HomeMy WebLinkAboutO-2892 - Adopts 2011 sewer comprehensive plan (Special)CITY OF MARYSVILLE
Marysville, Washington
ORDINANCE NO.J.-~qd-
AN ORDINANCE OF THE CITY OF MARYSVILLE, WASHINGTON,
ADOPTING THE 2011 SEWER COMPREHENSIVE PLAN PURSUANT TO
CHAPTER 173-240 WAC; AND DIRECTING THAT SAID PLAN BE
DOCKETED IN THE 2012 GMA COMPREHENSIVE PLAN DOCKET
PROCESS TO BE CONSIDERED FOR ADOPTION AS A PART OF THE
PUBLIC FACILITIES AND SERVICES ELEMENT OF THE MARYSVILLE
GROWTH MANAGEMENT COMPREHENSIVE PLAN.
WHEREAS, before constructing or modifying domestic wastewater facilities,
engineering reports and plans and specifications for the project must be submitted to and
approved by the Washington State Department of Ecology, pursuant to Chapter 173-240
WAC; and
WHEREAS, the City of Marysville submitted the 2011 Sewer Comprehensive Plan to
the Washington State Department of Ecology for review and approval as required by WAC
173-240-050; and
WHEREAS, the City of Marysville's existing Sewer Comprehensive Plan was approved
by Ordinance No. 2569 on April 25, 2005; and
WHEREAS, the 2011 Sewer Comprehensive Plan identifies the planning needs and
necessary capital improvements for the City's wastewater collection, transmission,
treatment and disposal for a 20-year horizon commencing in 2011; and
WHEREAS, the proposed 2011 Sewer Comprehensive Plan is based on and complies
with the objectives and requirements of the Washington State Growth Management Act
(GMA) RCW 36.70A; and
WHEREAS, the City has submitted the 2011 Sewer Comprehensive Plan to the State
of Washington Department of Commerce for 60-day review in accordance with RCW
36.70A.106; and
WHEREAS, following public comment and notice, the City issued Addendum No. 21 to
the Final Environmental Impact Statement (FEIS) for the City of Marysville Comprehensive
Plan, on January 23, 2012, which Addendum No. 21 addresses the environmental impacts of
the 2011 Sewer Comprehensive Plan; and
WHEREAS, for the purpose of complying with the requirements of WAC 173-240 and
RCW 36.70A.070, the Marysville Planning Commission held a public workshop on January
24, 2012, and a public hearing on February 28, 2012, to accept public comment and to
review the 2011 Sewer Comprehensive Plan; and
WHEREAS, on April 9, 2012 the Marysville City Council reviewed the Planning
Commission's recommendation relating to the adoption of the 2011 Sewer Comprehensive
Plan;
NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF MARYSVILLE, WASHINGTON
DO ORDAIN AS FOLLOWS:
Section 1. The document entitled "2011 City of Marysville Sewer Comprehensive
Plan," as set forth in the attached Exhibit A, is hereby adopted pursuant to Chapter 173
240 WAC. A copy of said Plan shall be made available for inspection and review at the office
of the City Clerk and the office of Community Development.
Section 2. The Director of Community Development is hereby directed to include the
2011 Sewer Comprehensive Plan in the 2012 GMA Comprehensive Plan Docket process to
be considered for adoption as part of the Public Facilities and Services Element of the
Marysville Comprehensive Plan.
Section 3. Upon adoption for both the purposes of WAC 173-240 and RCW
36.70A.070, the "2011 City of Marysville Sewer Comprehensive Plan" adopted herein shall
replace and supersede all previous Sewer Comprehensive Plans, which shall no longer be in
effect.
Section 4. Severability. If any section, subsection, sentence, clause, phrase or work
of this ordinance should be held to be invalid or unconstitutional by a court of competent
jurisdiction, such invalidity or unconstitutionality thereof shall not affect the validity or
constitutionality of any other section, subsection, sentence, clause, phrase or word of this
ordinance.
PASSED by the City Council and APPROVED by the Mayor this
Dth
_-,'-----_ day of
---=D.------'irUb,--' , 2012.
CITY OF MARYSVILLE
BY:~~-t:s
J~ NEHRING/MAY
Attest:
fkJ /")12/1 .
By: U~
~tj CITY LERK
Approved as to form:
By: ,6. . (,. W~
'GRANT K. WEED, CITY ATTORNEY
Date of Publication: 4-/[-fL
Effective Date:
EXHIBIT A
2011 City of Marysville Sewer Comprehensive Plan
City of Marysville
Sewer
Comprehensive
Plan
November 2011
i
TABLE OF CONTENTS
EXECUTIVE SUMMARY
INTRODUCTION ....................................................................................................E-1
SERVICE AREA DEVELOPMENT ..........................................................................E-1
EXISTING FACILITIES ..........................................................................................E-2
WASTEWATER CHARACTERISTICS AND FLOWS .................................................E-2
COLLECTION SYSTEM EVALUATION ..................................................................E-3
WASTEWATER TREATMENT EVALUATION .........................................................E-4
OPERATION AND MAINTENANCE ........................................................................E-5
CAPITAL IMPROVEMENT PLAN ...........................................................................E-5
CHAPTER 1 - INTRODUCTION
WASTEWATER SYSTEM OWNERSHIP AND MANAGEMENT ................................. 1-1
PURPOSE .............................................................................................................. 1-1
SCOPE .................................................................................................................. 1-2
HISTORY OF WASTEWATER SYSTEM DEVELOPMENT ........................................ 1-3
Projects Completed Since the 2005 Comprehensive Sanitary Sewerage Plan ... 1-6
RELATED PLANNING DOCUMENTS ...................................................................... 1-7
Water System Plans ............................................................................................ 1-6
Wastewater Comprehensive/Facility Plans ........................................................ 1-6
GMA Comprehensive Plans ............................................................................... 1-6
CHAPTER 2 – PLANNING AREA
INTRODUCTION .................................................................................................... 2-1
PLANNING AREA .................................................................................................. 2-1
NATURAL FEATURES OF THE STUDY AREA ........................................................ 2-1
Topography and Geography ............................................................................... 2-2
Soils and Geology .............................................................................................. 2-2
Surface Water ..................................................................................................... 2-3
Climate ............................................................................................................... 2-4
Site Sensitive Areas ............................................................................................ 2-4
WATER SYSTEM .................................................................................................. 2-6
OTHER PUBLIC UTILITIES .................................................................................. 2-9
CHAPTER 3 - LAND USE AND PLANNING CRITERIA
INTRODUCTION .................................................................................................... 3-1
PLANNING PERIOD............................................................................................... 3-1
GROWTH MANAGEMENT .................................................................................... 3-1
LAND USE AND ZONING ....................................................................................... 3-2
City of Marysville .............................................................................................. 3-2
Snohomish County ............................................................................................. 3-8
POPULATION ...................................................................................................... 3-10
Existing Population .......................................................................................... 3-10
Schools ............................................................................................................. 3-11
ii
Projected Future Population ............................................................................. 3-14
Neighborhood Population Planning ................................................................. 3-15
Non UGA Sewers ............................................................................................. 3-17
Sewer Connections ........................................................................................... 3-18
Current Sewer Service Area ............................................................................. 3-19
Projected Sewer Service Area Population ........................................................ 3-19
Ultimate Buildout Population ........................................................................... 3-20
CHAPTER 4 - REGULATORY REQUIREMENTS
INTRODUCTION .................................................................................................... 4-1
FEDERAL AND STATE STATUTES, REGULATIONS AND PERMITS ........................ 4-1
Federal Clean Water Act .................................................................................... 4-1
Proposed EPA Capacity, Management Operation and Maintenance
Regulations .................................................................................................. 4-2
Biosolids ............................................................................................................. 4-3
Federal Endangered Species Act ........................................................................ 4-3
Reclaimed Water Standards ............................................................................... 4-4
National Environmental Policy Act ................................................................... 4-5
Federal Clean Air Act......................................................................................... 4-6
STATE STATUTES, REGULATIONS AND PERMITS ................................................ 4-6
State Water Pollution Control Act ...................................................................... 4-6
Water Quality Standards for Surface Waters of the State of Washington, Chapter
173-201A WAC ........................................................................................... 4-7
State Environmental Policy Act ....................................................................... 4-13
Growth Management ........................................................................................ 4-13
Accreditation of Environmental Laboratories (WAC 173-050) ....................... 4-14
Minimal Standards for Solid Waste Handling (WAC 173-304) ...................... 4-14
Wetlands ........................................................................................................... 4-14
Shoreline Management Act .............................................................................. 4-15
Floodplain Development Permit ...................................................................... 4-15
Hydraulic Project Approval .............................................................................. 4-15
PRETREATMENT REQUIREMENTS ..................................................................... 4-15
ON-SITE SEPTIC SYSTEM REGULATIONS ......................................................... 4-16
SEWER ORDINANCES AND PLANNING POLICIES ............................................... 4-16
CITY WASTEWATER OPERATION AND MAINTENANCE STANDARDS ............... 4-17
CHAPTER 5 - EXISTING FACILITIES
INTRODUCTION .................................................................................................... 5-1
WASTEWATER COLLECTION SYSTEM ................................................................ 5-1
Pressure and Gravity Sewers .............................................................................. 5-1
Pump Stations ..................................................................................................... 5-2
Wastewater Treatment Plant .............................................................................. 5-7
WWTF Design Criteria and Current Plant Loadings ......................................... 5-7
NPDES Permit ............................................................................................. 5-8
Wastewater Treatment Plant Description ......................................................... 5-10
Headworks ................................................................................................. 5-10
Influent Flow Measurement ....................................................................... 5-11
Lagoon System .......................................................................................... 5-11
Coagulation and Filtration Facilities .......................................................... 5-12
iii
Ultraviolet Disinfection System ................................................................. 5-12
Effluent Pumps .......................................................................................... 5-12
Effluent Disposal ....................................................................................... 5-12
INTERLOCAL AGREEMENTS .............................................................................. 5-13
City of Arlington .............................................................................................. 5-13
Snohomish County ........................................................................................... 5-13
Tulalip Tribes ................................................................................................... 5-14
Lake Stevens Sewer District ............................................................................. 5-14
City of Everett .................................................................................................. 5-14
Mutual Aid Agreement ..................................................................................... 5-15
REFERENCES ...................................................................................................... 5-16
CHAPTER 6 - EXISTING AND PROJECTED WASTEWATER
FLOWS AND CHARACTERISTICS
INTRODUCTION .................................................................................................... 6-1
DEFINITION OF TERMS ........................................................................................ 6-1
Wastewater ......................................................................................................... 6-1
Domestic Wastewater ......................................................................................... 6-1
Equivalent Residential Unit (ERU) .................................................................... 6-1
Non-Residential Wastewater .............................................................................. 6-2
Infiltration ........................................................................................................... 6-2
Inflow ................................................................................................................. 6-2
Average Dry Weather Flow ............................................................................... 6-2
Average Annual Flow ........................................................................................ 6-3
Maximum Month Flow (Treatment Design Flow) ............................................. 6-3
Peak Hour Flow .................................................................................................. 6-3
Biochemical Oxygen Demand (BOD)................................................................ 6-3
Suspended Solids ................................................................................................ 6-4
Chlorine .............................................................................................................. 6-4
Ultraviolet Disinfection ...................................................................................... 6-4
