 281 24 526.00 516.99 516.06 9.01 0.33% 5.052 4.32 0.56 4.06 2239 2238 Hydra Model Hydra Model 2240 Hydra Model Hydra Model 167 24 524.00 516.06 515.43 7.94 0.38% 5.074 4.43 0.56 4.66 2241 2240 Hydra Model Hydra Model 2242 Hydra Model Hydra Model 339 24 523.00 515.43 514.18 7.57 0.37% 5.078 4.60 0.54 4.54 2243 2242 Hydra Model Hydra Model 2244 Hydra Model Hydra Model 321 24 522.00 514.18 512.89 7.82 0.40% 5.079 4.73 0.53 4.97 2245 2244 Hydra Model Hydra Model 2246 Hydra Model Hydra Model 265 24 520.00 512.89 511.78 7.11 0.42% 5.087 4.66 0.52 5.17 2247 2246 Hydra Model Hydra Model 2060 Hydra Model Hydra Model 244 24 519.00 511.78 510.80 7.22 0.40% 5.087 4.76 0.54 4.96 2250 2249 AsBuilt AsBuilt 2251 Hydra Model Hydra Model 466 15 400.00 392.48 388.95 7.52 0.76% 0.168 0.88 0.14 3.77 2252 2251 Hydra Model Hydra Model 2253 Hydra Model Hydra Model 321 15 398.00 388.95 386.24 9.05 0.84% 1.641 4.77 0.44 2.51 2254 2253 Hydra Model Hydra Model 2255 Hydra Model Hydra Model 365 15 394.00 386.24 383.33 7.76 0.80% 1.641 4.76 0.45 2.40 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 2256 2255 Hydra Model Hydra Model 2257 Hydra Model Hydra Model 307 15 391.00 383.33 378.50 7.67 1.57% 1.646 4.52 0.37 4.03 2258 2257 Hydra Model Hydra Model 2259 Hydra Model Hydra Model 383 15 386.00 378.50 376.76 7.50 0.45% 1.667 4.21 0.57 1.38 2260 2259 Hydra Model Hydra Model 2261 Hydra Model Hydra Model 149 15 385.00 376.76 375.40 8.24 0.91% 1.673 4.36 0.43 2.65 2262 2261 Hydra Model Hydra Model 2263 Hydra Model Hydra Model 131 18 385.00 375.40 373.28 9.60 1.62% 3.881 7.34 0.52 5.48 2264 2263 Hydra Model Hydra Model 2265 Hydra Model Hydra Model 180 18 383.00 373.28 368.80 9.72 2.49% 3.882 8.75 0.42 7.73 2266 2265 Hydra Model Hydra Model 2267 Hydra Model Hydra Model 180 18 378.00 368.80 368.19 9.20 0.34% 1.307 3.28 0.40 2.98 2268 2267 Hydra Model Hydra Model 2269 Hydra Model Hydra Model 186 21 378.00 363.06 362.49 14.94 0.31% 1.307 2.34 0.31 4.84 2270 2269 Hydra Model Hydra Model 2271 Hydra Model Hydra Model 332 21 376.00 362.49 362.20 13.51 0.09% 1.307 2.31 0.46 1.97 2272 2271 Hydra Model Hydra Model 924 Hydra Model Hydra Model 172 21 372.00 362.20 361.60 9.80 0.35% 1.308 3.24 0.32 5.24 2274 1635 Hydra Model Hydra Model 2275 Hydra Model Hydra Model 202 30 377.00 364.03 363.50 12.97 0.26% 9.700 4.43 0.66 5.03 2276 2275 Hydra Model Hydra Model 2277 Hydra Model Hydra Model 397 30 374.00 363.50 362.50 10.50 0.25% 9.700 4.69 0.64 4.71 2278 2277 Hydra Model Hydra Model 2279 Hydra Model Hydra Model 119 30 372.00 362.50 362.00 9.50 0.42% 9.700 4.71 0.60 8.92 2280 2279 Hydra Model Hydra Model 2281 Hydra Model Hydra Model 402 30 369.00 362.00 361.00 7.00 0.25% 9.701 4.52 0.64 4.62 2282 2281 Hydra Model Hydra Model 2283 Hydra Model Hydra Model 470 30 368.00 361.00 359.90 7.00 0.23% 9.702 4.32 0.64 4.19 2284 2283 Hydra Model Hydra Model 2285 Hydra Model Hydra Model 475 30 367.00 359.90 358.90 7.10 0.21% 9.702 4.63 0.69 3.47 2286 2285 Hydra Model Hydra Model 934 Hydra Model Hydra Model 270 30 366.00 358.90 357.80 7.10 0.41% 9.708 5.54 0.57 8.61 2287 920 AsBuilt Hydra Model 2261 Hydra Model Hydra Model 268 15 398.20 379.03 375.40 19.17 1.35% 2.563 5.66 0.49 2.70 2290 16 Hydra Model Hydra Model 2291 Hydra Model Hydra Model 132 18 532.80 508.50 507.80 24.30 0.53% 1.699 1.80 7.82 3.66 2293 2294 Hydra Model Hydra Model 2196 Hydra Model Hydra Model 184 12 536.00 535.00 534.00 1.00 0.54% 0.000 0.00 0.01 1.84 2299 1494 Hydra Model Hydra Model 2291 Hydra Model Hydra Model 274 18 526.00 516.06 514.90 9.94 0.42% 6.289 5.51 4.27 ‐1.50 2302 2301 Hydra Model Hydra Model 2303 Hydra Model Hydra Model 233 24 476.00 466.09 465.36 9.91 0.31% 7.495 4.87 0.78 1.37 2304 2303 Hydra Model Hydra Model 1586 Hydra Model Hydra Model 417 24 475.00 465.36 463.30 9.64 0.49% 7.495 5.69 0.63 3.64 2333 1103 Hydra Model Hydra Model 2326 Hydra Model Hydra Model 122 15 391.30 382.70 382.35 8.60 0.29% 3.217 4.16 1.17 ‐0.79 2334 2335 Hydra Model Hydra Model 1103 Hydra Model Hydra Model 350 15 390.00 383.53 383.29 6.47 0.07% 0.252 1.33 0.52 0.93 2336 2337 Hydra Model Hydra Model 2335 Hydra Model Hydra Model 105 15 393.00 384.11 383.87 8.89 0.23% 0.255 1.94 0.25 1.91 2338 2339 Hydra Model Hydra Model 2337 Hydra Model Hydra Model 301 15 391.00 384.44 384.14 6.56 0.10% 0.240 1.43 0.30 1.19 2340 2341 Hydra Model Hydra Model 2339 Hydra Model Hydra Model 294 15 392.00 384.91 384.54 7.09 0.13% 0.167 1.29 0.22 1.44 2342 2343 Hydra Model Hydra Model 2341 Hydra Model Hydra Model 114 10 392.00 385.43 384.99 6.57 0.39% 0.166 2.07 0.30 0.79 2344 2345 Hydra Model Hydra Model 2343 Hydra Model Hydra Model 301 10 393.00 386.61 385.53 6.39 0.36% 0.166 2.05 0.30 0.75 2346 2347 Hydra Model Hydra Model 2345 Hydra Model Hydra Model 60 10 393.00 387.02 386.74 5.98 0.47% 0.164 2.13 0.28 0.89 2348 1110 Hydra Model Hydra Model 2347 Hydra Model Hydra Model 376 10 394.40 388.90 387.08 5.50 0.48% 0.164 2.20 0.27 0.90 2349 2325 Hydra Model Hydra Model 2350 Hydra Model Hydra Model 72 12 404.80 395.51 394.74 9.29 1.07% 1.473 4.68 0.57 1.11 2351 2350 Hydra Model Hydra Model 2352 Hydra Model Hydra Model 235 12 404.80 394.74 392.44 10.06 0.98% 1.474 5.32 0.62 0.99 2353 2352 Hydra Model Hydra Model 2251 Hydra Model Hydra Model 173 12 398.00 392.44 388.95 5.56 2.02% 1.474 5.78 0.45 2.07 2354 2355 Hydra Model Hydra Model 2249 AsBuilt AsBuilt 200 12 402.00 393.00 392.48 9.00 0.26% 0.135 1.78 0.24 1.14 2356 2357 Hydra Model Hydra Model 2355 Hydra Model Hydra Model 329 12 403.00 393.78 393.00 9.22 0.24% 0.119 1.39 0.21 1.10 2358 2359 Hydra Model Hydra Model 2357 Hydra Model Hydra Model 310 12 407.50 394.57 393.78 12.93 0.25% 0.105 1.42 0.20 1.15 2408 2060 Hydra Model Hydra Model 2409 Hydra Model Hydra Model 375 24 518.00 510.80 509.08 7.20 0.46% 5.289 4.33 0.50 5.44 2410 2409 Hydra Model Hydra Model 2411 Hydra Model Hydra Model 375 24 518.00 509.08 508.18 8.92 0.24% 5.319 4.29 0.67 2.44 2412 2411 Hydra Model Hydra Model 2413 Hydra Model Hydra Model 200 24 518.00 507.83 506.11 10.17 0.86% 5.325 6.27 0.45 9.37 2414 2413 Hydra Model Hydra Model 2415 Hydra Model Hydra Model 375 24 517.00 506.11 502.58 10.89 0.94% 5.353 6.71 0.42 10.02 2416 2415 Hydra Model Hydra Model 2417 Hydra Model Hydra Model 425 24 512.00 502.58 498.01 9.42 1.08% 5.381 6.91 0.40 11.05 2418 2417 Hydra Model Hydra Model 909 Hydra Model Hydra Model 400 24 508.00 498.01 494.06 9.99 0.99% 5.382 6.85 0.42 10.37 2928 2929 Hydra Model Straight Grade 1760 GoogleEarth Hydra Model 308 18 640.00 636.00 633.15 4.00 0.93% 1.194 5.10 0.31 5.88 2930 2931 Hydra Model AsBuilt 2929 Hydra Model Straight Grade 218 18 646.00 638.00 636.00 8.00 0.92% 1.192 4.29 0.28 5.85 10000 9365 Inv+10 Straight Grade 9364 Inv+10 Straight Grade 166 10 366.60 359.51 359.05 7.09 0.28% 0.050 1.22 0.17 0.76 10001 9364 Inv+10 Straight Grade 9377 Inv+10 Straight Grade 214 14 366.60 359.05 358.73 7.55 0.15% 0.051 0.97 0.13 1.40 10002 9377 Inv+10 Straight Grade 9362 Inv+10 Straight Grade 380 10 366.60 358.73 357.66 7.87 0.28% 0.060 1.33 0.18 0.75 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 10003 9362 Inv+10 Straight Grade 154 Hydra Model Hydra Model 380 10 366.60 357.66 356.60 8.94 0.28% 0.061 0.93 0.19 0.75 10004 9307 Raster Value Compare Raster to MH Depth 9365 Inv+10 Straight Grade 380 10 366.60 360.58 359.51 6.02 0.28% 0.043 1.15 0.16 0.77 10005 5033 Raster Value Straight Grade 5034 Raster Value Straight Grade 787 10 360.10 353.15 350.95 6.95 0.28% 0.045 1.16 0.16 0.77 10006 5034 Raster Value Straight Grade 1138 Hydra Model Hydra Model 388 12 360.10 350.95 350.10 9.15 0.22% 0.047 1.16 0.15 1.12 10007 8917 Raster Value Straight Grade 1113 Hydra Model Hydra Model 306 10 388.30 379.16 378.30 9.14 0.28% 0.194 1.88 0.34 0.62 10008 5763 Raster Value Straight Grade 8917 Raster Value Straight Grade 199 10 388.30 379.71 379.16 8.59 0.28% 0.174 1.75 0.32 0.63 10009 8906 Raster Value Straight Grade 5763 Raster Value Straight Grade 119 10 388.30 380.05 379.71 8.25 0.29% 0.173 1.80 0.32 0.65 10010 6876 Raster Value Straight Grade 8906 Raster Value Straight Grade 419 10 388.30 381.22 380.05 7.08 0.28% 0.171 1.80 0.31 0.64 10016 8864 Raster Value Straight Grade 8863 Raster Value Straight Grade 167 10 407.00 397.95 397.48 9.05 0.28% 0.088 1.55 0.23 0.73 10017 8863 Raster Value Straight Grade 8862 Raster Value Straight Grade 173 10 407.00 397.48 397.00 9.52 0.28% 0.086 1.23 0.22 0.72 10018 5746 Raster Value AsBuilt 1115 Hydra Model Hydra Model 373 10 388.80 381.38 378.28 7.42 0.83% 0.005 0.94 0.04 1.39 10019 5747 Raster AsBuilt 5746 Raster Value AsBuilt 344 10 388.80 383.14 381.38 5.66 0.51% 0.002 0.42 0.03 1.10 10020 6985 Raster Value AsBuilt 2249 AsBuilt AsBuilt 26 12 402.48 392.48 392.48 10.00 0.00% 0.030 0.48 0.19 0.12 10021 7327 Raster Value AsBuilt 2249 AsBuilt AsBuilt 300 12 402.48 392.48 392.48 10.00 0.00% 0.001 0.04 0.18 0.04 10022 6542 AsBuilt AsBuilt 6541 AsBuilt AsBuilt 22 12 406.87 397.29 396.42 9.58 3.95% 0.042 2.03 0.07 4.91 10023 7471 AsBuilt AsBuilt 7472 AsBuilt AsBuilt 106 10 413.72 408.11 407.34 5.61 0.73% 0.080 2.02 0.17 1.23 10024 7472 AsBuilt AsBuilt 7492 AsBuilt AsBuilt 383 10 412.89 407.34 403.48 5.55 1.01% 0.095 2.41 0.17 1.45 10025 7467 AsBuilt AsBuilt 7491 AsBuilt AsBuilt 326 10 413.25 407.24 403.93 6.01 1.02% 0.022 1.50 0.08 1.52 10026 7491 AsBuilt AsBuilt 6887 AsBuilt AsBuilt 300 10 410.02 403.93 400.93 6.09 1.00% 0.024 1.54 0.09 1.51 10027 7492 AsBuilt AsBuilt 7205 Raster Value AsBuilt 381 10 408.97 403.48 399.62 5.49 1.01% 0.096 2.41 0.17 1.45 10028 6541 AsBuilt AsBuilt 7325 AsBuilt AsBuilt 104 12 406.67 396.42 395.51 10.25 0.88% 0.045 0.82 0.10 1.94 10029 7324 AsBuilt AsBuilt 6985 Raster Value AsBuilt 427 12 404.83 395.70 392.48 9.13 0.75% 0.029 0.71 0.08 2.14 10030 7325 AsBuilt AsBuilt 2325 Hydra Model Hydra Model 24 10 405.30 395.76 395.51 9.54 1.04% 0.145 0.85 0.38 1.42 10031 7323 Est Straight Grade 7325 AsBuilt AsBuilt 26 10 405.30 396.02 395.76 9.28 1.00% 0.099 1.88 0.17 1.45 10032 7205 Raster Value AsBuilt 7323 Est Straight Grade 361 10 405.51 399.62 396.02 5.89 1.00% 0.098 2.43 0.17 1.43 10033 6538 AsBuilt AsBuilt 7324 AsBuilt AsBuilt 221 10 405.21 397.93 395.70 7.28 1.01% 0.027 1.60 0.09 1.51 10034 6887 AsBuilt AsBuilt 6538 AsBuilt AsBuilt 300 10 406.99 400.93 397.93 6.06 1.00% 0.025 1.60 0.09 1.51 10035 5808 Raster Value AsBuilt 9401 Hydra Model AsBuilt 309 10 448.70 433.13 430.81 15.57 0.75% 0.038 2.24 0.13 1.29 10036 9406 Inv+10 Straight Grade 5808 Raster Value AsBuilt 297 10 448.70 435.37 433.13 13.33 0.75% 0.034 1.40 0.11 1.30 10038 5989 Inv+8 Straight Grade 6605 AsBuilt AsBuilt 13 10 425.01 417.01 416.96 8.00 0.38% 0.009 0.83 0.07 0.96 10039 6605 AsBuilt AsBuilt 7539 Raster Value Compare Raster to MH Depth 327 10 423.83 416.96 415.31 6.87 0.50% 0.011 0.77 0.07 1.08 10040 7539 Raster Value Compare Raster to MH Depth 5861 AsBuilt AsBuilt 331 10 422.06 415.31 412.48 6.75 0.85% 0.030 1.53 0.10 1.39 10041 5861 AsBuilt AsBuilt 5864 AsBuilt AsBuilt 306 10 418.88 412.48 410.10 6.40 0.78% 0.032 1.73 0.11 1.32 10042 5953 AsBuilt AsBuilt 5954 AsBuilt AsBuilt 155 10 422.44 415.41 413.78 7.03 1.05% 0.004 0.79 0.04 1.57 10043 5954 AsBuilt AsBuilt 5862 AsBuilt AsBuilt 239 10 420.56 413.78 411.86 6.78 0.80% 0.007 0.73 0.05 1.37 10044 5862 AsBuilt AsBuilt 5863 AsBuilt AsBuilt 209 10 418.74 411.86 410.10 6.88 0.84% 0.016 1.26 0.07 1.39 10045 5864 AsBuilt AsBuilt 5865 AsBuilt AsBuilt 28 10 416.89 410.10 409.65 6.79 1.61% 0.033 1.27 0.09 1.93 10046 5865 AsBuilt AsBuilt 7471 AsBuilt AsBuilt 208 10 416.23 409.65 408.11 6.58 0.74% 0.078 2.01 0.17 1.24 10047 5863 AsBuilt AsBuilt 7467 AsBuilt AsBuilt 368 10 417.27 410.10 407.24 7.17 0.78% 0.018 1.31 0.08 1.34 10048 8339 AsBuilt AsBuilt 8664 AsBuilt AsBuilt 395 10 504.44 491.38 490.21 13.06 0.30% 0.140 1.75 0.28 0.70 10049 8664 AsBuilt AsBuilt 6592 AsBuilt AsBuilt 417 10 503.50 490.21 489.01 13.29 0.29% 0.143 1.53 0.28 0.68 10050 6592 AsBuilt AsBuilt 8415 AsBuilt AsBuilt 381 10 502.20 489.01 487.81 13.19 0.31% 0.196 2.07 0.34 0.66 10051 8415 AsBuilt AsBuilt 8711 AsBuilt AsBuilt 400 10 499.90 486.80 485.36 13.10 0.36% 0.214 2.02 0.33 0.71 10052 8711 AsBuilt AsBuilt 5053 AsBuilt AsBuilt 401 10 497.27 485.36 483.92 11.91 0.36% 0.219 2.38 0.35 0.70 10053 5053 AsBuilt AsBuilt 5052 AsBuilt AsBuilt 377 10 493.97 483.92 480.55 10.05 0.89% 0.219 2.63 0.26 1.23 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 10054 5052 AsBuilt AsBuilt 5735 AsBuilt Straight Grade 102 10 491.00 480.55 480.06 10.45 0.48% 0.219 2.24 0.31 0.84 10058 8520 AsBuilt AsBuilt 8519 AsBuilt AsBuilt 226 10 569.84 563.95 563.19 5.89 0.34% 0.008 1.05 0.08 0.88 10059 8521 AsBuilt AsBuilt 8520 AsBuilt AsBuilt 239 10 569.84 564.54 563.95 5.30 0.25% 0.008 0.65 0.07 0.76 10060 8527 AsBuilt AsBuilt JCT‐30 Inv+10 Straight Grade 273 10 569.20 565.22 561.51 3.98 1.36% 0.021 1.13 0.08 1.77 10061 8524 AsBuilt AsBuilt 8527 AsBuilt AsBuilt 263 10 571.56 565.86 565.22 5.70 0.24% 0.013 0.86 0.10 0.74 10062 8525 AsBuilt AsBuilt 8521 AsBuilt AsBuilt 374 10 570.70 565.88 564.54 4.82 0.36% 0.002 0.35 0.04 0.92 10063 5152 AsBuilt AsBuilt 8524 AsBuilt AsBuilt 317 10 572.10 567.20 565.86 4.90 0.42% 0.003 0.33 0.04 1.00 10065 8735 Est AsBuilt 1141 Hydra Model Hydra Model 437 12 337.75 333.09 331.00 4.66 0.48% 0.032 0.11 0.09 1.69 10066 5194 Est AsBuilt 8735 Est AsBuilt 295 12 337.50 333.73 333.09 3.77 0.22% 0.029 1.00 0.12 1.13 10067 8736 AsBuilt AsBuilt 5194 Est AsBuilt 437 10 349.00 342.00 333.73 7.00 1.89% 0.008 0.54 0.05 2.10 10068 1133 Hydra Model Hydra Model 1204 Hydra Model Hydra Model 366 30 357.00 342.30 335.30 14.70 1.91% 0.315 1.92 0.06 39.40 10069 8732 Est Straight Grade 6182 AsBuilt AsBuilt 158 10 350.00 346.64 342.22 3.36 2.80% 0.005 0.74 0.03 2.56 10070 6182 AsBuilt AsBuilt 8736 AsBuilt AsBuilt 65 10 346.20 342.20 342.00 4.00 0.31% 0.007 0.83 0.07 0.89 10073 8751 Raster Value Straight Grade 841 Hydra Model Hydra Model 188 12 569.01 559.42 559.01 9.59 0.22% 0.044 0.26 0.51 1.12 10074 7444 Raster Value Straight Grade 7446 Raster Value Straight Grade 113 10 401.95 393.00 392.68 8.95 0.28% 0.002 0.11 0.03 0.81 10075 7446 Raster Value Straight Grade 2127 Hydra Model Hydra Model 260 10 401.95 392.68 391.95 9.27 0.28% 0.159 1.74 0.30 0.65 10076 6201 Raster Value Straight Grade 7446 Raster Value Straight Grade 248 10 401.95 393.37 392.68 8.58 0.28% 0.160 1.78 0.31 0.65 10077 8740 Raster Value AsBuilt 8908 Raster Value AsBuilt 318 12 377.10 369.41 368.79 7.69 0.19% 0.010 0.32 0.07 1.09 10079 8902 Raster Value AsBuilt 1650 Hydra Model AsBuilt 57 12 377.10 367.47 367.10 9.63 0.65% 0.076 0.49 0.31 1.93 10080 6202 Raster Value Straight Grade 6201 Raster Value Straight Grade 204 10 401.95 393.94 393.37 8.01 0.28% 0.155 1.75 0.30 0.66 10081 6966 Raster Value Straight Grade 2038 Hydra Model Hydra Model 101 10 573.85 564.13 563.85 9.72 0.28% 0.188 1.85 0.34 0.62 10082 7256 Raster Value Straight Grade 6966 Raster Value Straight Grade 206 10 573.85 564.71 564.13 9.14 0.28% 0.188 1.82 0.33 0.63 10083 7257 Raster Value Compare Raster to MH Depth 7256 Raster Value Straight Grade 117 10 573.85 565.04 564.71 8.81 0.28% 0.187 1.84 0.33 0.63 10084 9118 Raster Value Straight Grade 7257 Raster Value Compare Raster to MH Depth 335 10 573.85 565.97 565.04 7.88 0.28% 0.185 1.83 0.33 0.62 10085 6344 Raster Value Compare Raster to MH Depth 9118 Raster Value Straight Grade 190 10 573.85 566.51 565.97 7.34 0.28% 0.182 1.83 0.32 0.64 10086 9117 Raster Value Compare Raster to MH Depth 6344 Raster Value Compare Raster to MH Depth 291 10 573.85 567.32 566.51 6.53 0.28% 0.181 1.83 0.32 0.63 10087 7464 Raster Value Compare Raster to MH Depth 9117 Raster Value Compare Raster to MH Depth 257 10 573.85 568.04 567.32 5.81 0.28% 0.176 1.81 0.32 0.64 10088 9116 Raster Value Compare Raster to MH Depth 7464 Raster Value Compare Raster to MH Depth 139 10 573.85 568.43 568.04 5.42 0.28% 0.175 1.80 0.32 0.64 10089 9115 Raster Value Compare Raster to MH Depth 9116 Raster Value Compare Raster to MH Depth 191 10 573.85 568.96 568.43 4.89 0.28% 0.174 1.79 0.32 0.64 10090 6346 Raster Value Straight Grade 9115 Raster Value Compare Raster to MH Depth 182 10 573.85 569.47 568.96 4.38 0.28% 0.161 1.73 0.30 0.65 10091 6830 AsBuilt AsBuilt 9072 AsBuilt AsBuilt 462 10 568.85 561.59 560.37 7.26 0.26% 0.015 0.94 0.11 0.77 10092 9072 AsBuilt AsBuilt 7253 Raster Value Straight Grade 393 10 567.87 560.27 559.15 7.60 0.28% 0.018 1.01 0.11 0.80 10093 7253 Raster Value Straight Grade 9077 Raster Value Compare Raster to MH Depth 393 10 568.17 559.05 557.93 9.12 0.28% 0.021 1.06 0.12 0.80 10094 9077 Raster Value Compare Raster to MH Depth 6327 AsBuilt AsBuilt 387 10 568.36 557.83 556.72 10.53 0.29% 0.023 0.35 0.12 0.80 10095 6321 AsBuilt AsBuilt 6533 Raster Value Straight Grade 261 10 568.38 563.33 562.70 5.05 0.24% 0.005 0.66 0.07 0.75 10096 6327 AsBuilt AsBuilt 960 Hydra Model Hydra Model 55 10 570.11 556.52 556.30 13.59 0.40% 0.032 0.10 0.70 0.94 10097 6533 Raster Value Straight Grade 9068 AsBuilt AsBuilt 152 10 569.20 562.60 562.23 6.60 0.24% 0.009 0.67 0.08 0.75 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 10098 9068 AsBuilt AsBuilt 6830 AsBuilt AsBuilt 190 10 569.63 562.23 561.69 7.40 0.28% 0.010 0.86 0.09 0.81 10099 9059 AsBuilt AsBuilt 5666 AsBuilt AsBuilt 422 10 684.76 673.49 672.10 11.27 0.33% 0.083 1.41 0.21 0.80 10100 6535 AsBuilt AsBuilt 9059 AsBuilt AsBuilt 355 10 686.79 674.56 673.49 12.23 0.30% 0.080 1.50 0.21 0.76 10101 9053 AsBuilt AsBuilt 6535 AsBuilt AsBuilt 211 10 689.27 675.19 674.56 14.08 0.30% 0.079 1.47 0.21 0.76 10102 9056 AsBuilt AsBuilt 9053 AsBuilt AsBuilt 261 10 685.63 675.98 675.19 9.65 0.30% 0.076 1.47 0.20 0.77 10103 7532 AsBuilt AsBuilt 9056 AsBuilt AsBuilt 281 10 685.87 676.83 675.98 9.04 0.30% 0.074 1.46 0.20 0.77 10104 5666 AsBuilt AsBuilt 6286 AsBuilt AsBuilt 284 10 682.23 672.10 671.40 10.13 0.25% 0.083 1.51 0.24 0.68 10105 6286 AsBuilt AsBuilt 7250 AsBuilt AsBuilt 370 10 678.60 671.40 668.62 7.20 0.75% 0.097 2.27 0.19 1.23 10106 7250 AsBuilt AsBuilt 9042 AsBuilt AsBuilt 460 10 677.28 668.62 663.80 8.66 1.05% 0.099 2.02 0.17 1.47 10107 6238 Raster Value AsBuilt 8902 Raster Value AsBuilt 300 12 377.10 368.06 367.47 9.04 0.20% 0.079 1.30 0.19 1.03 10108 6239 Raster Value AsBuilt 6238 Raster Value AsBuilt 34 12 377.10 368.13 368.06 8.97 0.21% 0.077 1.22 0.18 1.06 10109 8904 Raster Value AsBuilt 6239 Raster Value AsBuilt 109 12 377.10 368.44 368.13 8.66 0.28% 0.071 1.23 0.16 1.26 10110 8908 Raster Value AsBuilt 8904 Raster Value AsBuilt 162 12 377.10 368.79 368.44 8.31 0.22% 0.063 1.21 0.16 1.10 10111 8907 Raster Value AsBuilt 8908 Raster Value AsBuilt 159 12 377.10 369.13 367.10 7.97 1.28% 0.051 1.06 0.14 1.10 10112 8905 Raster Value AsBuilt 8907 Raster Value AsBuilt 102 12 377.10 369.35 369.13 7.75 0.22% 0.050 1.12 0.14 1.11 10113 6302 Raster Value AsBuilt 8905 Raster Value AsBuilt 546 12 377.10 370.55 369.35 6.55 0.22% 0.025 0.79 0.10 1.15 10114 6822 Raster Value Straight Grade 7529 Raster Value Straight Grade 250 10 383.80 375.00 374.31 8.80 0.28% 0.017 0.85 0.10 0.79 10115 7529 Raster Value Straight Grade 1116 Hydra Model Hydra Model 180 10 383.80 374.31 373.80 9.49 0.28% 0.022 0.36 0.11 0.79 10116 8878 Raster Value Straight Grade 8882 Raster Value Straight Grade 191 10 390.70 385.21 384.68 5.49 0.28% 0.024 1.31 0.13 0.78 10117 8882 Raster Value Straight Grade 8880 Raster Value Straight Grade 60 12 390.70 384.68 383.37 6.02 2.18% 0.025 1.19 0.06 3.67 10118 8880 Raster Value Straight Grade 8881 Raster Value Straight Grade 288 12 390.70 383.37 382.73 7.33 0.22% 0.031 0.98 0.11 1.14 10119 8881 Raster Value Straight Grade 6230 Raster Value Straight Grade 219 12 390.70 382.73 382.25 7.97 0.22% 0.031 0.99 0.11 1.14 10120 6230 Raster Value Straight Grade 8885 Raster Value Straight Grade 222 12 390.70 382.25 381.76 8.45 0.22% 0.032 0.63 0.11 1.14 10121 8885 Raster Value Straight Grade 6231 Raster Value Straight Grade 239 12 390.70 381.76 380.70 8.94 0.44% 0.103 1.41 0.20 1.07 10122 6231 Raster Value Straight Grade 1198 Hydra Model Hydra Model 241 12 390.70 381.23 380.70 9.47 0.22% 0.104 1.36 0.20 1.07 10123 8792 Raster Value Straight Grade 8791 Raster Value Straight Grade 340 10 387.80 379.12 378.17 8.68 0.28% 0.008 0.70 0.07 0.80 10124 8791 Raster Value Straight Grade 1191 Hydra Model Hydra Model 133 10 387.80 378.17 377.80 9.63 0.28% 0.010 0.20 0.08 0.80 10125 6842 Raster Value Straight Grade 2324 Hydra Model Hydra Model 109 10 553.02 543.32 543.02 9.70 0.28% 0.062 1.15 0.19 0.74 10126 7353 Hydra Model Hydra Model 1404 Hydra Model Hydra Model 281 18 742.82 732.82 719.56 10.00 4.72% 0.080 2.36 0.05 15.03 10129 7948 Inv+8 Straight Grade 6084 Raster Value Straight Grade 287 10 454.28 446.28 445.42 8.00 0.30% 0.104 1.61 0.24 0.74 10130 7947 Raster Value Straight Grade 851 Hydra Model Hydra Model 319 10 452.50 443.50 442.54 9.00 0.30% 0.109 1.01 0.24 0.73 10131 6084 Raster Value Straight Grade 7943 Raster Value Straight Grade 291 10 452.50 445.42 444.55 7.08 0.30% 0.106 1.61 0.24 0.73 10132 7943 Raster Value Straight Grade 7947 Raster Value Straight Grade 350 10 452.50 444.55 443.50 7.95 0.30% 0.109 1.64 0.24 0.73 10133 7944 Inv+8 Straight Grade 7948 Inv+8 Straight Grade 82 10 454.28 446.51 446.28 7.77 0.28% 0.103 1.56 0.25 0.71 10134 6097 Inv+8 Straight Grade 6668 Raster Value Straight Grade 368 12 448.23 440.23 416.89 8.00 6.34% 0.001 0.21 0.01 6.29 10135 7505 AsBuilt AsBuilt 7506 AsBuilt AsBuilt 93 12 483.00 474.65 474.08 8.35 0.61% 0.177 2.36 0.21 1.78 10136 7506 AsBuilt AsBuilt 7508 AsBuilt AsBuilt 228 12 480.00 473.98 472.27 6.02 0.75% 0.178 2.55 0.20 1.98 10137 7508 AsBuilt AsBuilt 7507 AsBuilt AsBuilt 155 12 480.00 472.17 470.87 7.83 0.84% 0.178 2.65 0.19 2.11 10138 8318 Inv+8 AsBuilt 6097 Inv+8 Straight Grade 291 12 458.00 450.00 440.23 8.00 3.36% 0.001 0.91 0.01 4.57 10139 8108 AsBuilt AsBuilt 8318 Inv+8 AsBuilt 354 12 464.79 458.24 456.30 6.55 0.55% 0.001 0.63 0.02 1.85 10140 7441 Inv+8 Straight Grade 8317 AsBuilt AsBuilt 331 12 495.46 487.46 480.23 8.00 2.18% 0.215 3.96 0.17 3.48 10141 8317 AsBuilt AsBuilt 7551 AsBuilt AsBuilt 440 12 490.02 463.07 463.07 26.95 0.00% 0.215 2.85 0.16 3.52 10142 7507 AsBuilt AsBuilt 7551 AsBuilt AsBuilt 195 12 480.00 470.77 470.38 9.23 0.20% 0.178 1.65 0.29 0.94 10143 6077 AsBuilt AsBuilt 7505 AsBuilt AsBuilt 312 12 495.00 477.21 474.75 17.79 0.79% 0.177 2.60 0.19 2.04 10144 7982 Inv+8 AsBuilt 6077 AsBuilt AsBuilt 202 12 486.92 478.92 477.31 8.00 0.80% 0.096 2.18 0.14 2.13 10145 7981 Inv+8 AsBuilt 7982 Inv+8 AsBuilt 169 12 488.27 480.27 478.92 8.00 0.80% 0.091 2.10 0.14 2.14 10146 7980 AsBuilt Straight Grade 7984 Inv+8 AsBuilt 357 12 495.00 486.08 483.18 8.92 0.81% 0.077 2.05 0.13 2.17 10147 7551 AsBuilt AsBuilt 6033 Inv+8 Straight Grade 132 12 478.79 463.07 463.07 15.72 0.00% 0.346 3.82 0.25 2.41 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 10148 6033 Inv+8 Straight Grade 6032 AsBuilt AsBuilt 192 12 476.77 463.07 463.07 13.70 0.00% 0.346 3.55 0.22 3.03 10149 6032 AsBuilt AsBuilt 6037 Raster Value Straight Grade 210 12 475.85 463.07 463.07 12.78 0.00% 0.439 3.71 0.29 2.10 10150 6037 Raster Value Straight Grade 6034 AsBuilt AsBuilt 187 12 473.07 463.07 460.35 10.00 1.45% 0.439 3.77 0.26 2.57 10151 7984 Inv+8 AsBuilt 7983 Inv+8 Straight Grade 257 12 491.18 483.18 481.04 8.00 0.83% 0.078 2.07 0.13 2.20 10152 7983 Inv+8 Straight Grade 7981 Inv+8 AsBuilt 92 12 489.04 481.04 480.27 8.00 0.84% 0.081 2.03 0.13 2.21 10153 6036 Inv+8 Straight Grade 6032 AsBuilt AsBuilt 251 12 474.25 466.25 463.07 8.00 1.27% 0.094 1.10 0.17 1.48 10158 8602 AsBuilt AsBuilt 5991 Raster Value Compare Raster to MH Depth 221 10 489.09 480.91 480.43 8.18 0.22% 0.011 0.77 0.10 0.70 10159 5991 Raster Value Compare Raster to MH Depth 9338 AsBuilt AsBuilt 171 10 488.22 480.43 479.59 7.79 0.49% 0.012 0.70 0.08 1.06 10160 9384 Inv+8 Straight Grade 8270 Inv+8 Straight Grade 322 10 481.82 473.82 472.54 8.00 0.40% 0.126 1.88 0.24 0.84 10161 8270 Inv+8 Straight Grade 8269 Inv+8 Straight Grade 60 10 480.54 472.54 472.30 8.00 0.40% 0.126 1.78 0.25 0.84 10162 9338 AsBuilt AsBuilt 6446 AsBuilt AsBuilt 58 10 487.04 479.49 479.41 7.55 0.14% 0.124 1.67 0.34 0.45 10163 6446 AsBuilt AsBuilt 9349 AsBuilt AsBuilt 132 10 487.01 479.41 477.93 7.60 1.12% 0.126 2.08 0.19 1.50 10164 9349 AsBuilt AsBuilt 7934 AsBuilt AsBuilt 401 10 485.50 477.93 476.76 7.57 0.29% 0.128 1.71 0.27 0.70 10165 7934 AsBuilt AsBuilt 6003 AsBuilt AsBuilt 400 10 484.38 476.76 475.46 7.62 0.33% 0.131 1.74 0.26 0.74 10166 6003 AsBuilt AsBuilt 7935 AsBuilt AsBuilt 400 10 485.54 475.46 474.26 10.08 0.30% 0.132 1.74 0.27 0.71 10167 7935 AsBuilt AsBuilt 7219 Raster Value Straight Grade 400 10 485.71 474.26 472.96 11.45 0.33% 0.133 1.63 0.26 0.74 10168 7219 Raster Value Straight Grade 7189 AsBuilt AsBuilt 441 10 485.00 472.96 471.79 12.04 0.27% 0.136 1.76 0.30 0.65 10169 5997 Inv+8 Straight Grade 9384 Inv+8 Straight Grade 330 10 483.14 475.14 473.82 8.00 0.40% 0.125 1.88 0.24 0.85 10170 7931 Inv+8 Straight Grade 5997 Inv+8 Straight Grade 235 10 484.08 476.08 475.14 8.00 0.40% 0.125 1.87 0.24 0.85 10171 7883 Inv+8 Straight Grade 6636 Inv+8 Straight Grade 160 10 478.82 470.82 470.18 8.00 0.40% 0.133 1.89 0.25 0.84 10172 7189 AsBuilt AsBuilt 5977 AsBuilt AsBuilt 158 10 484.39 471.79 470.97 12.60 0.52% 0.139 2.13 0.24 0.97 10173 5979 Inv+8 Straight Grade 8306 AsBuilt AsBuilt 320 10 476.48 468.48 467.10 8.00 0.43% 0.135 1.82 0.25 0.87 10174 6637 Inv+8 Straight Grade 6547 Inv+8 Straight Grade 138 10 477.74 469.74 469.19 8.00 0.40% 0.134 1.89 0.25 0.84 10175 6547 Inv+8 Straight Grade 5979 Inv+8 Straight Grade 177 10 477.19 469.19 468.48 8.00 0.40% 0.134 1.93 0.26 0.84 10176 6636 Inv+8 Straight Grade 6637 Inv+8 Straight Grade 109 10 478.18 470.18 469.74 8.00 0.40% 0.133 1.89 0.25 0.84 10177 7884 Inv+8 Straight Grade 7883 Inv+8 Straight Grade 345 10 480.20 472.20 470.82 8.00 0.40% 0.132 1.90 0.25 0.84 10178 8269 Inv+8 Straight Grade 7884 Inv+8 Straight Grade 25 10 480.30 472.30 472.20 8.00 0.40% 0.127 1.79 0.26 0.84 10179 9447 Record Dwg ‐ NGVD29 Record Dwg 9448 Record Dwg ‐ NGVD29 Record Dwg 26 36 367.18 349.92 348.93 17.26 3.81% 5.780 5.90 0.17 85.38 10180 9448 Record Dwg ‐ NGVD29 Record Dwg 9449 Record Dwg ‐ NGVD29 Record Dwg 218 36 363.82 348.93 348.30 14.89 0.29% 5.780 4.63 0.36 19.32 10181 9449 Record Dwg ‐ NGVD29 Record Dwg 9450 Record Dwg ‐ NGVD29 Record Dwg 155 36 358.06 348.30 345.76 9.76 1.64% 5.780 8.00 0.27 54.05 10182 9450 Record Dwg ‐ NGVD29 Record Dwg 9451 Record Dwg ‐ NGVD29 Record Dwg 63 36 357.59 345.76 342.49 11.83 5.19% 5.780 9.77 0.16 100.77 10183 9451 Record Dwg ‐ NGVD29 Record Dwg 9454 Record Dwg ‐ NGVD29 Record Dwg 137 36 353.68 342.49 340.14 11.19 1.72% 5.781 7.77 0.22 55.48 10184 9454 Record Dwg ‐ NGVD29 Record Dwg 9452 Record Dwg ‐ NGVD29 Record Dwg 202 36 349.10 340.14 337.55 8.96 1.28% 5.781 6.93 0.22 47.07 10185 9452 Record Dwg ‐ NGVD29 Record Dwg 9453 Record Dwg ‐ NGVD29 Record Dwg 279 36 344.67 337.55 334.91 7.12 0.95% 5.781 6.59 0.25 39.66 10186 7421 Hydra Model Hydra Model 7416 Hydra Model Hydra Model 18 21 745.67 729.62 729.54 16.05 0.44% 1.056 3.58 0.28 10.05 10187 7420 Hydra Model Hydra Model 7416 Hydra Model Hydra Model 70 12 747.45 731.31 730.25 16.14 1.51% 0.002 1.01 0.02 3.07 10188 7416 Hydra Model Hydra Model 7424 Hydra Model Hydra Model 58 21 746.88 729.27 729.12 17.61 0.26% 1.107 2.77 0.33 4.53 10189 7424 Hydra Model Hydra Model 7426 Hydra Model Hydra Model 144 21 745.50 728.96 728.75 16.54 0.15% 1.109 2.41 0.37 3.12 10469 5813 Raster Value Straight Grade 9409 Inv+10 Straight Grade 145 12 446.42 436.42 435.84 10.00 0.40% 0.004 0.56 0.04 1.57 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 10969 2212 Hydra Model Hydra Model 2214 Hydra Model Hydra Model 350 24 548.00 540.88 538.14 7.12 0.78% 2.416 3.86 0.28 11.60 12936 7332 Hydra Model Hydra Model 7406 Hydra Model Hydra Model 282 10 710.68 699.44 698.64 11.24 0.28% 0.013 0.93 0.10 0.80 12937 7406 Hydra Model Hydra Model 7333 Hydra Model Hydra Model 239 10 707.42 698.44 697.78 8.98 0.28% 0.013 0.92 0.10 0.79 12938 7333 Hydra Model Hydra Model 7352 Hydra Model Hydra Model 261 10 705.27 697.58 696.85 7.69 0.28% 0.052 1.37 0.18 0.76 12939 7352 Hydra Model Hydra Model 7351 Hydra Model Hydra Model 252 10 702.55 696.65 695.94 5.90 0.28% 0.052 1.38 0.18 0.76 12940 7351 Hydra Model Hydra Model 7370 Hydra Model Hydra Model 163 10 700.82 695.74 695.29 5.08 0.28% 0.052 1.37 0.18 0.75 13311 6668 Raster Value Straight Grade 1544 Hydra Model Hydra Model 373 12 426.89 416.89 415.40 10.00 0.40% 0.022 0.31 0.08 1.56 13812 8210 AsBuilt AsBuilt 912 Hydra Model Hydra Model 5 21 488.02 477.97 477.95 10.05 0.40% 7.361 5.25 0.97 ‐0.36 14064 7426 Hydra Model Hydra Model 7425 Hydra Model Hydra Model 303 21 743.49 728.55 728.25 14.94 0.10% 1.110 2.34 0.42 2.38 14065 7425 Hydra Model Hydra Model 7419 Hydra Model Hydra Model 162 21 740.46 728.01 719.20 12.45 5.44% 1.111 6.78 0.14 24.30 14066 7419 Hydra Model Hydra Model 7418 Hydra Model Hydra Model 149 21 734.24 719.50 716.33 14.74 2.13% 1.112 5.82 0.18 15.08 14067 7418 Hydra Model Hydra Model 7413 Hydra Model Hydra Model 130 21 730.05 716.13 709.94 13.92 4.76% 1.115 7.77 0.15 23.10 14068 7413 Hydra Model Hydra Model 7414 Hydra Model Hydra Model 177 21 723.41 709.80 700.51 13.61 5.25% 1.117 