Sand Filter .......................................................................................................... 6-5
Other Contaminants of Concern ......................................................................... 6-5
EXISTING WASTEWATER FLOWS AND LOADING ................................................ 6-5
Historical Wastewater Flows and Loadings at City of Marysville WWTP........ 6-6
EXISTING EQUIVALENT RESIDENTIAL UNITS (ERUS) ..................................... 6-10
WATER CONSUMPTION ..................................................................................... 6-10
Equivalent Residential Units ............................................................................ 6-11
INFILTRATION AND INFLOW .............................................................................. 6-12
I/I Analysis Using EPA Criteria ....................................................................... 6-13
Infiltration ......................................................................................................... 6-14
Inflow ............................................................................................................... 6-14
Flow Monitoring .............................................................................................. 6-14
I/I Summary ...................................................................................................... 6-15
PROJECTED SEWER SERVICE AREA POPULATION, ERUS AND FLOWS ........... 6-15
EXISTING AND PROJECTED INFLUENT BOD5 AND TSS LOADING ................... 6-17
Existing BOD5 Loading .................................................................................... 6-17
Existing Total Suspended Solids Loading ........................................................ 6-17
Projected Wastewater Loadings ....................................................................... 6-17
INDUSTRIAL WASTEWATER .............................................................................. 6-18
iv
REFERENCES ...................................................................................................... 6-21
CHAPTER 7 - COLLECTION SYSTEM EVALUATION
INTRODUCTION .................................................................................................... 7-1
Hydraulic Model ................................................................................................ 7-1
Model Layers ...................................................................................................... 7-2
Record Drawings ................................................................................................ 7-3
Interpolated Manholes ........................................................................................ 7-3
Surveyed Manholes ............................................................................................ 7-3
Pump Stations ..................................................................................................... 7-4
Basins ................................................................................................................. 7-4
Hydraulic Modeling Analysis ............................................................................ 7-5
YEAR 2011 HYDRAULIC MODELING ANALYSIS ................................................. 7-6
Existing Population ............................................................................................ 7-6
Schools ............................................................................................................... 7-7
Commercial/Industrial ........................................................................................ 7-7
Inflation/Inflow .................................................................................................. 7-8
Year 2011 Hydraulic Modeling Data ................................................................. 7-8
YEAR 2017 HYDRAULIC MODELING ANALYSIS ................................................. 7-8
YEAR 2031 HYDRAULIC MODELING ANALYSIS ................................................. 7-9
YEAR 2011, 2017, AND 2031 MODELING RESULTS WITHOUT IMPROVEMENTS7-10
YEAR 2011, 2017, AND 2031 MODELING RESULTS WITH IMPROVEMENTS ..... 7-13
BUILDOUT HYDRAULIC MODELING ANALYSIS ................................................ 7-14
BUILDOUT MODELING RESULTS ....................................................................... 7-15
OTHER PIPELINE DEFICIENCIES ....................................................................... 7-16
PUMP STATION CAPACITY ANALYSIS ............................................................... 7-16
RECOMMENDED PUMP STATION IMPROVEMENTS ........................................... 7-17
FORCE MAIN CAPACITY EVALUATION ............................................................. 7-20
SUMMARY OF COLLECTION SYSTEM IMPROVEMENTS .................................... 7-22
CHAPTER 8 - WASTEWATER TREATMENT PLANT
ANALYSIS
INTRODUCTION .................................................................................................... 8-1
Capacity Evaluation at Design Flows and Loadings .......................................... 8-2
HEADWORKS ........................................................................................................ 8-2
Influent Screw Pumps ........................................................................................ 8-2
Influent Screening .............................................................................................. 8-3
Influent Flow Measurement ............................................................................... 8-3
LAGOON SYSTEM ................................................................................................. 8-3
EFFLUENT FILTRATION ....................................................................................... 8-4
DISINFECTION ...................................................................................................... 8-5
EFFLUENT DISPOSAL ........................................................................................... 8-6
EVALUATION OF WATER RECLAMATION AND REUSE ....................................... 8-7
Potential for Reuse ............................................................................................. 8-7
Industrial Cooling Water .................................................................................... 8-7
Irrigation/Landscaping Use ................................................................................ 8-8
v
Fire Protection .................................................................................................... 8-8
Ground Water Recharge ..................................................................................... 8-8
Other Possibilities .............................................................................................. 8-8
Offsets to Existing Water Rights ........................................................................ 8-8
Wetlands Flow Augmentation ............................................................................ 8-9
CONCEPTUAL DESIGN AND COST ESTIMATE ..................................................... 8-9
Irrigation Demands ............................................................................................. 8-9
Production of Reclaimed Water ....................................................................... 8-10
Coagulation and Filtration ................................................................................ 8-10
UV Disinfection System ................................................................................... 8-11
Alarms and Telemetry ...................................................................................... 8-11
Distribution and Storage ................................................................................... 8-11
ECONOMIC FEASIBILITY OF REUSE .................................................................. 8-12
WWTP RECOMMENDED IMPROVEMENTS ....................................................... 8-15
CHAPTER 9 - BIOSOLIDS MANAGEMENT
GENERAL ............................................................................................................. 9-1
BIOSOLIDS REGULATIONS ................................................................................... 9-1
40 CFR Part 503 ................................................................................................. 9-1
WAC-173-308 Biosolids Management .............................................................. 9-1
BIOSOLIDS QUALITY AND CHARACTERISTICS ................................................... 9-5
BIOSOLIDS MANAGEMENT .................................................................................. 9-9
CHAPTER 10 - OPERATION AND MAINTENANCE
INTRODUCTION .................................................................................................. 10-1
RESPONSIBILITY AND AUTHORITY ................................................................... 10-1
Personnel Certification ..................................................................................... 10-2
Full-Time Employees (FTEs) ........................................................................... 10-2
NORMAL SYSTEM OPERATION .......................................................................... 10-3
Routine and Preventative Maintenance Criteria ............................................... 10-3
Pump Station and Generator Maintenance ....................................................... 10-4
Gravity Sewers and Manholes .......................................................................... 10-7
Pipeline Cleaning ............................................................................................. 10-7
Hydraulic Cleaning........................................................................................... 10-7
Mechanical Cleaning ........................................................................................ 10-8
Chemical Cleaning ........................................................................................... 10-8
Video Inspection .............................................................................................. 10-8
Cleaning and Inspection Standards .................................................................. 10-9
Current Staffing Needs ..................................................................................... 10-9
Future Staffing Needs ....................................................................................... 10-9
CAPACITY MANAGEMENT OPERATION AND MAINTENANCE (CMOM) AND
FUTURE STAFFING NEEDS ......................................................................... 10-10
Capacity Management Operation and Maintenance (CMOM) ...................... 10-10
CAPACITY MANAGEMENT OPERATION AND MAINTENANCE (CMOM) DRAFT
REQUIREMENTS ......................................................................................... 10-11
SAFETY ............................................................................................................. 10-13
Confined Spaces ............................................................................................. 10-13
Electrical and Mechanical Equipment ............................................................ 10-14
vi
Fire Hazards ................................................................................................... 10-15
Health/Safety .................................................................................................. 10-15
EMERGENCY RESPONSE .................................................................................. 10-15
MAINTENANCE PERSONNEL QUALIFICATIONS .............................................. 10-17
CHAPTER 11 - CAPITAL IMPROVEMENT PLAN
INTRODUCTION .................................................................................................. 11-1
PROPOSED SYSTEM IMPROVEMENTS FROM 2011 TO 2017 .............................. 11-2
Sanitary Sewer Mains ....................................................................................... 11-2
Pump Stations ................................................................................................... 11-4
WWTP Improvements ...................................................................................... 11-5
General System Improvements ........................................................................ 11-7
TOTAL 6-YEAR CIP .......................................................................................... 11-7
PROPOSED SYSTEM IMPROVEMENTS FROM 2018 TO 2031 ............................ 11-10
Sanitary Sewer Mains ..................................................................................... 11-10
Pump Stations ................................................................................................. 11-11
WWTP Improvements .................................................................................... 11-12
General System Improvements ...................................................................... 11-13
TOTAL 20-YEAR CIP ...................................................................................... 11-14
CHAPTER 12 - FINANCING
INTRODUCTION .................................................................................................. 12-1
WASTEWATER RATES AND CHARGES ............................................................... 12-1
FINANCIAL STATUS OF THE EXISTING SYSTEM ................................................ 12-3
Historical Operating Cash Flows ..................................................................... 12-3
Projected Operating Cash Flows ...................................................................... 12-4
CAPITAL FUNDS AVAILABLE FOR FUTURE IMPROVEMENTS ........................... 12-6
APPENDICES
Appendix A NPDES Permit No. WA-002249-7
Appendix B City of Marysville Agreements
Appendix C Pump Station Inventory
Appendix D Land Use Data/Loading Tables
Appendix E Hydraulic Model Results
Appendix F Effluent TSS and CBOD Trending Charts
Appendix G CMOM Checklist
Appendix H Cost Estimates
Appendix I SEPA Checklist
EXHIBITS
Exhibit I - Existing Sewer System and Land Use/Subareas
Exhibit II – Sewer System Aerial
Exhibit III – Modeled Sewer Lines, Manhole ID’s and Basins
Exhibit IV – Pipe ID and Capacity Deficiencies (Model Runs 2011, 2017, and
2031)
Exhibit V – Modeled Sewer Lines with Improvements and Buildout Conditions
Exhibit VI – Pipe ID and Pipeline Velocity Deficiencies (2011)
vii
LIST OF TABLES
No. Table Page
E-1 Projected Sewer Service Population Summary ............................................................... E-2
E-2 Current and Projected Flows and Loadings ..................................................................... E-3
E-3 6-Year Capital Improvement Plan ................................................................................... E-7
1-1 City of Marysville Sewer Service Connection Growth ................................................... 1-5
1-2 Projects Completed Since 2005 Sanitary Sewerage Plan CIP ......................................... 1-6
2-1 Planning Area Acreage .................................................................................................... 2-1
2-2 2009 to 2014 Water System Capacity Improvements ..................................................... 2-8
3-1 City of Marysville Zoning Designations ......................................................................... 3-3
3-2 Snohomish County Marysville UPA Zoning Designations ............................................. 3-8
3-3 UGA land Use Designation Acreage from Marysville Comprehensive Plan 2011 ....... 3-10
3-4 2010 Population and Housing Units Corporate Boundary ............................................ 3-11
3-5 Marysville School District Student and Staff Population: 2002-2010 .......................... 3-12
3-6 Lakewood School District Student and Staff Population: 2010 .................................... 3-13
3-7 Projected Population 2010 to 2031................................................................................ 3-14
3-8 UGA Additional Population Capacity ........................................................................... 3-16