5.85 0.14 24.31 14069 7371 Hydra Model Hydra Model 7373 Hydra Model Hydra Model 400 12 704.12 696.76 696.00 7.36 0.19% 0.488 2.22 0.51 0.62 14070 7373 Hydra Model Hydra Model 7372 Hydra Model Hydra Model 137 12 705.61 695.90 695.60 9.71 0.22% 0.489 2.32 0.49 0.68 14071 7372 Hydra Model Hydra Model 7370 Hydra Model Hydra Model 169 12 704.57 695.50 695.10 9.07 0.24% 0.489 2.41 0.48 0.73 14072 7359 Raster Value Straight Grade 7371 Hydra Model Hydra Model 193 12 706.79 697.54 696.79 9.25 0.39% 0.016 0.16 0.07 1.54 14073 9435 Hydra Model Hydra Model 7371 Hydra Model Hydra Model 401 12 706.29 697.77 696.86 8.52 0.23% 0.433 2.09 0.42 0.76 14074 9434 Hydra Model Hydra Model 9433 Hydra Model Hydra Model 400 12 718.46 702.90 702.02 15.56 0.22% 0.335 2.11 0.40 0.84 14075 9433 Hydra Model Hydra Model 9441 Hydra Model Hydra Model 401 12 719.57 701.92 701.04 17.65 0.22% 0.333 2.11 0.40 0.84 14076 9441 Hydra Model Hydra Model 9440 Hydra Model Hydra Model 401 12 719.27 700.94 700.06 18.33 0.22% 0.334 2.04 0.39 0.84 14077 9436 Hydra Model Hydra Model 9435 Hydra Model Hydra Model 271 12 706.44 698.47 697.87 7.97 0.22% 0.434 2.28 0.46 0.74 14078 9437 Hydra Model Hydra Model 9436 Hydra Model Hydra Model 279 12 712.21 699.20 698.57 13.01 0.23% 0.435 2.25 0.45 0.75 14079 9440 Hydra Model Hydra Model 9437 Hydra Model Hydra Model 304 12 715.29 699.96 699.30 15.33 0.22% 0.394 2.15 0.43 0.77 14080 9430 Hydra Model Hydra Model 9434 Hydra Model Hydra Model 392 12 717.46 703.87 703.00 13.59 0.22% 0.335 2.12 0.40 0.84 14081 9431 Hydra Model Hydra Model 9430 Hydra Model Hydra Model 79 12 717.77 704.04 703.87 13.73 0.22% 0.334 1.82 0.39 0.82 14082 9432 Hydra Model Hydra Model 9431 Hydra Model Hydra Model 326 12 720.25 704.67 704.04 15.58 0.19% 0.335 1.92 0.37 0.84 14083 9421 Hydra Model Hydra Model 9432 Hydra Model Hydra Model 86 12 720.85 704.95 704.76 15.90 0.22% 0.316 1.87 0.37 0.86 14084 7554 Hydra Model Hydra Model 9421 Hydra Model Hydra Model 305 12 722.32 705.72 705.05 16.60 0.22% 0.316 2.09 0.39 0.85 14085 9438 Hydra Model Hydra Model 7555 Hydra Model Hydra Model 158 12 721.50 706.75 706.40 14.75 0.22% 0.294 2.06 0.37 0.88 14086 9427 Hydra Model Hydra Model 9438 Hydra Model Hydra Model 214 12 720.41 707.33 706.85 13.08 0.22% 0.282 2.04 0.36 0.90 14087 9428 Hydra Model Hydra Model 9427 Hydra Model Hydra Model 203 12 719.27 707.87 707.43 11.40 0.22% 0.267 1.99 0.36 0.90 14088 9429 Hydra Model Hydra Model 9428 Hydra Model Hydra Model 350 12 719.30 708.74 707.97 10.56 0.22% 0.252 1.96 0.35 0.92 14089 7557 Hydra Model Hydra Model 9429 Hydra Model Hydra Model 246 12 722.91 709.38 708.84 13.53 0.22% 0.203 1.82 0.30 0.97 14090 7558 Hydra Model Hydra Model 7557 Hydra Model Hydra Model 196 10 722.91 710.27 709.48 12.64 0.40% 0.166 2.10 0.29 0.81 14091 7559 Hydra Model Hydra Model 7558 Hydra Model Hydra Model 156 10 723.97 711.00 710.37 12.97 0.40% 0.166 2.10 0.29 0.81 14092 7555 Hydra Model Hydra Model 7554 Hydra Model Hydra Model 218 12 722.32 706.30 705.82 16.02 0.22% 0.299 2.05 0.37 0.87 14095 7381 Hydra Model Hydra Model 7353 Hydra Model Hydra Model 273 18 756.32 746.32 732.92 10.00 4.91% 0.080 3.67 0.05 16.23 14096 7387 Hydra Model Hydra Model 7381 Hydra Model Hydra Model 362 18 771.46 756.46 746.42 15.00 2.77% 0.080 3.02 0.06 12.16 14097 7386 Hydra Model Hydra Model 7387 Hydra Model Hydra Model 341 18 783.34 771.34 756.56 12.00 4.33% 0.076 3.45 0.05 15.24 14098 7384 Hydra Model Hydra Model 7386 Hydra Model Hydra Model 254 18 803.74 793.73 771.44 10.01 8.78% 0.076 4.43 0.04 21.73 14099 7385 Hydra Model Hydra Model 7384 Hydra Model Hydra Model 399 18 830.41 820.41 793.83 10.00 6.66% 0.068 3.88 0.04 18.94 14100 7393 Hydra Model Hydra Model 7385 Hydra Model Hydra Model 298 18 846.82 836.82 820.51 10.00 5.47% 0.038 3.04 0.03 17.18 14101 7388 Hydra Model Hydra Model 7387 Hydra Model Hydra Model 189 10 771.77 761.77 756.66 10.00 2.70% 0.004 1.31 0.03 2.52 14102 7382 Hydra Model Hydra Model 7388 Hydra Model Hydra Model 185 10 778.87 768.87 761.87 10.00 3.78% 0.004 1.47 0.03 3.00 14103 7383 Hydra Model Hydra Model 7382 Hydra Model Hydra Model 191 10 781.71 771.71 768.97 10.00 1.43% 0.004 1.18 0.04 1.84 14104 7389 Hydra Model Hydra Model 7390 Hydra Model Hydra Model 204 10 784.01 774.01 769.37 10.00 2.27% 0.002 1.08 0.03 2.31 14105 7376 Hydra Model Hydra Model 7389 Hydra Model Hydra Model 217 10 790.46 778.33 774.11 12.13 1.94% 0.002 1.04 0.03 2.14 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole 14106 7374 Hydra Model Hydra Model 7376 Hydra Model Hydra Model 128 10 792.33 782.33 778.43 10.00 3.05% 0.000 0.00 0.01 2.68 14107 7391 Hydra Model Hydra Model 7390 Hydra Model Hydra Model 275 10 797.36 781.36 769.27 16.00 4.40% 0.005 1.70 0.03 3.21 14108 7390 Hydra Model Hydra Model 7377 Hydra Model Hydra Model 330 10 784.17 769.17 761.42 15.00 2.35% 0.007 1.50 0.04 2.34 14109 7377 Hydra Model Hydra Model 7378 Hydra Model Hydra Model 200 10 771.32 761.32 751.39 10.00 4.97% 0.015 2.42 0.05 3.40 14110 7378 Hydra Model Hydra Model 7379 Hydra Model Hydra Model 271 10 761.29 751.29 737.73 10.00 5.00% 0.023 2.78 0.06 3.41 14111 7379 Hydra Model Hydra Model 7380 Hydra Model Hydra Model 135 10 747.63 737.63 734.86 10.00 2.05% 0.023 2.03 0.07 2.17 14112 7380 Hydra Model Hydra Model 7423 Hydra Model Hydra Model 80 10 743.31 734.80 733.60 8.51 1.50% 0.023 1.82 0.08 1.85 14113 9457 Inv+10 Straight Grade 7333 Hydra Model Hydra Model 267 10 712.29 702.29 696.90 10.00 2.02% 0.038 1.35 0.09 2.00 14114 9458 Inv+10 Straight Grade 9457 Inv+10 Straight Grade 140 10 716.27 706.27 702.50 10.00 2.69% 0.038 2.58 0.09 2.48 14115 9459 Inv+10 Straight Grade 9458 Inv+10 Straight Grade 245 10 722.96 712.96 706.47 10.00 2.65% 0.038 2.57 0.09 2.46 14116 9460 Inv+10 Straight Grade 9459 Inv+10 Straight Grade 54 10 724.70 714.70 713.16 10.00 2.85% 0.037 2.61 0.08 2.56 14117 9461 Inv+10 Straight Grade 9460 Inv+10 Straight Grade 164 10 729.41 719.41 714.90 10.00 2.75% 0.037 2.59 0.08 2.51 14118 9462 Inv+10 Straight Grade 9461 Inv+10 Straight Grade 302 10 736.20 726.20 719.61 10.00 2.18% 0.030 2.25 0.08 2.24 14119 9463 Inv+10 Straight Grade 9462 Inv+10 Straight Grade 299 10 741.50 731.50 726.40 10.00 1.71% 0.025 1.95 0.08 1.98 14120 7423 Hydra Model Hydra Model 9463 Inv+10 Straight Grade 163 10 742.20 733.53 731.50 8.67 1.25% 0.024 1.79 0.08 1.69 14136 5805 Raster Value Straight Grade 1099 Hydra Model Hydra Model 360 10 437.40 428.40 427.40 9.00 0.28% 0.018 0.41 0.10 0.79 14138 5810 Raster Value Straight Grade 5813 Raster Value Straight Grade 150 12 446.42 436.75 436.42 9.67 0.22% 0.003 0.49 0.04 1.17 14184 9401 Hydra Model AsBuilt 7287 Raster Value AsBuilt 29 10 442.70 430.81 426.06 11.89 16.38% 0.039 1.67 0.06 6.19 14186 7287 Raster Value AsBuilt 759 Hydra Model Hydra Model 782 10 437.20 426.06 420.10 11.14 0.76% 0.095 1.54 0.18 1.24 14221 7370 Hydra Model Hydra Model 1392 Hydra Model Hydra Model 66 15 703.00 694.84 694.52 8.16 0.48% 0.775 2.98 0.36 2.38 14222 2024 Hydra Model Hydra Model 5533 Raster Value Straight Grade 233 12 565.00 556.55 554.82 8.45 0.74% 0.253 2.42 0.23 1.90 CDT‐43 9022 Raster Value Compare Raster to MH Depth 7315 Raster Value Straight Grade 253 10 401.75 391.75 390.74 10.00 0.40% 0.012 0.45 0.08 0.96 CDT‐45 6034 AsBuilt AsBuilt 878 Hydra Model Hydra Model 1442 18 473.07 460.25 457.30 12.82 0.20% 0.445 2.16 0.27 2.88 CDT‐47 980 Hydra Model Hydra Model 6629 AsBuilt Straight Grade 917 12 518.00 506.00 500.72 12.00 0.58% 1.667 4.61 0.81 0.23 CDT‐49 6629 AsBuilt Straight Grade 5955 AsBuilt AsBuilt 86 12 512.00 500.72 499.50 11.28 1.42% 1.667 5.00 0.54 1.30 CDT‐53 9453 Record Dwg ‐ NGVD29 Record Dwg 1141 Hydra Model Hydra Model 1362 30 344.79 333.32 331.00 11.47 0.17% 6.160 3.79 0.54 5.69 CDT‐57 6883 AsBuilt AsBuilt 5811 AsBuilt AsBuilt 179 15 459.70 448.70 448.37 11.00 0.18% 0.725 2.24 0.44 1.22 CDT‐59 5811 AsBuilt AsBuilt 5812 AsBuilt AsBuilt 498 15 455.77 448.37 447.36 7.40 0.20% 0.730 2.13 0.41 1.31 CDT‐61 5812 AsBuilt AsBuilt 999 Hydra Model Hydra Model 490 15 457.86 447.36 446.40 10.50 0.20% 0.768 2.57 0.48 1.24 CDT‐63 5735 AsBuilt Straight Grade 1136 Hydra Model Hydra Model 390 10 490.00 480.06 478.20 9.94 0.48% 0.245 2.51 0.33 0.82 CDT‐65 9295 Raster Value Compare Raster to MH Depth 997 Hydra Model Hydra Model 200 10 489.00 479.00 478.20 10.00 0.40% 0.388 3.12 0.50 0.58 CDT‐77 JCT‐222 Record Dwg ‐ NGVD29 Straight Grade 5199 Est Straight Grade 20 18 367.18 350.12 350.11 17.06 0.05% 0.001 0.16 0.04 1.66 CDT‐79 5199 Est Straight Grade 1126 Hydra Model Hydra Model 324 18 370.53 350.11 350.00 20.42 0.03% 0.003 0.25 0.04 1.35 CDT‐87 2028 Hydra Model Hydra Model 5509 Raster Value Straight Grade 111 12 570.00 559.13 558.69 10.87 0.40% 0.237 2.21 0.26 1.42 CDT‐89 2032 Hydra Model Hydra Model 5524 Raster Value Straight Grade 189 12 570.00 561.29 560.53 8.71 0.40% 0.202 1.89 0.42 1.38 CDT‐91 858 Hydra Model Hydra Model JCT‐38 AsBuilt AsBuilt 444 12 406.00 399.30 398.47 6.70 0.19% 0.959 2.24 0.74 0.12 CDT‐95 924 Hydra Model Hydra Model JCT‐42 Calc Calc 1350 21 368.00 349.00 346.96 19.00 0.15% 1.333 2.42 0.38 2.98 CDT‐101 2196 Hydra Model Hydra Model LESLIE 25 12 536.00 526.50 526.50 9.50 0.00% 0.289 1.88 0.41 ‐0.13 CDT‐103 9187 Calc Model Calc 937 Hydra Model ‐ NGVD29 Hydra Model 578 24 350.00 338.00 337.20 12.00 0.14% 1.580 2.66 0.39 4.31 CDT‐123 JCT‐60 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐62 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 214 12 717.95 707.06 706.08 10.89 0.46% 0.107 1.87 0.17 1.58 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole CDT‐125 JCT‐62 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐64 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 329 12 716.42 705.88 698.69 10.54 2.19% 0.107 3.21 0.12 3.58 CDT‐127 JCT‐64 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐66 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 399 12 708.28 698.49 685.80 9.79 3.18% 0.107 3.56 0.11 4.34 CDT‐129 JCT‐66 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐68 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 399 12 694.48 685.60 678.20 8.88 1.85% 0.107 3.03 0.12 3.29 CDT‐131 JCT‐68 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐70 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 394 12 686.53 678.00 671.60 8.53 1.62% 0.107 2.90 0.13 3.07 CDT‐133 JCT‐70 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐72 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 351 12 680.23 671.40 665.80 8.83 1.60% 0.155 3.21 0.15 3.00 CDT‐135 JCT‐72 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐74 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 228 15 674.66 665.60 662.45 9.06 1.38% 0.155 2.96 0.12 5.16 CDT‐137 JCT‐74 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐76 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 351 15 671.07 662.25 658.05 8.82 1.20% 0.155 2.82 0.12 4.79 CDT‐139 JCT‐76 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐78 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 299 15 665.42 657.85 654.85 7.57 1.00% 0.155 2.65 0.13 4.37 CDT‐141 JCT‐78 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐80 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 158 15 665.30 654.65 653.79 10.65 0.54% 0.155 2.13 0.15 3.19 CDT‐143 JCT‐80 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐82 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 77 15 670.50 653.59 653.20 16.91 0.51% 0.155 2.05 0.15 3.07 CDT‐145 JCT‐82 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐84 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 372 15 673.57 653.00 651.00 20.57 0.54% 0.155 2.13 0.15 3.16 CDT‐147 JCT‐84 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐86 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 166 15 673.39 650.80 650.08 22.59 0.43% 0.155 1.99 0.16 2.83 CDT‐149 JCT‐86 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐88 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 303 15 672.50 649.88 644.86 22.62 1.66% 0.277 3.75 0.15 5.54 CDT‐151 JCT‐88 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐90 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 459 15 662.86 644.66 640.80 18.20 0.84% 0.277 3.35 0.19 3.87 CDT‐153 JCT‐90 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐92 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 147 15 655.29 640.80 637.15 14.49 2.48% 0.277 4.30 0.14 6.84 CDT‐155 JCT‐92 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐94 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 191 15 650.74 636.95 624.99 13.79 6.26% 0.277 5.81 0.11 11.06 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole CDT‐157 JCT‐94 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐96 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 176 15 645.84 624.79 620.56 21.05 2.40% 0.277 4.27 0.14 6.75 CDT‐159 JCT‐96 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐98 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 104 15 630.84 620.36 617.71 10.48 2.55% 0.277 4.32 0.14 6.93 CDT‐161 JCT‐98 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐100 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 165 15 627.53 617.51 615.28 10.02 1.35% 0.277 3.48 0.16 4.98 CDT‐163 JCT‐100 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐102 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 312 15 628.28 615.08 608.36 13.20 2.15% 0.277 4.12 0.14 6.36 CDT‐165 JCT‐102 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐104 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 177 15 629.07 608.16 606.41 20.91 0.99% 0.277 3.05 0.17 4.22 CDT‐167 JCT‐104 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐106 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 270 21 624.18 606.21 602.01 17.97 1.56% 4.137 7.55 0.39 9.71 CDT‐169 JCT‐106 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐108 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 406 21 617.78 601.81 595.41 15.97 1.58% 4.137 7.23 0.37 9.79 CDT‐171 JCT‐108 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐110 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 392 21 611.82 595.21 593.21 16.61 0.51% 4.136 5.03 0.53 3.79 CDT‐173 JCT‐110 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐112 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 205 21 605.43 593.01 586.61 12.42 3.12% 4.205 9.71 0.33 15.40 CDT‐175 JCT‐112 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐114 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 175 21 602.23 586.41 582.91 15.82 2.00% 4.268 8.19 0.38 11.42 CDT‐177 JCT‐114 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐116 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 356 21 599.41 582.71 576.41 16.70 1.77% 4.267 8.05 0.38 10.50 CDT‐179 JCT‐116 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐118 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 299 21 593.31 576.21 572.01 17.10 1.40% 4.266 7.34 0.41 8.87 CDT‐185 JCT‐202 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐124 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 201 21 581.08 566.44 565.43 14.64 0.50% 4.284 4.83 0.56 3.59 CDT‐187 JCT‐124 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐126 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 203 21 578.64 565.43 564.31 13.21 0.55% 4.284 5.09 0.61 3.96 CDT‐189 JCT‐126 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐128 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 202 21 576.19 564.22 563.20 11.97 0.50% 4.283 4.93 0.57 3.60 CDT‐191 JCT‐128 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐130 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 203 21 573.74 563.10 562.09 10.64 0.50% 4.283 4.91 0.57 3.55 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole CDT‐193 JCT‐130 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐132 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 337 21 572.82 561.99 551.00 10.83 3.26% 4.311 5.39 0.31 15.74 CDT‐195 JCT‐132 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐134 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 315 24 572.01 550.90 549.08 21.11 0.58% 7.636 6.16 0.87 0.80 CDT‐197 JCT‐134 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐136 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 270 24 565.18 549.08 546.30 16.10 1.03% 7.637 7.18 0.62 3.62 CDT‐199 JCT‐136 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐138 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 253 24 559.72 546.20 544.22 13.52 0.78% 7.650 6.61 0.73 2.17 CDT‐201 JCT‐138 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐140 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 226 24 554.51 544.12 538.58 10.39 2.45% 7.650 10.29 0.50 9.72 CDT‐203 JCT‐140 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐142 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 225 24 549.87 538.48 529.18 11.39 4.13% 7.650 9.09 0.40 14.94 CDT‐213 JCT‐142 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐152 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 386 24 545.75 529.08 526.34 16.67 0.71% 7.690 5.93 3.84 1.66 CDT‐215 JCT‐152 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐154 PrelimPlans PrelimPlans 519 24 536.12 526.34 523.54 9.78 0.54% 7.691 5.54 4.23 0.45 CDT‐217 JCT‐156 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐158 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 201 18 669.65 648.68 647.46 20.97 0.61% 3.758 5.11 0.64 1.97 CDT‐219 JCT‐158 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐160 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 203 18 663.99 647.26 646.26 16.73 0.49% 3.758 4.74 0.69 1.41 CDT‐221 JCT‐160 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐162 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 203 18 660.00 646.06 645.06 13.94 0.49% 3.973 4.80 0.72 1.19 CDT‐223 JCT‐162 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐164 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 205 18 657.92 644.86 643.86 13.06 0.49% 3.973 4.79 0.73 1.16 CDT‐225 JCT‐164 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐166 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 206 18 656.93 643.66 642.66 13.27 0.49% 3.973 4.78 0.73 1.15 CDT‐227 JCT‐166 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐168 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 199 18 655.94 642.46 641.37 13.48 0.55% 3.973 4.96 0.69 1.47 CDT‐229 JCT‐168 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐170 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 399 18 654.50 641.17 629.57 13.33 2.91% 3.985 9.59 0.40 8.56 CDT‐231 JCT‐170 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐172 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 337 18 644.83 629.37 616.48 15.46 3.82% 3.985 10.58 0.37 10.40 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole CDT‐233 JCT‐172 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐104 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 157 18 632.26 616.28 606.41 15.98 6.29% 3.985 12.34 0.33 14.46 CDT‐235 JCT‐174 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐176 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 277 15 579.98 555.44 555.03 24.54 0.15% 0.123 1.26 0.32 1.62 CDT‐237 JCT‐176 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐178 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 431 15 579.57 555.03 554.38 24.54 0.15% 0.155 1.31 0.64 1.60 CDT‐239 JCT‐178 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐180 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 506 15 578.92 554.38 553.62 24.54 0.15% 0.262 1.30 1.16 1.49 CDT‐241 JCT‐180 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐182 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 100 15 578.16 553.62 553.47 24.54 0.15% 0.360 1.26 1.78 1.39 CDT‐243 JCT‐182 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐184 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 249 15 578.01 553.47 553.09 24.54 0.15% 0.396 1.31 1.89 1.37 CDT‐245 JCT‐184 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐186 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 343 15 577.63 553.09 552.58 24.54 0.15% 0.405 1.04 2.20 1.34 CDT‐247 JCT‐186 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐1008 569 15 577.12 552.58 551.73 24.54 0.15% 0.489 1.06 2.60 1.26 CDT‐251 JCT‐188 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐192 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 187 21 576.27 551.36 551.07 24.91 0.16% 3.334 4.20 3.27 ‐1.56 CDT‐253 JCT‐192 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe JCT‐132 FinalPlans‐ Hilde&Steptoe FinalPlans‐ Hilde&Steptoe 116 21 573.00 551.07 550.90 21.93 0.15% 3.334 4.20 1.69 ‐1.60 CDT‐255 JCT‐154 PrelimPlans PrelimPlans JCT‐194 PrelimPlans PrelimPlans 516 24 533.50 523.44 520.65 10.06 0.54% 7.722 5.52 4.35 0.44 CDT‐257 JCT‐194 PrelimPlans PrelimPlans 1498 AsBuilt AsBuilt 473 24 530.30 520.55 518.00 9.75 0.54% 7.723 4.97 4.47 0.43 CDT‐259 JCT‐118 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐122 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 459 21 587.84 571.81 568.33 16.03 0.76% 4.264 5.90 0.48 5.39 CDT‐269 JCT‐122 COK‐ Hilde_60%DesPl ans COK‐ Hilde_60%DesPlans JCT‐202 COK‐ Hilde_60%Des Plans COK‐ Hilde_60%DesPlan s 202 21 583.83 568.23 566.54 15.60 0.84% 4.264 5.74 0.46 5.88 CDT‐279 JCT‐212 Hydra Model Hydra Model 1005 Hydra Model Hydra Model 310 12 428.00 419.67 411.26 8.33 2.71% 1.321 6.47 0.39 2.79 CDT‐281 JCT‐214 Est AsBuilt 6883 AsBuilt AsBuilt 377 15 457.00 449.53 448.70 7.47 0.22% 0.717 2.26 0.40 1.41 CDT‐283 998 Hydra Model Hydra Model 5716 Raster Value Straight Grade 375 15 461.70 454.00 452.32 7.70 0.45% 0.408 2.64 0.25 2.62 CDT‐285 6034 AsBuilt AsBuilt 8108 AsBuilt AsBuilt 349 12 473.07 460.68 458.24 12.39 0.70% 0.000 0.00 0.40 2.09 CDT‐287 JCT‐224 6541 AsBuilt AsBuilt 36 12 406.50 396.75 396.58 9.75 0.47% 0.002 0.76 0.03 1.72 CDT‐291 JCT‐230 Preliminary ‐ NGVD29 Preliminary JCT‐232 Preliminary ‐ NGVD29 Preliminary 190 30 379.63 369.08 368.95 10.55 0.07% 0.482 1.67 0.18 7.03 CDT‐293 JCT‐232 Preliminary ‐ NGVD29 Preliminary JCT‐234 Preliminary ‐ NGVD29 Preliminary 400 30 379.96 368.85 366.45 11.11 0.60% 0.483 2.77 0.10 21.76 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole CDT‐295 JCT‐234 Preliminary ‐ NGVD29 Preliminary JCT‐236 Preliminary ‐ NGVD29 Preliminary 62 30 380.43 366.35 365.35 14.08 1.61% 0.483 2.23 0.08 36.06 CDT‐297 JCT‐236 Preliminary ‐ NGVD29 Preliminary JCT‐238 Preliminary ‐ NGVD29 Preliminary 350 30 379.65 365.15 363.25 14.50 0.54% 3.706 3.72 0.28 17.47 CDT‐299 JCT‐238 Preliminary ‐ NGVD29 Preliminary JCT‐240 Preliminary ‐ NGVD29 Preliminary 156 30 377.07 363.15 363.04 13.92 0.07% 3.707 3.25 0.46 3.93 CDT‐301 JCT‐240 Preliminary ‐ NGVD29 Preliminary JCT‐242 Preliminary ‐ NGVD29 Preliminary 168 30 374.37 362.94 356.65 11.43 3.74% 3.707 9.60 0.18 51.89 CDT‐303 JCT‐242 Preliminary ‐ NGVD29 Preliminary JCT‐244 Preliminary ‐ NGVD29 Preliminary 220 30 372.37 356.55 352.30 15.82 1.93% 3.710 4.72 0.21 36.18 CDT‐305 JCT‐244 Preliminary ‐ NGVD29 Preliminary JCT‐246 Preliminary ‐ NGVD29 Preliminary 164 36 369.31 352.20 351.85 17.11 0.21% 5.529 3.49 0.38 16.08 CDT‐307 JCT‐246 Preliminary ‐ NGVD29 Preliminary JCT‐248 Preliminary ‐ NGVD29 Preliminary 365 36 368.02 351.41 351.23 16.61 0.05% 5.529 2.30 0.53 4.85 CDT‐309 JCT‐248 Preliminary ‐ NGVD29 Preliminary JCT‐250 Preliminary ‐ NGVD29 Preliminary 369 36 365.26 351.23 351.03 14.03 0.05% 5.578 2.43 0.51 5.30 CDT‐311 JCT‐250 Preliminary ‐ NGVD29 Preliminary JCT‐252 Preliminary ‐ NGVD29 Preliminary 171 36 364.99 351.03 350.94 13.96 0.05% 5.576 2.61 0.49 5.14 CDT‐313 JCT‐252 Preliminary ‐ NGVD29 Preliminary JCT‐256 Preliminary ‐ NGVD29 Preliminary 121 36 366.26 350.74 350.68 15.52 0.05% 5.591 2.35 0.53 4.82 CDT‐315 JCT‐256 Preliminary ‐ NGVD29 Preliminary JCT‐258 Preliminary ‐ NGVD29 Preliminary 258 36 366.88 350.58 350.45 16.30 0.05% 5.597 2.25 0.54 4.88 CDT‐317 JCT‐258 Preliminary ‐ NGVD29 Preliminary JCT‐260 Preliminary ‐ NGVD29 Preliminary 240 36 367.40 350.45 350.33 16.95 0.05% 5.598 2.32 0.53 4.85 CDT‐319 JCT‐260 Preliminary ‐ NGVD29 Preliminary JCT‐262 Preliminary ‐ NGVD29 Preliminary 273 36 372.40 350.33 350.19 22.07 0.05% 5.603 2.45 0.51 4.97 CDT‐321 JCT‐262 Preliminary ‐ NGVD29 Preliminary JCT‐264 Preliminary ‐ NGVD29 Preliminary 283 36 372.25 350.19 350.04 22.06 0.05% 5.780 2.90 0.49 4.97 CDT‐323 JCT‐264 Preliminary ‐ NGVD29 Preliminary 9447 Record Dwg ‐ NGVD29 Record Dwg 31 36 367.32 349.94 349.92 17.38 0.06% 5.779 4.85 0.44 6.15 CDT‐327 JCT‐266 Preliminary ‐ NGVD29 Preliminary JCT‐230 Preliminary ‐ NGVD29 Preliminary 40 30 381.07 369.60 369.28 11.47 0.80% 0.472 2.85 0.10 25.17 CDT‐329 1118 Hydra Model Hydra Model JCT‐230 Preliminary ‐ NGVD29 Preliminary 30 10 379.80 369.80 369.65 10.00 0.50% 0.010 1.02 0.07 1.07 CDT‐331 JCT‐270 Preliminary ‐ NGVD29 Preliminary JCT‐236 Preliminary ‐ NGVD29 Preliminary 19 18 380.31 371.55 366.15 8.76 28.42% 3.265 13.82 0.33 37.24 CDT‐887 5955 AsBuilt AsBuilt JCT‐830 AsBuilt AsBuilt 439 12 512.00 499.50 496.80 12.50 0.62% 1.678 4.07 0.71 0.28 CDT‐889 JCT‐830 AsBuilt AsBuilt JCT‐832 Calc from AsBuilt Calc from AsBuilt 115 12 507.50 496.80 496.12 10.70 0.59% 1.677 4.04 0.80 0.24 CDT‐891 JCT‐832 Calc from AsBuilt Calc from AsBuilt JCT‐834 276 12 508.00 496.12 494.48 11.88 0.59% 1.677 3.91 0.72 0.25 CDT‐893 JCT‐834 JCT‐836 AsBuilt AsBuilt 53 12 507.00 494.48 494.16 12.52 0.60% 1.677 3.97 0.85 0.26 CDT‐895 JCT‐836 AsBuilt AsBuilt JCT‐838 253 12 506.00 494.16 492.37 11.84 0.71% 1.697 4.40 0.70 0.40 CDT‐897 JCT‐838 JCT‐840 AsBuilt AsBuilt 189 12 505.00 492.37 491.00 12.63 0.72% 1.701 4.53 0.72 0.42 CDT‐899 JCT‐840 AsBuilt AsBuilt JCT‐842 AsBuilt AsBuilt 443 12 501.00 491.00 487.00 10.00 0.90% 1.704 5.24 0.67 0.67 CDT‐901 JCT‐842 AsBuilt AsBuilt JCT‐844 AsBuilt AsBuilt 442 12 496.50 487.00 481.23 9.50 1.31% 1.704 4.69 0.56 1.15 CDT‐903 JCT‐844 AsBuilt AsBuilt 8210 AsBuilt AsBuilt 442 12 492.50 481.23 478.90 11.27 0.53% 1.708 4.09 0.83 0.10 CDT‐925 JCT‐864 AsBuilt AsBuilt JCT‐866 AsBuilt AsBuilt 484 18 455.00 441.75 440.21 13.25 0.32% 2.563 5.01 0.73 1.58 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Existing System Pipes Upstream Manhole Manhole CDT‐927 JCT‐866 AsBuilt AsBuilt 920 AsBuilt Hydra Model 142 10 447.00 440.21 379.03 6.79 43.08% 2.563 13.30 0.33 8.03 CDT‐929 JCT‐868 147 Hydra Model AsBuilt 39 15 471.00 463.30 462.70 7.70 1.54% 2.142 5.33 0.43 3.50 ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) MP Design Slope 10 State Standard Min. Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) CDT‐335 JCT‐278 Old Model Old Model JCT‐280 Old Model Old Model 502 10 590.00 541.69 539.69 48.31 0.40% 0.28% 0.013 0.96 0.08 0.96 CDT‐337 JCT‐280 Old Model Old Model JCT‐282 Old Model Old Model 499 10 570.00 539.69 537.69 30.31 0.40% 0.28% 0.013 0.97 0.08 0.96 CDT‐339 JCT‐282 Old Model Old Model JCT‐284 Old Model Old Model 500 10 570.00 537.69 535.69 32.31 0.40% 0.28% 0.012 0.73 0.08 0.96 CDT‐341 JCT‐284 Old Model Old Model JCT‐286 Old Model Old Model 506 10 558.00 535.69 533.66 22.31 0.40% 0.28% 0.026 0.84 0.11 0.94 CDT‐343 JCT‐286 Old Model Old Model JCT‐288 Old Model Old Model 506 10 550.00 533.66 532.25 16.34 0.28% 0.28% 0.053 1.30 0.17 0.76 CDT‐345 JCT‐288 Old Model Old Model JCT‐290 Old Model Old Model 505 10 550.00 532.25 530.83 17.75 0.28% 0.28% 0.053 1.22 0.17 0.76 CDT‐347 JCT‐290 Old Model Old Model JCT‐292 Old Model Old Model 512 10 545.00 530.83 529.40 14.17 0.28% 0.28% 0.062 1.36 0.19 0.75 CDT‐349 JCT‐292 Old Model Old Model 6839 Hydra Model Hydra Model 285 10 540.00 529.40 528.60 10.60 0.28% 0.28% 0.062 0.76 0.19 0.75 CDT‐487 JCT‐430 COK_GIS Rim‐10 JCT‐432 COK_GIS Rim‐7.5 509 18 885.00 875.00 865.00 10.00 1.97% 0.12% 1.954 3.86 0.29 8.36 CDT‐489 JCT‐432 COK_GIS Rim‐7.5 JCT‐434 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 501 18 875.00 865.00 864.24 10.00 0.15% 0.12% 1.960 2.52 1.49 0.91 CDT‐491 JCT‐434 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐436 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 501 18 875.00 864.24 863.48 10.76 0.15% 0.12% 2.180 2.63 1.74 0.69 CDT‐493 JCT‐436 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐438 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 494 18 875.00 863.48 862.74 11.52 0.15% 0.12% 2.180 2.57 1.94 0.67 CDT‐495 JCT‐438 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐440 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 235 18 875.00 862.74 862.38 12.26 0.15% 0.12% 2.181 2.61 2.12 0.70 CDT‐497 JCT‐440 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐442 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 502 18 870.00 862.38 861.62 7.62 0.15% 0.12% 2.181 2.37 2.21 0.68 CDT‐499 JCT‐442 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐444 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 217 18 875.00 861.62 861.29 13.38 0.15% 0.12% 2.181 2.04 2.40 0.69 CDT‐501 JCT‐444 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐446 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 500 18 865.00 861.29 860.54 3.71 0.15% 0.12% 3.205 2.81 2.47 ‐0.36 CDT‐503 JCT‐446 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐448 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 496 18 882.00 860.54 859.79 21.46 0.15% 0.12% 3.205 2.81 2.31 ‐0.35 CDT‐505 JCT‐448 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐450 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 498 18 882.00 859.79 859.04 22.21 0.15% 0.12% 3.478 3.05 2.14 ‐0.62 CDT‐507 JCT‐450 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐452 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 505 18 882.00 859.04 858.28 22.96 0.15% 0.12% 3.478 3.05 1.85 ‐0.62 CDT‐509 JCT‐452 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐454 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 495 18 882.00 858.28 857.53 23.72 0.15% 0.12% 3.478 4.65 1.56 ‐0.62 CDT‐511 JCT‐454 COK_GIS Straight Grade @ 0.30% from JCT‐ 432 JCT‐456 COK_GIS Rim‐10 293 18 875.00 857.53 820.00 17.47 12.80% 0.12% 3.478 4.65 0.24 22.95 City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Master Plan Pipes Upstream Manhole Manhole ---PAGE BREAK--- Pipe ID ID Rim Source Invert Source ID Rim Source Invert Source Length (ft) Size (in) Ground Up Invert Up Invert Down Depth Up (ft) MP Design Slope 10 State Standard Min. Slope Max Flow (mgd) Max Velocity (ft/s) Max d/D Reserve Capacity (mgd) City of Kennewick - 2014 General Sewer Plan Update Appendix H - Master Plan Model Results - Master Plan Pipes Upstream Manhole Manhole CDT‐575 JCT‐518 Old Model Old Model JCT‐520 Old Model Old Model 497 12 830.00 818.00 807.90 12.00 2.03% 0.22% 0.146 3.42 0.14 3.41 CDT‐577 JCT‐520 Old Model Old Model JCT‐522 Old Model Old Model 506 12 820.00 807.90 797.90 12.10 1.98% 0.22% 0.146 3.40 0.14 3.36 CDT‐621 JCT‐564 Hydra Model Hydra Model JCT‐566 Hydra Model ‐ NGVD29 Hydra Model 269 21 748.00 730.57 730.30 17.43 0.10% 0.10% 1.057 1.91 0.39 2.46 CDT‐623 JCT‐566 Hydra Model ‐ NGVD29 Hydra Model JCT‐568 Hydra Model Hydra Model 365 21 748.00 730.30 729.94 17.70 0.10% 0.10% 1.056 1.87 0.38 2.43 CDT‐625 JCT‐568 Hydra Model AsBuilt 7421 Hydra Model Hydra Model 225 21 755.00 729.94 729.72 25.06 0.10% 0.10% 1.056 2.27 0.40 2.41 CDT‐761 JCT‐704 Hydra Model Hydra Model JCT‐706 Hydra Model Hydra Model 505 18 918.00 908.00 900.00 10.00 1.59% 0.12% 1.325 3.06 0.26 7.94 CDT‐763 JCT‐706 Hydra Model Hydra Model JCT‐708 Hydra Model Hydra Model 496 18 910.00 900.00 899.25 10.00 0.15% 0.12% 1.325 3.01 0.55 1.54 CDT‐765 JCT‐708 Hydra Model Hydra Model JCT‐710 Hydra Model Hydra Model 499 18 930.00 899.25 885.00 30.75 2.86% 0.12% 1.954 6.85 0.27 10.48 CDT‐767 JCT‐710 Hydra Model Hydra Model JCT‐712 Hydra Model Hydra Model 533 18 895.00 885.00 878.00 10.00 1.31% 0.12% 1.954 4.88 0.33 6.47 CDT‐769 JCT‐712 Hydra Model Hydra Model JCT‐430 Hydra Model Hydra Model 458 18 888.00 878.00 875.00 10.00 0.66% 0.12% 1.954 5.18 0.44 4.00 CDT‐801 JCT‐744 Hydra Model Hydra Model JCT‐746 Hydra Model Hydra Model 509 10 940.00 928.00 912.90 12.00 2.97% 0.28% 0.000 0.00 0.00 2.64 CDT‐803 JCT‐746 Hydra Model Hydra Model JCT‐748 Hydra Model Hydra Model 482 10 925.00 912.90 902.90 12.10 2.08% 0.28% 0.000 0.00 0.00 2.21 CDT‐805 JCT‐748 Hydra Model Hydra Model JCT‐750 Hydra Model Hydra Model 500 10 915.00 902.90 892.90 12.10 2.00% 0.28% 0.000 0.00 0.00 2.17 CDT‐807 JCT‐750 Calc Calc JCT‐752 Hydra Model Hydra Model 502 10 905.00 892.90 877.90 12.10 2.99% 0.28% 0.000 0.00 0.00 2.65 CDT‐809 JCT‐752 Hydra Model AsBuilt JCT‐754 AsBuilt AsBuilt 510 10 890.00 877.90 867.90 12.10 1.96% 0.28% 0.000 0.00 0.00 2.15 CDT‐811 JCT‐754 AsBuilt AsBuilt JCT‐440 Hydra Model AsBuilt 496 10 880.00 867.90 862.38 12.10 1.11% 0.28% 0.000 0.00 0.00 1.62 CDT‐821 JCT‐764 Hydra Model Hydra Model JCT‐766 AsBuilt AsBuilt 508 10 1120.00 1108.00 1106.50 12.00 0.30% 0.28% 0.308 2.19 0.43 0.53 CDT‐823 JCT‐766 Hydra Model Hydra Model JCT‐768 Hydra Model Hydra Model 494 10 1125.00 1106.50 1105.00 18.50 0.30% 0.28% 0.307 2.06 0.42 0.54 CDT‐825 JCT‐768 Hydra Model Hydra Model JCT‐770 Hydra Model Hydra Model 490 10 1125.00 1105.00 1103.50 20.00 0.31% 0.28% 0.307 2.82 0.47 0.54 CDT‐827 JCT‐770 Hydra Model AsBuilt JCT‐772 Hydra Model Hydra Model 503 10 1120.00 1103.50 1087.90 16.50 3.10% 0.28% 0.307 4.70 0.23 2.40 CDT‐829 JCT‐772 Hydra Model Hydra Model JCT‐774 Hydra Model Hydra Model 501 10 1100.00 1087.90 1077.90 12.10 2.00% 0.28% 0.307 3.52 0.25 1.86 CDT‐831 JCT‐774 Hydra Model Hydra Model JCT‐776 Hydra Model Hydra Model 530 10 1090.00 1077.90 1072.90 12.10 0.94% 0.28% 0.367 3.46 0.34 1.12 CDT‐833 JCT‐776 Hydra Model Hydra Model JCT‐778 AsBuilt AsBuilt 485 10 1085.00 1072.90 1067.90 12.10 1.03% 0.28% 0.367 3.86 0.34 1.19 CDT‐835 JCT‐778 Hydra Model Hydra Model JCT‐780 Hydra Model Hydra Model 504 10 1080.00 1067.90 1040.50 12.10 5.44% 0.28% 0.648 6.06 0.29 2.93 CDT‐837 JCT‐780 Hydra Model Hydra Model JCT‐782 Hydra Model Hydra Model 493 12 1060.00 1040.50 1032.90 19.50 1.54% 0.22% 0.648 5.33 0.33 2.45 CDT‐839 JCT‐782 Hydra Model Hydra Model JCT‐784 Inv+8 Straight Grade 507 12 1045.00 1032.90 1012.90 12.10 3.94% 0.22% 0.648 6.76 0.25 4.31 CDT‐841 JCT‐784 Hydra Model Hydra Model JCT‐786 Hydra Model Hydra Model 486 12 1025.00 1012.90 992.90 12.10 4.11% 0.22% 0.648 4.83 0.24 4.41 CDT‐843 JCT‐786 Hydra Model Hydra Model JCT‐788 Hydra Model Hydra Model 514 12 1005.00 992.90 977.90 12.10 2.92% 0.22% 1.325 7.33 0.39 2.94 CDT‐845 JCT‐788 Hydra Model Hydra Model JCT‐790 Hydra Model Hydra Model 500 12 990.00 977.90 962.90 12.10 3.00% 0.22% 1.325 7.51 0.39 3.00 CDT‐847 JCT‐790 Hydra Model Hydra Model JCT‐792 Hydra Model Hydra Model 503 12 975.00 962.90 944.97 12.10 3.56% 0.22% 1.325 8.12 0.37 3.39 CDT‐849 JCT‐792 Hydra Model Hydra Model JCT‐794 Hydra Model Hydra Model 490 18 960.00 944.97 932.17 15.03 2.61% 0.12% 1.325 6.91 0.23 10.57 CDT‐851 JCT‐794 Hydra Model Hydra Model JCT‐796 Hydra Model Hydra Model 494 18 945.00 932.17 917.90 12.83 2.89% 0.12% 1.325 6.64 0.22 11.18 CDT‐853 JCT‐796 Hydra Model Hydra Model JCT‐704 Hydra Model Hydra Model 504 18 930.00 917.90 908.00 12.10 1.97% 0.12% 1.325 5.97 0.24 8.99 CDT‐855 JCT‐798 Hydra Model Hydra Model JCT‐800 Hydra Model Hydra Model 507 12 1070.00 1058.00 1056.80 12.00 0.24% 0.22% 0.000 0.00 0.00 1.21 CDT‐857 JCT‐800 Hydra Model Hydra Model JCT‐802 Hydra Model Hydra Model 500 12 1070.00 1056.80 1055.60 13.20 0.24% 0.22% 0.000 0.00 0.00 1.22 CDT‐859 JCT‐802 Hydra Model AsBuilt JCT‐804 Hydra Model Hydra Model 501 12 1070.00 1055.60 1052.90 14.40 0.54% 0.22% 0.000 0.00 0.00 1.83 CDT‐861 JCT‐804 Hydra Model Hydra Model JCT‐806 Hydra Model Hydra Model 493 12 1065.00 1052.90 1042.90 12.10 2.03% 0.22% 0.000 0.00 0.00 3.55 CDT‐863 JCT‐806 Hydra Model Hydra Model JCT‐808 Hydra Model Hydra Model 507 12 1055.00 1042.90 1041.70 12.10 0.24% 0.22% 0.000 0.00 0.00 1.21 CDT‐865 JCT‐808 AsBuilt AsBuilt JCT‐780 494 12 1065.00 1041.70 1040.50 23.30 0.24% 0.22% 0.000 0.00 0.00 1.23 ---PAGE BREAK--- Appendix I CIP Packets ---PAGE BREAK--- Arrowhead & Jefferson LS 23rd & Gum LS Kent & Klamath LS 3rd & Oak LS Clover Island LS Canyon & Arrowhead LS Enitiat & Dayton LS 29th & Everett LS 32nd & Ione LS Belfair & Bonnie LS Columbia Park East LS 16th & Dayton LS Clearwater & Leslie LS Amon LS Columbia Park West LS HWY 395 CLEARWATER AVE SR 240 COLUMBIA CENTER BLVD KELLOGG ST 10TH AVE UNION ST COLUMBIA RIVER 27TH AVE VANCOUVER ST OLYMPIA ST C.2 S.3a S.3b RR.3 C.4 C.1 C.3 RR.1 RR.2 S.1 E.2 S.2 E.1 E.3 ELY ST. 45TH AVE. SOUTHRIDGE BLVD. INTERSTATE - 82 4TH AVE. S.4 LS.1 CIP Summary Map CIP Summary Map NOTE A Master Plan is conceptual in nature and intended for planning purposes only. Field verification, survey, utility locates, and investigation of other potential upstream and conflicts should be completed prior to preliminary and final design. Date: Jun 30, 2015 0 5,500 11,000 ft Existing Size (in) Collector 10 12 15 18 21 24 27 30 36 Force Main Master Plan Size (in) Collector 10 12 15 18 21 24 27 30 36 CIP Time Frame 0-5 Years 5-10 Years 10-20 Years Developer Driven As Needed With Growth ! = City Lift Station City Limits ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! Urban Growth Area (UGA) ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 50-yr Planning UGA Expansion Area . 2014 General Sewer Plan City of Kennewick City of Kennewick ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! W 15th Ave S Union St S Arthur St W 18th Ave 982 959 958 957 [PHONE REDACTED] 9075 9074 9037 9026 9024 8456 8455 7252 6831 6829 6570 6326 6325 6284 5912 5911 5910 5908 5907 5906 5895 5894 5892 5891 5681 5679 1993 1991 1989 1987 1985 1983 Union St. Collector Union St. Collector BACKGROUND RECOMMENDED SOLUTION PROJECT TIMING The Union St. Collector conveys sewer flows from the Southridge East Basin, as well as areas parallel to Union St (Union St. Collector Basin). These flows are conveyed north along Union St. from 27th Ave. to Metaline Ave, where the collector connects to the Clearwater Interceptor. The Union St. Collector consists of varying pipe sizes as multiple sections have been constructed over time. As a result, one section of the collector consists of 8-inch pipe with 12-inch pipe and 10-inch pipe upstream, thus creating a bottleneck. The Existing Sewer Model shows no surcharging, however during the Committed Model scenario surcharging of 2.6 feet occurs from MH 958 to MH 150. Surcharging increases to 2.7 feet under the Master Plan scenario. Pipe Replacement > Replace 800 LF of 8-inch gravity collector pipe from MH 958 to MH 150 with 12-inch pipe. > Opinion of Probable Cost (August 2014 Dollars) $ 252,000 This project was first identified in the Commited Model scenario as a bottleneck that will result in surcharging. 0 - 5 years CORE ISSUE C.1 C.1 Insufficient Capacity 2014 General Sewer Plan NOTE A Master Plan is conceptual in nature and intended for planning purposes only. Field verification, survey, utility locates, and investigation of other potential upstream and conflicts should be completed prior to preliminary and final design. Date: Jun 30, 2015 0 300 600 ft Pipe Size (in) Collector 10 12 15 18 21 24 27 30 36 ! Manholes Force Main ! = Lift Station CIP Project Master Plan Size (in) Collector 10 12 15 18 21 24 27 30 36 MP Manholes . City of Kennewick City of Kennewick ---PAGE BREAK--- ! = ! = ! = ! = ! = ! = ! = W Clearwater Ave N Edison St Amon LS Bonnie & Belfair LS Canyon & Arrowhead LS Jefferson & Arrowhead LS Columbia Park West LS W Me t ali n e A ve W O kano g an A ve Neal/Canal Diversion SR 240 S Kellogg St US 395 N Columbia Center Blvd W 10th Ave Columbia River W 4th Ave W Clearwater Ave S Union St BACKGROUND RECOMMENDED SOLUTION PROJECT TIMING The Clearwater Interceptor conveys flows pumped from the Amon Lift Station. Development of the Proposed UGA Expansion Area will increase flow to the Amon Lift Station and will require an increase in the pumping capacity of the lift station. (See Section 6.6.3 of the 2014 General Sewer Plan Update for further discussion.) Although the Amon Lift Station has a build-out capacity of 3,200 gpm (4.6 mgd), the existing reserve capacity of the Clearwater Interceptor is approximately only 700 gpm (1.0 mgd). This is because the existing pipe consists of 18-inch, 15-inch, and 12-inch sections, none of which can convey the 3,200 gpm at constructed slopes. Therefore, the Clearwater Interceptor will need to be either replaced or a parallel relief pipe constructed to convey future flows. The Existing Sewer Model shows no surcharging; however, during the Committed Model Scenario localized flooding and surcharging occurs. Both flooding and surcharging increase under the Master Plan Scenario. This project can either be completed as a pipe replacement, whereby the existing interceptor pipe will be abandoned and a single pipe will be sized to convey flows from the Master Plan scenario; or as a single relief pipe, where a parallel pipe will be constructed so that together the pipes can convey flows from the Master Plan scenario. The cost for the pipe replacement project is shown. Pipe Replacement 1. Install 30-inch sewer pipe replacement from the discharge manhole of the Amon Lift Station to the diversion structure at the intersection of Neal St and Canal Dr. 2. Install the pipe along the same route as the current Clearwater Interceptor. > Install 21,000 LF of 30-inch gravity trunk pipe > Construct new discharge structure at Amon Lift Station forcemain connection > Construct new Neel/Canal diversion structure > Opinion of Probable Cost (August 2014 Dollars) $ 10,898,000 10-20 years CORE ISSUE Insufficient Capacity NOTE A Master Plan is conceptual in nature and intended for planning purposes only. Field verification, survey, utility locates, and investigation of other potential upstream and conflicts should be completed prior to preliminary and final design. Date: Jun 30, 2015 0 3,000 6,000 ft Pipe Size (in) Collector 10 12 15 18 21 24 27 30 36 ! Manholes Force Main ! = Lift Station CIP Project Master Plan Size (in) Collector 10 12 15 18 21 24 27 30 36 MP Manholes Clearwater Interceptor Clearwater Interceptor C.2 C.2 . This project was first identified in the Commited Model scenario as a bottleneck that will result in flooding. 2014 General Sewer Plan City of Kennewick City of Kennewick ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ê ê E Bruneau Ave E Columbia Dr N Kingwood St N Juniper St SR 397 N Ivey St N Hawthorne Pl WTP WWTP 943 [PHONE REDACTED] 9189 9188 8735 8734 7289 1857 1855 1853 1851 1849 1847 1834 1832 1830 1828 1826 1142 1141 Columbia Drive Interceptor Columbia Drive Interceptor BACKGROUND RECOMMENDED SOLUTION PROJECT TIMING Two 30-inch sewer trunk pipes convey flows from west to east along E. Columbia Dr. The north pipe has a 1,750 LF section of 18-inch pipe. The Existing Model shows no surcharging but during the Committed Model scenario, minor surcharging of 0.10 feet occurs along this section of pipe, causing a bottleneck. Surcharging increases to 1.5 feet under the Master Plan scenario. Pipe Replacement > Replace 1,750 LF of 18-inch gravity trunk pipe from MH 1832 to MH 941 with 30-inch pipe. > Opinion of Probable Cost (August 2014 Dollars) $ 1,477,000 This project was first identified in the Committed Model scenario as a bottleneck that will result in minor surcharging. 0 - 5 years CORE ISSUE C.3 C.3 Insufficient Capacity NOTE A Master Plan is conceptual in nature and intended for planning purposes only. Field verification, survey, utility locates, and investigation of other potential upstream and conflicts should be completed prior to preliminary and final design. Date: Jun 30, 2015 0 300 600 ft Pipe Size (in) Collector 10 12 15 18 21 24 27 30 36 ! Manholes Force Main ! = Lift Station ê Water Treatment Plant ê Waste Water Treatment Plant CIP Project Master Plan Size (in) Collector 10 12 15 18 21 24 27 30 36 MP Manholes . WWTP WTP 2014 General Sewer Plan City of Kennewick City of Kennewick ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! = Amon LS W Clearwater Ave S Clodfelter St W 4th Ave Amon Wasteway 0 0 16 5462 5461 5460 5459 5458 5457 5456 5455 5454 5453 5452 5451 5450 5449 5372 5366 5365 5343 5342 5341 5340 5339 5338 5337 5336 5335 5334 5333 5332 5331 5329 53285327 5324 5323 5321 5320 5319 5318 5317 5316 5315 5314 5313 5312 5311 5310 5309 5308 5307 5306 5305 5301 5292 5291 5290 5289 5286 5283 5282 5281 5280 5279 5278 5277 5276 5275 5274 5273 5272 5271 5270 5269 5266 5263 5262 5260 5259 5258 5229 5228 5227 5226 5010 2296 2291 2157 2155 2153 2151 2149 2147 2145 2143 1498 1496 1494 1475 1473 1471 1469 1467 1465 BACKGROUND RECOMMENDED SOLUTION PROJECT TIMING The Amon Lift Station is a wet pit/dry pit lift station with duplex constant speed pumps responsible for pumping wastewater from the Southridge West Basin and the Proposed UGA Expansion Basins. The lift station is equipped with two 40 hp vertical non-clog Fairbanks Morse pumps, capable of 800 gpm, (1.15 mgd) each. The 800 gpm pumps provide sufficient capacity to serve buildout of the Southridge West Basin, but to satisfy development within the Proposed UGA Expansion Basin a pump upgrade will be required. The original lift station design plan anticipated a future increase in pumping capacity and sized the drywell accordingly for new 125 hp pumps capable of conveying 3,200 gpm (4.6 mgd) of wastewater. However, as discussed in Section 6.6.3 of the 2014 General Sewer Plan Update, this will result in surcharging and flooding of the Clearwater Interceptor. This is because the interceptor consists of 18-inch, 15-inch and 12-inch sections, none of which can convey 3,200 gpm at the constructed slopes. To maximize the remaining capacity of the Clearwater Interceptor (approximately 1.0 mgd) an intermediate upgrade to the Amon Lift Station pumps is required. Phase 1-Amon Lift Station Upgrade includes increasing the pumping capacity from 800 gpm to 1500 gpm (2.16 mgd) (estimated motor size is 70 hp based on 95 ft of head). This will allow for continued use of the existing Clearwater Interceptor and accommodate approximately 300 acres of development with the Proposed UGA Expansion Basin. Electrical upgrades are also recommended and would include SCADA/telemetry improvements and a standby generator. The lift station currently discharges through an 8-inch force main pipe to a discharge manhole located 600 ft west of the intersection of Clearwater Avenue and Louisiana Street (MH #2147). A 14-inch forcemain was also installed at the time of the lift station construction and will need to be placed in use to pump the Phase 1 flows. The flow velocity in the 14-inch forcemain will be greater than 3 feet per second (fps). Once peak flows into the Amon Lift Station reach 640 gpm, (80% of the current pumping capcity, the following upgrades are recommended: > New 70 hp pumps capable of 1500 gpm at 95 ft TDH; Electrical system; Place 14-inch forcemain in service. > Opinion of Probable Cost (August 2014 Dollars) $ 1,118,000 This project is dependent upon the growth and development of the West Proposed UGA Expansion Basin. 10 - 20 years CORE ISSUE C.4 C.4 Insufficient Capacity NOTE A Master Plan is conceptual in nature and intended for planning purposes only. Field verification, survey, utility locates, and investigation of other potential upstream and conflicts should be completed prior to preliminary and final design. Date: Jun 30, 2015 0 300 600 ft Pipe Size (in) Collector 10 12 15 18 21 24 27 30 36 ! Manholes Force Main ! = City Lift Station Master Plan Size (in) Collector 10 12 15 18 21 24 27 30 36 MP Manholes . Amon Lift Station Upgrade Amon Lift Station Upgrade Phase 1 Phase 1 2014 General Sewer Plan City of Kennewick City of Kennewick ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! = Amon LS W Clearwater Ave S Clodfelter St W 4th Ave Amon Wasteway 0 0 16 5462 5461 5460 5459 5458 5457 5456 5455 5454 5453 5452 5451 5450 5449 5372 5366 5365 5343 5342 5341 5340 5339 5338 5337 5336 5335 5334 5333 5332 5331 5329 53285327 5324 5323 5321 5320 5319 5318 5317 5316 5315 5314 5313 5312 5311 5310 5309 5308 5307 5306 5305 5301 5292 5291 5290 5289 5286 5283 5282 5281 5280 5279 5278 5277 5276 5275 5274 5273 5272 5271 5270 5269 5266 5263 5262 5260 5259 5258 5229 5228 5227 5226 5010 2296 2291 2157 2155 2153 2151 2149 2147 2145 2143 1498 1496 1494 1475 1473 1471 1469 1467 1465 BACKGROUND RECOMMENDED SOLUTION PROJECT TIMING The Amon Lift Station is a wet pit/dry pit lift station with duplex constant speed pumps that is responsible for pumping wastewater from the Southridge West Basin and the Proposed UGA Expansion Basins. Development of the Proposed UGA Expansion Basin was assumed as industrial with a unit flow of 1,250 gallons per acre per day (gpad). CIP Figure C.4 describes the phased upgrade planned for the Amon Lift Station with a description of Phase 1. This Phase 1 would replace the existing 800 gpm (1.15 mgd) pumps with 1,500 gpm (2.16 mgd) pumps both as an intermediate step toward build-out pumps and as a means to maximize the existing reserve capacity of the Clearwater Interceptor. This Phase 2 project would increase the pumping capacity from 1,500 gpm to 3,200 gpm (4.6 mgd)-the ultimate pump size planned for this lift station. This upgrade would accommodate the Committed Model flows to the Amon Lift Station. The Phase-2 Amon Lift Station Upgrade will allow for use of the existing facility infrastructure to meet Committed Model flows. The following upgrades are recommended: > Replace 750 LF of existing 18-inch lift station influent pipe (Amon Interceptor) with 24-inch pipe. > New 125 hp pumps capable of 3,200 gpm at 95 ft TDH; Electrical System upgrades > Opinion of Probable Cost (August 2014 Dollars) $ 1,831,000 This project is dependent upon the growth and development of the West Proposed UGA Expansion Basin. As Needed With Growth CORE ISSUE LS.1 LS.1 Master Plan Extensions - Lift Stations NOTE A Master Plan is conceptual in nature and intended for planning purposes only. Field verification, survey, utility locates, and investigation of other potential upstream and conflicts should be completed prior to preliminary and final design. Date: Jun 30, 2015 0 300 600 ft Pipe Size (in) Collector 10 12 15 18 21 24 27 30 36 ! Manholes Force Main ! = Lift Station Master Plan Size (in) Collector 10 12 15 18 21 24 27 30 36 MP Manholes . Amon Lift Station Upgrade Amon Lift Station Upgrade Phase 2 Phase 2 2014 General Sewer Plan City of Kennewick City of Kennewick ---PAGE BREAK--- ! ! = 23rd and Gum LS E 23rd Ave S Gum St 146 BACKGROUND RECOMMENDED SOLUTION PROJECT TIMING The 23rd & Gum Lift Station (Lift Station No. 13) was constructed in 1979 and consists of a wet pit/dry pit configuration. The lift station is equipped with two 20 hp Fairbanks Morse pumps capable of 1100 gpm each. The lift station mainly serves the residential development around Elliot Lake, 2 miles to the south. Due to the age of the lift station, frequent maintenance visits are required. To reduce the amount of maintenance required for all its lift stations, the City has actively upgraded or replaced aging lift stations with duplex submersible lift stations. The existing lift station wet well consist of a 9-ft by 10-ft concrete box structure that most likely can be reused for a lift station upgrade to locate new submersible pumps. Pipe Replacement > Verify existing wetwell dimensions will provide adequate storage volume and adequate depth for submersible pump working volume. > Construct the submersible pump style lift station meeting the current lift station standard requirements list in Section 4.2 of the 2014 General Sewer Plan. > Opinion of Probable Cost (August 2014 Dollars) $ 317,000 This project was identified as part of the ongoing effort to standardize all city lift stations. 0 - 5 years CORE ISSUE RR.1 RR.1 System Modification NOTE A Master Plan is conceptual in nature and intended for planning purposes only. Field verification, survey, utility locates, and investigation of other potential upstream and conflicts should be completed prior to preliminary and final design. Date: Jun 30, 2015 0 150 300 ft Pipe Size (in) Collector 10 12 15 18 21 24 27 30 36 ! Manholes Force Main ! = Lift Station CIP Project Master Plan Size (in) Collector 10 12 15 18 21 24 27 30 36 MP Manholes . 23rd & Gum 23rd & Gum Lift Station Lift Station 2014 General Sewer Plan City of Kennewick City of Kennewick ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! = 32nd & Ione LS W 32nd Ave S Ione St W 33rd Ave S Ha rtford St S Ga rfie ld Pl W 36th Pl S Eve re tt Pl S Ga rfie ld St S Hig h la nde r Dr 9289 9288 9262 9261 9260 7266 6850 1169 1168 BACKGROUND RECOMMENDED SOLUTION PROJECT TIMING Th e 32nd & Ione Lift Sta tion (Lift Sta tion No. 3) wa s cons tructe d in 1979 a nd cons is ts of a we t pit/dry pit config ura tion. Th e lift s ta tion id e quippe d with two 7.5 h p Hydrom a tic pum ps ca pa b le of 100 g pm e a ch . Th e lift s ta tion s e rve s th e re s ide ntia l a re a of Eve lyn’s Addition, g e ne ra lly north of S. Hig h la nd Dr. a nd we s t of S. Ga rfie ld St. Ag ing m e ch a nica l e quipm e nt a t th e lift s ta tion h a s incre a s e d th e fre que ncy of m a inte na nce ca lls to th is s ite . To re duce th e a m ount of m a inte na nce re quire d for a ll its lift s ta tions , th e City h a s a ctive ly upg ra de d or re pla ce d a g ing lift s ta tions w ith duple x s ub m e rs ib le lift s ta tion. Th e e xis ting lift s ta tion we t we ll cons is ts of a 60-inch dia m e te r pre ca s t concre te b a s in th a t m os t like ly ca n b e cle a ne d a nd re vis e d for a lift s ta tion upg ra de to loca te ne w s ub m e rs ib le pum ps . Pipe Replacement > Ve rify e xis ting we twe ll dim e ns ions will provide a de qua te s tora g e volum e a nd a de qua te de pth for s ub m e rs ib le pum p working volum e . > Cons truct th e s ub m e rs ib le pum p s tyle lift s ta tion m e e ting th e curre nt lift s ta tion s ta nda rd re quire m e nts of Se ction 4.2 of th e 2014 Ge ne ra l Se we r Pla n. > Opinion of Prob a b le Cos t (Aug us t 2014 Dolla rs ) $ 317,000 Th is proje ct wa s ide ntifie d a s pa rt of th e ong oing e ffort to s ta nda rdize a ll lift s ta tions . 0 - 5 years CORE ISSUE RR.2 RR.2 System Modifications NOTE A M a s te r Pla n is conce ptua l in na ture a nd inte nde d for pla nning purpos e s only. Fie ld ve rifica tion, s urve y, utility loca te s , a nd inve s tig a tion of oth e r pote ntia l ups tre a m a nd downs tre a m conflicts s h ould b e com ple te d prior to pre lim ina ry a nd fina l de s ig n. Da te : Jun 30, 2015 0 200 400ft Pipe Size (in) Colle ctor 10 12 15 18 21 24 27 30 36 ! M a nh ole s Force M a in ! = Lift Sta tion CIP Proje ct Master Plan Size (in) Colle ctor 10 12 15 18 21 24 27 30 36 M P M a nh ole s . 32nd & Ione 32nd & Ione Lift Station Lift Station 2014 General Sewer Plan City of Kennewick City of Kennewick ---PAGE BREAK--- ! ! ! ! ! ! ! ! ! ! ! ! = Bonnie and Belfair LS Be lfair Pl W Arrowhe ad Ave W Ye llowstone Ave N Colum b ia Ce nte r Blvd SR 240 CID Main Canal 0 880 [PHONE REDACTED] 6665 1550 1548 1547 1544 1542 BACKGROUND RECOMMENDED SOLUTION PROJECT TIMING The Bonnie & Be lfair L ift Station (L ift Station No. 10) was c onstruc te d in 1971 and c onsists of a we t p it/d ry p it c onfiguration. The lift station id e quip p e d with two 5 hp Hyd rom atic p um p s c ap ab le of 250 gp m e ac h. The lift station se rve s the re sid e ntial are a of Eve lyn’s Ad d ition, ge ne rally north of S. Highland Dr. and we st of S. Garfie ld St. Aging m e c hanic al e quip m e nt at the lift station has inc re ase d the fre que nc y of m ainte nanc e c alls to this site . To re d uc e the am ount of m ainte nanc e re quire d for all its lift stations, the City has ac tive ly up grad e d or re p lac e d aging lift stations with d up le x sub m e rsib le lift station. The e xisting lift station we t we ll c onsists of a 72-inc h d iam e te r p re c ast c onc re te b asin that m ost like ly c an b e c le ane d and re vise d for a lift station up grad e to loc ate ne w sub m e rsib le p um p s. Pipe Replacement > V e rify e xisting we twe ll d im e nsions will p rovid e ad e quate storage volum e and ad e quate d e p th for sub m e rsib le p um p working volum e . > Construc t the sub m e rsib le p um p style lift station m e e ting the c urre nt lift station stand ard re quire m e nts of Se c tion 4.2 of the 2014 Ge ne ral Se we r Plan. > Op inion of Prob ab le Cost (August 2014 Dollars) $ 317,000 This p roje c t was id e ntifie d as p art of the ongoing e ffort to stand ard ize all lift stations. 5-10 years CORE ISSUE RR.3 RR.3 System Modifications NOTE A Maste r Plan is c onc e p tual in nature and inte nd e d for p lanning p urp ose s only. Fie ld ve rific ation, surve y, utility loc ate s, and inve stigation of othe r p ote ntial up stre am and d am conflic ts should b e c om p le te d p rior to p re lim inary and final d e sign. Date : Jun 30, 2015 0 150 300ft Pipe Size (in) Colle c tor 10 12 15 18 21 24 27 30 36 ! Manhole s Forc e m ain ! = L ift Station CIP Proje c t Master Plan Size (in) Colle c tor 10 12 15 18 21 24 27 30 36 MP Manhole s . Bonnie & Belfair Bonnie & Belfair Lift Station Lift Station 2014 General Sewer Plan City of Kennewick City of Kennewick ---PAGE BREAK--- ! = ! = ! = W 27th Ave S Ely St W 19th Ave W 10th Ave S Vanc ouve r St S Olym pia St S Garfie ld St W 7th Ave HWY 395 29th & Everett LS 16th & Dayton LS Zintel Canyon Interceptor Zintel Canyon Interceptor BACKGROUND RECOMMENDED SOLUTION PROJECT TIMING As d e ve lopm e nt in the are a south of the Z inte l Canyon Dam (US 395 East Basin) inc re ase s, the Z inte l Canyon Inte rc e ptor will be a ne c e ssary im prove m e nt to re lie ve surc harging in the e xisting c olle c tion syste m . Curre ntly flows from the US 395 East Basin will be c onve ye d through the Canyon Lake s Inte rc e ptor and the Vanc ouve r St Colle c tor and ultim ate ly into the Be e c h Stre e t Inte rc e ptor. The Existing Se we r M od e l shows two issue s alre ad y e xist in the c olle c tion piping be twe e n S Ely Stre e t and S Garfie ld Stre e t-m inor surc harging of 0.25 fe e t in one m anhole (ne ar W 10th Ave and S Garfie ld St), and se ve ral pipe s ne aring c apac ity (d /D≈0.90) (be twe e n S Ely St and Vanc ouve r St). During the Com m itte d M od e l sc e nario the surc harging (at 10th and Garfie ld ) inc re ase s to 1.10 fe e t while 1.2 fe e t of surc harging oc c urs be twe e n Ely and Vanc ouve r. Surc harging inc re ase s und e r the M aste r Plan Sc e nario. A ne w 21-inc h inte rc e ptor pipe through Z inte l Canyon will provid e inc re ase d c apac ity to c onve y the Com m itte d M od e l flows. The propose d routing for the im prove m e nt will also provid e se rvic e to a c urre ntly unse we re d are a, ge ne rally northwe st of W 27th Ave and S Ely St. This proje c t has two phase s, A and B. Phase A > Install 15,000 LF of 21-inc h gravity trunk pipe from Canyon Lake s Dr. to 10th Ave . > Opinion of Probable Cost (August 2014 Dollars) $ 5,009,000 Although this proje c t will re lie ve the two m inor issue s id e ntifie d in the Existing Se we r M od e l, it is d e pe nd e nt upon growth in the US 395 East Basin. 10-20 years CORE ISSUE S.3a S.3a System Modification NOTE A M aste r Plan is c onc e ptual in nature and inte nd e d for planning purpose s only. Fie ld ve rific ation, surve y, utility loc ate s, and inve stigation of othe r pote ntial upstre am and d am c onflic ts should be c om ple te d prior to pre lim inary and final d e sign. Date : Jun 30, 2015 0 1,500 3,000ft Pipe Size (in) Colle c tor 10 12 15 18 21 24 27 30 36 ! M anhole s Forc e M ain ! = Lift Station CIP Proje c t Master Plan Size (in) Colle c tor 10 12 15 18 21 24 27 30 36 M P M anhole s . 2014 General Sewer Plan City of Kennewick City of Kennewick ---PAGE BREAK--- S Ely St S Vancouver St HWY 395 SOUTHRIDGE BLVD. W. 27TH AVE. W. C A N Y ON L A K E S DR S. UNION ST S. EDISON ST Zintel Canyon Interceptor Zintel Canyon Interceptor BACKGROUND RECOMMENDED SOLUTION PROJECT TIMING As development in the area south of the Zintel Canyon Dam (US 395 East Basin) increases, the Zintel Canyon Interceptor will be a necessary improvement to relieve surcharging in the existing collection system. As noted in CIP Figure S.3a, flows from the US 395 Basin will be conveyed through the Canyon Lakes Interceptor. The interceptor consists of 12-inch, 10-inch, and 8-inch pipe and has an existing reserve capacity of 0.50 mgd. During the Committed Model scenario the reserve capacity decreases to 0.15 mgd and the depth over diameter (d/D) valve for the 8-inch pipe section is 0.67. Although, no surcharging is observed during the Committed Model scenario, the reserve capacity will limit the extent of development in the US 395 East Basin. Therefore, this improvement has a project timing dependent on the growth in the sewer basin. This project has two phases, A and B-this Figure S.3b represents Phase B Phase B > Install 6,500 LF of 21-inch gravity trunk pipe from Canyon Lakes Dr. to Hildebrand Ave. > Opinion of Probable Cost (August 2014 Dollars) $ 2,045,000 This phase of the Zintel Canyon Interceptor is dependent upon growth in the US 395 East Basin. As Needed With Growth CORE ISSUE S.3b S.3b System Modification NOTE A Master Plan is conceptual in nature and intended for planning purposes only. Field verification, survey, utility locates, and investigation of other potential upstream and conflicts should be completed prior to preliminary and final design. Date: Jun 30, 2015 0 1,500 3,000 ft Pipe Size (in) Collector 10 12 15 18 21 24 27 30 36 ! Manholes Force Main ! = Lift Station CIP Project Master Plan Size (in) Collector 10 12 15 18 21 24 27 30 36 MP Manholes . 2014 General Sewer Plan City of Kennewick City of Kennewick ---PAGE BREAK--- City of Kennewick I 2014 General Sewer Plan I CIP Cost Summary Table Development Portion City Portion Development Portion City Portion Development Portion City Portion Development Portion City Portion C.1 Union Street Collector C.1 Undersized trunk Pipe replacement $ 252,000 x $ 252,000 $ - $ 252,000 $ - $ - $ - $ - $ - $ - C.2 Clearwater Interceptor C.2 Undersized trunk for build-out of Amon LS (3200 gpm) Pipe replacement/Parallel relief pipe $ 10,898,000 x $ 10,898,000 $ - $ - $ - $ - $ - $ 10,898,000 $ - $ - C.3 Columbia Drive Interceptor C.3 Undersized trunk Pipe replacement $ 1,477,000 x $ 1,477,000 $ - $ 1,477,000 $ - $ - $ - $ - $ - $ - C.4 Phase 1 - Amon Lift Station Upgrade C.4 Intermediate upgrade (from 800gpm to 1500gpm) of existing Amon LS pumps once station reaches 80% of current (800gpm) capacity Increase Pumping Capacity $ 1,118,000 x $ 1,118,000 $ - $ - $ - $ 1,118,000 $ - $ - $ - $ - S.1 Coyote Canyon Interceptor & I-82 Utility Crossing for UGA West Basin S.1 Growth / Expansion Service extension as needed with growth $ 1,714,000 x $ 1,714,000 $ - $ - $ - $ - $ - $ 1,714,000 $ - $ - S.2 Canyon Interceptor & I-82 Utility Crossing for UGA East Basin S.2 Growth / Expansion Service extension as needed with growth $ 1,622,000 x $ 1,622,000 $ - $ 1,622,000 $ - $ - S.3.a New Zintel Canyon Interceptor – 10th Ave to Ely St S.3.a Relief trunk to divert flows south of the Zintel Canyon Dam into a new interceptor pipe sized for 50yr flows Construct 21-inch interceptor relief pipe $ 5,009,000 x $ 5,009,000 $ - $ - $ - $ - $ - $ 5,009,000 $ - $ - S.3.b New Zintel Canyon Interceptor – Ely St to Hildebrand Blvd S.3.b Growth / Expansion Service extension as needed with growth $ 2,045,000 x $ 2,045,000 $ - $ - $ - $ - $ - $ - $ - $ 2,045,000 S.4 Zintel Canyon Dam Interceptor S.4 Growth / Expansion Service extension as needed with growth $ 2,901,000 x $ 2,901,000 $ - $ - $ - $ - $ - $ - $ - $ 2,901,000 RR.1 23rd & Gum Lift Station RR.1 Facility upgrade to convert from wet pit/dry pit to submersible duplex style lift station/Standardization by City for all lift stations Replacement of Existing Lift Station $ 317,000 x $ 317,000 $ - $ 317,000 $ - $ - $ - $ - $ - $ - RR.2 32nd & Ione Lift Station RR.2 Facility upgrade to convert from wet pit/dry pit to submersible duplex style lift station/Standardization by City for all lift stations Replacement of Existing Lift Station $ 317,000 x $ 317,000 $ - $ 317,000 $ - $ - $ - $ - $ - $ - RR.3 Bonnie & Belfair RR.3 Facility upgrade to convert from wet pit/dry pit to submersible duplex style lift station/Standardization by City for all lift stations Replacement of Existing Lift Station $ 317,000 x $ 317,000 $ - $ - $ - $ 317,000 $ - $ - $ - $ - RR.4 Annual System Rehabilitation / Replacement RR.4 Evaluation of existing pipelines/ongoing maintenance On-going system replacement/rehabilitation for sewer mains identified by City (in-house) committee $175,000/yr, 2015 & 2016 $500,000/yr starting 2017 x $175,000/yr, 2015 & 2016 $500,000/yr starting 2017 $ - $ 1,850,000 $ - $ 2,500,000 $ - $ 5,000,000 $ - $ - E.1 Proposed UGA Expansion Area – East Basin Collection System E.1 Growth / Expansion Service extension as needed with growth $ 2,545,000 x $ 2,545,000 $ - $ 2,545,000 $ - $ - $ - $ - $ - $ - E.2 Proposed UGA Expansion Area – West Basin Collection System E.2 Growth / Expansion Service extension as needed with growth $ 1,158,000 x $ 1,158,000 $ - $ - $ - $ - $ - $ - $ - $ 1,158,000 E.3 US 395 East Basin Collection System E.3 Growth / Expansion Service extension as needed with growth $ 2,550,000 x $ 2,550,000 $ - $ - $ - $ - $ - $ - $ - $ 2,550,000 Master Plan Extensions-Lift Stations LS.1 Phase 2 - Amon Lift Station Upgrade to Build Out LS.1 Build Out upgrade of existing Amon LS pumps (from 1500gpm to 3200gpm) once station reaches 80% of Phase 1 (1500gpm) capacity Increase Pumping Capacity $ 1,831,000 x $ 1,831,000 $ - $ - $ - $ - $ - $ - $ - $ 1,831,000 WWTP.1 Phase 1 WWTP.1 Identified Facility Improvement Phase See WWTP Facilities Plan for details $ 4,000,000 x $ 4,000,000 $ - $ 4,000,000 $ - $ - $ - $ - $ - $ - WWTP.2 Phase 2 WWTP.2 Identified Facility Improvement Phase See WWTP Facilities Plan for details $ 27,300,000 x $ 27,300,000 $ - $ 27,300,000 $ - $ - $ - $ - $ - $ - WWTP.3 Phase 3 WWTP.3 Identified Facility Improvement Phase See WWTP Facilities Plan for details $ 21,900,000 x $ 21,900,000 $ - $ - $ - $ 21,900,000 $ - $ - $ - $ - WWTP.4 Phase 4 WWTP.4 Identified Facility Improvement Phase See WWTP Facilities Plan for details $ 10,400,000 x $ 10,400,000 $ - $ - $ - $ - $ - $ 10,400,000 $ - $ - TOTAL $109,021,000 109,021,000 $ - $ 39,680,000 $ - $ 25,835,000 $ - $ 33,021,000 $ - $ 10,485,000 $ Notes: 10 – 20 Years Item Description/System Name CIP Reference Figure Ongoing Capacity Projects All capital costs are in 2014 dollars. Further refinement of the cost opinions will be required during subsequent preliminary engineering and design phases. 0 – 5 Years 5 – 10 Years Master Plan Extensions-Interceptors System Expansion Replace / Rehab WWTP Improvements 10 – 20 Years / project) Issue Recommended Action 20-yr Capital Cost Comment 20-yr Capital Cost 0 – 5 Years / project) As Needed with Growth / project) 5 – 10 Years / project) As Needed / with Growth CIP Summary Sheet \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Model_Calcs\Spreadsheets\CIP\CIP matrix_2 Page 1 of 1 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 23‐Apr‐14 2014 General Sewer Plan PROJECT MH ID: Union Street Collector ITEM: C.1 J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 8.0% 9,000 $ 2.00 Construction Traffic Control 20.0% 23,000 $ 3.00 Gravity Sewer Pipe 3.01 8" PVC Gravity Sewer Pipe LF 16 $ ‐ $ 3.02 10" PVC Gravity Sewer Pipe LF 18 $ ‐ $ 3.03 12" PVC Gravity Sewer Pipe 800 LF 20 $ 16,000 $ 3.04 15" PVC Gravity Sewer Pipe LF 30 $ ‐ $ 3.05 18" PVC Gravity Sewer Pipe LF 40 $ ‐ $ 3.06 21" PVC Gravity Sewer Pipe LF 50 $ ‐ $ 3.07 24" PVC Gravity Sewer Pipe LF 65 $ ‐ $ 3.08 30" PVC Gravity Sewer Pipe LF 80 $ ‐ $ 3.09 36" PVC Gravity Sewer Pipe LF 110 $ ‐ $ 3.10 Bedding and Foundation Material 800 LF 15 $ 12,000 $ 4.00 Gravity Trench Excav./Backfill 4.01 4‐10 ft. 100 LF 20 $ 2,000 $ 4.02 4‐10 ft. Alley LF 25 $ ‐ $ 4.03 10‐16 ft. 450 LF 30 $ 13,500 $ 4.04 10‐16 ft. Alley LF 40 $ ‐ $ 4.05 16‐20 ft. 250 LF 50 $ 12,500 $ 4.06 16‐20 ft. Alley LF 60 $ ‐ $ 4.07 20‐24 ft. LF 70 $ ‐ $ 4.08 24‐28 ft. LF 100 $ ‐ $ 4.09 28‐30 ft. LF 150 $ ‐ $ 4.10 Import Backfill and Foundation Material CY 25 $ ‐ $ 5.00 Surface Repair 5.01 Natural Ground LF 20 $ ‐ $ 5.02 Gravel Roadway LF 25 $ ‐ $ 5.03 Asphalt ‐ Trench Patch width per City Standards (Required for 4‐16' Depth Sewer) 550 LF 35 $ 19,250 $ 5.04 Asphalt ‐ ½ Street width per City Standards (Required for 16‐20' Depth Sewer) 250 LF 50 $ 12,500 $ 5.05 Asphalt ‐ Full Street width per City Standards (Required for 20‐30' Depth Sewer) LF 80 $ ‐ $ 6.00 Manholes 6.01 48" Manholes, 4‐10 ft. 2 EA 3,500 $ 7,000 $ 6.02 48" Manholes, 10‐16 ft. 1 EA 4,000 $ 4,000 $ 6.03 48" Manholes, 16‐20 ft. 1 EA 5,500 $ 5,500 $ 6.04 60" Manholes, 7‐16 ft. EA 7,500 $ ‐ $ 6.05 60" Manholes, 16‐24 ft. EA 15,000 $ ‐ $ 6.06 60" Manholes, 24‐30 ft. EA 18,000 $ ‐ $ 7.00 Project Specific Considerations 7.01 None LS ‐ $ ‐ $ 8.00 Miscellaneous Other 8.01 Bypass Pumping 10.0% 10,000 $ 8.02 Bonding / Admin 2.5% 3,000 $ ESTIMATED CONSTRUCTION SUBTOTAL 149,000 $ Contingency 1 37,000 $ Planning, Engineering, & Administrative Costs 2 47,000 $ Washington State Sales Tax 19,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 252,000 $ 1 2 3 ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES Estimated at 25% of construction subtotal Planning, Engineering, & Administrative costs include: Geotechnical Evaluations, Design, Survey, Construction Management, O&M Manuals, Record Drawings, and Administration. Estimated at 25% of construction subtotal, including contingency Costs are in 2014 dollars and should be inflated appropriately to the mid‐point of construction for budgeting purposes. No easement acquisition or legal costs are included. \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 23‐Apr‐14 2014 General Sewer Plan PROJECT MH ID: Clearwater Interceptor ITEM: C.2 J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 8.0% 419,000 $ 2.00 Construction Traffic Control 15.0% 785,000 $ 3.00 Gravity Sewer Pipe 3.01 8" PVC Gravity Sewer Pipe LF 16 $ ‐ $ 3.02 10" PVC Gravity Sewer Pipe LF 18 $ ‐ $ 3.03 12" PVC Gravity Sewer Pipe LF 20 $ ‐ $ 3.04 15" PVC Gravity Sewer Pipe LF 30 $ ‐ $ 3.05 18" PVC Gravity Sewer Pipe LF 40 $ ‐ $ 3.06 21" PVC Gravity Sewer Pipe LF 50 $ ‐ $ 3.07 24" PVC Gravity Sewer Pipe LF 65 $ ‐ $ 3.08 30" PVC Gravity Sewer Pipe 21,000 LF 80 $ 1,680,000 $ 3.09 36" PVC Gravity Sewer Pipe LF 110 $ ‐ $ 3.10 Import Bedding and Foundation Material 21,000 LF 15 $ 315,000 $ 4.00 Gravity Trench Excav./Backfill 4.01 4‐10 ft. 9,000 LF 20 $ 180,000 $ 4.02 4‐10 ft. Alley LF 25 $ ‐ $ 4.03 10‐16 ft. 12,000 LF 30 $ 360,000 $ 4.04 10‐16 ft. Alley LF 40 $ ‐ $ 4.05 16‐20 ft. LF 50 $ ‐ $ 4.06 16‐20 ft. Alley LF 60 $ ‐ $ 4.07 20‐24 ft. LF 70 $ ‐ $ 4.08 24‐28 ft. LF 100 $ ‐ $ 4.09 28‐30 ft. LF 150 $ ‐ $ 4.10 Import Backfill and Foundation Material CY 25 $ ‐ $ 5.00 Surface Repair 5.01 Natural Ground LF 20 $ ‐ $ 5.02 Gravel Roadway LF 25 $ ‐ $ 5.03 Asphalt ‐ Trench Patch width per City Standards (Required for 4‐16' Depth Sewer) LF 35 $ ‐ $ 5.04 Asphalt ‐ ½ Street width per City Standards (Required for 16‐20' Depth Sewer) 21,000 LF 50 $ 1,050,000 $ 5.05 Asphalt ‐ Full Street width per City Standards (Required for 20‐30' Depth Sewer) LF 80 $ ‐ $ 6.00 Manholes 6.01 48" Manholes, 4‐10 ft. EA 3,500 $ ‐ $ 6.02 48" Manholes, 10‐16 ft. EA 4,000 $ ‐ $ 6.03 48" Manholes, 16‐20 ft. EA 5,500 $ ‐ $ 6.04 60" Manholes, 7‐16 ft. 55 EA 7,500 $ 412,500 $ 6.05 60" Manholes, 16‐24 ft. EA 15,000 $ ‐ $ 6.06 60" Manholes, 24‐30 ft. EA 18,000 $ ‐ $ 7.00 Project Specific Considerations 7.01 Force Main Discharge Structure 1 LS 80,000 $ 80,000 $ 7.02 Reconnect Sewer Services 1 LS 150,000 $ 150,000 $ 7.03 Replace Neel/Canal Diversion Structure and NW Interceptor Connection 1 LS 416,000 $ 416,000 $ 8.00 Miscellaneous Other 8.01 Bypass Pumping 10.0% 464,000 $ 8.02 Bonding / Admin 2.5% 128,000 $ ESTIMATED CONSTRUCTION SUBTOTAL 6,440,000 $ Contingency 1 1,610,000 $ Planning, Engineering, & Administrative Costs 2 2,013,000 $ Washington State Sales Tax 835,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 10,898,000 $ 1 2 3 ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES Estimated at 25% of construction subtotal Planning, Engineering, & Administrative costs include: Geotechnical Evaluations, Design, Survey, Construction Management, O&M Manuals, Record Drawings, and Administration. Estimated at 25% of construction subtotal, including contingency Costs are in 2014 dollars and should be inflated appropriately to the mid‐point of construction for budgeting purposes. No easement acquisition or legal costs are included. \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 23‐Apr‐14 2014 General Sewer Plan PROJECT MH ID: Columbia Drive Interceptor ITEM: C.3 J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 8.0% 59,000 $ 2.00 Construction Traffic Control 10.0% 74,000 $ 3.00 Gravity Sewer Pipe 3.01 8" PVC Gravity Sewer Pipe LF 16 $ ‐ $ 3.02 10" PVC Gravity Sewer Pipe LF 18 $ ‐ $ 3.03 12" PVC Gravity Sewer Pipe LF 20 $ ‐ $ 3.04 15" PVC Gravity Sewer Pipe LF 30 $ ‐ $ 3.05 18" PVC Gravity Sewer Pipe LF 40 $ ‐ $ 3.06 21" PVC Gravity Sewer Pipe LF 50 $ ‐ $ 3.07 24" PVC Gravity Sewer Pipe LF 65 $ ‐ $ 3.08 30" PVC Gravity Sewer Pipe LF 80 $ ‐ $ 3.09 36" PVC Gravity Sewer Pipe 2,000 LF 110 $ 220,000 $ 3.10 Import Bedding and Foundation Material 2,000 LF 15 $ 30,000 $ 4.00 Gravity Trench Excav./Backfill 4.01 4‐10 ft. LF 20 $ ‐ $ 4.02 4‐10 ft. Alley LF 25 $ ‐ $ 4.03 10‐16 ft. 2,000 LF 30 $ 60,000 $ 4.04 10‐16 ft. Alley LF 40 $ ‐ $ 4.05 16‐20 ft. LF 50 $ ‐ $ 4.06 16‐20 ft. Alley LF 60 $ ‐ $ 4.07 20‐24 ft. LF 70 $ ‐ $ 4.08 24‐28 ft. LF 100 $ ‐ $ 4.09 28‐30 ft. LF 150 $ ‐ $ 4.10 Import Backfill and Foundation Material 2,000 CY 25 $ 50,000 $ 5.00 Surface Repair 5.01 Natural Ground LF 20 $ ‐ $ 5.02 Gravel Roadway LF 25 $ ‐ $ 5.03 Asphalt ‐ Trench Patch width per City Standards (Required for 4‐16' Depth Sewer) LF 35 $ ‐ $ 5.04 Asphalt ‐ ½ Street width per City Standards (Required for 16‐20' Depth Sewer) 2,000 LF 50 $ 100,000 $ 5.05 Asphalt ‐ Full Street width per City Standards (Required for 20‐30' Depth Sewer) LF 80 $ ‐ $ 6.00 Manholes 6.01 48" Manholes, 4‐10 ft. EA 3,500 $ ‐ $ 6.02 48" Manholes, 10‐16 ft. EA 4,000 $ ‐ $ 6.03 48" Manholes, 16‐20 ft. EA 5,500 $ ‐ $ 6.04 60" Manholes, 7‐16 ft. EA 7,500 $ ‐ $ 6.05 60" Manholes, 16‐24 ft. EA 15,000 $ ‐ $ 6.06 60" Manholes, 24‐30 ft. EA 18,000 $ ‐ $ 7.00 Project Specific Considerations 7.01 72" Manholes, 10‐16 ft. 5 EA 7,500 $ 37,500 $ 7.02 96" Manhole connecting large diam. pipes 2 EA 24,000 $ 48,000 $ 7.03 Trench Dewatering ‐ assumed back into sewer collection system 15.0% 82,000 $ 8.00 Miscellaneous Other 8.01 Bypass Pumping 15.0% 94,000 $ 8.02 Bonding / Admin 2.5% 18,000 $ ESTIMATED CONSTRUCTION SUBTOTAL 873,000 $ Contingency 1 218,000 $ Planning, Engineering, & Administrative Costs 2 273,000 $ Washington State Sales Tax 113,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 1,477,000 $ 1 2 3 ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES Estimated at 25% of construction subtotal Planning, Engineering, & Administrative costs include: Geotechnical Evaluations, Design, Survey, Construction Management, O&M Manuals, Record Drawings, and Administration. Estimated at 25% of construction subtotal, including contingency Costs are in 2014 dollars and should be inflated appropriately to the mid‐point of construction for budgeting purposes. No easement acquisition or legal costs are included. \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 7‐Feb‐13 2014 General Sewer Plan DESCRIPTION: Phase 1 ‐ Amon Lift Station Upgrade CIP PROJECT C.4 J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 1 LS 8.0% 52,000 $ 2.00 Construction Traffic Control 1 LS 2.5% 16,000 $ 3.00 Site Work 1 LS 40,000 $ 40,000 $ 4.00 Yard Piping 1 LS 40,000 $ 40,000 $ 5.00 Lift Station ‐ Mechanical 1 LS 142,200 $ 142,200 $ 6.00 Lift Station ‐ Electrical 1 LS 328,000 $ 328,000 $ 7.00 Lift Station ‐ HVAC 1 LS 40,000 $ 40,000 $ 8.00 Bypass Pumping 1 LS 59,020 $ 59,020 $ ESTIMATED CONSTRUCTION SUBTOTAL 717,000 $ Contingency 1 143,000 $ Planning, Engineering, & Administrative Costs 2 172,000 $ Washington State Sales Tax 86,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 1,118,000 $ ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 23‐Apr‐14 2014 General Sewer Plan PROJECT MH ID: Proposed UGA Expansion Area – East Basin Collection System ITEM: E.1 J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 8.0% 106,000 $ 2.00 Construction Traffic Control 5.0% 67,000 $ 3.00 Gravity Sewer Pipe 3.01 8" PVC Gravity Sewer Pipe LF 16 $ ‐ $ 3.02 10" PVC Gravity Sewer Pipe LF 18 $ ‐ $ 3.03 12" PVC Gravity Sewer Pipe LF 20 $ ‐ $ 3.04 15" PVC Gravity Sewer Pipe LF 30 $ ‐ $ 3.05 18" PVC Gravity Sewer Pipe 10,000 LF 40 $ 400,000 $ 3.06 21" PVC Gravity Sewer Pipe LF 50 $ ‐ $ 3.07 24" PVC Gravity Sewer Pipe LF 65 $ ‐ $ 3.08 30" PVC Gravity Sewer Pipe LF 80 $ ‐ $ 3.09 36" PVC Gravity Sewer Pipe LF 110 $ ‐ $ 3.10 Import Bedding and Foundation Material 10,000 LF 15 $ 150,000 $ 4.00 Gravity Trench Excav./Backfill 4.01 4‐10 ft. 3,000 LF 20 $ 60,000 $ 4.02 4‐10 ft. Alley LF 25 $ ‐ $ 4.03 10‐16 ft. 5,000 LF 30 $ 150,000 $ 4.04 10‐16 ft. Alley LF 40 $ ‐ $ 4.05 16‐20 ft. 1,600 LF 50 $ 80,000 $ 4.06 16‐20 ft. Alley LF 60 $ ‐ $ 4.07 20‐24 ft. LF 70 $ ‐ $ 4.08 24‐28 ft. LF 100 $ ‐ $ 4.09 28‐30 ft. 400 LF 150 $ 60,000 $ 4.10 Import Backfill and Foundation Material ‐ CY 25 $ ‐ $ 5.00 Surface Repair 5.01 Natural Ground LF 20 $ ‐ $ 5.02 Gravel Roadway 10,000 LF 25 $ 250,000 $ 5.03 Asphalt ‐ Trench Patch width per City Standards (Required for 4‐16' Depth Sewer) LF 35 $ ‐ $ 5.04 Asphalt ‐ ½ Street width per City Standards (Required for 16‐20' Depth Sewer) LF 50 $ ‐ $ 5.05 Asphalt ‐ Full Street width per City Standards (Required for 20‐30' Depth Sewer) LF 80 $ ‐ $ 6.00 Manholes 6.01 48" Manholes, 4‐10 ft. 6 EA 3,500 $ 21,000 $ 6.02 48" Manholes, 10‐16 ft. 10 EA 4,000 $ 40,000 $ 6.03 48" Manholes, 16‐20 ft. 5 EA 5,500 $ 27,500 $ 6.04 60" Manholes, 7‐16 ft. EA 7,500 $ ‐ $ 6.05 60" Manholes, 16‐24 ft. EA 15,000 $ ‐ $ 6.06 60" Manholes, 24‐30 ft. EA 18,000 $ ‐ $ 7.00 Project Specific Considerations 7.01 Deep 48" Manhole, 30 ft. 1 LS 10,000.00 $ 10,000 $ 7.02 Rock Excavation 20 EA 2,500 $ 50,000 $ ‐ $ 8.00 Miscellaneous Other 8.01 Bypass Pumping 0.0% ‐ $ 8.02 Bonding / Admin 2.5% 32,000 $ ESTIMATED CONSTRUCTION SUBTOTAL 1,504,000 $ Contingency 1 376,000 $ Planning, Engineering, & Administrative Costs 2 470,000 $ Washington State Sales Tax 195,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 2,545,000 $ 1 2 3 ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES Estimated at 25% of construction subtotal Planning, Engineering, & Administrative costs include: Geotechnical Evaluations, Design, Survey, Construction Management, O&M Manuals, Record Drawings, and Administration. Estimated at 25% of construction subtotal, including contingency Costs are in 2014 dollars and should be inflated appropriately to the mid‐point of construction for budgeting purposes. No easement acquisition or legal costs are included. \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 23‐Apr‐14 2014 General Sewer Plan PROJECT MH ID: Proposed UGA Expansion Area – West Basin Collection System ITEM: E.2 J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 8.0% 48,000 $ 2.00 Construction Traffic Control 5.0% 30,000 $ 3.00 Gravity Sewer Pipe 3.01 8" PVC Gravity Sewer Pipe LF 16 $ ‐ $ 3.02 10" PVC Gravity Sewer Pipe LF 18 $ ‐ $ 3.03 12" PVC Gravity Sewer Pipe LF 20 $ ‐ $ 3.04 15" PVC Gravity Sewer Pipe 5,000 LF 30 $ 150,000 $ 3.05 18" PVC Gravity Sewer Pipe LF 40 $ ‐ $ 3.06 21" PVC Gravity Sewer Pipe LF 50 $ ‐ $ 3.07 24" PVC Gravity Sewer Pipe LF 65 $ ‐ $ 3.08 30" PVC Gravity Sewer Pipe LF 80 $ ‐ $ 3.09 36" PVC Gravity Sewer Pipe LF 110 $ ‐ $ 3.10 Import Bedding and Foundation Material 5,000 LF 15 $ 75,000 $ 4.00 Gravity Trench Excav./Backfill 4.01 4‐10 ft. 2,000 LF 20 $ 40,000 $ 4.02 4‐10 ft. Alley LF 25 $ ‐ $ 4.03 10‐16 ft. 2,000 LF 30 $ 60,000 $ 4.04 10‐16 ft. Alley LF 40 $ ‐ $ 4.05 16‐20 ft. 1,000 LF 50 $ 50,000 $ 4.06 16‐20 ft. Alley LF 60 $ ‐ $ 4.07 20‐24 ft. LF 70 $ ‐ $ 4.08 24‐28 ft. LF 100 $ ‐ $ 4.09 28‐30 ft. LF 150 $ ‐ $ 4.10 Import Backfill and Foundation Material ‐ CY 25 $ ‐ $ 5.00 Surface Repair 5.01 Natural Ground ‐ LF 20 $ ‐ $ 5.02 Gravel Roadway 5,000 LF 25 $ 125,000 $ 5.03 Asphalt ‐ Trench Patch width per City Standards (Required for 4‐16' Depth Sewer) LF 35 $ ‐ $ 5.04 Asphalt ‐ ½ Street width per City Standards (Required for 16‐20' Depth Sewer) LF 50 $ ‐ $ 5.05 Asphalt ‐ Full Street width per City Standards (Required for 20‐30' Depth Sewer) LF 80 $ ‐ $ 6.00 Manholes 6.01 48" Manholes, 4‐10 ft. 4 EA 3,500 $ 14,000 $ 6.02 48" Manholes, 10‐16 ft. 4 EA 4,000 $ 16,000 $ 6.03 48" Manholes, 16‐20 ft. 2 EA 5,500 $ 11,000 $ 6.04 60" Manholes, 7‐16 ft. EA 7,500 $ ‐ $ 6.05 60" Manholes, 16‐24 ft. EA 15,000 $ ‐ $ 6.06 60" Manholes, 24‐30 ft. EA 18,000 $ ‐ $ 7.00 Project Specific Considerations 7.01 Rock Excavation 20 EA 2,500.00 $ 50,000 $ 8.00 Miscellaneous Other 8.01 Bypass Pumping 0.0% ‐ $ 8.02 Bonding / Admin 2.5% 15,000 $ ESTIMATED CONSTRUCTION SUBTOTAL 684,000 $ Contingency 1 171,000 $ Planning, Engineering, & Administrative Costs 2 214,000 $ Washington State Sales Tax 89,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 1,158,000 $ 1 2 3 ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES Estimated at 25% of construction subtotal Planning, Engineering, & Administrative costs include: Geotechnical Evaluations, Design, Survey, Construction Management, O&M Manuals, Record Drawings, and Administration. Estimated at 25% of construction subtotal, including contingency Costs are in 2014 dollars and should be inflated appropriately to the mid‐point of construction for budgeting purposes. No easement acquisition or legal costs are included. \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 23‐Apr‐14 2014 General Sewer Plan PROJECT MH ID: US 395 East Basin Collection System ITEM: E.3 J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 8.0% 107,000 $ 2.00 Construction Traffic Control 5.0% 67,000 $ 3.00 Gravity Sewer Pipe 3.01 8" PVC Gravity Sewer Pipe LF 16 $ ‐ $ 3.02 10" PVC Gravity Sewer Pipe 7,800 LF 18 $ 140,400 $ 3.03 12" PVC Gravity Sewer Pipe 4,000 LF 20 $ 80,000 $ 3.04 15" PVC Gravity Sewer Pipe 1,000 LF 30 $ 30,000 $ 3.05 18" PVC Gravity Sewer Pipe LF 40 $ ‐ $ 3.06 21" PVC Gravity Sewer Pipe LF 50 $ ‐ $ 3.07 24" PVC Gravity Sewer Pipe LF 65 $ ‐ $ 3.08 30" PVC Gravity Sewer Pipe LF 80 $ ‐ $ 3.09 36" PVC Gravity Sewer Pipe LF 110 $ ‐ $ 3.10 Import Bedding and Foundation Material 12,800 LF 15 $ 192,000 $ 4.00 Gravity Trench Excav./Backfill 4.01 4‐10 ft. LF 20 $ ‐ $ 4.02 4‐10 ft. Alley LF 25 $ ‐ $ 4.03 10‐16 ft. 12,800 LF 30 $ 384,000 $ 4.04 10‐16 ft. Alley LF 40 $ ‐ $ 4.05 16‐20 ft. LF 50 $ ‐ $ 4.06 16‐20 ft. Alley LF 60 $ ‐ $ 4.07 20‐24 ft. LF 70 $ ‐ $ 4.08 24‐28 ft. LF 100 $ ‐ $ 4.09 28‐30 ft. LF 150 $ ‐ $ 4.10 Import Backfill and Foundation Material ‐ CY 25 $ ‐ $ 5.00 Surface Repair 5.01 Natural Ground LF 20 $ ‐ $ 5.02 Gravel Roadway 12,800 LF 25 $ 320,000 $ 5.03 Asphalt ‐ Trench Patch width per City Standards (Required for 4‐16' Depth Sewer) LF 35 $ ‐ $ 5.04 Asphalt ‐ ½ Street width per City Standards (Required for 16‐20' Depth Sewer) LF 50 $ ‐ $ 5.05 Asphalt ‐ Full Street width per City Standards (Required for 20‐30' Depth Sewer) LF 80 $ ‐ $ 6.00 Manholes 6.01 48" Manholes, 4‐10 ft. EA 3,500 $ ‐ $ 6.02 48" Manholes, 10‐16 ft. 26 EA 4,000 $ 104,000 $ 6.03 48" Manholes, 16‐20 ft. EA 5,500 $ ‐ $ 6.04 60" Manholes, 7‐16 ft. EA 7,500 $ ‐ $ 6.05 60" Manholes, 16‐24 ft. EA 15,000 $ ‐ $ 6.06 60" Manholes, 24‐30 ft. EA 18,000 $ ‐ $ 7.00 Project Specific Considerations 7.01 Rock Excavation 20 EA 2,500 $ 50,000 $ 7.02 ‐ $ 8.00 Miscellaneous Other 8.01 Bypass Pumping 0.0% ‐ $ 8.02 Bonding / Admin 2.5% 33,000 $ ESTIMATED CONSTRUCTION SUBTOTAL 1,507,000 $ Contingency 1 377,000 $ Planning, Engineering, & Administrative Costs 2 471,000 $ Washington State Sales Tax 195,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 2,550,000 $ 1 2 3 ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES Estimated at 25% of construction subtotal Planning, Engineering, & Administrative costs include: Geotechnical Evaluations, Design, Survey, Construction Management, O&M Manuals, Record Drawings, and Administration. Estimated at 25% of construction subtotal, including contingency Costs are in 2014 dollars and should be inflated appropriately to the mid‐point of construction for budgeting purposes. No easement acquisition or legal costs are included. \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 7‐Feb‐13 2014 General Sewer Plan DESCRIPTION: Phase 2 ‐ Amon Lift Station Upgrade to Build Out CIP PROJECT LS.1 J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 1 LS 8.0% 85,000 $ 2.00 Construction Traffic Control 1 LS 2.5% 27,000 $ 3.00 Site Work 1 LS 40,000 $ 40,000 $ 4.00 Yard Piping 1 LS 248,750 $ 248,750 $ 5.00 Lift Station ‐ Mechanical 1 LS 227,000 $ 227,000 $ 6.00 Lift Station ‐ Electrical 1 LS 410,000 $ 410,000 $ 7.00 Lift Station ‐ HVAC 1 LS 40,000 $ 40,000 $ 8.00 Bypass Pumping 1 LS 96,575 $ 96,575 $ ESTIMATED CONSTRUCTION SUBTOTAL 1,174,000 $ Contingency 1 235,000 $ Planning, Engineering, & Administrative Costs 2 282,000 $ Washington State Sales Tax 140,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 1,831,000 $ ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 7‐Feb‐13 2014 General Sewer Plan DESCRIPTION: 23rd & Gum Lift Station CIP PROJECT RR.1 J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 1 LS 8.0% 15,000 $ 2.00 Construction Traffic Control 1 LS 2.5% 5,000 $ 3.00 Removal of Existing Lift Station 1 LS 20,000 $ 20,000 $ 4.00 Lift Station ‐ Structural 1 LS 25,000 $ 25,000 $ 5.00 Lift Station ‐ Mechanical 1 LS 45,000 $ 45,000 $ 6.00 Lift Station ‐ Electrical 1 LS 30.0% 38,000 $ 7.00 Valve Vault 1 LS 25,500 $ 25,500 $ 8.00 Site Restoration 1 LS 12,000 $ 12,000 $ 9.00 Bypass Pumping 1 LS 10.0% 17,000 $ ESTIMATED CONSTRUCTION SUBTOTAL 203,000 $ Contingency 1 41,000 $ Planning, Engineering, & Administrative Costs 2 49,000 $ Washington State Sales Tax 24,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 317,000 $ ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 7‐Feb‐13 2014 General Sewer Plan DESCRIPTION: 32nd & Ione Lift Station CIP PROJECT RR.2 J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 1 LS 8.0% 15,000 $ 2.00 Construction Traffic Control 1 LS 2.5% 5,000 $ 3.00 Removal of Existing Lift Station 1 LS 20,000 $ 20,000 $ 4.00 Lift Station ‐ Structural 1 LS 25,000 $ 25,000 $ 5.00 Lift Station ‐ Mechanical 1 LS 45,000 $ 45,000 $ 6.00 Lift Station ‐ Electrical 1 LS 30.0% 38,000 $ 7.00 Valve Vault 1 LS 25,500 $ 25,500 $ 8.00 Site Restoration 1 LS 12,000 $ 12,000 $ 9.00 Bypass Pumping 1 LS 10.0% 17,000 $ ESTIMATED CONSTRUCTION SUBTOTAL 203,000 $ Contingency 1 41,000 $ Planning, Engineering, & Administrative Costs 2 49,000 $ Washington State Sales Tax 24,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 317,000 $ ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 7‐Feb‐13 2014 General Sewer Plan DESCRIPTION: Bonnie & Belfair CIP PROJECT RR.3 J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 1 LS 8.0% 15,000 $ 2.00 