3-9 2011 Sewer Service Connections .................................................................................. 3-18
3-10 Marysville 2011 Estimated Sewer Service Population.................................................. 3-19
3-11 Projected Sewer Service Population Summary ............................................................. 3-20
3-12 2031 Capacity Population ............................................................................................. 3-22
4-1 Water Quality Criteria for the Salmon and Trout Spawning, Non-Core Rearing and
Migration Use .................................................................................................................. 4-9
4-2 Water Quality Criteria for the Freshwater Primary Contact Recreational use .............. 4-10
4-3 City of Marysville 2005 NPDES/TMDL Seasonal Effluent Limits .............................. 4-13
4-4 Title 14 MMC Water and Sewers .................................................................................. 4-17
5-1 Trunk Sewer Service Area .............................................................................................. 5-1
5-2 Gravity Sewer Inventory ................................................................................................. 5-3
5-3 Inventory of Force Main .................................................................................................. 5-4
5-4 Inventory of Sewage Pump Stations ................................................................................ 5-5
5-5 Wastewater Treatment Plant Design Flows and Loading ............................................... 5-9
5-6 Wastewater Treatment Plant NPDES Permit Limits Low Flow Season
(July - October) ............................................................................................................... 5-9
5-7 Wastewater Treatment Plant NPDES Permit Limits High Flow Season
(November through June) ................................................................................................ 5-9
5-8 Wastewater Treatment Plant NPDES Permit Facility Loading Criteria .......................... 5-9
5-9 Lagoon System Design Criteria..................................................................................... 5-11
6-1 Historical WWTP Influent Flows (2006 - 2010) ............................................................. 6-6
6-2 Summary of Discharge Monitoring Reports (DMRs) WWTP Influent and
Effluent Monthly Averages ............................................................................................. 6-7
6-3 WWTP Flow and Loading Summary .............................................................................. 6-9
6-4 2010 Annual Average Water Use by Customer Class ................................................... 6-10
6-5 Major Water Consumers for 2010 ................................................................................. 6-11
6-6 Current Wastewater ERUs ............................................................................................ 6-12
6-7 Estimated Infiltration and Inflow .................................................................................. 6-13
6-8 Per Capita Infiltration and Inflow Based on EPA Criteria ............................................ 6-14
6-9 Current and Projected Future Wastewater ERUs and Flows ......................................... 6-16
6-10 Current and Projected WWTP Loadings ....................................................................... 6-18
6-11 Industrial Wastewater Producers - 2011 ....................................................................... 6-19
viii
7-1 Collection System Information........................................................................................ 7-2
7-2 Peaking Factors ............................................................................................................... 7-5
7-3 2011 Population ............................................................................................................... 7-6
7-4 2017 Population ............................................................................................................... 7-8
7-5 2031 Population ............................................................................................................... 7-9
7-6 Modeled Peak Flows vs. Projected Peak Flows ............................................................ 7-10
7-7 Pipeline Capacity Deficiencies for 2011, 2017, and 2031 without Improvements ....... 7-11
7-8 Buildout Population ....................................................................................................... 7-15
7-9 “Developer Type” Pump Station Capacity Analysis ..................................................... 7-18
7-10 Main Pump Station Capacity Analysis .......................................................................... 7-19
7-11 Force Main Capacity Evaluation ................................................................................... 7-21
7-12 Collection System and Pump Station Capital Improvement Projects ........................... 7-23
8-1 NPDES Effluent Concentration Limitations ................................................................... 8-1
8-2 Comparison of Phase 2 Capacity Rating to Current and Projected WWTP Flows
and Loadings ................................................................................................................... 8-2
8-3 Sources and Supply for the Marysville Coordinated Service Area ................................. 8-9
8-4 Potential Irrigation Use for Reclaimed Water ............................................................... 8-10
8-5 Capital Cost Estimates for Water Reuse System ........................................................... 8-13
8-6 Annual O&M Cost Estimate for Water Reuse System.................................................. 8-13
8-7 Comparison of Reclaimed Water and Potable Water Costs .......................................... 8-14
8-8 Recommended WWTP Improvements and Actions ...................................................... 8-16
9-1 Pollutant and Other Characteristics in Biosolids from Marysville WWTP
(1994 Sampling Data) ..................................................................................................... 9-6
9-2 Pollutant and Other Characteristics in Biosolids from Marysville WWTP
(2002 Sampling Data) ..................................................................................................... 9-7
9-3 Biosolids Accumulation Rates ...................................................................................... 9-12
9-4 Cost Estimate for Contract Land Application of Class “B” Biosolids .......................... 9-13
10-1 2011 Wastewater Treatment Plant Personnel Certifications ......................................... 10-2
10-2 2010 Operation and Maintenance Budget for Collection System ................................. 10-3
10-3 Preventative Maintenance Schedule .............................................................................. 10-4
10-4 Pump Station Maintenance Schedule ............................................................................ 10-5
10-5 Pump Station Inspection and Maintenance Staffing Requirements .............................. 10-6
10-6 Staffing Requirements for Inspection and Cleaning ..................................................... 10-9
10-7 Estimation of Future Staffing Needs Collection System ............................................. 10-10
10-8 Emergency Response Actions for Pump Stations ....................................................... 10-16
10-9 Emergency Response Actions for Forcemains ............................................................ 10-16
10-10 Emergency Response Actions for Gravity Sewer ....................................................... 10-17
11-1 6-year Capital Improvements Plan ................................................................................ 11-8
11-2 Capital Improvements Plan 2018 - 2031 ..................................................................... 11-14
12-1 Wastewater Bi-Monthly Rates ...................................................................................... 12-2
12-2 Existing General Facility Charges ................................................................................. 12-3
12-3 Historical Wastewater Revenues and Expenses ............................................................ 12-4
12-4 Projected Operating Cash Flows ................................................................................... 12-5
12-5 Projected Funds Available for Capital Funding ............................................................ 12-7
ix
LIST OF FIGURES
No. Table Following Page
E-1 Sewer Basin Area and Planning Areas ............................................................................ E-1
E-2 Six Year CIP .................................................................................................................... E-6
1-1 Location Map .................................................................................................................. 1-2
2-1 Adjacent Jurisdictions ..................................................................................................... 2-1
2-2 Corporate Boundaries and Planning Areas ...................................................................... 2-1
2-3 Area Topography ............................................................................................................. 2-2
2-4 Area Soils ........................................................................................................................ 2-2
2-5 Site Sensitive Areas ......................................................................................................... 2-4
2-6 Watersheds ...................................................................................................................... 2-5
3-1 Existing Zoning ............................................................................................................... 3-2
3-2 Census Tracts ................................................................................................................ 3-10
3-3 Marysville Neighborhoods ............................................................................................ 3-15
3-4 Future Sewer Growth .................................................................................................... 3-21
5-1 Collection System............................................................................................................ 5-1
5-2 WWTP Site Layout ....................................................................................................... 5-10
5-3 Interlocal Agreements ................................................................................................... 5-15
6-1 Average and Peak Day WWTF Influent Flow ................................................................ 6-6
6-2 Monthly Average Influent BOD & TSS .......................................................................... 6-6
6-3 Monthly Average Effluent CBOD5 Concentrations ........................................................ 6-6
6-4 Monthly Average CBOD5 Effluent Loading ................................................................... 6-6
7-1 Modeled Sewer Lines ...................................................................................................... 7-2
7-2 Neighborhood Planning ................................................................................................... 7-5
7-3 Model Inputs.................................................................................................................... 7-5
7-4 Model Results (2011) .........................................................................................Appendix E
7-5 Model Results (2017) .........................................................................................Appendix E
7-6 Model Results (2031) .........................................................................................Appendix E
7-7 Model Results (Buildout w/Improvements) .......................................................Appendix E
8-1 Hydraulic Profile ............................................................................................................. 8-6
8-2 Proposed Reclaimed Water system ............................................................................... 8-14
10-1 Organization Chart ........................................................................................................ 10-1
11-1 Six Year CIP .................................................................................................................. 11-1
LIST OF ABBREVIATIONS
AAF average annual flow
ADWF average dry weather flow
AKART All known, available, and reasonable technologies
BOD5 5-day biochemical oxygen demand
CBOD5 5-day Carboneous Biochemical Oxygen Demand
CFR Code of Federal Regulations
cfu colony forming units
CIP Capital Improvement Plan
City City of Marysville
CMOM Capacity Management Operation Maintenance
CWA Clean Water Act
DI ductile iron
DMR discharge monitoring reports
DNS determination of non-significance
DOH Washington State Department of Health
DU Dwelling Unit
Ecology Washington State Department of Ecology
EIS Environmental Impact Statement
EPA Environmental Protection Agency
ERU Equivalent Residential Unit
ESA Endangered Species Act
FTE full time equivalent
GIS Global Information System
GMA Growth Management Act
gpcd gallons per capita per day
gpd gallons per day
gpd/acre Gallons per day - per acre
gpm gallons per minute
gpm/sf gallons per minute per square foot
HDPE high density polyethylene
hp horsepower
hpa Hydraulic project approval
HRT hydraulic residence time
I/I infiltration and inflow
kW kilowatt
kWhr kilowatt hour
lb. pounds
lb./day pounds per day
lb/sf/day pounds per square foot per day
lf linear foot
LS lump sum
MCRI Municipal, residential, commercial and industrial development
MCRT Mean cell residence time
MDF maximum daily flow
LIST OF ABBREVIATIONS - continued
MG million gallons
mgd million gallons per day
mg/L milligrams per liter
MH manhole
mL milliliters
MLSS Mixed liquor suspended solids
MMC Marysville Municipal Code
MMF maximum monthly flow
mpn most probable number
NA not applicable
NEPA National Environmental Policy Act
NMFS National Marine Fisheries Service
NO3-N nitrate - nitrogen
NPDES National Pollutant Discharge Elimination System
NTU nephelometric turbidity units
O&M operations and maintenance
pH negative log hydronium ion concentration
PHF peak hour flow
POTW Publicly owned treatment works
PPC Persons per Capita
psi pounds per square inch
PSRP process to significantly reduce pathogens
PVC polyvinyl chloride
RDI/I Rain dependent I/I
RAS return activated sludge
RCW Revised Code of Washington
RUSA Rural Utility Service Area
scfm standard cubic feet per minute
SEPA State Environmental Policy Act
SRT Sludge Retention Time
TKN total Kjehldahl nitrogen
TMDL total maximum daily load
TSS total suspended solids
UGA Urban Growth Area
ULID Utility Local Improvement District
UPA Ultimate Planning Area
USA Utility Service Area
UV Ultraviolet Radiation
USFWS United States Fish and Wildlife Service
uW/s*cm2 microwatts per second centimeter squared
VFD variable frequency drive
WAC Washington Administrative Code
WAS waste activated sludge
WSDF&W Washington State Department of Fish Wildlife
WSDOT Washington State Department of Transportation
WWTP wastewater treatment plant
City of Marysville E-1
Sewer Comprehensive Plan November 2011
EXECUTIVE SUMMARY
INTRODUCTION
The 2011 Sewer Comprehensive Plan for the City of Marysville addresses the City’s
comprehensive planning needs for wastewater collection, transmission, treatment, and
disposal for the next 20 years. This Plan was prepared in accordance with the provisions
of the Revised Code of Washington (RCW), Section 90.48, Water Pollution Control,
Washington Administrative Code (WAC) Section 173-240-050, General Sewer Plan, and
WAC 173-240-060, Engineering Report. Development of the Plan has been coordinated
with the City’s Comprehensive Plan and local agreements with adjacent jurisdictions.
This Plan includes discussion of general planning issues including growth management,
land use, zoning, and population projections. Regulatory issues that are relevant to the
planning and implementation of wastewater service improvements are discussed. The
existing facilities for wastewater collection, conveyance, treatment, and biosolids
handling are described and evaluated in detail. A computerized hydraulic model is used
to assess the capacity of the existing collection system and to plan for future facilities.
Capital improvement recommendations and an implementation schedule for these
improvements are presented.
SERVICE AREA DEVELOPMENT
Chapter 2 provides a description of the planning area for the City of Marysville. The
planning area consists of three components: the City’s corporate boundary,
approximately 13,370 acres, the Urban Growth Area (UGA) covering 13,660 acres, and
the ultimate planning area, approximately 24,000 acres, or 37.5 square miles. The UGA
is the City’s primary planning area for locating sewers and other types of urban
development. The ultimate planning area is located outside of the UGA but has the
potential of inclusion in future UGA boundary adjustments. The three components of the
City’s planning area are shown on Figure E-1.
Chapter 3 develops population estimates for the City’s UGA and adjacent areas using
information from the 2005 Marysville Comprehensive Plan and the Snohomish County
Buildable Lands reports. The City’s UGA population in 2010 was approximately 60,183
and is expected to grow to 84,989 in 2031 under a moderate growth rate of 2 percent. For
sewer, the City provides service to three areas outside of its UGA, a part of Arlington to
the north, part of the Tulalip Tribes to the west, and Mountain View Shores also to the
west. In addition, not all current residences are connected to the City’s service system.
Table E-1 presents the population connected to the sewer system through 2025. The City
has averaged 445 sewer connections per year between 2001 and 2005 and 353 sewer
connections per year between 2006 and 2010.
16THAVE NW132ND ST NE
99TH AVE NESR 52834TH AVE NE79TH AVE NE71ST AVE NESR 92
76TH ST NE
84TH ST NE
SR 980TH ST NE
ASH AVE116TH ST NE SR 984TH ST NE
52NDST NESHOULTES RD132ND ST NE
108TH ST NE
SR 531
67TH AVE NE SMOKEY POINT BLVDI
-5 I-551ST AVE NE88TH ST NE
67TH AVE NE 51ST AVE NE I
-523RDAVE NEARMARRD140TH ST NE
48TH DR NE136TH ST NE
FORTY-FIVE RD3RD AVE NE44TH ST NESUNN
YSIDE BLVDSR 52927TH AVE NECEDAR AVE4TH ST47TH AVE NE100TH ST NE51ST AVE NEMARINE DR152ND ST NE
83RD AVE NEGROVE ST
64TH ST NE
172ND ST NE
STATE AVE67TH AVE NESR 9I-5
E L
AKE GOODWIN RDLAKEWO O D RD SR 53 1140TH ST NE
M
A
RIN
E DR
City of Arlington
City of Marysville
City of Lake Stevens
Tulalip Reservation
SEWERBASINS
City of Everett
Tulalip Indian Reservation
PLANNING AREA #2
PLANNING AREA #3
PLANNING AREA #5
PLANNINGAREA #1
PLANNING AREA #4
Sewer service area (UGA)
Marysville City Limits
Other City Limits
Planning Area #1
Planning Area #2
Planning Area #3
Planning Area #4
Planning Area #5
Sewer Basins
Sewer Comprehensive Plan
Sewer Basin Area & Planning Areas
0 1 20.5 Miles
Figure E-1
E-2 City of Marysville
November 2011 Sewer Comprehensive Plan
TABLE E-1
Projected Sewer Service Population Summary
!
!
!
*Service Area includes West Marysville and Arlington Interlocal Agreement
EXISTING FACILITIES
Chapter 5 provides a description of City’s wastewater collection system, pump stations,
wastewater treatment plant and disposal facilities. The gravity collection system includes
210 miles of pipeline with diameters 6-inch to 48-inch. Approximately 60 percent of the
pipelines are 8-inch diameter and approximately two-thirds (67%) of the collection
system is constructed with PVC pipe material.
In addition to the gravity pipe system, the City operates and maintains 15 pump stations,
approximately 4.2 miles of force main pipe and 3.9 miles of effluent discharge piping to
the City of Everett’s deep water outfall. The City’s primary pump stations are Soper Hill,
Sunnyside, 51st Avenue, 88th Street, Marysville West, and West Trunk. The other 9
pump stations are smaller developer-type stations.
A major upgrade to the City’s wastewater treatment plant was completed in 2004.
Improvements included the addition of four complete-mixed aerated lagoon cells,
hydraulic curtains, effluent filter expansion, UV disinfection facilities, effluent pump
upsizing, and a new pipeline to Everett for seasonal disposal of treated effluent in Port
Gardner Bay. This upgrade increased the plant capacity from 6.1 mgd (maximum month
design) to 12.7 mgd. In addition, the plant loading capacity, as measured by BOD5
increased from 10,200 lbs/day to 20,143 lbs/day. Essentially, the upgrade doubled the
wastewater treatment plant capacity.
WASTEWATER CHARACTERISTICS AND FLOWS
Chapter 6 quantifies the wastewater from the City’s service area estimated from treatment
plant flow records and domestic water system records from the City. Use of the City’s
water records for wintertime consumption, established a sewer base flow of 182 gallons
per day for a single-family residence, or ERU. For the total sewer system, the estimated
base flow is 4.45 mgd. Recorded wastewater flow above this value is attributed to
infiltration and inflow (I/I). Infiltration and inflow for the City’s system is not excessive,
yet represents approximately 6 percent of the average annual flow. During particularly
wet periods, or maximum month conditions, I/I increases to approximately 27 percent of
the total flow.
City of Marysville E-3
Sewer Comprehensive Plan November 2011
Table E-2 presents both current and projected wastewater flows and loadings for the
City’s Wastewater Treatment Plant (WWTP).
TABLE E-2
Current and Projected Flows and Loadings
Year 2011 2017 2031
ERUs
24,427 30,084 42,413
Flows (gpd)
Sewer Service Area (ac.) 4,979 5,708 7,340
Total Baseflow 4,030,000 5,480,000 7,720,000
Dry Season Average Flow 4,160,000 5,240,000 7,620,000
Average Annual Flow 4,730,000 5,830,000 8,230,000
Maximum Month 6,120,000 7,600,000 11,250,000
Peak Day 9,310,000 10,530,000 13,790,000
Peak Hour(1) 10,700,000 12,710,000 16,880,000
Peak Hour Factor 2.26 2.18 2.05
Loading (lb/day)
Annual Average BOD5 10,419 12,846 18,110
Maximum Month BOD5 13,812 16,997 23,963
Annual Average TSS 10,029 12,365 17,432
Maximum Month TSS 14,356 17,689 24,939
(1) Peak Hour Flow: Average Annual Flow x Peaking Hour Factor
COLLECTION SYSTEM EVALUATION
Chapter 7 develops the hydraulic model of the City’s service area used as a tool to assess
the capacity and deficiencies of the existing collection system and pump stations. The
hydraulic model, InfoSewer developed by Innovyze (formerly MWHSoft), was used to
analyze the major gravity lines within the collection system for 2011, 2017, 2031. Inputs
for the hydraulic model include invert elevations for manholes and pipeline lengths and
unit residential and commercial flows developed in Chapter 6. Infiltration and inflow
were developed from existing plant records and water consumption records.
The hydraulic model was run for 2011, 2017, and 2031 conditions as shown in Table E-2.
The model results indicated a total of 118 pipeline deficiencies thru 2031. A number of
these deficiencies were determined to be insignificant enough to warrant a 6-year capital
improvement based on modeling alone. These areas were analyzed separately and have
been added to the City’s ongoing inspection list. Other pipe segments either deemed
critical by the City or would be subject to future development were identified as a capital
improvement.
E-4 City of Marysville
November 2011 Sewer Comprehensive Plan
The most serious current deficiencies with the collection are low velocity pipelines (<2.0
fps). Of the 318,865 lf of pipeline modeled, approximately 50 percent were found to
have low velocities. Most of these pipelines are large enough to provide adequate
capacity, but these low velocity pipelines will collect grease and inert material and
require more frequent cleaning and flushing. City staff recognizes this problem and have
a maintenance program in place to clean its gravity sewers every two years. In addition,
the City has a wastewater pretreatment program to limit grease discharged to its
collection system.
The hydraulic model results for 2031 show nearly double the number of capacity
deficiencies than the 2011 and 2017 results, mostly due to the assumptions set forth in
Chapter 3 to project future sewer service area population. One area of the collection
system with a large number of future deficiencies is the Smokey Point area near I-5. The
recommended approach to address deficiencies in this area is to divert flow to future
pipelines to the Lakewood Sewer Extension rather than pipeline replacement in this
commercial area.