Construction Traffic Control 1 LS 2.5% 5,000 $ 3.00 Removal of Existing Lift Station 1 LS 20,000 $ 20,000 $ 4.00 Lift Station ‐ Structural 1 LS 25,000 $ 25,000 $ 5.00 Lift Station ‐ Mechanical 1 LS 45,000 $ 45,000 $ 6.00 Lift Station ‐ Electrical 1 LS 30.0% 38,000 $ 7.00 Valve Vault 1 LS 25,500 $ 25,500 $ 8.00 Site Restoration 1 LS 12,000 $ 12,000 $ 9.00 Bypass Pumping 1 LS 10.0% 17,000 $ ESTIMATED CONSTRUCTION SUBTOTAL 203,000 $ Contingency 1 41,000 $ Planning, Engineering, & Administrative Costs 2 49,000 $ Washington State Sales Tax 24,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 317,000 $ ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 23‐Apr‐14 2014 General Sewer Plan PROJECT MH ID: Coyote Canyon Interceptor & I‐82 Utility Crossing for UGA West Basin ITEM: S.1 J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 8.0% 72,000 $ 2.00 Construction Traffic Control 5.0% 45,000 $ 3.00 Gravity Sewer Pipe 3.01 8" PVC Gravity Sewer Pipe LF 16 $ ‐ $ 3.02 10" PVC Gravity Sewer Pipe LF 18 $ ‐ $ 3.03 12" PVC Gravity Sewer Pipe LF 20 $ ‐ $ 3.04 15" PVC Gravity Sewer Pipe LF 30 $ ‐ $ 3.05 18" PVC Gravity Sewer Pipe LF 40 $ ‐ $ 3.06 21" PVC Gravity Sewer Pipe 4,100 LF 50 $ 205,000 $ 3.07 24" PVC Gravity Sewer Pipe LF 65 $ ‐ $ 3.08 30" PVC Gravity Sewer Pipe LF 80 $ ‐ $ 3.09 36" PVC Gravity Sewer Pipe LF 110 $ ‐ $ 3.10 Import Bedding and Foundation Material 4,100 LF 15 $ 61,500 $ 4.00 Gravity Trench Excav./Backfill 4.01 4‐10 ft. 4,100 LF 20 $ 82,000 $ 4.02 4‐10 ft. Alley LF 25 $ ‐ $ 4.03 10‐16 ft. LF 30 $ ‐ $ 4.04 10‐16 ft. Alley LF 40 $ ‐ $ 4.05 16‐20 ft. LF 50 $ ‐ $ 4.06 16‐20 ft. Alley LF 60 $ ‐ $ 4.07 20‐24 ft. LF 70 $ ‐ $ 4.08 24‐28 ft. LF 100 $ ‐ $ 4.09 28‐30 ft. LF 150 $ ‐ $ 4.10 Import Backfill and Foundation Material ‐ CY 25 $ ‐ $ 5.00 Surface Repair 5.01 Natural Ground 2,200 LF 20 $ 44,000 $ 5.02 Gravel Roadway LF 25 $ ‐ $ 5.03 Asphalt ‐ Trench Patch width per City Standards (Required for 4‐16' Depth Sewer) 1,900 LF 35 $ 66,500 $ 5.04 Asphalt ‐ ½ Street width per City Standards (Required for 16‐20' Depth Sewer) LF 50 $ ‐ $ 5.05 Asphalt ‐ Full Street width per City Standards (Required for 20‐30' Depth Sewer) LF 80 $ ‐ $ 6.00 Manholes 6.01 48" Manholes, 4‐10 ft. EA 3,500 $ ‐ $ 6.02 48" Manholes, 10‐16 ft. EA 4,000 $ ‐ $ 6.03 48" Manholes, 16‐20 ft. EA 5,500 $ ‐ $ 6.04 60" Manholes, 7‐16 ft. 12 EA 7,500 $ 90,000 $ 6.05 60" Manholes, 16‐24 ft. EA 15,000 $ ‐ $ 6.06 60" Manholes, 24‐30 ft. EA 18,000 $ ‐ $ 7.00 Project Specific Considerations 7.01 I‐82 Utility Crossing/Bore 1 LS 275,000.00 $ 275,000 $ 7.02 Rock Excavation 20 EA 2,500 $ 50,000 $ 7.03 ‐ $ 8.00 Miscellaneous Other 8.01 Bypass Pumping 0.0% ‐ $ 8.02 Bonding / Admin 2.5% 22,000 $ ESTIMATED CONSTRUCTION SUBTOTAL 1,013,000 $ Contingency 1 253,000 $ Planning, Engineering, & Administrative Costs 2 317,000 $ Washington State Sales Tax 131,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 1,714,000 $ 1 2 3 ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES Estimated at 25% of construction subtotal Planning, Engineering, & Administrative costs include: Geotechnical Evaluations, Design, Survey, Construction Management, O&M Manuals, Record Drawings, and Administration. Estimated at 25% of construction subtotal, including contingency Costs are in 2014 dollars and should be inflated appropriately to the mid‐point of construction for budgeting purposes. No easement acquisition or legal costs are included. \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 23‐Apr‐14 2014 General Sewer Plan PROJECT MH ID: Canyon Interceptor & I‐82 Utility Crossing for UGA East Basin ITEM: S.2 J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 8.0% 68,000 $ 2.00 Construction Traffic Control 5.0% 42,000 $ 3.00 Gravity Sewer Pipe 3.01 8" PVC Gravity Sewer Pipe LF 16 $ ‐ $ 3.02 10" PVC Gravity Sewer Pipe LF 18 $ ‐ $ 3.03 12" PVC Gravity Sewer Pipe LF 20 $ ‐ $ 3.04 15" PVC Gravity Sewer Pipe LF 30 $ ‐ $ 3.05 18" PVC Gravity Sewer Pipe 3,600 LF 40 $ 144,000 $ 3.06 21" PVC Gravity Sewer Pipe LF 50 $ ‐ $ 3.07 24" PVC Gravity Sewer Pipe LF 65 $ ‐ $ 3.08 30" PVC Gravity Sewer Pipe LF 80 $ ‐ $ 3.09 36" PVC Gravity Sewer Pipe LF 110 $ ‐ $ 3.10 Import Bedding and Foundation Material 3,600 LF 15 $ 54,000 $ 4.00 Gravity Trench Excav./Backfill 4.01 4‐10 ft. LF 20 $ ‐ $ 4.02 4‐10 ft. Alley LF 25 $ ‐ $ 4.03 10‐16 ft. 1,800 LF 30 $ 54,000 $ 4.04 10‐16 ft. Alley LF 40 $ ‐ $ 4.05 16‐20 ft. LF 50 $ ‐ $ 4.06 16‐20 ft. Alley LF 60 $ ‐ $ 4.07 20‐24 ft. 1,440 LF 70 $ 100,800 $ 4.08 24‐28 ft. LF 100 $ ‐ $ 4.09 28‐30 ft. 360 LF 150 $ 54,000 $ 4.10 Import Backfill and Foundation Material ‐ CY 25 $ ‐ $ 5.00 Surface Repair 5.01 Natural Ground 3,600 LF 20 $ 72,000 $ 5.02 Gravel Roadway LF 25 $ ‐ $ 5.03 Asphalt ‐ Trench Patch width per City Standards (Required for 4‐16' Depth Sewer) LF 35 $ ‐ $ 5.04 Asphalt ‐ ½ Street width per City Standards (Required for 16‐20' Depth Sewer) LF 50 $ ‐ $ 5.05 Asphalt ‐ Full Street width per City Standards (Required for 20‐30' Depth Sewer) LF 80 $ ‐ $ 6.00 Manholes 6.01 48" Manholes, 4‐10 ft. EA 3,500 $ ‐ $ 6.02 48" Manholes, 10‐16 ft. 6 EA 4,000 $ 24,000 $ 6.03 48" Manholes, 16‐20 ft. 3 EA 5,500 $ 16,500 $ 6.04 60" Manholes, 7‐16 ft. EA 7,500 $ ‐ $ 6.05 60" Manholes, 16‐24 ft. EA 15,000 $ ‐ $ 6.06 60" Manholes, 24‐30 ft. EA 18,000 $ ‐ $ 7.00 Project Specific Considerations 7.01 I‐82 Utility Crossing/Bore 1 LS 247,500.00 $ 247,500 $ 7.02 Deep 48" Manhole, 30 ft. 1 LS 10,000 $ 10,000 $ 7.03 Rock Excavation 20 EA 2,500 $ 50,000 $ 8.00 Miscellaneous Other 8.01 Bypass Pumping 0.0% ‐ $ 8.02 Bonding / Admin 2.5% 21,000 $ ESTIMATED CONSTRUCTION SUBTOTAL 958,000 $ Contingency 1 240,000 $ Planning, Engineering, & Administrative Costs 2 300,000 $ Washington State Sales Tax 124,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 1,622,000 $ 1 2 3 ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES Estimated at 25% of construction subtotal Planning, Engineering, & Administrative costs include: Geotechnical Evaluations, Design, Survey, Construction Management, O&M Manuals, Record Drawings, and Administration. Estimated at 25% of construction subtotal, including contingency Costs are in 2014 dollars and should be inflated appropriately to the mid‐point of construction for budgeting purposes. No easement acquisition or legal costs are included. \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 23‐Apr‐14 2014 General Sewer Plan PROJECT MH ID: New Zintel Canyon Interceptor – 10th Ave to Ely St ITEM: S.3.a J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 8.0% 201,000 $ 2.00 Construction Traffic Control 10.0% 251,000 $ 3.00 Gravity Sewer Pipe 3.01 8" PVC Gravity Sewer Pipe LF 16 $ ‐ $ 3.02 10" PVC Gravity Sewer Pipe LF 18 $ ‐ $ 3.03 12" PVC Gravity Sewer Pipe LF 20 $ ‐ $ 3.04 15" PVC Gravity Sewer Pipe LF 30 $ ‐ $ 3.05 18" PVC Gravity Sewer Pipe LF 40 $ ‐ $ 3.06 21" PVC Gravity Sewer Pipe 15,000 LF 50 $ 750,000 $ 3.07 24" PVC Gravity Sewer Pipe LF 65 $ ‐ $ 3.08 30" PVC Gravity Sewer Pipe LF 80 $ ‐ $ 3.09 36" PVC Gravity Sewer Pipe LF 110 $ ‐ $ 3.10 Import Bedding and Foundation Material 15,000 LF 15 $ 225,000 $ 4.00 Gravity Trench Excav./Backfill 4.01 4‐10 ft. 11,400 LF 20 $ 228,000 $ 4.02 4‐10 ft. Alley LF 25 $ ‐ $ 4.03 10‐16 ft. 3,600 LF 30 $ 108,000 $ 4.04 10‐16 ft. Alley LF 40 $ ‐ $ 4.05 16‐20 ft. LF 50 $ ‐ $ 4.06 16‐20 ft. Alley LF 60 $ ‐ $ 4.07 20‐24 ft. LF 70 $ ‐ $ 4.08 24‐28 ft. LF 100 $ ‐ $ 4.09 28‐30 ft. LF 150 $ ‐ $ 4.10 Import Backfill and Foundation Material ‐ CY 25 $ ‐ $ 5.00 Surface Repair 5.01 Natural Ground 3,600 LF 20 $ 72,000 $ 5.02 Gravel Roadway LF 25 $ ‐ $ 5.03 Asphalt ‐ Trench Patch width per City Standards (Required for 4‐16' Depth Sewer) 11,400 LF 35 $ 399,000 $ 5.04 Asphalt ‐ ½ Street width per City Standards (Required for 16‐20' Depth Sewer) LF 50 $ ‐ $ 5.05 Asphalt ‐ Full Street width per City Standards (Required for 20‐30' Depth Sewer) LF 80 $ ‐ $ 6.00 Manholes 6.01 48" Manholes, 4‐10 ft. EA 3,500 $ ‐ $ 6.02 48" Manholes, 10‐16 ft. EA 4,000 $ ‐ $ 6.03 48" Manholes, 16‐20 ft. EA 5,500 $ ‐ $ 6.04 60" Manholes, 7‐16 ft. 62 EA 7,500 $ 465,000 $ 6.05 60" Manholes, 16‐24 ft. 4 EA 15,000 $ 60,000 $ 6.06 60" Manholes, 24‐30 ft. EA 18,000 $ ‐ $ 7.00 Project Specific Considerations 7.01 Additional Trail Restoration 1.0% 23,000 $ 8.00 Miscellaneous Other 8.01 Bypass Pumping 5.0% 117,000 $ 8.02 Bonding / Admin 2.5% 61,000 $ ESTIMATED CONSTRUCTION SUBTOTAL 2,960,000 $ Contingency 1 740,000 $ Planning, Engineering, & Administrative Costs 2 925,000 $ Washington State Sales Tax 384,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 5,009,000 $ 1 2 3 ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES Estimated at 25% of construction subtotal Planning, Engineering, & Administrative costs include: Geotechnical Evaluations, Design, Survey, Construction Management, O&M Manuals, Record Drawings, and Administration. Estimated at 25% of construction subtotal, including contingency Costs are in 2014 dollars and should be inflated appropriately to the mid‐point of construction for budgeting purposes. No easement acquisition or legal costs are included. \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 23‐Apr‐14 2014 General Sewer Plan PROJECT MH ID: New Zintel Canyon Interceptor – Ely St to Hildebrand Blvd ITEM: S.3.b J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 8.0% 86,000 $ 2.00 Construction Traffic Control 5.0% 53,000 $ 3.00 Gravity Sewer Pipe 3.01 8" PVC Gravity Sewer Pipe LF 16 $ ‐ $ 3.02 10" PVC Gravity Sewer Pipe LF 18 $ ‐ $ 3.03 12" PVC Gravity Sewer Pipe LF 20 $ ‐ $ 3.04 15" PVC Gravity Sewer Pipe LF 30 $ ‐ $ 3.05 18" PVC Gravity Sewer Pipe LF 40 $ ‐ $ 3.06 21" PVC Gravity Sewer Pipe 6,500 LF 50 $ 325,000 $ 3.07 24" PVC Gravity Sewer Pipe LF 65 $ ‐ $ 3.08 30" PVC Gravity Sewer Pipe LF 80 $ ‐ $ 3.09 36" PVC Gravity Sewer Pipe LF 110 $ ‐ $ 3.10 Import Bedding and Foundation Material 6,500 LF 15 $ 97,500 $ 4.00 Gravity Trench Excav./Backfill 4.01 4‐10 ft. 3,500 LF 20 $ 70,000 $ 4.02 4‐10 ft. Alley LF 25 $ ‐ $ 4.03 10‐16 ft. 3,000 LF 30 $ 90,000 $ 4.04 10‐16 ft. Alley LF 40 $ ‐ $ 4.05 16‐20 ft. LF 50 $ ‐ $ 4.06 16‐20 ft. Alley LF 60 $ ‐ $ 4.07 20‐24 ft. LF 70 $ ‐ $ 4.08 24‐28 ft. LF 100 $ ‐ $ 4.09 28‐30 ft. LF 150 $ ‐ $ 4.10 Import Backfill and Foundation Material ‐ CY 25 $ ‐ $ 5.00 Surface Repair 5.01 Natural Ground LF 20 $ ‐ $ 5.02 Gravel Roadway LF 25 $ ‐ $ 5.03 Asphalt ‐ Trench Patch width per City Standards (Required for 4‐16' Depth Sewer) 1,900 LF 35 $ 66,500 $ 5.04 Asphalt ‐ ½ Street width per City Standards (Required for 16‐20' Depth Sewer) LF 50 $ ‐ $ 5.05 Asphalt ‐ Full Street width per City Standards (Required for 20‐30' Depth Sewer) LF 80 $ ‐ $ 6.00 Manholes 6.01 48" Manholes, 4‐10 ft. EA 3,500 $ ‐ $ 6.02 48" Manholes, 10‐16 ft. EA 4,000 $ ‐ $ 6.03 48" Manholes, 16‐20 ft. EA 5,500 $ ‐ $ 6.04 60" Manholes, 7‐16 ft. 27 EA 7,500 $ 202,500 $ 6.05 60" Manholes, 16‐24 ft. EA 15,000 $ ‐ $ 6.06 60" Manholes, 24‐30 ft. EA 18,000 $ ‐ $ 7.00 Project Specific Considerations 7.01 Golf Course Turf Grass Repair 20,444 SY 3.50 $ 71,554 $ 7.02 Golf Course Misc Irrigation Replacement 1 LS 20,000 $ 20,000 $ 7.03 Reconnect Sewer Services 1 LS 50,000 $ 50,000 $ 8.00 Miscellaneous Other 8.01 Bypass Pumping 5.0% 50,000 $ 8.02 Bonding / Admin 2.5% 26,000 $ ESTIMATED CONSTRUCTION SUBTOTAL 1,208,000 $ Contingency 1 302,000 $ Planning, Engineering, & Administrative Costs 2 378,000 $ Washington State Sales Tax 157,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 2,045,000 $ 1 2 3 ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES Estimated at 25% of construction subtotal Planning, Engineering, & Administrative costs include: Geotechnical Evaluations, Design, Survey, Construction Management, O&M Manuals, Record Drawings, and Administration. Estimated at 25% of construction subtotal, including contingency Costs are in 2014 dollars and should be inflated appropriately to the mid‐point of construction for budgeting purposes. No easement acquisition or legal costs are included. \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- 2810 W. Clearwater Ave. Suite 201, Kennewick, WA 99336 PROJECT: City of Kennewick DATE: 23‐Apr‐14 2014 General Sewer Plan PROJECT MH ID: Zintel Canyon Dam Interceptor ITEM: S.4 J‐U‐B PROJ. NO.: 30‐13‐032 ITEM No. DESCRIPTION QTY UNIT UNIT PRICE TOTAL COST 1.00 Mobilization 8.0% 121,000 $ 2.00 Construction Traffic Control 5.0% 76,000 $ 3.00 Gravity Sewer Pipe 3.01 8" PVC Gravity Sewer Pipe LF 16 $ ‐ $ 3.02 10" PVC Gravity Sewer Pipe 4,904 LF 18 $ 88,272 $ 3.03 12" PVC Gravity Sewer Pipe 916 LF 20 $ 18,320 $ 3.04 15" PVC Gravity Sewer Pipe 1,012 LF 30 $ 30,360 $ 3.05 18" PVC Gravity Sewer Pipe 3,014 LF 40 $ 120,560 $ 3.06 21" PVC Gravity Sewer Pipe 2,840 LF 50 $ 142,000 $ 3.07 24" PVC Gravity Sewer Pipe LF 65 $ ‐ $ 3.08 30" PVC Gravity Sewer Pipe LF 80 $ ‐ $ 3.09 36" PVC Gravity Sewer Pipe LF 110 $ ‐ $ 3.10 Import Bedding and Foundation Material 12,685 LF 15 $ 190,275 $ 4.00 Gravity Trench Excav./Backfill 4.01 4‐10 ft. 6,143 LF 20 $ 122,860 $ 4.02 4‐10 ft. Alley LF 25 $ ‐ $ 4.03 10‐16 ft. 5,952 LF 30 $ 178,560 $ 4.04 10‐16 ft. Alley LF 40 $ ‐ $ 4.05 16‐20 ft. 590 LF 50 $ 29,500 $ 4.06 16‐20 ft. Alley LF 60 $ ‐ $ 4.07 20‐24 ft. LF 70 $ ‐ $ 4.08 24‐28 ft. LF 100 $ ‐ $ 4.09 28‐30 ft. LF 150 $ ‐ $ 4.10 Import Backfill and Foundation Material ‐ CY 25 $ ‐ $ 5.00 Surface Repair 5.01 Natural Ground LF 20 $ ‐ $ 5.02 Gravel Roadway 12,685 LF 25 $ 317,125 $ 5.03 Asphalt ‐ Trench Patch width per City Standards (Required for 4‐16' Depth Sewer) LF 35 $ ‐ $ 5.04 Asphalt ‐ ½ Street width per City Standards (Required for 16‐20' Depth Sewer) LF 50 $ ‐ $ 5.05 Asphalt ‐ Full Street width per City Standards (Required for 20‐30' Depth Sewer) LF 80 $ ‐ $ 6.00 Manholes 6.01 48" Manholes, 4‐10 ft. 11 EA 3,500 $ 38,500 $ 6.02 48" Manholes, 10‐16 ft. 11 EA 4,000 $ 44,000 $ 6.03 48" Manholes, 16‐20 ft. EA 5,500 $ ‐ $ 6.04 60" Manholes, 7‐16 ft. 4 EA 7,500 $ 30,000 $ 6.05 60" Manholes, 16‐24 ft. 4 EA 15,000 $ 60,000 $ 6.06 60" Manholes, 24‐30 ft. EA 18,000 $ ‐ $ 7.00 Project Specific Considerations 7.01 Deep 60" Manhole, 25 ft. 1 LS 20,000.00 $ 20,000 $ 7.02 Rock Excavation 20 EA 2,500 $ 50,000 $ 8.00 Miscellaneous Other 8.01 Bypass Pumping 0.0% ‐ $ 8.02 Bonding / Admin 2.5% 37,000 $ ESTIMATED CONSTRUCTION SUBTOTAL 1,714,000 $ Contingency 1 429,000 $ Planning, Engineering, & Administrative Costs 2 536,000 $ Washington State Sales Tax 222,000 $ TOTAL PROBABLE COST IN 2014 DOLLARS 3 2,901,000 $ 1 2 3 ENGINEER'S OPINION OF PROBABLE COST SCHEDULE OF VALUES Estimated at 25% of construction subtotal Planning, Engineering, & Administrative costs include: Geotechnical Evaluations, Design, Survey, Construction Management, O&M Manuals, Record Drawings, and Administration. Estimated at 25% of construction subtotal, including contingency Costs are in 2014 dollars and should be inflated appropriately to the mid‐point of construction for budgeting purposes. No easement acquisition or legal costs are included. \\Kwkfiles\public\Project\JUB\30‐13‐032 ‐ COK 2014 Sewer Comp Plan Update\Text\Reports\2014 GSP Update\Appendix I CIP\CIP matrix_2 ---PAGE BREAK--- Appendix J Environmental Checklist and Determination of Non-Significance ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Appendix K 2014 Renewals and Replacements List ---PAGE BREAK--- * CIP Rating Break Down Points #1 Failing Lines or Components 10 #2 Undersized Lines 8 #3 Maintenance issues 7 #4 Easement Lines 6 #5 Over 25 years old 3 2011 Mainline# Manhole # Location Length in Feet Construction Type Cost Estimate Comments / Type of Pipe Priority Sewer Cleaning schedule *CIP Rating Break Down 26 34994ML0091 3213 W Metaline Pl 475 Reconstruct #2 roots in joints cracks in pipe at 370 Ft repair made to pipe with PVC water infiltration around repair believe to be from irrigation Conc. 6 Month #1#3 #4 #5 26 34994ML0092 3312 W Metaline Pl 523 Reconstruct Roots thru out pipe, Cracks in pipe, line deviates in many places, Grease Conc 6 Month #1 #3 #4 #5 26 01894ML0071 01894ML0072 01894ML0067 210 W 6th Ave 622 Reconstruct Roots in joints and laterals to #5 , Bellies Conc 12 Month #1#3#4#5 26 02891ML0071 1512 W 2nd Ave 380 Reconstruct Roots in joints and roots around wyes Conc 12 Month #1 #3 #4 #5 26 02892ML0001 220 Vista Way 409 Reconstruct Large bellies through out pipe.Pipe goes under building Conc 6 Month 26 02892ML0047 2541 W Kennewick Ave 392 Reconstruct Multiple cracks in pipe grease problem,cement in joints, Conc 12 Month #1 #3 #4 #5 26 02894ML0026 1522W 6th Ave 294 Reconstruct This line has been relined but still have root issues bad around Wye's and still some joints Conc/Relined 12 Month #1 #3 #4 #5 26 03893ML0034 3809 W 4th Ave 350 Reconstruct Bad repairs, Grease , object driven into pipe 12 Month #1 #3 #4 #5 26 03894ML0052 03894ML0051 03894ML0050 03894ML0053 721 S Morain St to 3309 W 7th Ave ( KID ditch easement) 690 Reconstruct Large Bellies and Grease and roots Conc 6 Month #1 #3 #4 #5 SEWER CIP LIST Top 5 Trouble lines in red Other priority lines in yellow Determined by maintenance crew Lines can be viewed in Wincam ---PAGE BREAK--- * CIP Rating Break Down Points #1 Failing Lines or Components 10 #2 Undersized Lines 8 #3 Maintenance issues 7 #4 Easement Lines 6 #5 Over 25 years old 3 SEWER CIP LIST Top 5 Trouble lines in red Other priority lines in yellow Determined by maintenance crew Lines can be viewed in Wincam 26 06802ML0073 415 E 2nd ave 282 Reconstruct Large belly,roots in joint,grease Conc 12 month #1 #3 #4 #5 26 06803ML0112 600 BLK E 7th ave 163 Reconstruct Roots in joints and around wyes to #5 / hole in pipe Conc 6 Month #1 #3 #4 #5 26 06804ML0030 06804ML0031 817 S Ivy St 550 Reconstruct Bellies, roots in joints and wye's, cracks in pipe Conc 6 Month #1 #3 #4 #5 26 34991ML0030 3411 W Canal Dr 111 Reconstruct pipe,roots around wye's Invert in MH is to high causeing back-up Conc 12 Month #1 #3 #4 #5 26 36994ML0029 630 W Entiat 491 Reconstruct Roots in joints, lines deviations Conc 12 Month #1 #3 #4 #5 20 01892ML0043 722 W Kennewick Ave 678 Reconstruct Large cracks in pipe and roots in several joints. Also line is to long to clean with flow needs a M/H installed at mid point Conc #1 #3 #5 20 01893ML0012 01893ML0013 01893ML0016 01893ML0019 909 S Hartford St thru 612 S Hartford st 1423 Reconstruct Roots in joints thru out, roots around Wye's, eroded pipe and small cracks Conc 8 6 Month #1 #3#5 20 01894ML0037 910 S Fruitland St 320 Reconstruct #2 Roots through out pipe Conc 6 month #1 #3 #5 20 01894ML0049 805 S Fruitland St 170 Reconstruct #2 Roots through out pipe and around Wye's Conc 6 Month 20 03891ML0050 03891ML0051 22 N Irby St 750 Reconstruct Roots in joints thru out pipe,large root masses from laterals 6 Month #1 #3 #5 ---PAGE BREAK--- * CIP Rating Break Down Points #1 Failing Lines or Components 10 #2 Undersized Lines 8 #3 Maintenance issues 7 #4 Easement Lines 6 #5 Over 25 years old 3 SEWER CIP LIST Top 5 Trouble lines in red Other priority lines in yellow Determined by maintenance crew Lines can be viewed in Wincam 20 06802ML0002 06802ML0022 06802ML0024 06802ML0072 06802ML0071 06802ML0036 06802ML0039 06802ML0040 Beech St interceptor line 1976 Reconstruct Undersized line, flows almost full and backs up several lines coming in to it causing grease problems in feeder lines 12 Month #5 20 06803ML0103 06803ML0102 06803ML0064 06803ML0065 06803ML0058 06803ML0067 06803ML0085 06803ML0088 Beech St interceptor line 2152 Reconstruct Undersized line, flows almost full and backs up several lines coming in to it causing grease problems in feeder lines 6 Month #1 #3 #5 20 01891ML0011 S. Auburn & W. 2nd St. 266 Reconstruct Numerous Roots in joint Conc #1 #3 #5 20 01892ML0004 4 N Newport Reconstruct Bellies and roots in joints Conc 6 Month #1 #3 #5 20 01892ML0011 01892ML0012 30 N Lyle St 604 Reconstruct Bellies, roots in joint, Pipe broke around wye's, line deviations Conc 12 Month #1 #3 #5 20 01892ML0015 1223 W Kennewick ave 272 Reconstruct Belly and roots in joints Conc 12 Month #1 #3 #5 20 01892ML0022 926 W Canal Dr. 66 Reconstruct Line is layed flat #1 roots through out pipe Conc 12 Month #1 #3 #5 20 01892ML0037 115 N Hartford St 122 Reconstruct Roots in joints and laterals to #4 Conc 12 Month #1 #3 #5 20 01892ML0042 925 W Kennewick Ave 416 Reconstruct #3 roots,lots of cracks in pipe VC 12 Month #1 #3 #5 20 01892ML0051 311 S Olympia St 416 Reconstruct Belly and roots in joints and wye's Conc 20 01893ML0010 902 S Ione St 118 Reconstruct #2-#4 roots in joints / grease Conc 6 Month #1 #3 #5 ---PAGE BREAK--- * CIP Rating Break Down Points #1 Failing Lines or Components 10 #2 Undersized Lines 8 #3 Maintenance issues 7 #4 Easement Lines 6 #5 Over 25 years old 3 SEWER CIP LIST Top 5 Trouble lines in red Other priority lines in yellow Determined by maintenance crew Lines can be viewed in Wincam 20 01894ML0023 219 W 6th Ave 422 Reconstruct Roots at joints all thru line,bellies Conc 12 Month 20 01894ML0033 424 W 8th Ave 232 Reconstruct Roots in joints and around wye's / bellies Conc 6 Month 20 01894ML0041 635 S Everett St 362 Reconstruct Bellies, roots in joints to #5 Conc 6 Month #1 #3 #5 20 01894ML0053 814 S Fruitland St 155 Reconstruct Roots in joints and around wye's / bellies Conc 6 Month #1 #3 #5 20 01894ML0057 911 S Dayton St 170 Reconstruct Roots in all joints, several cracks and holes in pipe and around Wye's Conc 6 Month 20 02891ML0013 216 S Olympia St 499 Reconstruct Roots to #3 thru out pipe in joints and wye's Conc 6 Month #1 #3 #5 20 02892ML0013 2406 W 3rd Pl 354 Reconstruct Roots in joints and around wye's, bellies in line, Roots to #4 Conc 12 Month #1 #3 #5 20 02892ML0033 02892ML0034 210 S Anderson St 438 Reconstruct Several large bellies through out pipe,roots in joints thru out pipe Conc 12 Month #1 #3 #5 20 02892ML0037 2420 W 1st Ave 117 Reconstruct Roots in joints to #3 Conc 6 Month #1 #3 #5 20 02893ML0022 609 South Zillah 206 Reconstruct Roots in joints to #3 Conc 6 Month #1 #3 #5 20 02893ML0006 2114 W 5th Ave 200 Reconstruct Roots in joints and around old repairs Conc 12 Month #1 #3 #5 20 02893ML0018 02893ML0017 510 S Anderson St 442 Reconstruct #2 Roots in joints and around wye's Conc 6 Month 20 02893ML0027 2715 W 5th ave 226 Reconstruct Offset joints and tap roots in joints Conc 12 Month #1 #3 #5 20 02893ML0037 2633 W 6th Ave 253 Reconstruct #2 roots and cracks in pipe Conc 6 Month 20 02893ML0015 2301 West 4th pl 271 Reconstruct Roots in joints to #4 thru out line Conc 6 Month 20 02893ML0063 2210 W 6th Ave 359 Reconstruct Roots in joints to #4 thru out line Conc 6 Month #1 #3 #5 ---PAGE BREAK--- * CIP Rating Break Down Points #1 Failing Lines or Components 10 #2 Undersized Lines 8 #3 Maintenance issues 7 #4 Easement Lines 6 #5 Over 25 years old 3 SEWER CIP LIST Top 5 Trouble lines in red Other priority lines in yellow Determined by maintenance crew Lines can be viewed in Wincam 20 02893ML0145 02893ML0030 409 S Dennis St 488 Reconstruct Roots in joints #3-#5,line deviates left and right Conc 6 Month #1 #3 #5 20 02893ML0157 02893ML0090 2419 W 7th Ave 260 Reconstruct Cracks in pipe,roots #2-#3 Conc 6 Month #1 #3 #5 20 02894ML0028 500 Blk Quincy 331 Reconstruct Grease problem, #1 Roots Conc 6 Month #1 #3 #5 20 03891ML0032 3321 w Kennewick Ave 400 Reconstruct Roots in joints Conc 6 Month #1 #3 #5 20 03891ML0033 3321 w Kennewick ave 418 Reconstruct Roots in joints Conc 6 Month #1 #3 #5 20 03891ML0034 3121 W Kennewick Ave 386 Reconstruct Grease and roots Conc 12 Month 20 03892ML0017 22 S Quillan St 211 Reconstruct Roots in jointsConc 6 Month #1 #3 #5 20 03892ML0018 3921 W 2nd Ave 145 Reconstruct Roots in joints Conc 6 Month #1 #3 #5 20 03892ML0060 3702 W 4th Ave 195 Reconstruct Roots, bellies and bad joints Conc 6 Month #1 #3 #5 20 03893ML0004 03893ML0003 4215 W 4th Ave 338 Reconstruct Several joints in pipe have #2 an #3 roots / Heavy Grease Concrete 6 Month #1 #3 #5 20 03893ML0011 427 N Quillan St 330 Reconstruct Roots in joints, Bellies,Grease Conc 6 Month #1 #3 #5 20 03894ML0004 825 S Morain St 440 Reconstruct Belly and roots / grease problem Conc 12 Month #1 #3 #5 20 03894ML0049 3296 W 9th Ave 245 Reconstruct Bellies and roots AC 12 Month #1 #3 #5 ---PAGE BREAK--- * CIP Rating Break Down Points #1 Failing Lines or Components 10 #2 Undersized Lines 8 #3 Maintenance issues 7 #4 Easement Lines 6 #5 Over 25 years old 3 SEWER CIP LIST Top 5 Trouble lines in red Other priority lines in yellow Determined by maintenance crew Lines can be viewed in Wincam 20 04891ML0008 04891ML0009 04891ML0011 4705 W 4th ave thru 4803 W 4th ave 450 Reconstruct Bellies and roots Concrete 12 Month #1 #3 #5 20 04894ML0033 4801 W 5th Ave 162 Re-Aline Bellies thru out line PVC 6 month #1 #3 #5 20 04894ML022 5011 W 6th pl 283 Reconstruct Roots in joints, cracks in pipe AC 6 Month 20 05891ML0003 6715 W Kennewick Ave 248 Reconstruct Major belly / grease problem PVC 12 Month #1 #3 #5 20 05892ML0010 6825 W Kennewick Ave 275 Reconstruct Large bellies, Grease problem PVC 12 Month #1 #3 #5 20 05893ML0001 416 S wilson 410 Reconstruct Large bellies, grease problem Truss 6 Month #1 #3 #5 20 05893ML0002 602 S Wilson 463 Reconstruct Large bellies, grease problem Truss 6 Month #5 20 05893ML0003 7011 W 6th Ave 396 Reconstruct Large bellies, grease problem Truss 12 Month #5 20 05893ML0004 631 S Taft St 387 Reconstruct Large bellies, grease problem Truss 12 Month #5 20 06802ML0056 503 E 2nd Ave 159 Reconstruct Roots in joints and grease problem Conc 12 Month #5 20 06803ML0047 432 S Elm St 255 Reconstruct Roots in joints / bellies Conc 6 Month #1 #3 #5 20 06803ML0048 432 S Elm St 356 Reconstruct Roots in joints Conc 6 Month #1 #3 #5 20 06803ML0051 432 S. Elm St 318 Reconstruct Roots in joints to #5 thru out line Conc 6 Month #1 #3 #5 20 06803ML0052 424 E 4th Ave 307 Reconstruct Roots in joints to #4 thru out line Conc 6 Month #1 #3 #5 20 06803ML0108 323 E 8th Ave 363 Reconstruct multipule cracks in line,roots to # 2 Conc 6 Month #1 #3 #5 20 06804ML0003 744 E 5th Ave 393 Reconstruct multipule cracks in line,roots to # 4 Conc 6 Month #1 #3 #5 20 06804ML0026 805 S Juniper St 107 Reconstruct Roots in joints thru out line Conc 6 Month #1 #3 #5 ---PAGE BREAK--- * CIP Rating Break Down Points #1 Failing Lines or Components 10 #2 Undersized Lines 8 #3 Maintenance issues 7 #4 Easement Lines 6 #5 Over 25 years old 3 SEWER CIP LIST Top 5 Trouble lines in red Other priority lines in yellow Determined by maintenance crew Lines can be viewed in Wincam 20 06804ML0033 744 E 5th Ave 371 reconstruct Roots in joints thru out line Conc 6 Month #1 #3 #5 20 06804ML0084 1006 E 8th Ave 221 Reconstruct Roots in joints thru out pipe to #3 Conc 6 Month #1 #3 #5 20 07802ML0006 201 E 5th Ave 423 Reconstruct Roots to #3 thru out pipe in joints and wye's Conc 6 Month #1 #3 #5 20 07802ML0007 221 E 5th Ave Reconstruct Roots to #3 thru out pipe in joints and wye's Conc 6 Month #1 #3 #5 20 07802ML0008 19 E 14th Ave 321 Reconstruct Roots in joints Conc 12 Month #1 #3 #5 20 07802ML0015 1421 S Cedar St 453 Reconstruct Crack in pipe, roots in stub out Conc 12 Month #1 #3 #5 20 10892ML0026 1703 S Olson St 427 Reconstruct Belly and grease problems from belly AC 12 Month #1 #3 #5 20 11894ML0030 1911 S Rainier St 254 Reconstruct Bellies and bad grease problem PVC 6 month #1 #3 #5 20 12891ML0012 1350 S Washington St 547 Reconstruct Roots coming in around Wye's Conc 12 Month #1 #3 #5 20 12891ML0022 510 W 12th Ave 211 Reconstruct Roots in joints thru out pipe to #2 Conc 12 Month #1 #3 #5 20 12891ML0029 404 W 12th Ave 209 Reconstruct Roots in joints and laterals to #3 Conc 12 Month #1 #3 #5 20 12891ML0098 514 W 16th Ave 81 Reconstruct Cracks in pipe, Roots to #3 in joints and around Wye's Conc 12 Month #1 #3 #5 20 12891ML0103 1723 S Dayton PL 353 Reconstruct Bellies, roots in joints to #3 Conc 6 month #1 #3 #5 20 12891ML0109 1632 Everett Pl 40 Reconstruct #3 roots thru out line to #5 Conc 6 month #1 #3 #5 20 24891ML0014 4809 S Dayton Pl 288 Reconstruct Several large bellies in pipe PVC 12 Month #5 20 31991ML0029 400 Col Center--East of Bon Marche 47 Reconstruct Line deviations, Bad link pipe repair,Roots out of link pipr repair Conc #1 #3 #5 20 31993ML0007 8906 W Hood Ave 215 Reconstruct Bellies and grease problem truss 12 Month #1 #3 #5 ---PAGE BREAK--- * CIP Rating Break Down Points #1 Failing Lines or Components 10 #2 Undersized Lines 8 #3 Maintenance issues 7 #4 Easement Lines 6 #5 Over 25 years old 3 SEWER CIP LIST Top 5 Trouble lines in red Other priority lines in yellow Determined by maintenance crew Lines can be viewed in Wincam 20 31993Ml0096 8716 W Imnaha Ave Reconstruct Bellies and grease problem truss 12 Month #1 #3 #5 20 31994ML0044 7913 W Deschutes ave 188 Reconstruct Numerous bellies, Grease Truss 12 Month #1 #3 #5 20 34992ML0020 958 S Perry St 196 Reconstruct #3 Roots Through out the pipe Conc 6 Month 20 34992ML0029 4315 W Metaline Ave 148 Reconstruct Grease problem due to bad M/H @ MH 0009 PVC 12 Month #1 #3 #5 20 35993ML0055 409 W Yelm St 568 Reconstruct Cracks and breaks thru out pipe, line deviations (Can not get TV thru) Conc 12 Month #1 #3 #5 20 35993ML0102 2417 W Clearwater ave 136 Reconstruct