The other areas with a few surcharged pipelines in 2031 are located in East Sunnyside
and Getchell Hill areas. Where these pipelines were not already part of the City’s CIP,
they have been added to the 20-year CIP Plan.
Most of the City’s pump stations have adequate capacity through 2031. The West Trunk
Pump Station will be near its capacity prior to 2017 and improvements are included in the
6 year CIP. The 51st Street and Soper Hill pump stations will near their capacity prior to
2031 as well. They are both included for improvements in the 20 year CIP.
Buildout conditions were also modeled using an estimated buildout population of
approximately 160,000. The primary, long-term impacts to the City’s collection system
are the upper reaches of Trunk A from 103rd Street to 143rd Street. In addition, several
pipeline areas for Trunk D and CE are undersized for buildout conditions.
In general, the hydraulic model is only one tool for assessing the condition of the
collection system. Where “sagging” has occurred, offset joints have developed or
manholes have been improperly installed, the hydraulic model most likely will not reflect
those problems. Where the model has identified capacity deficiencies, particularly for
2031 and buildout, it is recommended that the model results be confirmed by survey, TV
inspection, or a flow study prior to the capital expense of pipeline replacement.
WASTEWATER TREATMENT EVALUATION
Chapters 8 and 9 evaluate the City’s WWTP. The projected peak hour flow for 2031 of
16.9 mgd as presented in Table E-2 is less than the WWTP’s hydraulic design capacity of
20.3 mgd following the 2004 plant upgrades. Thus, the WWTP has sufficient hydraulic
capacity for the next 20 years.
City of Marysville E-5
Sewer Comprehensive Plan November 2011
The projected loadings, however, for 2031 exceed the plant’s design capacity for both
BOD5 and TSS. The City had plans for two additional complete-mix aerated cells, to be
constructed by 2015 to ensure adequate treatment capacity, but due to lower than
projected flows and loadings, the construction of those can be moved further out into the
future. Other future improvements include repairs to the influent parshall flume,
installation of mechanical barscreens with smaller spacing between bars or an alternative
screening method, upsizing of the filter reject pump station, extension of the filter reject
line from the west trunk pump station to complete mix cell 1A, and construction of a pre-
settling basin to be used prior to effluent filtration.
The most significant item for the City’s WWTP operation is biosolids removal. The City
last removed biosolids from its lagoon system in 2003. Biosolids removal was evaluated
in 2011 and it was determined that the removal could wait until 2018 or beyond due to
lower than expected accumulations. A biosolids profile is projected to be completed in
2016 to assess sludge depth, location, and quantities. Each biosolids removal project is
expected to cost in excess of $3.0 million.
OPERATION AND MAINTENANCE
Chapter 10 addresses the operation and maintenance staff for the City’s wastewater
treatment plant and collection system. Currently, there are approximately 15 full-time
employees both for the WWTP and collection system. Of this number, four are assigned
to the wastewater treatment plant operations and four are assigned to wastewater
treatment plant and pump station maintenance. The remaining employees are assigned to
the flushing, cleaning, inspection and repair of the collection system.
For future operation and maintenance needs, City staff is adequate for its WWTP.
However, the collection system will continue to expand with population growth and the
City will need to add to staff in order to maintain the gravity sewers, force mains, and
pump stations. One additional employee should be added to staff in 2017, with another
added in 2031.
CAPITAL IMPROVEMENT PLAN
Chapter 11 summarizes the CIP and prioritizes projects identified in this Plan.
Summaries of each capital improvement project include proposed construction dates, and
estimated project costs (including construction, contingency, administration, sales tax,
and engineering). Table E-3 and Figure E-2 present the 6-year CIP projects. CIP
Projects up to 2031 are shown in Chapter 11.
Future projects that are not identified as part of the City’s CIP may become necessary.
Such projects may be required in order to remedy an emergency situation, to address
unforeseen problems, or to accommodate improvements from adjacent jurisdictions. Due
to budgetary constraints, the completion of such projects may require modifications to the
recommended CIP. The City retains the flexibility to reschedule, expand, or reduce the
E-6 City of Marysville
November 2011 Sewer Comprehensive Plan
projects included in the CIP and to add new projects to the CIP, as best determined by the
Council, when new information becomes available for review and analysis.
The total 6-year CIP is $10,207,000. Amounts for each of the four categories for the 6-
year CIP are shown below:
Sanitary Sewer Mains ................................................................ $ 4,630,000
Pump Stations ............................................................................ $ 1,575,000
WWTP Improvements ............................................................... $ 3,402,000
General System Improvements .................................................. $ 600,000
Total: 6-Year CIP ................................................................... $10,207,000
SS-D 71st St NE Sewer Upsizing 64th Ave NE to 66th Ave NE
SS-C Whiskey Ridge Sewer Extension Gravity Main
SS-E Trunk G Rehab Cedar to Columbia
PS-B West Trunk Pump Station Upsizing
PS-A Whiskey Ridge Sewer Pump Station & Force Main
PS-C Carroll's Creek Pump StationEmergency Generator Installation
PS-D Cedarcrest Vista Pump StationEmergency Generator InstallationI-5SR 967TH AVE NESTATE AVESR 9251ST AVE NESR 529GROVE ST
83RD AVE NE27TH AVE NE64TH ST NE
84TH ST NE
108TH ST NESMOKEY POINT BLVD152ND ST NE
MARINE DR140TH ST NE
SUNNYSIDE BLVD99TH AV NE47TH AVE NE4TH ST
100TH ST NE
88TH ST NE
CEDAR AVE116TH ST NE
8TH ST
FORTY-FIVE RD
172ND ST NE
BEACH AVE136TH ST NE
44TH ST NE
132ND ST NE
71ST AVE NE3RD AVE NE80TH ST NE
ASH AVE34TH AVE NE48TH DR NE140TH ST NW
FORTY FIVE RD
40TH ST NESHOULTES RD1ST ST
76TH ST NE
M AR IN E D R N E
52ND ST NE 99TH AV NEI-534TH AVE NE172ND ST NE
51ST AVE NE88TH ST NE 51ST AVE NE84TH ST NE
132ND ST NE
2011 Six Year CIP Pump Stations
2011 Six Year CIP Lines71st St NE Sewer Upsizing 64th Ave NE to 66th Ave NE
Trunk G Rehab Cedar to Columbia
Whiskey Ridge Sewer Extension Force Main
Whiskey Ridge Sewer Extension Gravity Main
Urban growth area
0 2,000 4,000 6,0001,000 Feet
Sewer Comprehensive Plan
Figure E-2 Six Year CIP
E-7 City of Marysville November 2011 Sewer Comprehensive Plan TABLE E-3 6-Year Capital Improvements Plan(1) 2011 2012 2013 2014 2015 2016 2017 Sanitary Sewer Mains a. Sewer Main Oversizing $30,000 $30,000 $30,000 $30,000 $30,000 $30,000 $30,000 b. Renewals and Replacement $0 $300,000 $300,000 $300,000 $300,000 $300,000 c. Whiskey Ridge Sewer Extension $200,000 $1,200,000 d. 71st St NE Sewer Upsizing: 64th Ave NE to 66th Ave NE $410,000 e. Trunk “G” Rehab.: Cedar to Columbia $1,340,000 Total Sanitary Sewer Mains $230,000 $1,230,000 $330,000 $330,000 $740,000 $1,670,000 $330,000 Pump Stations a. Whiskey Ridge Sewer Lift Station and Force Main $1,000,000 b. West Trunk Pump Station Upsizing $225,000 c. Carroll’s Creek Pump Station Emergency Generator Installation $175,000 d. Cedarcrest Vista Pump Station Emergency Generator Installation $175,000 Total Pump Station Improvements $0 $0 $225,000 $1,000,000 $0 $175,000 $175,000
E-8 City of Marysville November 2011 Sewer Comprehensive Plan TABLE E-3 - (continued) 6-Year Capital Improvements Plan(1) 2011 2012 2013 2014 2015 2016 2017 WWTP Improvements a. Biosolids Removal $300,000 $300,000 $300,000 $300,000 b. Replacement/Reconstruction of Headworks Parshall Flume $50,000 c. Filter Reject Line Extension $100,000 d. Upsize Filter Reject Wet Well and Pump System $500,000 e. Pre-Settling Basin $1,000,000 f. Screen Replacement for Mechanical Screens $500,000 g. Flow Study 40,000 h. Preliminary Biosolids Profile $12,000 i. Wastewater Treatment Plant Generator $400,000 Total WWTP Improvements $400,000 $0 $190,000 $800,000 $1,300,000 $312,000 $800,000 General System Improvements Cost of Service Study $250,000 Sanitary Comp. Plan/Model $300,000 $300,000 Sewer Rate Study $50,000 Total General Sewer Improvements $300,000 $0 $50,000 $0 $0 $250,000 $300,000 Total Sanitary Sewer $930,000 $1,230,000 $795,000 $2,130,000 $2,040,000 $2,407,000 $1,605,000 (1) The 6-year CIP covers the period of 2012 - 2017. 2011 CIP projects are included for reference.
City of Marysville 1-1
Sewer Comprehensive Plan November 2011
CHAPTER 1
INTRODUCTION
This Sewer Comprehensive Plan (Plan) for the City of Marysville addresses
comprehensive planning needs for wastewater collection, transmission, treatment, and
disposal for the next twenty years. This Plan has been prepared in accordance with the
provisions of the Revised Code of Washington (RCW), Section 90.48, Water Pollution
Control; Washington Administrative Code (WAC) Section 173-240-050, General Sewer
Plan; and WAC 173-240-060, Engineering Report. Development of the Plan has been
coordinated with the 2005 City of Marysville Comprehensive Plan, Snohomish County
2006 Comprehensive Plan, the City of Marysville 2005 Comprehensive Sanitary
Sewerage Plan, and with the City of Marysville 2009 Water System Plan Update.
WASTEWATER SYSTEM OWNERSHIP AND MANAGEMENT
The City of Marysville owns and operates a sanitary sewer system and wastewater
treatment facility. The Mayor and seven council members oversee and provide review
and approval authority for issues that relate to the City’s public works systems. The
Department of Public Works maintains and operates the sewer, water, drainage, solid
waste, and street systems, including construction, engineering, construction inspection,
and fleet and facilities. The Director of Public Works oversees two departments managed
by the Assistant City Engineer and Public Works Superintendent. The Public Works
Director directly manages the City’s facilities division. The City’s addresses and
telephone numbers are listed below and a location map is shown in Figure 1-1.
City of Marysville City Hall City of Marysville Public Works
1049 State Avenue 80 Columbia Avenue
Marysville, Washington 98270 Marysville, Washington 98270
(360) 363-8000 (360) 363-8100
PURPOSE
The purpose of this Plan is to address the City’s comprehensive planning needs for
wastewater collection, transmission, treatment, and disposal for the next 20 years. In
2004 the City completed significant improvements to its wastewater treatment plant
(WWTP) and effluent disposal system. These improvements included modifications to
its aerated lagoons, installation of UV disinfection, and construction of an effluent pump
station and pipeline intertie with the City of Everett for effluent disposal in Puget Sound.
These improvements were designed for WWTP compliance with the City’s NPDES
permit, No. WA-002249-7, and for an increase in plant capacity. A copy of the NPDES
permit is included as Appendix A.
1-2 City of Marysville
November 2011 Sewer Comprehensive Plan
The primary focus of this Plan is to continue development of the hydraulic model of the
City’s sanitary sewer system consistent with GIS, provide preliminary plans to provide
sewer service to new areas, and to develop a capital improvement plan with cost
estimates and schedule for six- and twenty-year planning periods. The City of Marysville
has experienced rapid growth over the past twenty years that has required an expansion of
its sanitary sewer system. In 1980, the City’s population was 5,000; by 1992 the
population increased to 14,122 and to 60,183 in 2010 (inclusive of the urban growth area
(UGA)). Future population projections show the UGA exceeding 84,989 by 2031.
This Plan addresses known wastewater system planning issues, assesses the condition and
capabilities of the existing sewer system and wastewater treatment plant, develops a plan
for the level of service within the defined study area, and determines the required system
improvements including project construction schedules and costs.
SCOPE
The City of Marysville Sewer Comprehensive Plan is organized into twelve chapters as
follows:
Chapter 1, Introduction, includes descriptions of the purpose and scope of the
Plan and provides background information used to address the issues discussed in
this Plan.
Chapter 2, Sewer Service Area, includes a description of study area boundaries
and physical environment.
Chapter 3, Land Use and Planning Criteria, reviews general planning issues,
including growth management, land use, and zoning, and provides current and
projected population.
Chapter 4, Regulatory Requirements, consists of descriptions of pertinent
regulations that apply to the City’s wastewater collection, treatment and effluent
disposal facilities.
Chapter 5, Existing Facilities, describes and assesses the existing components of
the collection system, wastewater treatment plant, and sewer agreements with
adjacent jurisdictions.
Chapter 6, Wastewater Flows and Loading, applies planning information and
historical records to establish design criteria for existing and future flows and
loadings.
Chapter 7, Collection System Evaluation, presents a computer model of the
sewer system components, including pump stations, force mains, and gravity lines
16THAVE NW132ND ST NE
99TH AVE NESR 52834TH AVE NE79TH AVE NE71ST AVE NESR 92
76TH ST NE
84TH ST NE
SR 980TH ST NE
ASH AVE116TH ST NE SR 984TH ST NE
52NDST NESHOULTES RD132ND ST NE
108TH ST NE
SR 531
67TH AVE NE SMOKEY POINT BLVDI-5 I-551ST AVE NE88TH ST NE
67TH AVE NE 51ST AVE NE I-523RDAVE NEARMARRD140TH ST NE
48TH DR NE136TH ST NE
FORTY-FIVE RD3RD AVE NE44TH ST NESUNN
YSIDE BLVDSR 52927TH AVE NECEDAR AVE4TH ST47TH AVE NE100TH ST NE51ST AVE NEMARINE DR152ND ST NE
83RD AVE NEGROVE ST
64TH ST NE
172ND ST NE
STATE AVE67TH AVE NESR 9I-5
E L
AKE GOODWIN RDLAKEWO O D RD SR 53 1140TH ST NE
M
A
RINE D
R
City of Arlington
City of Marysville
Tulalip Reservation
City of Everett
City of Lake Stevens
Snohomish County
Snohomish County
SewerComprehensivePlan
Fig 1-1 Location Map
0 1 20.5 Miles
Sewer service area
Future planning areas
Marysville city limits
Other city limits
City of Marysville 1-3
Sewer Comprehensive Plan November 2011
and provides modeling results at current and future flows to identify deficiencies
and improvements.
Chapter 8, Wastewater Treatment Plant Analysis, evaluates plant capacity and
effluent discharge based on projected flows and loadings.
Chapter 9, Biosolids Management, evaluates the existing methods of biosolids
disposal and estimates the schedule for future biosolids removal projects.
Chapter 10, Operation and Maintenance, provides an overview of the City’s
operation and maintenance program including a summary of existing and future
staffing needs.
Chapter 11, Capital Improvement Plan, recommends sewer system and
wastewater treatment plant improvements and provides cost estimates and an
implementation schedule for those improvements.
Chapter 12, Financial Program, provides an assessment of current financial
status of the utility, discusses available and potential revenue sources for system
improvements, assesses the General Facilities Charge, and establishes operation
and maintenance costs that relate to the recommended Capital Improvement Plan
(CIP).
HISTORY OF WASTEWATER SYSTEM DEVELOPMENT
The development of the City’s wastewater facilities parallels the growth of its population
and land area. The City of Marysville was established as a Fourth Class City in 1891,
with a population of 350 residents. Its early development depended on the abundant
timber resources and the construction of the Great Northern Railroad. The construction
of Highway 99 between Everett and Marysville provided an additional development boost
to the City.
In 1905, the City’s population was 1,250 and it was not until 1954 that the population
doubled to 2,500. The earliest sewers to serve the Marysville downtown core were
constructed prior to 1940. The first sanitary sewers were combined sewers collecting
both wastewater and stormwater. The downtown combined sewers were eventually
separated through a series of capital improvement projects.
An extensive expansion of the original sewer system was completed over the past 35
years. As reported in the 1997 Comprehensive Sanitary Sewerage Plan (Hammond,
Collier & Wade-Livingstone Associates), trunk sewers C, D, and G extended the sewer
system north, east, and west in 1968. In 1970, trunk sewer A was constructed to serve the
area northeast of Marysville.
1-4 City of Marysville
November 2011 Sewer Comprehensive Plan
In 1982, the City established boundaries for its Rural Utility Service Area (RUSA) as a
basis for planning for water and sewer service. The RUSA covered approximately 12
square miles. By 1991, the sanitary sewer system had 6,755 connections with 6,233
residential customers and 522 school, commercial, and institutional customers. Chapter
14.32, Utility Service Area, of the Marysville Municipal Code (MMC) replaced the
RUSA with the Utility Service Area (USA). The USA set the boundaries of the sanitary
sewers service area.
In 1990, a Sewer Comprehensive Plan was prepared by Hammond, Collier & Wade-
Livingstone that set the groundwork for a major upgrade to the City’s wastewater
treatment plant in 1994. The recommended improvements subsequently included a major
modification of the 72-acre lagoon system. The project included development of two 2.5
acre complete mix aerated lagoon cells, installation of two 10,600 gpm recirculation
pumps to increase lagoon treatment capacity, a new headworks facility with a mechanical
bar screen, and two 4,500 gpm influent screw lift pumps.
The improvements also included new deep bed single media sand filters to treat up to
2,400 gpm of plant effluent, a new chlorine contact chamber with chlorination facilities,
and a 3,000 gpm lift station upstream of the plant.
The 1994 improvements increased plant capacity from 2.8 mgd to 6.1 mgd. In addition, a
new 28-inch HDPE outfall pipe and pump station were installed to convey effluent to
Steamboat Slough.
The 1997 Sewer Comprehensive Plan prepared by Hammond, Collier & Wade-
Livingstone and KCM set the ground work for the 2004 upgrades to the City’s
wastewater treatment plant. Phase 1 of the upgrades included 2 additional completed mix
cells, one additional influent screw pump, one additional barscreen, and upsizing of the
effluent pumps. Phase 2 added 1600 SF to the effluent sand filters, a new maintenance
facility, UV disinfection, and an effluent pipeline to the City of Everett’s South Everett
Pump Station in route to the Deep Marine Outfall in Puget Sound (Port Gardner Bay).
The 2004 upgrades to the City’s wastewater treatment plant increased plant capacity from
6.1 MGD to 12.7 MGD.
In 1990, the State of Washington enacted the Growth Management Act (GMA). The
GMA developed criteria for urban growth areas, which superceded the need for the Rural
Utility Service Area (RUSA). In 1996, the City’s Planning Department completed its
first Comprehensive Plan under GMA. By 1996, the estimated number of sewer
connections was 8,957, a 40 percent increase over the number of connections in 1991.
Table 1-1 provides a history of sewer connections since 1990. Since 1990, the City has
experienced rapid growth in residential connections, but a declining number of non-
residential customers since 1998.
City of Marysville 1-5
Sewer Comprehensive Plan November 2011
During the past 10 years, the City has added an average of 464 connections per year to its
sewer system.
TABLE 1-1
City of Marysville Sewer Service Connections Growth
Year
Residential
Customers
Non-
Residential
Customers
New
Customers
Total
1990 6,130 296 -- 6,426
1991 6,439 344 357 6,783
1992 6,763 399 379 7,162
1993 7,104 463 405 7,567
1994 7,462 537 432 7,999
1995 8,013 624 638 8,637
1996 8,393 724 480 9,117
1997 9,014 818 715 9,832
1998 9,496 778 442 10,274
1999 10,004 712 442 10,716
2000 10,540 620 444 11,160
2001 11,003 600 443 11,603
2002 11,604 620 621 12,224
2003 12,330 691 797 13,021
2004 12,831 703 513 13,534
2005 13,327 703 496 14,030
2006 13,774 717 461 14,491
2007 14,202 723 434 14,925
2008 14,474 724 273* 15,198
2009 14,700 730 232* 15,430
2010 15,064 734 368* 15,798
Data on connections for the years 1990 through 1996 were obtained from the City of
Marysville 1997 Comprehensive Sanitary Sewerage Plan. Data after 1996 from City of
Marysville sources.
* New customers totals are based on connection fees paid. Connection fees were prepaid
at final plat. However, based on economic conditions during this time, many plats remain
empty and parcels are not actually connected to the sewer. Therefore, the total number of
residential customers is not equal to the total number of customers actually being billed.
1-6 City of Marysville
November 2011 Sewer Comprehensive Plan
PROJECTS COMPLETED SINCE THE 2005 COMPREHENSIVE SANITARY
SEWERAGE PLAN
The Sewer Comprehensive Plan was last updated in April 2005. Table 1-2 provides the
projects listed in the Capital Improvement Plan (CIP) included in the 2005 Plan and the
status of each project for both the collection system and the wastewater treatment plant.