Grease, bad repairs Conc 12 Month #1 #3 #5 20 35994ML0011 417 N Underwood St 563 Reconstruct Roots in joints,deviations in line , erosion in line Conc 12 Month #1 #3 #5 20 35994ML0013 2108 W Entiat St 217 Reconstruct Roots in joints to line deviations,Can not TV all line due to deviation Conc 12 Month #1 #3 #5 20 36993ML0037 507 N Kent St 361 Reconstruct #2 and #3 roots throught out pipe Conc 12 Month #1 20 36993ML0037 36993ML0056 507 N Kent St 461 Reconstruct Roots in joints and around Wye's thru out pipe, Bellies and small cracks in pipe Conc 12 Month #1 #3 #5 ---PAGE BREAK--- * CIP Rating Break Down Points #1 Failing Lines or Components 10 #2 Undersized Lines 8 #3 Maintenance issues 7 #4 Easement Lines 6 #5 Over 25 years old 3 SEWER CIP LIST Top 5 Trouble lines in red Other priority lines in yellow Determined by maintenance crew Lines can be viewed in Wincam 20 36993ML0046 1101 W Entiat Ave 453 Reconstruct Roots in joints and around Wye's to holes in pipe and cracks in pipe Conc 12 Month #1 #3 #5 20 36993ML0049 523 N Kent Pl 351 Reconstruct Multiple cracks in pipe Conc 12 Month #1 #3 #5 20 36994ML0029 630 W Entiat 491 Reconstruct #2 Roots through out pipe Conc 12 Month 20 36994ML0057 429 N Garfield St 347 Reconstruct Several deviations in pipe Small hole #2 roots Conc 12 Month 19 02894ML0072 1923 West 4th ave 146 Reconstruct Cement in joints and #2 roots in joints Conc #5 19 36994ML0057 429 N. Garfield St. 348 Reconstruct Numerous Bellies, #1 Roots, small hole at top of pipe Conc 12 Month 19 02891ML0047 10 S Underwood St 197 Reconstruct Hole in pipe at 180 Ft #3 roots an cement in several joints Concrete #1 #4 #5 17 02894ML0026 1522 W. 6th Ave. 294 Reconstruct Numerous Roots protruding from laterrals PVC 6 Month #1,3 17 33991ML0012 1126 N Cleveland St 316 Reconstruct Large bellies, Grease problem PVC 6 Month #1 #3 17 34992ML0040 904 N Neel St. 368 Reconstruct Root problem in joints, grease Conc 6 Month #1 #3 13 01891ML0009 124 S. Cascade St. 384 Reconstruct #1 Roots Conc #1,#5 13 01891ML0014 120 S Benton St 320 Reconstruct Protruding lateral an broken pipe 13 Ft from M/H0060 Clay pipe #5 13 01891ML0034 403 W Albany St 153 Spot Repair Hole inside of pipe roots in several joints Clay pipe #5 13 01891ML0037 107 W Canal Dr 172 Reconstruct Cracks in pipe Clay #1 #5 13 01891ML0054 127 W Kennewick Ave 382 Reconstruct Small cracks through out pipe Clay #1 #5 ---PAGE BREAK--- * CIP Rating Break Down Points #1 Failing Lines or Components 10 #2 Undersized Lines 8 #3 Maintenance issues 7 #4 Easement Lines 6 #5 Over 25 years old 3 SEWER CIP LIST Top 5 Trouble lines in red Other priority lines in yellow Determined by maintenance crew Lines can be viewed in Wincam 13 01891ML0072 W. Canal Dr. & N. Garfield 326 Reconstruct Numerous Bellies, Line deviates Conc #1,#5 13 01893ML0002 814 S Garfield St 337 Reconstruct #2 and #3 roots through out pipe Conc #1,#5 13 01893ML0021 714 W. 5th Ave. 209 Reconstruct # 4 Roots Conc #1,#5 13 02891ML0009 1425 W Kennewick Ave 153 Reconstruct Bellies through out pipe Conc #1 #5 13 02893ML0047 2525 S. Conway PL. 131 Reconstruct Line doesn't come into manhole Conc #1,#5 13 02893ML0035 2701 West 6th Ave 50 Reconstruct Deviation in pipe and hole in top of pipe Conc #5 13 02893ML0048 2528 W 6th Pl 180 Reconstruct Line has several cracks an breaks through out pipe Conc #1 #5 13 02894ML0029 1506 W. 6th Ave. 334 Reconstruct Numerous Roots protruding laterrals Conc #1,#5 13 02894ML0179 1924 W 10th Ave 534 Reconstruct Pipe changes from Concrete to PVC at 443 Ft from M/H 0077 #1 roots through out pipe #1 #5 13 03893ML0001 420 S Tweedt St 307 Reconstruct Several large bellies in pipe at 45 Ft hole, Cracks in pipe Conc. #5 13 03893ML0036 623 S Morain St 368 Spot Repair Hole in side of pipe at 190 Ft PVC #5 13 06803ML0113 318 S. Gum St. 191 Reconstruct and #3 Roots in joints Conc #1,#5 13 06804MH0082 724 E 8Th St 120 Reconstruct #2 an #3 roots in several joints Buried C/O at end of line Concrete #5 13 06804ML0038 1015 E. 4th Ave. 120 Reconstruct #5 Roots with 2 holes in pipe Conc #1,#5 13 07802ML0042 207 E 11Th Ave 207 Reconstruct 3 patches made to pipe 2 protruding lateral Conc. #5 13 08891ML0024 1601 S Penn St 241 Reconstruct Crack in pipe 104 Ft from M/H0019 2" bellies through out pipe PVC pipe #5 13 0893ML0031 2616 S Kellogg St 307 Spot Repair Break in pipe with bad repair 177 Ft from M/H0003 PVC #5 13 09891ML0049 4824 W 14th Ave 190 Spot Repair Large hole in pipe at 9 Ft Truss #5 13 09893ML0017 5600 W 25th Ave 261 Spot repair At 164 Ft from M/H0029 there is a rolled gasket which causes backup PVC #5 ---PAGE BREAK--- * CIP Rating Break Down Points #1 Failing Lines or Components 10 #2 Undersized Lines 8 #3 Maintenance issues 7 #4 Easement Lines 6 #5 Over 25 years old 3 SEWER CIP LIST Top 5 Trouble lines in red Other priority lines in yellow Determined by maintenance crew Lines can be viewed in Wincam 13 09893ML0018 2525 S Harrison Pl 364 Spot repair Crack in pipe at 337 Ft from M/H0010 PVC #5 13 11894ML0012 2013 W 26th Ave 259 Reconstruct Several bellies in pipe PVC #5 13 31993ML0061 8612 W Hood Ave 263 Reconstruct Several large bellies pipe has bulge at 247 #1 , #5 13 34991ML0032 Neel & Canal Dr. 35 Reconstruct Grease problem Conc #1,#5 13 34992ML0004 4401 W. Metaline Ave. 176 Reconstruct #2 Roots Conc #1,#5 13 34992ML0007 4321 W. Metaline Ave. 199 Reconstruct # 3 Roots in joints Conc #1,#5 13 34993ML0007 4223 W Klamath Ave 258 Spot Repair At 258 Ft from M/H0060 large hole in side of Truss pipe #5 13 34994ML0019 719 N Huntington St 347 Reconstruct Pipe broken at 116 Ft to 120 Ft Cement in joints Conc. #5 13 35994ML0004 305 N Quincy Pl 273 Reconstruct Roots in all joints 2 protruding lateral Broken pipe at 273 Ft just out of M/H0018 Conc. #1,#5 13 35994ML0008 525 N Vancouver St 117 New M/H At 74 Ft line deviates 45 degrees install new M/H Conc. #5 13 36994ML0053 335 W. Columbia Dr. 173 Reconstruct Cement in joints Clay #1,#5 13 36994ML0059 525 N Fruitland St 240 Reconstruct #3 roots and cracks through out pipe line is cap at end no C/O Conc #1 #5 10 03893Ml0016 3706 W 6th Ave 456 Reconstruct Bellies, rock dents, grease build up PVC 12 Month #3 #5 10 04894ML0023 4501 W 4th pl 178 Reconstruct Bellies and grease AC 12 Month #3 #5 10 05891ML0009 305 S Roosevelt 196 Reconstruct Grease PVC 6 month #3 #5 10 05891ML0011 303 S Roosevelt 336 Reconstruct Grease PVC 6 month #3 #5 10 05893ML0013 701 W 7th Ave 218 Reconstruct Bellies and grease PVC 12 Month #3 #5 10 11893MH0022 2309 W 24th Ave N/A Reconstruct Off set at drop coming into M/H PVC pipe #1 10 24891ML0031 5219 S Dayton St 370 Spot Repair At 31 Ft lateral connection to sewer main has large hole PVC #1 10 24891ML0033 5108 S Dayton St 390 Spot repair Crack in top of pipe at 305 Ft PVC #1 ---PAGE BREAK--- * CIP Rating Break Down Points #1 Failing Lines or Components 10 #2 Undersized Lines 8 #3 Maintenance issues 7 #4 Easement Lines 6 #5 Over 25 years old 3 SEWER CIP LIST Top 5 Trouble lines in red Other priority lines in yellow Determined by maintenance crew Lines can be viewed in Wincam 10 31992ML0003 8701 W Gage Blvd 198 Reconstruct At 12 FT break in pipe Truss #1 10 31992ML0053 1302 N Montana St 316 Spot Repair At153 Ft lateral has large hole were connection to sewer main PVC #1 10 31993ML0069 614 N Montana St 26 Spot Repair Roots coming into M/L 26ft out of M/H0106 Truss pipe #1 10 31994ML0016 7922 W Imnaha Ave 286 Reconstruct Several Bellies, Grease Truss 12 Month #3 #5 10 34992ML0018 3946 W Okanogan Ave 39 Reconstruct Grease Conc 12 Month #3 #5 10 34993ML0014 812 N Sheppard Pl 230 Reconstruct Grease,roots in joints Conc 12 Month #3 #5 10 34994ML0011 3503 W John Day ave 347 Reconstruct Grease, bellies thru out line 12 Month #3 #5 3 01892ML0018 40 N Kent St 600 Spot Repair Need new M/H installed at 300 Ft Concrete Pipe #5 3 02892ML0079 2625 W Albany 365 Reconstruct Cement in several joints Concrete #5 ---PAGE BREAK--- Appendix L Agreements ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Appendix M Standard Specifications for Sanitary Sewer ---PAGE BREAK--- Sanitary Sewer 3-0 Rev 12/07 Section 3 Index Sanitary Sewer 3-1 Sanitary Sewer 3-2 Pipe Bedding 3-3 Trench Excavation and Backfill 3-4 Sewer Service Lines 3-5 Standard Manhole 3-6 Cleanout 3-7 Sanitary Sewer Pipe Plugs 3-8 Connect to Existing Manhole 3-9 Adjust Existing Casting to Grade 3-10 Abandoned Conduits 3-11 Flushing and Testing ---PAGE BREAK--- Sanitary Sewer 3-1 Rev 12/07 SECTION 3 CITY OF KENNEWICK STANDARD SPECIFICATIONS FOR SANITARY SEWER 3-1 SANITARY SEWER 3-1.01 DESIGN AND ACCEPTANCE These specifications cover the furnishing and installation of sanitary sewer pipe, manholes, cleanouts, and other appurtenances as shown on the plans or as directed by the Engineer. Sewer related standard drawings are contained in standard drawings Section 3 of these standard specifications. All construction shall be in conformance with SWSS Section 7–17, the Washington Department of Ecology Sewage Works Design Manual and these specifications. Where the existing mains will not support the service depth, required by Standard Drawing 3-6, the main line extension shall be kept as deep as possible. All extensions of sewer mains will be designed to a depth as required to serve all future areas that will be serviced by the main line, except that where existing sewer depths allow, the minimum sewer main line invert depth will be eight feet. Sewers shall provide a uniform slope at the design grade and meet all test requirements. Manholes shall be spaced at a maximum 400 feet. Main line cleanouts may only be used on the ends of runs not exceeding 150 feet in length. The engineer may accept isolated “belly’s” not to exceed 3/4-inch in depth. All variations from the above design requirements will be subject to approval of the City Engineer. 3-1.02 APPROVED PIPE AND JOINT MATERIALS The sanitary sewer pipe shall be one of the type as indicated unless a different type and class of pipe is called for in the contract special provisions. A. ACRYLONITRILE-BUTADIENE-STYRENE (ABS) PIPE shall conform to the requirements of SWSS Section 9-05.14. B. POLYVINYL CHLORIDE (PVC) PIPE shall conform to the requirements of ASTM D3034, SDR35. The pipe laying length shall not exceed 14.0 feet. C. DUCTILE IRON PIPE shall conform to the requirements of ASTM A 21.51 or AWWA C-151 and shall be cement mortar lined, push-on joint and shall be Class 50. ---PAGE BREAK--- Sanitary Sewer 3-2 Rev 12/07 D. Jointing materials and fittings shall conform to the requirements of SWSS Section 9- 05 for the type of pipe material installed. All repairs to PVC sewer pipe shall be made using gasketed PVC SDR35, ASTM D3034 couplings only. E. Piping material to be installed by the Contractor shall be one of the above unless otherwise specified in the contract Special Provisions. 3-1.03 MEASUREMENT AND PAYMENT The unit contract price for each size of "Sewer Pipe", per linear foot, shall be full compensation for furnishing all labor, materials, 5/8-inch minus crushed rock bedding under the pipe, equipment, testing, connections to existing lines and all other incidentals necessary to perform the work in accordance with the plans and specifications or as directed by the Engineer. 3-2 PIPE BEDDING 3-2.01 GENERAL It is the intent of this contract to use select native material from the site for backfill around the sanitary sewer pipe. When unsuitable native material exists or is encountered during trench excavation, imported bedding material may be required by the Engineer, depending on type of pipe being installed and the type of materials encountered. Where directed by the Engineer, the Contractor shall furnish and place imported pipe bedding. bedding material below the bottom of the pipe shall be 5/8-inch minus crushed rock. 3-2.02 5/8-INCH MINUS CRUSHED ROCK BEDDING All sewer pipe shall be bedded below the bottom of the pipe with 5/8-inch minus crushed rock as per the City of Kennewick Standard Drawing 4-7. Crushed rock shall be clean, 5/8- inch minus, well-graded, crushed rock and shall be subject to acceptance by the Engineer. 3-2.03 OVEREXCAVATION Where over excavation occurs, the Contractor shall be required to bring the over excavated trench bottom back to grade with 5/8-inch minus crushed rock. 3-2.04 COMPACTION The bedding material shall be placed and compacted in lifts not to exceed six inches The pipe bedding shall be compacted to not less than 95 percent of maximum density. Compaction shall be done in such a manner as to preclude future settlement. 3-2.05 MEASUREMENT AND PAYMENT Select native materials which are acceptable and utilized as bedding and do not require truck haul, shall be considered as incidental and included in the “Trench Excavation and Backfill” pay item, and no additional payment will be made for their use as “Imported Pipe Bedding.” ---PAGE BREAK--- Sanitary Sewer 3-3 Rev 12/07 The unit contract price for “Imported Pipe Bedding”, per linear foot, shall be full compensation for furnishing all labor, materials, equipment, and all other incidentals required to supply and place imported pipe, bedding material in accordance with the plans and specifications, or as directed by the Engineer. 5-8-inch minus crushed rock required to bring an over-excavated trench back to grade and 5/8-inch minus crushed rock used in Zone A as per City of Kennewick Standard Drawing 4- 7, shall be considered as in incidental and included in the “Sewer Pipe”, per linear foot pay item, and no additional payment will be made for its use as “Imported Pipe Bedding.” 3-3 TRENCH EXCAVATION AND BACKFILL 3-3.01 GENERAL Trench excavation for sanitary sewer pipe shall be in accordance with SWSS Section 7- 17.3(1) A, except as herein modified and shall be to the depth as shown on the plans and as indicated in the proposal for the various depths required. Pipe zone and bedding shall be per City Standard Drawing 4-7 and Section 3-2. Pavement restoration shall be per City Standard Drawing 2-6 and Section 2-29 of these standards. Trench excavation shall be unclassified unless rock excavation is listed as a pay item. Trench excavation shall include all excavation, disposal of surplus and unsuitable material, and all other work incidental to the construction of the trenches for gravity sewers, force mains, including manholes or other appurtenances, which are part of the pipeline. The Contractor is advised that all water main lines have thrust blocks, typically located as shown on Standard Drawing 4-6. These thrust blocks have been found to be constructed of rocks, blocks, concrete or other materials. The Contractor shall take such precautions, shoring, etc. as required to protect and not disturb the existing thrust blocks. 3-3.02 ROCK EXCAVATION Rock excavation shall include solid rock formations requiring systematic drilling and blasting with explosives and any boulders or broken rock larger than one-half (1/2) cubic yard in volume. Hardpan or cemented gravel, even though it may be advantageous to use explosives in its removal, shall not be classified as solid rock excavation. The Contractor shall notify the Engineer at least 24 hours prior to any blasting. All blasting shall be done in accordance with local, county, and state regulations governing this class of work. Any damage to persons or property resulting from blasting operations shall be the sole responsibility of the Contractor and his surety. 3-3.03 COMPACTION Trench backfill material shall be compacted per the requirements of City Standard 1-13, by means approved by the Engineer as required to preclude future settlement and to achieve ---PAGE BREAK--- Sanitary Sewer 3-4 Rev 12/07 a minimum of 95 percent maximum density when tested in accordance with SWSS Section 7-17.3(3) as herein modified. As a minimum, all trenches which parallel the street centerline shall be compacted with a hoe-mounted or double drum, vibratory mechanical compactor. Hand-operated jumping jacks or shoe-type mechanical tampers will not be approved. 3-3.04 TRENCH SAFETY All trench excavation shall have adequate safety systems for the trench excavation that meet the requirements of the Washington Industrial Safety and Health Act, Chapter 49.17 RCW. The Contractor shall be fully responsible for providing the necessary back sloping, cribbing, trench boxes, etc., as required to meet the specified safety requirements for the trench, manhole, dry well and related excavation, and including providing trench safety for city crews when taps are required to existing sewer mains. Sloping will not be allowed as an option to trench boxes and shoring, when the trench is within paved areas, or when sloping would damage adjoining paved areas. 3-3.05 AC WATER MAIN CROSSING REPAIR When a sanitary sewer main line or storm sewer main line, will cross under a 6-inch or 8- inch AC water main, then prior to excavating under the water main, the section of AC water main, which is estimated to span the trench and to a minimum of three feet each side of the trench, shall be removed and replaced with a section of City Standard C900 PVC water main. After completion of the excavation and backfill, the repair couplings shall remain firmly on undisturbed ground, or the contractor will be required to replace the water repair. 3-3.06 MEASUREMENT A. TRENCH EXCAVATION AND BACKFILL Measurement for payment for "Trench Excavation and Backfill," shall be by the linear foot for the appropriate depth increment of trench excavation and backfill, including measurement through manholes. Measurement shall be the depth from the pipe design invert to original grade, except that where the sewer is constructed in conjunction with street construction, and unless excavation to subgrade is not allowed by the contract Special Provisions, measurement shall be from the pipe invert to the street design subgrade, regardless of when the Contractor chooses to excavate the street to subgrade. B. TRENCH SAFETY SYSTEMS ---PAGE BREAK--- Sanitary Sewer 3-5 Rev 12/07 The unit contract price for "Trench Safety Systems", per linear foot, shall be measured along the trench length through manholes, dry wells and catch basins. C. ROCK EXCAVATION When provided for in the bid proposal, Measurement for Payment for "Rock Excavation" shall include boulders exceeding one-half cubic yard in volume and solid rock, which requires systematic drilling and blasting. Rock Excavation will be measured on a cubic yard basis computed as follows: a. Length Length will be the entire horizontal distance where rock is encountered, measured on a linear foot basis along centerline of the trench. b. Width The trench width for payment of Rock Trench Excavation shall be as follows: Size of Pipe Pay Width of Trench 4" - 15" 2.5 feet 18" - 36" Outside pipe diameter plus 12" 42" & larger Outside pipe diameter plus 24" c. Depth Measurement for depth will be the vertical distance from six inches below the pipe invert to the top of the solid rock strata. Depth will be measured at intervals of 25 feet along centerline of trench, beginning at the first location that solid rock is encountered, and the average depth between measuring points will be the depth used for computing depth of rock. D. ROCK EXCAVATION FOR STRUCTURES Rock excavation quantities for sewer manholes and other sewer structures shall be computed on a cubic yard basis from the actual profile depth as above, multiplied by the area within a line parallel to and one-foot outside of the actual dimensions of the manhole or structure base. 3-3.07 PAYMENT A. TRENCH EXCAVATION AND BACKFILL ---PAGE BREAK--- Sanitary Sewer 3-6 Rev 12/07 The unit contract price for "Trench Excavation and Backfill", per linear foot, for the various depths indicated in the proposal, shall be full compensation for the cost of excavation, backfill, furnishing all labor, equipment, and all other incidentals necessary to perform the work in accordance with the plans and specifications or as directed by the Engineer. All costs to complete the required extra trench depth below the pipe invert, as required to place the specified 5/8-inch minus crushed rock, shall be incidental to the trench excavation items included in the bid proposal. Unless provided for in the contract special provisions, all costs for labor, equipment and materials as required to replace sections of 6-inch and 8-inch AC water mains at all main line trench crossings, shall be considered incidental to the “Trench Excavation and Backfill” bid items as provided in the bid proposal. B. TRENCH SAFETY The unit contract price, as provided in the bid proposal, for "Trench Safety Systems", per linear foot, or per lump sum, shall be full compensation for furnishing all labor, equipment, materials and all other incidentals to meet the requirements of the Washington Industrial Safety and Health Act, Chapter 49.17 RCW, including all requirements at manholes. C. ROCK EXCAVATION When provided for in the bid proposal, the unit contract price for "Rock Excavation" will be based on the unit price, per cubic yard, and will be paid in addition to the payment for trench excavation and backfill at the various depths indicated in the proposal in which the rock is encountered. Payment for rock excavation shall be full compensation for all work required to excavate and dispose of the solid rock material. No payment will be made for rock excavated below required grade or outside the widths mentioned above. 3-4 SEWER SERVICE LINES 3-4.01 GENERAL Side sewer service lines shall be installed and tested in accordance with the requirements of SWSS Section 7-18 as herein modified and City of Kennewick Standard Drawing 3-6. On existing sewer mains, the city will tap the main supply and install the sewer service insert a tee, or equal. The contractor will provide the required trench safety systems for the city crew. 3-4.02 CONSTRUCTION Construction of sewer service lines shall conform to SWSS Section 7-18.3 and as herein modified. Wyes shall be gasket fitted and shall be installed at the 2:00 o’clock or 10:00 o’clock position. Other bends and fittings on 4-inch services shall be gasket or glue joint fitted for the manufacturer's pipe. No bends greater than 45° shall be used within the city right-of-way. All fittings shall be SDR 35 rated for use with SDR 35 sewer pipe. All service pipe joints and 6-inch and larger fittings shall be gasket- jointed. For 4-inch services, wye ---PAGE BREAK--- Sanitary Sewer 3-7 Rev 12/07 taps only will be permitted into the main sewer line, unless written approval is obtained from the Engineer. All services larger than 4-inches shall connect into a sewer manhole at the mainline connection. Where an existing service is being replaced, the alignment and grade of the replacement sewer may be revised from the old position as conditions require, provided that the existing abandoned wye is plugged or capped at the sewer main and that the new service alignment and grade otherwise meet the approval of the Engineer and the requirements of these specifications. The minimum required pipe bury is one foot and the minimum required pipe grade is 2 percent. (One-quarter inch per linear foot or two feet of drop per 100 feet of pipe.) With the approval of the engineer or building official, the grade may be flattened to if gravity sewer service could not otherwise be provided. 3-4.03 CLEANOUTS Cleanouts are required on service laterals as required to meet the following requirements. A: At each 90° elbow (not required if two 45° elbows are used.) B. When a total of 135° bends have been made in the installation (after 3-45° bends.) C. Not more than 100 feet of line can be run without a cleanout being installed. D. A cleanout will be required where the connection is made near the building, unless an existing cleanout already exists just outside or just inside the foundation or basement. E. A cleanout is required immediately of the sewer backflow device if a backflow device is required. F. A cleanout is required at the city right-of-way. 3-4.04 STUB MARKERS AND CAP At all sewer service locations, the Contractor shall tie a 2-inch locator ribbon to the end of the stub and extend the tape vertically to the ground surface. The ends of new sewer service line stubs shall be capped to provide a watertight seal and shall be referenced with a two-inch by four-inch x eight foot long steel stud reinforced with a ground contact pressure treated wood 2 x 4, inserted in the steel stud. When the depth of the service exceeds the reach of the reinforced steel post, then pressure treated 2 x 4’s shall be used in the lower section of the trench as required to the service depth. In vacant lots, the post is to be painted green and left protruding two foot above finished grade at the property line. In existing yards, bury the top of the steel post flush with the finish yard or landscape grade. After back-filling and compacting the trench to within 24 inches of the top of the finished ground grade, the Contractor shall install a continuous two-inch minimum width green plastic coated aluminum pipe locator ribbon over the top of the sewer service which shall be clearly marked, “CAUTION BURIED SEWER LINE," continuously along the length of the stubbed service. Curbs shall be marked with an Services shall be stubbed to a depth as required by City of Kennewick Standard Drawing 3-6. ---PAGE BREAK--- Sanitary Sewer 3-8 Rev 12/07 3-4.05 MEASUREMENT AND PAYMENT FOR SEWER SERVICE LINE Measurement shall be per linear foot horizontal measure, for each size of sewer service. Wye taps shall be measured per each for each size of wye, cleanouts will be measured per each. The unit contract price for "Sewer Service Lines," per linear foot, for "Service Wye," per each, and for “sanitary sewer service cleanout” per each, shall be full compensation for furnishing all trench excavation and backfill, materials, labor, equipment, pipe bedding, end plugs, marker posts, cleanouts, testing, and all other incidentals required to construct side services in accordance with the plans and specifications or as directed by the Engineer. A separate measurement and payment will be made for pavement and concrete curb and sidewalk restorations and for “Trench Safety Systems”. 3-5 STANDARD MANHOLE 3-5.01 GENERAL Manholes are to be furnished and installed in accordance with the City of Kennewick Standard Drawings 3-2, 3-3 and 3-5 and may have either a poured-in-place base or a precast base. Prior to construction, or placing excavated material in the street, impacted storm drain catch basins shall be protected with the City Standard Catch Basin Fabric Sock Protection. When in conjunction with street construction, sewer manhole channels shall be protected as required by Section 2-26 of these specifications. Construction of manholes shall conform to SWSS Section 7-05, except as herein modified. The following provisions shall apply to the construction of all manholes: A. Manhole steps shall be co-polymer polypropylene steel reinforced steps. The steel core shall be a minimum one-half inch steel bar fully enclosed in the co-polymer polypropylene. Steps shall meet all requirements of ASTM C-478 and shall be rated for a minimum 300-foot pound concentrated load and meet the latest OSHA requirements. B. Precast concrete cones shall be eccentric. C. All manhole joints shall be made with flexible gaskets or a positive self-sealing mastic. D. Where installed in conjunction with street construction, the channelization and manhole bases shall be covered by a rigid material such as 3/4-inch plywood or better. This cover shall remain in place until street construction is complete and the manhole castings are grouted and then shall be removed along with all the debris prior to acceptance of construction. ---PAGE BREAK--- Sanitary Sewer 3-9 Rev 12/07 E. Pipe to new and existing manhole connections shall be made in accordance with the requirements of SWSS Section 7-05.3 and 7-05.3(3). F. Manhole sections installed below the high static groundwater level shall be infiltration tested. A water infiltration allowance of 0.20 gallons per hour, per foot of static head above the lowest manhole invert, shall be considered as a satisfactory manhole test. 3-5.02 MEASUREMENT AND PAYMENT 3-5.02.01 STANDARD 48-INCH MANHOLE The unit contract price for "Standard 48-Inch Manhole, (10’ deep)” per each, shall be full compensation for furnishing all labor, materials, frames, covers, ladder rungs, including adjusting the manhole ring and cover to finished grade, and all incidental work required to construct a standard manhole up to a depth of ten (10) feet, complete and in place in accordance with the plans and specifications. When constructed in conjunction with a paving project, a separate payment will be made for adjusting to grade, after completion of paving, as per Standard Drawing 3-4. 