TABLE 1-2
Projects Completed Since
2005 Sanitary Sewerage Plan CIP
Project Description Status or Year Completed
Sanitary Sewer Mains
Sewer Main Oversizing Ongoing
Smokey Pt. Blvd Ext. 116th – 136th 2006
Smokey Pt. Blvd. Ext. 136th – 152nd 2009
State Avenue Trunk 98th – 113th LID 2003
Trunk “G” Rehab. Beach – 1st 2006 (west of BNRR only)
Lakewood Sewer Extension: Phase 1 2006
Lakewood Sewer Extension: Phase 2 2009*
Renewals and Replacement Ongoing
Soper Hill Road Ext. 71st – 83rd 2004
88th Street at 60th Drive 2006
70th Drive and 88th (Trunk C) 2006
Delta Avenue 5th – 9th 2007
State Avenue 1st – Grove 2004
Pump Stations
Regan Road Pump Station 2005
General Sewer Improvements
Cost of Service Study 2008
Sanitary Comp. Plan/Model In Progress
Sewer Rate Study 2007
Wastewater Treatment Plant Improvements
Phase II WWTP 2004
MV/Everett Effl. Horizontal Drilling 2004
MV/Everett Effl. Open Cut 2004
So. Everett Pumping Station 2004
Cross Town 2004
Everett (Deep Water) 2004
Extra Capacity 2005
Flow Study 2005
*Partially constructed along Smokey Point Blvd from 136th St NE to 148th St NE.
City of Marysville 1-7
Sewer Comprehensive Plan November 2011
RELATED PLANNING DOCUMENTS
The following documents were consulted in the preparation of the City of Marysville
System Comprehensive Plan.
WATER SYSTEM PLANS
City of Marysville 2009 Water System Plan Update, HDR Engineering, Inc. June 2009.
The Water System Plan evaluated the existing water system to identify existing and future
demands, review and recommend capital project to address the needs of the system, and
ensure that the system has the operational, technical, staff, and financial ability to comply
with all local, state, and federal regulations, including local planning efforts. The
recommended capital improvements through the year 2014 were estimated to cost
$37,578,000, with an additional $40,470,000 to the year 2028. Relevant information
includes land use, population, equivalent residential units, and water demands.
WASTEWATER COMPREHENSIVE/FACILITY PLANS
City of Marysville Wastewater Treatment Plant Capital Facilities Plan, Tetra
Tech/KCM, Inc., February 2001
The Wastewater Treatment Plant Capital Facilities Plan reviewed the hydraulic capacity
of the treatment process and recommended improvements to provide adequate capacity to
the year 2020. Alternatives were reviewed for the upgrade of the wastewater treatment
plant that included cost estimates and schedule for implementation. The plan estimated
the cost of the recommended improvements in the amount of $69,320,000.
City of Marysville Comprehensive Sanitary Sewerage Plan, Gray and Osborne, Inc., April
2005
The purpose of this Comprehensive Sanitary Sewerage Plan was to prepare a long-range
plan to develop an adequate sanitary sewer system to the year 2031. The Plan updates
land use and population data, incorporates recent changes to the sewer service area,
evaluates the system for infiltration and inflow, integrates a computerized hydraulic
model to assess capacity of the existing collection system and provides a capital
improvement plan for the City and its urban growth area.
1-8 City of Marysville
November 2011 Sewer Comprehensive Plan
GMA COMPREHENSIVE PLANS
City of Marysville Comprehensive Plan, April 2005
Snohomish County Comprehensive Plan, General Policy Plan, February 2006, amended
as of January 2011
City of Marysville 2-1
Sewer Comprehensive Plan November 2011
CHAPTER 2
PLANNING AREA
INTRODUCTION
The configuration of a sewer system can be influenced by many factors including
development trends, political considerations, and topography. Sewer lines should follow
natural drainage patterns to maximize gravity flow. A comprehensive sewer plan
establishes a sewer service area based on topography, the drainage characteristics of the
area, and the City’s growth objectives. Modifications may then be made in consideration
of the influence of existing facilities, political boundaries, and growth patterns before
finalizing a specific plan. The Marysville planning area consists of three components; the
City’s corporate boundary, the existing Urban Growth Area (UGA), and the ultimate
planning boundary.
PLANNING AREA
The City of Marysville is located in Snohomish County approximately 5 miles north of
the City of Everett. The City is surrounded by the communities of Everett to the south,
Lake Stevens to the southeast, Arlington to the north, and the Tulalip Indian Reservation
to the west. Other areas are adjacent to rural Snohomish County. The location of the
City in relation to surrounding jurisdictions is presented in Figure 2-1.
The City of Marysville planning area includes the City of Marysville (City), the
Marysville Urban Growth Area (UGA), and the Marysville Ultimate Planning Boundary
as shown in Figure 2-2. The Ultimate Planning Boundary includes areas that are outside
of the City UGA but have the potential for future development and sewer service and
inclusion into the UGA. Long range planning for these planning areas is covered by an
interlocal agreement between the City and Snohomish County and included in Appendix
B. The current City planning area encompasses a total area of approximately 24,000
acres (37.5 square miles) as indicated in Table 2-1.
TABLE 2-1
Planning Area Acreage
Location Acreage
City of Marysville (City) 13,370
Marysville (UGA) 13,660
Ultimate Planning Boundary 24,000
16THAVE NW132ND ST NE
99TH AVE NESR 52834TH AVE NE79TH AVE NE71ST AVE NESR 92
76TH ST NE
84TH ST NE
SR 980TH ST NE
ASH AVE116TH ST NE SR 984TH ST NE
52NDST NESHOULTES RD132ND ST NE
108TH ST NE
SR 531
67TH AVE NE SMOKEY POINT BLVDI-5 I-551ST AVE NE88TH ST NE
67TH AVE NE 51ST AVE NE I
-523RDAVE NEARMARRD140TH ST NE
48TH DR NE136TH ST NE
FORTY-FIVE RD3RD AVE NE44TH ST NESUNN
YSIDE BLVDSR 52927TH AVE NECEDAR AVE4TH ST47TH AVE NE100TH ST NE51ST AVE NEMARINE DR152ND ST NE
83RD AVE NEGROVE ST
64TH ST NE
172ND ST NE
STATE AVE67TH AVE NESR 9I-5 W LAKE GOODWIN RDE L
AKE GOODWIN RDLAKEWO O D RD SR 53 1140TH ST NE
MARINE DR
MARIN
E DRCity of Arlington
City of Marysville
Tulalip Reservation
City of Everett
City of Lake Stevens
SewerComprehensivePlan
Fig 2-1 Adjacent Jurisdictions
0 1 20.5 Miles
Cty Limits
Urban Growth Areas
Lake Stevens Sewer District
Tulalip Reservation
16THAVE NW132ND ST NE
99TH AVE NESR 52834TH AVE NE79TH AVE NE71ST AVE NESR 92
76TH ST NE
84TH ST NE
SR 980TH ST NE
ASH AVE116TH ST NE SR 984TH ST NE
52NDST NESHOULTES RD132ND ST NE
108TH ST NE
SR 531
67TH AVE NE SMOKEY POINT BLVDI-5 I-551ST AVE NE88TH ST NE
67TH AVE NE 51ST AVE NE I-523RDAVE NEARMARRD140TH ST NE
48TH DR NE136TH ST NE
FORTY-FIVE RD3RD AVE NE44TH ST NESUNN
YSIDE BLVDSR 52927TH AVE NECEDAR AVE4TH ST47TH AVE NE100TH ST NE51ST AVE NEMARINE DR152ND ST NE
83RD AVE NEGROVE ST
64TH ST NE
172ND ST NE
STATE AVE67TH AVE NESR 9I-5
E L
A
KE GOODWIN RDLAKEWOO D RD SR 53 1140TH ST NE
MARINE DR
City of Arlington
City of Marysville
Tulalip Reservation
City of Everett
City of Lake Stevens
Getchell
Smokey Point
Downtown
Marshall
Pinewood
Kellogg Marsh
Lakewood
Sunnyside
Shoultes
Jennings Park
East Sunnyside
PLANNING AREA #2
PLANNING AREA #3
PLANNING AREA #1
PLANNING AREA #6
PLANNING AREA #4
PLANNING AREA #5
SewerComprehensivePlan
Fig 2-2 Corporate Boundaries and Planning Areas
0 1 20.5 Miles
Urban Growth Area
Future Planning Areas
Neighborhoods
Marysville city limits
Other city limits
2-2 City of Marysville
November 2011 Sewer Comprehensive Plan
NATURAL FEATURES OF THE PLANNING AREA
Various natural features of the planning area are discussed below, including climate and
precipitation, geography, topography, soils and geology, surface water, and site sensitive
areas. Information on the public utilities available in the area is also presented.
TOPOGRAPHY AND GEOGRAPHY
The topography of the City of Marysville has a significant influence on the sewer system.
The City is in an area known as the Marysville Trough. The trough is a long flat valley
gently sloping to the south and bordered to the west by the Tulalip Plateau and to the east
by the Getchell Hill Plateau. The northern and eastern portions of the City slopes
southwest towards Ebey Slough. The elevations of the Trough vary from sea level at the
slough to more than 90 feet above sea level at the north end. The elevations to the east
rise sharply to elevations up to 430 feet. The contours of the planning area and
surrounding region are shown in Figure 2-3.
SOILS AND GEOLOGY
The classification of soils within the City of Marysville is provided by the 1983 Soils
Survey for Snohomish County Area, compiled by the Natural Resource Conversation
Service (formerly known as the Soil Conservation Service). A soils map is presented in
Figure 2-4. The major classifications of soils within the Trough area are Ragnar, Norma,
and Custer.
Ragnar is a very deep well drained soil located on outwash plains. The surface layer is
dark brown fine sandy loam about 2 inches thick. The subsoil is dark brown and brown
sandy loam about 22 inches thick. The substratum to a depth of 60 inches or more is dark
yellowish brown and dark gray loamy sand and sand. In some areas the surface layer is
loamy, the subsoil is gravelly, and the substratum is very gravelly. Permeability of the
soil is moderately rapid and water runoff is slow. According to the Natural Resource
Conversation Service, if the density of housing is moderate to high, community sewage
systems may be needed to prevent contamination of water supplies as a result of seepage
from onsite sewage disposal systems.
Norma is very deep, poorly drained soil located in depressional areas on outwash plains
and till plains. The surface layer is dark gray loam about 10 inches thick. The subsoil is
dark grayish brown sandy loam about 18 inches thick. The substratum to a depth of 60
inches or more is dark gray sandy loam. Permeability of the soil is moderately rapid and
available water capacity is moderate. The soil is limited by a high water table and
underlying till, therefore, runoff is very slow. The soil is classified as poorly suited to
urban development and subject to ponding of water.