3-5.02.02 ADDITIONAL MANHOLE DEPTH The unit contract price for "Additional Manhole Depth," per vertical foot, shall be full compensation for all labor, equipment and materials as required to construct the manhole section, which exceeds ten feet in depth. Measurement for “Extra Depth Manhole” will be from the sewer invert to the cover finish grade, less ten feet 3-5.02.03 DROP CONNECTIONS Payment for drop connections shall be in accordance with the unit contract price for inch Drop Connection", per vertical foot, as measured from the cleanout rim to the invert in near the manhole base , and shall be full compensation for furnishing all labor, materials, and equipment required to construct the drop connection in accordance with the plans and specifications or as directed by the Engineer. 3-6 CLEANOUT 3-6.01 GENERAL Where shown on the plans, the Contractor shall install cleanouts in accordance with SWSS Section 7-19 as herein modified, and the City of Kennewick Standard Drawing 3-1. 3-6.02 MEASUREMENT AND PAYMENT Measurement and payment for each size of "Sewer Cleanout," per each, shall be full compensation for furnishing all labor, materials, equipment, and all other incidentals required to install the cleanout, complete and in place, in accordance with the plans and ---PAGE BREAK--- Sanitary Sewer 3-10 Rev 12/07 specifications including adjusting the cleanout cover to the finished grade or as directed by the Engineer. 3-7 SANITARY SEWER PIPE PLUGS 3-7.01 GENERAL All stubbed out sewer main lines shall be closed with a watertight stopper or plug fastened in place. The end of the plug shall be referenced as specified for sewer services, Section 3-4.04. 3-7.02 MEASUREMENT AND PAYMENT The unit contract price per each, for each size of end cap, shall be full compensation for all labor, equipment and materials to complete the end cap and marker, as required to supply, install and mark the mainline sewer stub as specified. 3-8 CONNECT TO EXISTING MANHOLE 3-8.01 GENERAL Where shown on the plans, the Contractor shall connect the new sewer line into the existing manholes by core drilling the manhole wall. Hammering, chipping and similar wall penetration procedures will not be used. Connection will be by an ring rubber gasket meeting ASTM C-478 in a manhole coupling equal to the Johns-Manville asbestos-cement collar, or utilizing a conical type flexible seal equal to Kore-N-Seal. The existing base shall be chipped out and new channels formed as required to form channels similar to those shown in Standard Drawing 3-2. The new channel shall provide a smooth uniform transition for the new sewer pipe into the existing channel flows. The connection shall be completed in accordance with the requirements of Section 3-5 of these specifications. 3-8.02 MEASUREMENT AND PAYMENT The unit contract price for "Connect to Existing Manhole," per each, shall be full compensation for furnishing all labor, equipment, materials, and all other incidentals as required to core drill, connection seal, connect to and rechannel the existing manhole in accordance with the specifications or as directed by the Engineer. 3-9 ADJUST EXISTING CASTING TO GRADE 3-9.01 GENERAL When the sewer construction is proceeding as a separate project, all manholes in pavement restoration areas shall be set to finish grade prior to patching the trench. Adjustment rings shall be grouted between each ring and finished smooth in and out. In lieu of grouting between each adjustment ring, a concrete collar may be poured per the requirements of Standard Drawing 3-4. All manholes located outside of the pavement area shall be adjusted in accordance to the requirements of Standard Drawing 3-4. Unless ---PAGE BREAK--- Sanitary Sewer 3-11 Rev 12/07 otherwise provided for in the contract bid proposal, a separate measurement and payment will not be made for adjustments and all costs shall be incorporated into the unit price per each for the sewer manhole, or clean out. When the sewer system is constructed in conjunction with a street construction project, all new and existing manholes, cleanouts, and all other such sewer structure castings, which are required to be adjusted to finished grade, shall be adjusted, measured and paid in accordance with the requirements of Section 2-18 of the City of Kennewick's Standard Specifications for Roadway, to which the Contractor's attention is hereby directed. 3-10 ABANDONED CONDUITS All pipes, conduits, and other openings determined to be abandoned, which are cut or opened during the sewer installation, shall be capped or concrete plugged prior to backfilling of the trench. Measurement and payment for required pipe cuts, and all labor, equipment and materials required to complete the specified plugs shall be included in the unit bid price for the pipe installation pay items. 3-11 FLUSHING AND TESTING Sewer lines shall be tested for acceptance in accordance with SWSS Section 7-17.3(4). The Contractor may, at his option, either air test or water test the sewer lines. The Engineer shall be notified prior to testing and be present during testing. All sewer lines will be subject to television inspection by the City, prior to acceptance. Sewer lines shall be televised prior to paving. Prior to televising by the City, the Contractor shall place a 90 degree, SRECO, UEMSI, or Equal “stove pipe” sand trap, the same size as the sewer main line, in the invert of the next manhole, and flush the new sewer main until it is clear of debris. Following flushing, the Contractor shall visually inspect the sewer by "lamping" to assure that the sewer main is clean and ready for televising. The City crew requires a minimum two-work days notice in order to schedule televising. The cost of one television inspection of new sewer lines has been included in the permit fee or contract schedule. If City crews are scheduled and are unable to complete the inspection, due to debris in the pipe, buried or inaccessible manholes or other causes attributable to lack of preparation by the Contractor, the cost of all subsequent television inspections will be billed to the Contractor. Within the one year project warranty period, the city reserves the right to reinspect the sewer lines by televising, or other means. When identified within the warranty period, all sewer lines found to be defective through pipe foundation settlement, material defects, or workmanship shall be removed, replaced, or repaired by the Contractor at the option of the Engineer. The costs for such removal, replacement, or repair will be borne by the Contractor. 3-11.01 MEASUREMENT ---PAGE BREAK--- Sanitary Sewer 3-12 Rev 12/07 All costs for labor, equipment and materials as required to complete the flushing and testing as specified, shall be incorporated into the linear foot measurement and payment for each size of pipe installed. ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Appendix N WDOE Review Comments ---PAGE BREAK--- Comment Number 1 2 3 Project Name Funding Source Reviewer Date of Review Name of Document Reviewed Section Reference/Page No./Etc. General Sewer Plan/Chapter 3 Department of Ecology Water Quality Program Central Regional Office Engineering Review Comments Comment Response/Clarifications City of Kennewick General Sewer Plan and Facility Plan General Sewer Plan and Facility Plan (received October 14, 2014) Mar‐15 Ian Laseke, PE Department of Ecology SRF Loan Name of Owner Comment Comment Response/Clarification Provide current and project equivalent residential units (ERUs). Table 3‐1 was updated to include ERUs based on current and projected flows. This chapter provides a design flow rate of 2.5 MGD. What are the estimated influent and effluent wastewater characteristics. Section 5.2 was updated to include the estimated influent and effluent wastewater characteristics for the Satellite MBR facility. Suggest the inclusion of a user charge evaluation per WAC 173‐240‐060(p) to meet requirements of facility plan and SERP (item no. WAC 173‐240‐060(p): An estimate of the costs and expenses of the proposed facilities and the method of assessing costs and expenses. The total amount shall include both capital costs and also operation and maintenance costs for the life of the project, and shall be presented in terms of total annual cost and present worth. The cost estimate must be the engineer's best opinion of probable final costs based on an intermixed estimate of quantities and costs. Proponents interested in obtaining construction financial assistance from Ecology must provide a project financing (user charge) evaluation. The financing evaluation must include the potential Ecology grant or loan funding in addition to an analysis that does not include any Ecology grant or loan funding. Also include a present worth analysis of O&M costs for each of the final alternates as part of the ranking process. Chapter 8 was revised to include this information. General Sewer Plan /Chapter 5 General Sewer Plan/Chapter 8 ---PAGE BREAK--- 4 5 6 7 8 9 10 11 Note indicated a MMF maximum observed value of 6.64‐MGD. However, table indicated a max MMF value of 6.34‐MGD. Provide clarification. Table 3‐1 incorrectly listed 6.64 mgd in footnote The correct value should have been 6.34 mgd and has been corrected in the final document. Will the new aeration basins have capacity for anoxic zones? Does the influent wastewater have enough alkalinity to support this process? Anoxic zones were not included in the evaluation since nitrification / denitrification is not a permit requirement. Regarding the comment about sufficient alkalinity being present, the facility currently nitrifies at various times throughout the year without a notable impact to pH. Sufficient alkalinity is therefore believed to be present in the influent wastewater. Table 6‐12 recommends two 3‐million gallon concrete aeration basins (for a total of 6 MG). Section 6.4.5 and table 6‐5 mention a total aeration volume of 3 MG. Provide clarification. Table 6‐12 in the draft incorrectly stated 3‐MG basins. It should have read 3‐MG total, comprised of 1.5‐MG basins. This has been corrected in the final document. This section discusses potential upgrades such as primary clarification. Figure 8‐3 shows additional intermediate clarifiers as potential upgrades. Section 8.1 should discuss these potential upgrades. A discussion on reserving space for additional Intermediate Clarifiers has been added to Section 8.1 as requested in the final document. Calculation uses an influent BOD value of 24,100 ppd for peak day conditions. Table 3‐6 presents a value of 18,600 ppd for peak day conditions. Provide clarification. The peak day condition should have been 18,600 ppd BOD as noted. This has been corrected in the final document. For site specific conditions, one sheet uses an elevation of 400 ft and another uses 500 ft. Provide clarification. The elevation of the HRT Cells is below 400 ft. The calculations have been updated in the final document to reflect a site elevation of 400 ft. Facility Plan/Table 6‐12 Facility Plan/Section 8.1 Facility Plan/Chapter 8 Facility Plan/Chapter 8 Facility Plan/Appendix 5‐A/Aeration System Evaluation for 2013 Conditions Facility Plan/Appendix 5‐A/Aeration System Evaluation for 2013 Conditions Suggest inclusion of a table with the following information: potential upgrades by phase, proposed/replaced equipment, and associated useful life. Table 8‐2 has been updated to list major equipment, cost, and useful life. Suggest inclusion of user rate evaluation from general sewer plan into facility plan. Refer to comment no. 3. Impacts to user rates are addressed in the General Sewer Plan. A reference has been included in the final document. Facility Plan/Table 3‐1 Facility Plan/Section 6.4.5 ---PAGE BREAK--- 12 13 Provide rationale for 23.8 deg C aeration basin temperature. How does aeration basin temperature relate to effluent temperatures presented on table 3‐9? HRT Cell temperature is not readily available compared to the facility’s effluent temperature. It has therefore been assumed that the effluent temperature generally matches the HRT Cell temperature for the purposes of process calculations. This is considered conservative since there is the potential for additional heat gain in the processes of the HRT Cells. Regarding the use of 23.8 this was the maximum continuous month temperature experienced at the facility for the period 2009 through 2013 as noted in Section 3.4. Use of maximum day condition was considered overly conservative when considering peak day and hour impacts that also included diurnal peaking factors. Provide documentation of public participation per item no. 3 of SERP checklist. To obtain "Conditional Approval", a copy of the legal notice and an affidavit of publication of public meeting are attached. Once the public meeting (scheduled for July 7th) has taken place, a copy of the meeting minutes will be sent to receive "Final Approval". SERP Facility Plan/Appendix 5‐A & 6‐A/Aeration Calculations ---PAGE BREAK--- ---PAGE BREAK--- Appendix O Financial Projection Exhibits ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 2017-26 SEWER OPERATIONS 1.15 2027-30 PROJECTION 1.06 2031-34 ADJUSTED ACTUAL BUDGET 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 OPERATING REVENUES Rate Revenues Residential Sewer Service $7,560,792 $8,064,049 $8,749,493 $9,493,200 $10,300,122 $11,175,632 $12,125,561 $13,944,395 $16,036,055 $16,998,218 $18,018,111 Commercial Sewer Service 7,034,558 7,607,335 8,253,958 8,955,545 9,716,766 10,542,691 11,438,820 13,154,643 15,127,840 16,035,510 16,997,641 Total Rate Revenue 14,595,350 15,671,384 17,003,452 18,448,745 20,016,888 21,718,324 23,564,381 27,099,039 31,163,894 33,033,728 35,015,752 Miscellaneous Revenues Sewer Connect Fees 321,005 342,400 362,944 384,721 407,804 432,272 458,208 485,701 514,843 545,734 578,478 Delinquent Fees 347,107 362,953 384,731 407,814 432,283 458,220 485,713 514,856 545,748 578,492 613,202 New Accounts 32,717 34,399 36,463 38,651 40,970 43,428 46,034 48,796 51,724 54,827 58,117 Sales Orders 6,814 250 265 281 297 315 334 354 376 398 422 Interest Income 72,020 - - - - - - - - - - Fire Hydrant Fees - - - - - - - - - - - Miscellaneous Revenue 17,053 11,088 11,753 12,458 13,206 13,998 14,838 15,729 16,672 17,673 18,733 Total Operating Revenue 796,716 751,090 796,156 843,925 894,561 948,234 1,005,128 1,065,436 1,129,362 1,197,124 1,268,952 TOTAL SOURCES OF FUNDS 15,392,066 16,422,474 17,799,608 19,292,670 20,911,449 22,666,558 24,569,510 28,164,475 32,293,257 34,230,852 36,284,703 Water/Sewer Utility Combined (45% Sewer) General & Administrative Expense Salaries & Wages 796,677 876,554 - - - - - - - - - Employee Insurance Benefits 316,897 370,721 407,793 448,573 493,430 542,773 597,050 656,755 722,431 794,674 874,141 Supplies 47,408 57,821 - - - - - - - - - Other Services and Charges - - - - - - - - - - - Audit Fees 10,800 14,400 - - - - - - - - - Admin/Financial Overhead 1,023,877 1,213,598 - - - - - - - - - General Consulting Services 18,193 9,113 - - - - - - - - - Contractual/Consulting Services 11,474 2,250 - - - - - - - - - Quad Cities Purveyors 3,727 4,500 - - - - - - - - - Meter Reading Charges 234,038 - - - - - - - - - - W/S Rate Study and Updates - 67,500 - - - - - - - - - Risk Management Charges 6,533 12,539 - - - - - - - - - Utility Locate One Call System 2,645 3,150 - - - - - - - - - GIS Services - - - - - - - - - - - Disposal of Waste Material - - - - - - - - - - - Postage Expense 5,296 5,670 - - - - - - - - - Travel & Training 22,534 19,845 - - - - - - - - - Multimedia Safety Training 555 2,475 - - - - - - - - - Irrigaiton Assessments 5,469 6,300 - - - - - - - - - Rentals Leases 1,598 2,250 - - - - - - - - - W/S Right of Way Permits & Fees 15,344 20,250 - - - - - - - - - Insurance Expense 72,898 87,300 - - - - - - - - - Electricity & Gas - Frost 8,072 10,125 - - - - - - - - - Radio Maint 22,697 24,525 - - - - - - - - - Maint Agreements 12,696 15,750 - - - - - - - - - Utility Damage Claims 911 2,250 - - - - - - - - - HVAC Maint Services 16,043 11,250 - - - - - - - - - Dues & Subscriptions 9,083 7,088 - - - - - - - - - PROJECTION TABLE 8-3 Table 8-3 WS Utility Proj Split 61215.xlsx Page 1 ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 2017-26 SEWER OPERATIONS 1.15 2027-30 PROJECTION 1.06 2031-34 ADJUSTED ACTUAL BUDGET 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 PROJECTION TABLE 8-3 Work Performed by Other Depts 124,906 135,000 - - - - - - - - - Haz Waste - Contracting 512 4,500 - - - - - - - - - Overtime Meals - 113 - - - - - - - - - Bad Debt Expense 28,595 22,500 - - - - - - - - - CDL Drug Testing 361 900 - - - - - - - - - Intergovt'l Services/Taxes - - - - - - - - - - - Transfer to General Fund - Asset Team - - - - - - - - - - - Interfund Payments for Services - - - - - - - - - - - Total Sewer Operating Expense 2,819,837 3,010,236 407,793 448,573 493,430 542,773 597,050 656,755 722,431 794,674 874,141 Total Water/Sewer Utility Combined 2,819,837 3,010,236 407,793 448,573 493,430 542,773 597,050 656,755 722,431 794,674 874,141 Maintenance Sewer Treatment Plant Salaries & Wages 374,911 523,376 - - - - - - - - - Employee Insurance Benefits 176,804 268,748 295,623 325,185 357,704 393,474 432,821 476,103 523,714 576,085 633,694 Supplies 11,142 7,850 - - - - - - - - - Other Services and Charges 133,368 135,000 - - - - - - - - - Total Sewer Treatment Plant 696,225 934,974 295,623 325,185 357,704 393,474 432,821 476,103 523,714 576,085 633,694 Sewer Collection Salaries & Wages 471,731 528,118 - - - - - - - - - Employee Insurance Benefits 227,457 245,760 270,336 297,370 327,107 359,817 395,799 435,379 478,917 526,808 579,489 Supplies 34,899 41,100 - - - - - - - - - Other Services and Charges 44,061 370,024 - - - - - - - - - Interfund Payments for Services 356,307 - - - - - - - - - - Total Sewer Collection 1,134,455 1,185,002 270,336 297,370 327,107 359,817 395,799 435,379 478,917 526,808 579,489 Lift Pump Maintenance Other Services and Charges 282 - - - - - - - - - - Total Lift Pump Maintenance 282 - - - - - - - - - - Sewer General Plant Other Services and Charges 54,355 34,550 - - - - - - - - - Total Sewer General Plant 54,355 34,550 - - - - - - - - - Total Maintenance Expenses 1,885,317 2,154,526 565,959 622,555 684,810 753,291 828,620 911,482 1,002,631 1,102,894 1,213,183 General Operations Sewer Treatment Plant Salaries & Wages 298,780 292,639 - - - - - - - - - Employee Insurance Benefits 133,176 151,259 166,385 183,023 201,326 221,458 243,604 267,965 294,761 324,237 356,661 Supplies 29,263 43,100 - - - - - - - - - Other Services and Charges 1,058,932 1,225,500 1,409,325 1,620,724 1,863,832 2,143,407 2,464,918 2,834,656 3,259,854 3,748,833 4,311,157 Biosolids Management (Reserve) 920,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 Table 8-3 WS Utility Proj Split 61215.xlsx Page 2 ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 2017-26 SEWER OPERATIONS 1.15 2027-30 PROJECTION 1.06 2031-34 ADJUSTED ACTUAL BUDGET 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 PROJECTION TABLE 8-3 Total Sewer Treatment Plant 2,440,151 2,712,498 2,575,710 2,803,747 3,065,158 3,364,865 3,708,522 4,102,621 4,554,615 5,073,070 5,667,818 Sewer Collection Salaries & Wages 93,062 89,094 - - - - - - - - - Employee Insurance Benefits 44,533 46,289 50,918 56,010 61,611 67,772 74,549 82,004 90,204 99,225 109,147 UPRR Settlement - Other Services and Charges 114,159 150,000 172,500 198,375 228,131 262,351 301,704 346,959 399,003 458,853 527,681 Total Sewer Collection 251,754 285,383 223,418 254,385 289,742 330,123 376,252 428,963 489,207 558,078 636,828 Total General Operating Expenses 2,691,905 2,997,881 2,799,128 3,058,132 3,354,900 3,694,988 4,084,775 4,531,583 5,043,823 5,631,148 6,304,647 Other Operating Expenses Other Services and Charges Sewer Plan Studies (Comp Plan) 190,920 9,080 - - 180,000 - - - - - - Regional Biosolids Management 25,835 23,400 - - - - - - - - - Contractual Services - 350,000 - - - - - - - - - Contract Maintenance - Sewer 2,426 10,000 - - - - - - - - - Contract Laboratory Services 2,006 15,000 - - - - - - - - - Contracted Maintenance 7,808 30,000 - - - - - - - - - Information Literature 340 500 - - - - - - - - - Waste Discharge Permits 122,071 125,000 - - - - - - - - - Lab Certification Fee 2,292 2,400 - - - - - - - - - GIS Services - - - - - - - - - - - Total Other Services and Charges 353,698 565,380 - - 180,000 - - - - - - Intergovt'l Services/Taxes State Excise Tax 333,363 320,055 346,978 376,173 407,831 442,161 479,389 549,941 630,994 668,853 708,985 Property Taxes on Leased Property - - - - - - - - - - - City Utility Tax/Lease Tax 1,313,582 1,410,425 1,530,311 1,660,387 1,801,520 1,954,649 2,120,794 2,438,913 2,804,750 2,973,036 3,151,418 Total Intergovt'l Services/Taxes 1,646,945 1,730,480 1,877,289 2,036,560 2,209,351 2,396,811 2,600,184 2,988,854 3,435,744 3,641,889 3,860,402 Total Other Operating Expenses 2,000,643 2,295,860 1,877,289 2,036,560 2,389,351 2,396,811 2,600,184 2,988,854 3,435,744 3,641,889 3,860,402 TOTAL OPERATING & MAINT. EXPENSES 9,397,701 10,458,503 5,650,169 6,165,819 6,922,491 7,387,863 8,110,629 9,088,676 10,204,628 11,170,604 12,252,373 CAPITAL MAINTENANCE Water/Sewer Combined (45% Sewer) 316,391 225,000 225,000 225,000 225,000 225,000 225,000 225,000 225,000 225,000 225,000 Wastewater Treatment 3,500,000 - 3,750,000 - 4,000,000 - - - - Wastewater Pump Lift Stations - - - - - - - - - Wastewater Collection System - 260,000 260,000 260,000 260,000 260,000 260,000 260,000 260,000 Diffuser Study - - - - - - - - - Transfer to CIP Fund, ER Fund, Stormwater Utility 67,558 67,518 - - - - - - - - - Transfer to ER Fund - Vactor - Land Purchases - - - - - - - - - Sewer System Improvements 1,841 260,000 Table 8-3 WS Utility Proj Split 61215.xlsx Page 3 ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 2017-26 SEWER OPERATIONS 1.15 2027-30 PROJECTION 1.06 2031-34 ADJUSTED ACTUAL BUDGET 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 PROJECTION TABLE 8-3 Lift Station Improvements 444,169 625,000 - 625,000 625,000 Grant Match - Streets - Olympia St - CR397 to 27th 244,979 60,021 Sewerline Renewals and Replacements 808,963 650,000 1,000,000 1,000,000 2,477,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 Steptoe Phase III - Steptoe - 10th to Clearwater - W. Metaline - 484,000 W 7th Ave - SR 395 to Vancouver - Beech St - 8th to Bruneau 2,107,371 35,000 Southridge LRF 4,815 Southridge Subdivision - Hildebrand - 10th to Southridge 539,041 1,896,179 Arterial/Collector Overlays - UGA Utility Expansion 125,000 1,875,000 1,875,000 Wastewater Treatment Plant Upgrade 383,453 931,547 4,000,000 14,300,000 13,000,000 21,900,000 - 10,400,000 - - Diffuser Study - Amon Lift Station Upgrades 1,118,000 - - - - Clearwater Ave Sewer Main Improvements - 11,000,000 - - - Edison St Widening 20,000 2 100 hp aerators 10,000 Columbia Gardens 102,016 697,984 Easement Acqusition - 1,100,000 Total Capital Outlays 5,020,597 6,927,249 10,860,000 17,660,000 20,337,000 2,603,000 27,385,000 13,110,000 11,885,000 1,485,000 1,485,000 Less: Outside Funding Sources Grants - - - - - - - - - - - PWTF Loan - - - - 6,500,000 - 10,950,000 6,000,000 - - - New PWTF Loan - - - - - - - - - - - CERB Grant - - - - - - - - - - - Revolving Loan 394,290 330,710 4,000,000 14,300,000 6,500,000 - 10,950,000 5,000,000 10,400,000 - - Sewer Area Charge 439,243 564,219 420,000 420,000 420,000 420,000 420,000 420,000 420,000 420,000 420,000 Reserve for Biosolids Service - - 2,840,000 - - - - - - - - Interfund Loan Proceeds - - - - - - - - - - - CDBG Transfer - - - - - - - - - - - Contributed Capital - Southridge - 300,000 - - - - - - - - - Total Outside Funding Sources 833,533 1,194,929 7,260,000 14,720,000 13,420,000 420,000 22,320,000 11,420,000 10,820,000 420,000 420,000 TOTAL C.I.P. FROM RATES 4,187,064 5,732,320 3,600,000 2,940,000 6,917,000 2,183,000 5,065,000 1,690,000 1,065,000 1,065,000 1,065,000 DEBT SERVICE 1992 W/S Revenue Bonds - - - - - - - - - - - State Revolving Loans 1,586,526 1,586,526 2,180,244 1,951,070 3,352,991 3,722,325 4,357,833 5,523,468 6,465,158 7,127,538 6,750,208 PWTF Loan 1,056,975 1,043,283 1,033,891 1,019,999 934,404 1,533,889 1,920,327 3,342,761 3,959,147 3,843,723 3,728,298 CERB Loan 19,550 19,550 19,550 19,550 19,550 9,777 - - - - - New PWTF Loan - - - New Debt Issues - - - - - - - - - - - Interfund Debt - - - - - - - - - - - Table 8-3 WS Utility Proj Split 61215.xlsx Page 4 ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 2017-26 SEWER OPERATIONS 1.15 2027-30 PROJECTION 1.06 2031-34 ADJUSTED ACTUAL BUDGET 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 PROJECTION TABLE 8-3 Total Debt Service 2,663,051 2,649,359 3,233,685 2,990,619 4,306,945 5,265,991 6,278,160 8,866,229 10,424,305 10,971,261 10,478,506 TOTAL NET REVENUE REQUIREMENT $16,247,815 $18,840,181 $12,483,854 $12,096,438 $18,146,437 $14,836,854 $19,453,789 $19,644,905 $21,693,933 $23,206,865 $23,795,879 CHANGE IN WORKING CAPITAL ($855,749) ($2,417,707) $5,315,753 $7,196,232 $2,765,012 $7,829,704 $5,115,721 $8,519,570 $10,599,324 $11,023,987 $12,488,824 DEPRECIATION $2,994,935 $3,048,525 $3,170,466 $3,297,285 $3,429,176 $3,566,343 $3,708,997 $3,857,357 $4,011,651 $4,172,117 $4,339,002 DEBT SERVICE COVERAGE RATIO Total Available for Debt Service Payment 6,357,923 6,373,155 12,513,557 $12,282,926 $13,094,397 $14,330,461 $15,453,752 $18,010,363 $20,959,266 $21,863,124 $22,763,378 Highest Annual Debt Service Payment 2,663,051 2,649,359 3,233,685 2,990,619 4,306,945 5,265,991 6,278,160 8,866,229 10,424,305 10,971,261 10,478,506 TOTAL DEBT SERVICE COVERAGE RATIO 2.39 2.41 3.87 4.11 3.04 2.72 2.46 2.03 2.01 1.99 2.17 CASH ANALYSIS Beginning Cash Reserves for Sewer Operations * $3,907,025 $3,102,907 $899,154 $6,428,860 $13,809,259 $16,574,272 $24,403,976 $29,519,697 $38,039,267 $48,638,591 $59,662,578 Plus: Total Sources of Fund 15,392,066 16,422,474 17,799,608 19,292,670 20,911,449 22,666,558 24,569,510 28,164,475 32,293,257 34,230,852 36,284,703 Less: Operating & Maint Expenses (9,397,701) (10,458,503) (5,650,169) (6,165,819) (6,922,491) (7,387,863) (8,110,629) (9,088,676) (10,204,628) (11,170,604) (12,252,373) Plus: Outside Funding Sources 833,533 1,194,929 7,260,000 14,720,000 13,420,000 420,000 22,320,000 11,420,000 10,820,000 420,000 420,000 Interfund Loan 36,280 213,953 213,953 184,167 - - - - - - - Less: Capital Maintenance (5,020,597) (6,927,249) (10,860,000) (17,660,000) (20,337,000) (2,603,000) (27,385,000) (13,110,000) (11,885,000) (1,485,000) (1,485,000) Less: Debt Service (2,663,051) (2,649,359) (3,233,685) (2,990,619) (4,306,945) (5,265,991) (6,278,160) (8,866,229) (10,424,305) (10,971,261) (10,478,506) Ending Cash Reserves for Sewer Operations $3,087,556 $899,154 $6,428,860 $13,809,259 $16,574,272 $24,403,976 $29,519,697 $38,039,267 $48,638,591 $59,662,578 $72,151,402 NOTES and ASSUMPTIONS: * Beginning Cash Reserves for Sewer Operations is 45% of unrestricted cash and PWTF at January 1, 2009 and 2010 Sewer Area Charge and Sewer Cumulative Reserve. Assumes debt reserve requirements of 1.5 times average annual debt service as required by first SRF loan, the City is currently holding $1,160,274 to satisfy reserve requirements, this amount is included in "Total available for debt service payment" amount in the calculation of the debt service coverage ratio through 2018 when Loan will be paid in full. Assumes $10,000,000 for 2019/2020 and $6,500,000 for 2021/2022 for Revolving Fund Loans. Assumes $6,500,000 for 2021/2022 and $6,000,000 for 2023/2024 PWTF Laons. 7.0% CPI increase in rate revenues/biennium 2017-2022, 2015/2016 were adjusted in projection to reflect 3% increases each year. 6% increase in M & O costs/biennium 2013-2020, except for utility costs which have been increased by 15%, and benefits for 2011-2020 which have been increased 10%. 2011/2012 salary and wages include a 3.25% each year for Operating Engineers and a 2.5% increase each year for non-contract, benefits are increased based on the most current projections. Table 8-3 WS Utility Proj Split 61215.xlsx Page 5 ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 2017-2018 SEWER OPERATIONS 1.40 2019-2022 PROJECTION 1.00 2031-2034 ADJUSTED 0.75 2023/2024 ACTUAL BUDGET 0.90 2029-2030 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 OPERATING REVENUES Rate Revenues Residential Sewer Service $7,560,792 $8,064,049 $8,749,493 $12,249,290 $17,149,007 $12,861,755 $13,955,004 $15,141,179 $13,627,062 $13,627,062 $13,627,062 Commercial Sewer Service 7,034,558 7,607,335 8,253,958 11,555,542 16,177,759 12,133,319 13,164,651 14,283,646 12,855,282 12,855,282 12,855,282 Total Rate Revenue 14,595,350 15,671,384 17,003,452 23,804,832 33,326,765 24,995,074 27,119,655 29,424,826 26,482,343 26,482,343 26,482,343 Miscellaneous Revenues Sewer Connect Fees 321,005 342,400 362,944 384,721 407,804 432,272 458,208 485,701 514,843 545,734 578,478 Delinquent Fees 347,107 362,953 384,731 407,814 432,283 458,220 485,713 514,856 545,748 578,492 613,202 New Accounts 32,717 34,399 36,463 38,651 40,970 43,428 46,034 48,796 51,724 54,827 58,117 Sales Orders 6,814 250 265 281 297 315 334 354 376 398 422 Interest Income 72,020 - - - - - - - - - - Fire Hydrant Fees - - - - - - - - - - - Miscellaneous Revenue 17,053 11,088 11,753 12,458 13,206 13,998 14,838 15,729 16,672 17,673 18,733 Total Operating Revenue 796,716 751,090 796,156 843,925 894,561 948,234 1,005,128 1,065,436 1,129,362 1,197,124 1,268,952 TOTAL SOURCES OF FUNDS 15,392,066 16,422,474 17,799,608 24,648,758 34,221,326 25,943,308 28,124,784 30,490,262 27,611,706 27,679,467 27,751,295 Water/Sewer Utility Combined (45% Sewer) General & Administrative Expense Salaries & Wages 796,677 876,554 - - - - - - - - - Employee Insurance Benefits 316,897 370,721 407,793 448,573 493,430 542,773 597,050 656,755 722,431 794,674 874,141 Supplies 47,408 57,821 - - - - - - - - - Other Services and Charges - - - - - - - - - - - Audit Fees 10,800 14,400 - - - - - - - - - Admin/Financial Overhead 1,023,877 1,213,598 - - - - - - - - - General Consulting Services 18,193 9,113 - - - - - - - - - Contractual/Consulting Services 11,474 2,250 - - - - - - - - - Quad Cities Purveyors 3,727 4,500 - - - - - - - - - Meter Reading Charges 234,038 - - - - - - - - - - W/S Rate Study and Updates - 67,500 - - - - - - - - - Risk Management Charges 6,533 12,539 - - - - - - - - - Utility Locate One Call System 2,645 3,150 - - - - - - - - - GIS Services - - - - - - - - - - - Disposal of Waste Material - - - - - - - - - - - Postage Expense 5,296 5,670 - - - - - - - - - Travel & Training 22,534 19,845 - - - - - - - - - Multimedia Safety Training 555 2,475 - - - - - - - - - Irrigaiton Assessments 5,469 6,300 - - - - - - - - - Rentals Leases 1,598 2,250 - - - - - - - - - W/S Right of Way Permits & Fees 15,344 20,250 - - - - - - - - - Insurance Expense 72,898 87,300 - - - - - - - - - Electricity & Gas - Frost 8,072 10,125 - - - - - - - - - Radio Maint 22,697 24,525 - - - - - - - - - Maint Agreements 12,696 15,750 - - - - - - - - - Utility Damage Claims 911 2,250 - - - - - - - - - HVAC Maint Services 16,043 11,250 - - - - - - - - - Dues & Subscriptions 9,083 7,088 - - - - - - - - - PROJECTION TABLE 8-4 Table 8-4 WS Utility Proj Split 61215.xlsx Page 1 ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 2017-2018 SEWER OPERATIONS 1.40 2019-2022 PROJECTION 1.00 2031-2034 ADJUSTED 0.75 2023/2024 ACTUAL BUDGET 0.90 2029-2030 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 PROJECTION TABLE 8-4 Work Performed by Other Depts 124,906 135,000 - - - - - - - - - Haz Waste - Contracting 512 4,500 - - - - - - - - - Overtime Meals - 113 - - - - - - - - - Bad Debt Expense 28,595 22,500 - - - - - - - - - CDL Drug Testing 361 900 - - - - - - - - - Intergovt'l Services/Taxes - - - - - - - - - - - Transfer to General Fund - Asset Team - - - - - - - - - - - Interfund Payments for Services - - - - - - - - - - - Total Sewer Operating Expense 2,819,837 3,010,236 407,793 448,573 493,430 542,773 597,050 656,755 722,431 794,674 874,141 Total Water/Sewer Utility Combined 2,819,837 3,010,236 407,793 448,573 493,430 542,773 597,050 656,755 722,431 794,674 874,141 Maintenance Sewer Treatment Plant Salaries & Wages 374,911 523,376 - - - - - - - - - Employee Insurance Benefits 176,804 268,748 295,623 325,185 357,704 393,474 432,821 476,103 523,714 576,085 633,694 Supplies 11,142 7,850 - - - - - - - - - Other Services and Charges 133,368 135,000 - - - - - - - - - Total Sewer Treatment Plant 696,225 934,974 295,623 325,185 357,704 393,474 432,821 476,103 523,714 576,085 633,694 Sewer Collection Salaries & Wages 471,731 528,118 - - - - - - - - - Employee Insurance Benefits 227,457 245,760 270,336 297,370 327,107 359,817 395,799 435,379 478,917 526,808 579,489 Supplies 34,899 41,100 - - - - - - - - - Other Services and Charges 44,061 370,024 - - - - - - - - - Interfund Payments for Services 356,307 - - - - - - - - - - Total Sewer Collection 1,134,455 1,185,002 270,336 297,370 327,107 359,817 395,799 435,379 478,917 526,808 579,489 Lift Pump Maintenance Other Services and Charges 282 - - - - - - - - - - Total Lift Pump Maintenance 282 - - - - - - - - - - Sewer General Plant Other Services and Charges 54,355 34,550 - - - - - - - - - Total Sewer General Plant 54,355 34,550 - - - - - - - - - Total Maintenance Expenses 1,885,317 2,154,526 565,959 622,555 684,810 753,291 828,620 911,482 1,002,631 1,102,894 1,213,183 General Operations Sewer Treatment Plant Salaries & Wages 298,780 292,639 - - - - - - - - - Employee Insurance Benefits 133,176 151,259 166,385 183,023 201,326 221,458 243,604 267,965 294,761 324,237 356,661 Supplies 29,263 43,100 - - - - - - - - - Other Services and Charges 1,058,932 1,225,500 1,409,325 1,620,724 1,863,832 2,143,407 2,464,918 2,834,656 3,259,854 3,748,833 4,311,157 Biosolids Management (Reserve) 920,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 Table 8-4 WS Utility Proj Split 61215.xlsx Page 2 ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 2017-2018 SEWER OPERATIONS 1.40 2019-2022 PROJECTION 1.00 2031-2034 ADJUSTED 0.75 2023/2024 ACTUAL BUDGET 0.90 2029-2030 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 PROJECTION TABLE 8-4 Total Sewer Treatment Plant 2,440,151 2,712,498 2,575,710 2,803,747 3,065,158 3,364,865 3,708,522 4,102,621 4,554,615 5,073,070 5,667,818 Sewer Collection Salaries & Wages 93,062 89,094 - - - - - - - - - Employee Insurance Benefits 44,533 46,289 50,918 56,010 61,611 67,772 74,549 82,004 90,204 99,225 109,147 UPRR Settlement - Other Services and Charges 114,159 150,000 172,500 198,375 228,131 262,351 301,704 346,959 399,003 458,853 527,681 Total Sewer Collection 251,754 285,383 223,418 254,385 289,742 330,123 376,252 428,963 489,207 558,078 636,828 Total General Operating Expenses 2,691,905 2,997,881 2,799,128 3,058,132 3,354,900 3,694,988 4,084,775 4,531,583 5,043,823 5,631,148 6,304,647 Other Operating Expenses Other Services and Charges Sewer Plan Studies (Comp Plan) 190,920 9,080 - - 180,000 - - - - - - Regional Biosolids Management 25,835 23,400 - - - - - - - - - Contractual Services - 350,000 - - - - - - - - - Contract Maintenance - Sewer 2,426 10,000 - - - - - - - - - Contract Laboratory Services 2,006 15,000 - - - - - - - - - Contracted Maintenance 7,808 30,000 - - - - - - - - - Information Literature 340 500 - - - - - - - - - Waste Discharge Permits 122,071 125,000 - - - - - - - - - Lab Certification Fee 2,292 2,400 - - - - - - - - - GIS Services - - - - - - - - - - - Total Other Services and Charges 353,698 565,380 - - 180,000 - - - - - - Intergovt'l Services/Taxes State Excise Tax 333,363 320,055 346,978 481,709 670,089 506,726 549,443 595,768 538,749 539,765 540,842 Property Taxes on Leased Property - - - - - - - - - - - City Utility Tax/Lease Tax 1,313,582 1,410,425 1,530,311 2,142,435 2,999,409 2,249,557 2,440,769 2,648,234 2,383,411 2,383,411 2,383,411 Total Intergovt'l Services/Taxes 1,646,945 1,730,480 1,877,289 2,624,144 3,669,498 2,756,283 2,990,212 3,244,003 2,922,159 2,923,176 2,924,253 Total Other Operating Expenses 2,000,643 2,295,860 1,877,289 2,624,144 3,849,498 2,756,283 2,990,212 3,244,003 2,922,159 2,923,176 2,924,253 TOTAL OPERATING & MAINT. EXPENSES 9,397,701 10,458,503 5,650,169 6,753,403 8,382,638 7,747,335 8,500,657 9,343,824 9,691,043 10,451,891 11,316,224 CAPITAL MAINTENANCE Water/Sewer Combined (45% Sewer) 316,391 225,000 225,000 225,000 225,000 225,000 225,000 225,000 225,000 225,000 225,000 Wastewater Treatment 3,500,000 - 3,750,000 - 4,000,000 - - - - Wastewater Pump Lift Stations - - - - - - - - - Wastewater Collection System - 260,000 260,000 260,000 260,000 260,000 260,000 260,000 260,000 Diffuser Study - - - - - - - - - Transfer to CIP Fund, ER Fund, Stormwater Utility 67,558 67,518 - - - - - - - - - Transfer to ER Fund - Vactor - Land Purchases - - - - - - - - - Sewer System Improvements 1,841 260,000 Table 8-4 WS Utility Proj Split 61215.xlsx Page 3 ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 2017-2018 SEWER OPERATIONS 1.40 2019-2022 PROJECTION 1.00 2031-2034 ADJUSTED 0.75 2023/2024 ACTUAL BUDGET 0.90 2029-2030 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 PROJECTION TABLE 8-4 Lift Station Improvements 444,169 625,000 - 625,000 625,000 Grant Match - Streets - Olympia St - CR397 to 27th 244,979 60,021 Sewerline Renewals and Replacements 808,963 650,000 1,000,000 1,000,000 2,477,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 Steptoe Phase III - Steptoe - 10th to Clearwater - W. Metaline - 484,000 W 7th Ave - SR 395 to Vancouver - Beech St - 8th to Bruneau 2,107,371 35,000 Southridge LRF 4,815 Southridge Subdivision - Hildebrand - 10th to Southridge 539,041 1,896,179 Arterial/Collector Overlays - UGA Utility Expansion 125,000 1,875,000 1,875,000 Wastewater Treatment Plant Upgrade 383,453 931,547 4,000,000 14,300,000 13,000,000 21,900,000 - 10,400,000 - - Diffuser Study - Amon Lift Station Upgrades 1,118,000 - - - - Clearwater Ave Sewer Main Improvements - 11,000,000 - - - Edison St Widening 20,000 2 100 hp aerators 10,000 Columbia Gardens 102,016 697,984 Easement Acqusition - 1,100,000 Total Capital Outlays 5,020,597 6,927,249 10,860,000 17,660,000 20,337,000 2,603,000 27,385,000 13,110,000 11,885,000 1,485,000 1,485,000 Less: Outside Funding Sources Grants - - - - - - - - - - - PWTF Loan - - - - 3,250,000 - 5,475,000 3,000,000 - - - New PWTF Loan - - - - - - - - - - - CERB Grant - - - - - - - - - - - Revolving Loan 394,290 330,710 2,000,000 7,150,000 3,250,000 - 5,475,000 2,500,000 5,200,000 - - Sewer Area Charge 439,243 564,219 420,000 420,000 420,000 420,000 420,000 420,000 420,000 420,000 420,000 Reserve for Biosolids Service - - 2,840,000 - - - - - - - - Interfund Loan Proceeds - - - - - - - - - - - CDBG Transfer - - - - - - - - - - - Contributed Capital - Southridge - 300,000 - - - - - - - - - Total Outside Funding Sources 833,533 1,194,929 5,260,000 7,570,000 6,920,000 420,000 11,370,000 5,920,000 5,620,000 420,000 420,000 TOTAL C.I.P. FROM RATES 4,187,064 5,732,320 5,600,000 10,090,000 13,417,000 2,183,000 16,015,000 7,190,000 6,265,000 1,065,000 1,065,000 DEBT SERVICE 1992 W/S Revenue Bonds - - - - - - - - - - - State Revolving Loans 1,586,526 1,586,526 2,040,244 1,139,470 1,718,201 1,861,163 2,178,917 2,761,734 3,232,579 3,563,769 3,375,104 PWTF Loan 1,056,975 1,043,283 1,033,891 1,019,999 804,404 1,065,205 1,255,521 1,966,738 2,274,931 2,217,219 2,159,507 CERB Loan 19,550 19,550 19,550 19,550 19,550 9,777 - - - - - New PWTF Loan - - - New Debt Issues - - - - - - - - - - - Interfund Debt - - - - - - - - - - - Table 8-4 WS Utility Proj Split 61215.xlsx Page 4 ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 2017-2018 SEWER OPERATIONS 1.40 2019-2022 PROJECTION 1.00 2031-2034 ADJUSTED 0.75 2023/2024 ACTUAL BUDGET 0.90 2029-2030 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 PROJECTION TABLE 8-4 Total Debt Service 2,663,051 2,649,359 3,093,685 2,179,019 2,542,155 2,936,145 3,434,438 4,728,472 5,507,510 5,780,988 5,534,611 TOTAL NET REVENUE REQUIREMENT $16,247,815 $18,840,181 $14,343,854 $19,022,422 $24,341,793 $12,866,480 $27,950,094 $21,262,296 $21,463,553 $17,297,879 $17,915,835 CHANGE IN WORKING CAPITAL ($855,749) ($2,417,707) $3,455,753 $5,626,336 $9,879,533 $13,076,828 $174,689 $9,227,966 $6,148,152 $10,381,588 $9,835,460 DEPRECIATION $2,994,935 $3,048,525 $3,170,466 $3,297,285 $3,429,176 $3,566,343 $3,708,997 $3,857,357 $4,011,651 $4,172,117 $4,339,002 DEBT SERVICE COVERAGE RATIO Total Available for Debt Service Payment 6,357,923 6,373,155 12,513,557 $17,051,429 $24,944,127 $17,247,739 $18,618,998 $20,081,002 $16,791,300 $16,030,452 $15,166,119 Highest Annual Debt Service Payment 2,663,051 2,649,359 3,093,685 2,179,019 2,542,155 2,936,145 3,434,438 4,728,472 5,507,510 5,780,988 5,534,611 TOTAL DEBT SERVICE COVERAGE RATIO 2.39 2.41 4.04 7.83 9.81 5.87 5.42 4.25 3.05 2.77 2.74 CASH ANALYSIS Beginning Cash Reserves for Sewer Operations * $3,907,025 $3,102,907 $899,154 $4,568,860 $10,379,362 $20,258,895 $33,335,723 $33,510,413 $42,738,379 $48,886,531 $59,268,120 Plus: Total Sources of Fund 15,392,066 16,422,474 17,799,608 24,648,758 34,221,326 25,943,308 28,124,784 30,490,262 27,611,706 27,679,467 27,751,295 Less: Operating & Maint Expenses (9,397,701) (10,458,503) (5,650,169) (6,753,403) (8,382,638) (7,747,335) (8,500,657) (9,343,824) (9,691,043) (10,451,891) (11,316,224) Plus: Outside Funding Sources 833,533 1,194,929 5,260,000 7,570,000 6,920,000 420,000 11,370,000 5,920,000 5,620,000 420,000 420,000 Interfund Loan 36,280 213,953 213,953 184,167 - - - - - - - Less: Capital Maintenance (5,020,597) (6,927,249) (10,860,000) (17,660,000) (20,337,000) (2,603,000) (27,385,000) (13,110,000) (11,885,000) (1,485,000) (1,485,000) Less: Debt Service (2,663,051) (2,649,359) (3,093,685) (2,179,019) (2,542,155) (2,936,145) (3,434,438) (4,728,472) (5,507,510) (5,780,988) (5,534,611) Ending Cash Reserves for Sewer Operations $3,087,556 $899,154 $4,568,860 $10,379,362 $20,258,895 $33,335,723 $33,510,413 $42,738,379 $48,886,531 $59,268,120 $69,103,580 NOTES and ASSUMPTIONS: * Beginning Cash Reserves for Sewer Operations is 45% of unrestricted cash and PWTF at January 1, 2009 and 2010 Sewer Area Charge and Sewer Cumulative Reserve. Assumes debt reserve requirements of 1.5 times average annual debt service as required by first SRF loan, the City is currently holding $1,160,274 to satisfy reserve requirements, this amount is included in "Total available for debt service payment" amount in the calculation of the debt service coverage ratio through 2018 when Loan will be paid in full. Assumes $10,000,000 for 2019/2020 and $6,500,000 for 2021/2022 for Revolving Fund Loans. Assumes $6,500,000 for 2021/2022 and $6,000,000 for 2023/2024 PWTF Laons. 7.0% CPI increase in rate revenues/biennium 2017-2022, 2015/2016 were adjusted in projection to reflect 3% increases each year. 6% increase in M & O costs/biennium 2013-2020, except for utility costs which have been increased by 15%, and benefits for 2011-2020 which have been increased 10%. 2011/2012 salary and wages include a 3.25% each year for Operating Engineers and a 2.5% increase each year for non-contract, benefits are increased based on the most current projections. Table 8-4 WS Utility Proj Split 61215.xlsx Page 5 ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 SEWER OPERATIONS 1.250 2017/2018 PROJECTION 1.700 2019/2020 ADJUSTED 1.000 2021/2022 2025/2030 ACTUAL BUDGET 0.890 2023/2024 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 0.750 2031/2034 OPERATING REVENUES Rate Revenues Residential Sewer Service $7,560,792 $8,064,049 $10,080,061 $17,136,104 $17,136,104 $15,251,133 $15,251,133 $15,251,133 $15,251,133 $11,438,350 $8,578,762 Commercial Sewer Service 7,034,558 7,607,335 9,509,169 16,165,587 16,165,587 14,387,372 14,387,372 14,387,372 14,387,372 10,790,529 8,092,897 Total Rate Revenue 14,595,350 15,671,384 19,589,230 33,301,691 33,301,691 29,638,505 29,638,505 29,638,505 29,638,505 22,228,879 16,671,659 Miscellaneous Revenues Sewer Connect Fees 321,005 342,400 362,944 384,721 407,804 432,272 458,208 485,701 514,843 545,734 578,478 Delinquent Fees 347,107 362,953 384,731 407,814 432,283 458,220 485,713 514,856 545,748 578,492 613,202 New Accounts 32,717 34,399 36,463 38,651 40,970 43,428 46,034 48,796 51,724 54,827 58,117 Sales Orders 6,814 250 265 281 297 315 334 354 376 398 422 Interest Income 72,020 - - - - - - - - - - Fire Hydrant Fees - - - - - - - - - - - Miscellaneous Revenue 17,053 11,088 11,753 12,458 13,206 13,998 14,838 15,729 16,672 17,673 18,733 Total Operating Revenue 796,716 751,090 796,156 843,925 894,561 948,234 1,005,128 1,065,436 1,129,362 1,197,124 1,268,952 TOTAL SOURCES OF FUNDS 15,392,066 16,422,474 20,385,386 34,145,616 34,196,252 30,586,739 30,643,633 30,703,941 30,767,867 23,426,003 17,940,611 Water/Sewer Utility Combined (45% Sewer) General & Administrative Expense Salaries & Wages 796,677 876,554 - - - - - - - - - Employee Insurance Benefits 316,897 370,721 407,793 448,573 493,430 542,773 597,050 656,755 722,431 794,674 874,141 Supplies 47,408 57,821 - - - - - - - - - Other Services and Charges - - - - - - - - - - - Audit Fees 10,800 14,400 - - - - - - - - - Admin/Financial Overhead 1,023,877 1,213,598 - - - - - - - - - General Consulting Services 18,193 9,113 - - - - - - - - - Contractual/Consulting Services 11,474 2,250 - - - - - - - - - Quad Cities Purveyors 3,727 4,500 - - - - - - - - - Meter Reading Charges 234,038 - - - - - - - - - - W/S Rate Study and Updates - 67,500 - - - - - - - - - Risk Management Charges 6,533 12,539 - - - - - - - - - Utility Locate One Call System 2,645 3,150 - - - - - - - - - GIS Services - - - - - - - - - - - Disposal of Waste Material - - - - - - - - - - - Postage Expense 5,296 5,670 - - - - - - - - - Travel & Training 22,534 19,845 - - - - - - - - - Multimedia Safety Training 555 2,475 - - - - - - - - - Irrigaiton Assessments 5,469 6,300 - - - - - - - - - Rentals Leases 1,598 2,250 - - - - - - - - - W/S Right of Way Permits & Fees 15,344 20,250 - - - - - - - - - Insurance Expense 72,898 87,300 - - - - - - - - - Electricity & Gas - Frost 8,072 10,125 - - - - - - - - - Radio Maint 22,697 24,525 - - - - - - - - - Maint Agreements 12,696 15,750 - - - - - - - - - Utility Damage Claims 911 2,250 - - - - - - - - - HVAC Maint Services 16,043 11,250 - - - - - - - - - Dues & Subscriptions 9,083 7,088 - - - - - - - - - PROJECTION TABLE 8-5 Table 8-5 WS Utility Proj Split 61215.xlsx Page 1 ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 SEWER OPERATIONS 1.250 2017/2018 PROJECTION 1.700 2019/2020 ADJUSTED 1.000 2021/2022 2025/2030 ACTUAL BUDGET 0.890 2023/2024 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 0.750 2031/2034 PROJECTION TABLE 8-5 Work Performed by Other Depts 124,906 135,000 - - - - - - - - - Haz Waste - Contracting 512 4,500 - - - - - - - - - Overtime Meals - 113 - - - - - - - - - Bad Debt Expense 28,595 22,500 - - - - - - - - - CDL Drug Testing 361 900 - - - - - - - - - Intergovt'l Services/Taxes - - - - - - - - - - - Transfer to General Fund - Asset Team - - - - - - - - - - - Interfund Payments for Services - - - - - - - - - - - Total Sewer Operating Expense 2,819,837 3,010,236 407,793 448,573 493,430 542,773 597,050 656,755 722,431 794,674 874,141 Total Water/Sewer Utility Combined 2,819,837 3,010,236 407,793 448,573 493,430 542,773 597,050 656,755 722,431 794,674 874,141 Maintenance Sewer Treatment Plant Salaries & Wages 374,911 523,376 - - - - - - - - - Employee Insurance Benefits 176,804 268,748 295,623 325,185 357,704 393,474 432,821 476,103 523,714 576,085 633,694 Supplies 11,142 7,850 - - - - - - - - - Other Services and Charges 133,368 135,000 - - - - - - - - - Total Sewer Treatment Plant 696,225 934,974 295,623 325,185 357,704 393,474 432,821 476,103 523,714 576,085 633,694 Sewer Collection Salaries & Wages 471,731 528,118 - - - - - - - - - Employee Insurance Benefits 227,457 245,760 270,336 297,370 327,107 359,817 395,799 435,379 478,917 526,808 579,489 Supplies 34,899 41,100 - - - - - - - - - Other Services and Charges 44,061 370,024 - - - - - - - - - Interfund Payments for Services 356,307 - - - - - - - - - - Total Sewer Collection 1,134,455 1,185,002 270,336 297,370 327,107 359,817 395,799 435,379 478,917 526,808 579,489 Lift Pump Maintenance Other Services and Charges 282 - - - - - - - - - - Total Lift Pump Maintenance 282 - - - - - - - - - - Sewer General Plant Other Services and Charges 54,355 34,550 - - - - - - - - - Total Sewer General Plant 54,355 34,550 - - - - - - - - - Total Maintenance Expenses 1,885,317 2,154,526 565,959 622,555 684,810 753,291 828,620 911,482 1,002,631 1,102,894 1,213,183 General Operations Sewer Treatment Plant Salaries & Wages 298,780 292,639 - - - - - - - - - Employee Insurance Benefits 133,176 151,259 166,385 183,023 201,326 221,458 243,604 267,965 294,761 324,237 356,661 Supplies 29,263 43,100 - - - - - - - - - Other Services and Charges 1,058,932 1,225,500 1,409,325 1,620,724 1,863,832 2,143,407 2,464,918 2,834,656 3,259,854 3,748,833 4,311,157 Biosolids Management (Reserve) 920,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 Table 8-5 WS Utility Proj Split 61215.xlsx Page 2 ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 SEWER OPERATIONS 1.250 2017/2018 PROJECTION 1.700 2019/2020 ADJUSTED 1.000 2021/2022 2025/2030 ACTUAL BUDGET 0.890 2023/2024 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 0.750 2031/2034 PROJECTION TABLE 8-5 Total Sewer Treatment Plant 2,440,151 2,712,498 2,575,710 2,803,747 3,065,158 3,364,865 3,708,522 4,102,621 4,554,615 5,073,070 5,667,818 Sewer Collection Salaries & Wages 93,062 89,094 - - - - - - - - - Employee Insurance Benefits 44,533 46,289 50,918 56,010 61,611 67,772 74,549 82,004 90,204 99,225 109,147 UPRR Settlement - Other Services and Charges 114,159 150,000 172,500 198,375 228,131 262,351 301,704 346,959 399,003 458,853 527,681 Total Sewer Collection 251,754 285,383 223,418 254,385 289,742 330,123 376,252 428,963 489,207 558,078 636,828 Total General Operating Expenses 2,691,905 2,997,881 2,799,128 3,058,132 3,354,900 3,694,988 4,084,775 4,531,583 5,043,823 5,631,148 6,304,647 Other Operating Expenses Other Services and Charges Sewer Plan Studies (Comp Plan) 190,920 9,080 - - 180,000 - - - - - - Regional Biosolids Management 25,835 23,400 - - - - - - - - - Contractual Services - 350,000 - - - - - - - - - Contract Maintenance - Sewer 2,426 10,000 - - - - - - - - - Contract Laboratory Services 2,006 15,000 - - - - - - - - - Contracted Maintenance 7,808 30,000 - - - - - - - - - Information Literature 340 500 - - - - - - - - - Waste Discharge Permits 122,071 125,000 - - - - - - - - - Lab Certification Fee 2,292 2,400 - - - - - - - - - GIS Services - - - - - - - - - - - Total Other Services and Charges 353,698 565,380 - - 180,000 - - - - - - Intergovt'l Services/Taxes State Excise Tax 333,363 320,055 397,929 668,835 669,595 598,221 599,074 599,979 600,938 455,955 347,533 Property Taxes on Leased Property - - - - - - - - - - - City Utility Tax/Lease Tax 1,313,582 1,410,425 1,763,031 2,997,152 2,997,152 2,667,465 2,667,465 2,667,465 2,667,465 2,000,599 1,500,449 Total Intergovt'l Services/Taxes 1,646,945 1,730,480 2,160,959 3,665,988 3,666,747 3,265,686 3,266,539 3,267,444 3,268,403 2,456,554 1,847,982 Total Other Operating Expenses 2,000,643 2,295,860 2,160,959 3,665,988 3,846,747 3,265,686 3,266,539 3,267,444 3,268,403 2,456,554 1,847,982 TOTAL OPERATING & MAINT. EXPENSES 9,397,701 10,458,503 5,933,839 7,795,247 8,379,887 8,256,738 8,776,985 9,367,265 10,037,287 9,985,269 10,239,953 CAPITAL MAINTENANCE Water/Sewer Combined (45% Sewer) 316,391 225,000 225,000 225,000 225,000 225,000 225,000 225,000 225,000 225,000 225,000 Wastewater Treatment 3,500,000 - 3,750,000 - 4,000,000 - - - - Wastewater Pump Lift Stations - - - - - - - - - Wastewater Collection System - 260,000 260,000 260,000 260,000 260,000 260,000 260,000 260,000 Diffuser Study - - - - - - - - - Transfer to CIP Fund, ER Fund, Stormwater Utility 67,558 67,518 - - - - - - - - - Transfer to ER Fund - Vactor - Land Purchases - - - - - - - - - Sewer System Improvements 1,841 260,000 Table 8-5 WS Utility Proj Split 61215.xlsx Page 3 ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 SEWER OPERATIONS 1.250 2017/2018 PROJECTION 1.700 2019/2020 ADJUSTED 1.000 2021/2022 2025/2030 ACTUAL BUDGET 0.890 2023/2024 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 0.750 2031/2034 PROJECTION TABLE 8-5 Lift Station Improvements 444,169 625,000 - 625,000 625,000 Grant Match - Streets - Olympia St - CR397 to 27th 244,979 60,021 Sewerline Renewals and Replacements 808,963 650,000 1,000,000 1,000,000 2,477,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 1,000,000 Steptoe Phase III - Steptoe - 10th to Clearwater - W. Metaline - 484,000 W 7th Ave - SR 395 to Vancouver - Beech St - 8th to Bruneau 2,107,371 35,000 Southridge LRF 4,815 Southridge Subdivision - Hildebrand - 10th to Southridge 539,041 1,896,179 Arterial/Collector Overlays - UGA Utility Expansion 125,000 1,875,000 1,875,000 Wastewater Treatment Plant Upgrade 383,453 931,547 4,000,000 14,300,000 13,000,000 21,900,000 - 10,400,000 - - Diffuser Study - Amon Lift Station Upgrades 1,118,000 - - - - Clearwater Ave Sewer Main Improvements - 11,000,000 - - - Edison St Widening 20,000 2 100 hp aerators 10,000 Columbia Gardens 102,016 697,984 Easement Acqusition - 1,100,000 Total Capital Outlays 5,020,597 6,927,249 10,860,000 17,660,000 20,337,000 2,603,000 27,385,000 13,110,000 11,885,000 1,485,000 1,485,000 Less: Outside Funding Sources Grants - - - - - - - - - - - PWTF Loan - - New PWTF Loan - - CERB Grant - - Revolving Loan 394,290 330,710 Sewer Area Charge 439,243 564,219 420,000 420,000 420,000 420,000 420,000 420,000 420,000 420,000 420,000 Reserve for Biosolids Service - - 2,840,000 - - - - - - - - Interfund Loan Proceeds - - - - - - - - - - - CDBG Transfer - - - - - - - - - - - Contributed Capital - Southridge - 300,000 - - - - - - - - - Total Outside Funding Sources 833,533 1,194,929 3,260,000 420,000 420,000 420,000 420,000 420,000 420,000 420,000 420,000 TOTAL C.I.P. FROM RATES 4,187,064 5,732,320 7,600,000 17,240,000 19,917,000 2,183,000 26,965,000 12,690,000 11,465,000 1,065,000 1,065,000 DEBT SERVICE 1992 W/S Revenue Bonds - - - - - - - - - - - State Revolving Loans 1,586,526 1,586,526 1,900,244 1,951,070 83,411 - - - - - - PWTF Loan 1,056,975 1,043,283 1,033,891 1,019,999 674,404 596,521 590,715 289,579 - - - CERB Loan 19,550 19,550 19,550 19,550 19,550 9,777 - - - - - New PWTF Loan - - - New Debt Issues - - - - - - - - - - - Interfund Debt - - - - - - - - - - - Table 8-5 WS Utility Proj Split 61215.xlsx Page 4 ---PAGE BREAK--- CITY OF KENNEWICK % increase per biennium 1.085 SEWER OPERATIONS 1.250 2017/2018 PROJECTION 1.700 2019/2020 ADJUSTED 1.000 2021/2022 2025/2030 ACTUAL BUDGET 0.890 2023/2024 2013/2014 2015/2016 2017/2018 2019/2020 2021/2022 2023/2024 2025/2026 2027/2028 2029/2030 2031/2032 2033/2034 0.750 2031/2034 PROJECTION TABLE 8-5 Total Debt Service 2,663,051 2,649,359 2,953,685 2,990,619 777,365 606,298 590,715 289,579 - - - TOTAL NET REVENUE REQUIREMENT $16,247,815 $18,840,181 $16,487,525 $28,025,865 $29,074,253 $11,046,036 $36,332,700 $22,346,844 $21,502,287 $11,050,269 $11,304,953 CHANGE IN WORKING CAPITAL ($855,749) ($2,417,707) $3,897,861 $6,119,751 $5,121,999 $19,540,703 ($5,689,066) $8,357,097 $9,265,580 $12,375,734 $6,635,658 DEPRECIATION $2,994,935 $3,048,525 $3,170,466 $3,297,285 $3,429,176 $3,566,343 $3,708,997 $3,857,357 $4,011,651 $4,172,117 $4,339,002 DEBT SERVICE COVERAGE RATIO Total Available for Debt Service Payment 6,357,923 6,373,155 14,815,665 $25,506,444 $24,921,804 $21,381,767 $20,861,520 $20,271,240 $19,601,218 $12,243,610 $6,431,706 Highest Annual Debt Service Payment 2,663,051 2,649,359 2,953,685 2,990,619 777,365 606,298 590,715 289,579 0 0 0 TOTAL DEBT SERVICE COVERAGE RATIO 2.39 2.41 5.02 8.53 32.06 35.27 35.32 70.00 0.00 0.00 0.00 CASH ANALYSIS Beginning Cash Reserves for Sewer Operations * $3,907,025 $3,102,907 $899,154 $5,010,968 $11,314,886 $16,436,885 $35,977,588 $30,288,522 $38,645,619 $47,911,199 $60,286,933 Plus: Total Sources of Fund 15,392,066 16,422,474 20,385,386 34,145,616 34,196,252 30,586,739 30,643,633 30,703,941 30,767,867 23,426,003 17,940,611 Less: Operating & Maint Expenses (9,397,701) (10,458,503) (5,933,839) (7,795,247) (8,379,887) (8,256,738) (8,776,985) (9,367,265) (10,037,287) (9,985,269) (10,239,953) Plus: Outside Funding Sources 833,533 1,194,929 3,260,000 420,000 420,000 420,000 420,000 420,000 420,000 420,000 420,000 Interfund Loan 36,280 213,953 213,953 184,167 - - - - - - - Less: Capital Maintenance (5,020,597) (6,927,249) (10,860,000) (17,660,000) (20,337,000) (2,603,000) (27,385,000) (13,110,000) (11,885,000) (1,485,000) (1,485,000) Less: Debt Service (2,663,051) (2,649,359) (2,953,685) (2,990,619) (777,365) (606,298) (590,715) (289,579) - - - Ending Cash Reserves for Sewer Operations $3,087,556 $899,154 $5,010,968 $11,314,886 $16,436,885 $35,977,588 $30,288,522 $38,645,619 $47,911,199 $60,286,933 $66,922,591 NOTES and ASSUMPTIONS: * Beginning Cash Reserves for Sewer Operations is 45% of unrestricted cash and PWTF at January 1, 2009 and 2010 Sewer Area Charge and Sewer Cumulative Reserve. Assumes debt reserve requirements of 1.5 times average annual debt service as required by first SRF loan, the City is currently holding $1,160,274 to satisfy reserve requirements, this amount is included in "Total available for debt service payment" amount in the calculation of the debt service coverage ratio through 2018 when Loan will be paid in full. Assumes $10,000,000 for 2019/2020 and $6,500,000 for 2021/2022 for Revolving Fund Loans. Assumes $6,500,000 for 2021/2022 and $6,000,000 for 2023/2024 PWTF Laons. 7.0% CPI increase in rate revenues/biennium 2017-2022, 2015/2016 were adjusted in projection to reflect 3% increases each year. 6% increase in M & O costs/biennium 2013-2020, except for utility costs which have been increased by 15%, and benefits for 2011-2020 which have been increased 10%. 2011/2012 salary and wages include a 3.25% each year for Operating Engineers and a 2.5% increase each year for non-contract, benefits are increased based on the most current projections. Table 8-5 WS Utility Proj Split 61215.xlsx Page 5