50
100
100
50
50
500
450
400
350
350
400
350300250
100150
200250
300
400
450
500
550
600
150
200
250300350
400450
500
100
50
450
550
550
500
City of Arlington
City of Marysville
City of Lake Stevens
City of Everett
I-5
SR 967TH AVE NESR 92STATE AVEHWY 530
SR 52951ST AVE NEJ
O
R
D
A
N R
D
84TH ST NE
M
A
RIN
E D
R
83RD AVE NE27TH AVE NE64TH ST NE3RD AVE NE108TH ST NE
140TH ST NW
152ND ST NE
140TH ST NE
99TH AV NE100TH ST NE
88TH ST NE
FORTY-FIVE RD
172ND ST NE
136TH ST NE
44TH ST NE
132ND ST NE
79TH AVE NEW MARINE VIEW DRWILLOW DRI-599TH AV NE172ND ST NE
Sewer Comprehensive PlanFigure 2-3 Area Topography
Sewer service area (UGA)
City limits
Future planning areas
50' contours
0 1 20.5 Miles
Elevation
615'0'
4
22
18
4
12
91
18
12
4
9
1
10
9
22
22
4
4
8
3
20
13
12
18
22
1
12
12
17
25
22
4
12
9
18
1
17
11
3
8
2
6
26
5
24
27
15
25
21
13
23 20
I-5SR 967TH AVE NESTATE AVE51ST AVE NEG
R
O
VE ST
SR 529SR 9 283RD AVE NE27TH AVE NE64TH ST NE
108TH ST NE
84TH ST NE
152ND ST NE
140TH ST NE
SUNNYSIDE BLVD99TH AV NE4TH ST
100TH ST NE
88TH ST NE
MARINE DR116TH ST NE
8TH ST
FORTY-FIVE RD
172ND ST NE
136TH ST NE
44TH ST NE
132ND ST NE
71ST AVE NE79TH AVE NE3RD AVE NE34TH AVE NE48TH DR NEI-599TH AV NE51ST AVE NE84TH ST NE
172ND ST NE
Sewer Service Area (UGA)
1 - Alderwood gravelly sandy loam
2 - Alderwood-Everett gravelly sandy loams
3 - Bellingham silty clay loam
4 - Custer fine sandy loam
5 - Everett gravelly sandy loam
6 - Fluvaquents
7 - Indianola loamy sand
8 - Kitsap silt loam
9 - Lynnwood loamy sand
10 - McKenna gravelly silt loam
11 - Mukilteo muck
12 - Norma loam
13 - Norma variant loam
14 - Orcas peat
15 - Pastik silt loam
16 - Pits
17 - Puget silty clay loam
18 - Ragnar fine sandy loam
19 - Snohomish silt loam
20 - Sumas silt loam
21 - Terric Medisaprists
22 - Tokul gravelly loam
23 - Tokul silt loam
24 - Tokul-Winston gravelly loams
25 - Urban land
26 - Water
27 - Xerorthents
0 10.5 Miles
Sewer Comprehensive PlanFigure 2-4 Area Soils
City of Marysville 2-3
Sewer Comprehensive Plan November 2011
Custer is a very deep poorly drained soil located on outwash plains. The surface layer is
very dark grayish brown fine sandy loam about 9 inches thick. The upper part of the
subsoil is loamy fine sand about 7 inches thick. The lower part is gray and olive sand
about 19 inches thick. The substratum is gray sand about 14 inches thick over gravelly
coarse sand that extends to a depth of 60 inches or more. Permeability of the soil is slow
in the hardpan and rapid below it. This soil also has a high water table with slow runoff
and ponding occurs from November to March.
The slopes above the Trough area on the east side of the City contain different soil types.
The major classifications of these soils are Tokul and Bellingham.
Tokul is a moderately deep, moderately well drained soil. The surface layer is dark
brown gravelly loam about 4 inches thick. The subsoil is brown gravelly loam about 18
inches thick. The substratum is light brown gravelly fine sandy loam about 9 inches
thick. A hardpan is located at a depth of about 31 inches. The permeability of this soil is
moderate to the hardpan and very slow through it. Available water capacity is moderate
and runoff is slow. The main limitations for septic tank absorption fields are the depth to
the hardpan and wetness. Onsite sewage disposal systems often fail or do not function
properly during periods of high rainfall.
Bellingham is a very deep poorly drained soil. The surface layer is very dark gray silty
clay loam about 9 inches thick. The subsoil to a depth of 60 inches or more is gray silty
clay. Permeability of this soil is slow and the water capacity is high. Ponding can occur
from November to June. The main limitations for septic tank absorption fields are slow
permeability and ponding. Onsite waste disposal systems fail or do not function properly.
SURFACE WATER
The surface water in the planning area includes creeks, small ponds and sloughs. The
large surface waters in the area are the marine sloughs to the south of the City including
Ebey Slough, Steamboat Slough, and Union Slough. A slough is defined as a creek in a
marsh or tide flat. Water in the sloughs comes from the Snohomish River and the lower
reaches are influenced by tidal fluctuations. The outfall from the Wastewater Treatment
Plant runs into Steamboat Slough, which flows into Possession Sound, a part of Puget
Sound.
The City of Marysville constructed a new effluent transfer pipeline, conveying effluent from
the City of Marysville Wastewater Treatment Plant to the City of Everett Sewage Treatment
Plant. The pipeline will enable the City of Marysville to divert effluent discharge during the
summer months into the combined deep-water outfall in Port Gardner Bay, in order to meet
summer water quality requirements for Steamboat Slough. During winter months, the water
quality requirements for Steamboat Slough will be less stringent and the existing outfall can be
used or flow could still be routed to Everett.
2-4 City of Marysville
November 2011 Sewer Comprehensive Plan
CLIMATE
The climate of the Snohomish County area is tempered by winds from the Pacific Ocean.
Summers are fairly warm with an occasional hot day. The closest and most reliable
weather station is Everett, approximately five miles south of Marysville. The average
summer temperature in Everett is 60 degrees Fahrenheit (F) with an average daily
maximum temperature of approximately 72 degrees F. Winters are cool with occasional
snow and freezing temperatures. The average winter temperature in Everett is 40 degrees
F with an average daily minimum temperature of 34 degrees F. Summer rainfall is light,
but rains during the rest of the year are frequent, particularly in the fall and winter. The
average total annual precipitation for Everett is 36 inches. Approximately 20 to 30
percent of the total precipitation falls during the period of April through September.
Average annual snowfall for the Everett area is 8 inches.
Average wind speed is approximately 10 miles per hour and is highest in the winter.
Usually one or two storms per winter bring damaging winds and heavy rains, which may
result in power outages and flooding.
SITE SENSITIVE AREAS
Site sensitive areas within the planning area include those classified as wetlands, seismic
hazard areas, slide hazard areas, flood hazard areas, and water bodies. The site sensitive
areas within the planning area are described in the following sections.
Erosion Hazard Areas
These areas are especially subject to erosion, if disturbed, and may not be well suited for
high-density developments or intensive land uses. Erosion hazard areas include areas
with steep slopes, which are shown in Figure 2-5.
Seismic Hazard Areas
Seismic hazard areas are those with low-density soils that are more likely to experience
greater damage due to seismic-induced subsidence, liquefaction, or landslides. The City
of Marysville is located approximately 10 miles north of the Whidbey Island Fault. This
fault runs from the Strait of Juan de Fuca along the southwestern edge of Whidbey Island,
crosses Puget Sound, and continues through the Cities of Mukilteo, north Lynnwood, and
south Mill Creek to Duvall. The Whidbey Island Fault has seen increased activity in the
past 25 years including three earthquakes with a magnitude greater than 3.7 on the
Richter Scale. The Geological Society of America Bulletin, March 1996 states “The
southern Whidbey Island Fault should be considered capable of generating large
earthquakes (Magnitude equal to or greater than 7) and may represent a significant
seismic hazard to the Puget Lowland.”
16THAVE NW132ND ST NE
99TH AVE NESR 52834TH AVE NE79TH AVE NE71ST AVE NESR 92
76TH ST NE
84TH ST NE
SR 980TH ST NE
ASH AVE116TH ST NE SR 984TH ST NE
52NDST NESHOULTES RD132ND ST NE
108TH ST NE
SR 531
67TH AVE NE SMOKEY POINT BLVDI-5 I-551ST AVE NE88TH ST NE
67TH AVE NE 51ST AVE NE I-523RDAVE NEARMARRD140TH ST NE
48TH DR NE136TH ST NE
FORTY-FIVE RD3RD AVE NE44TH ST NESUNN
YSIDE BLVDSR 52927TH AVE NECEDAR AVE4TH ST47TH AVE NE100TH ST NE51ST AVE NEMARINE DR152ND ST NE
83RD AVE NEGROVE ST
64TH ST NE
172ND ST NE
STATE AVE67TH AVE NESR 9I-5 LAKEWO O D RD SR 53 1M
ARINE D
R
Stream buffers
Wetland buffers
FEMA 100 Year Floodplain
Top-of-bank 25' buffer
Moderate landslide hazards
Sewer service area (UGA)
Future planning areas
Sewer Comprehensive Plan
Fig 2-5 Site Sensitive Areas
0 1 20.5 Miles
City of Marysville 2-5
Sewer Comprehensive Plan November 2011
Flood Hazard Areas
Flood hazard areas are those adjacent to lakes, rivers, and streams that are prone to
flooding during peak runoff periods. Flood hazard areas deserve special attention due to
the sensitive nature of their ecosystems as well as the potential for damage to structures
located in the floodplain. The majority of the flood areas appear to be in the southwest
corner of the City near Ebey Slough as shown in Figure 2-5. The flood plains in the area
can also be seen on the Federal Emergency Management Agency (FEMA) flood maps
panel numbers 535534 0190B and 535534 0180B.
Slide Hazard Areas
Slide hazards areas are those that are prone to unstable behavior due to steep slopes, lack
of vegetation, or unconsolidated soils. The eastern portion of the planning area has the
potential to slide due to the steep slopes as shown in Figure 2-5.
Wetlands
Wetlands are defined by the Environmental Protection Agency (EPA) as areas that are
inundated for at least part of the year. Wetlands support valuable and complex
ecosystems and consequently development is severely restricted if not prohibited in most
wetlands. There are numerous wetlands in the planning area as shown in Figure 2-5.
Water Bodies/major drainage basins
Lakes and streams are classified as sensitive areas due to the variety of plants and animals
that they support. The streams and creeks within the planning area are classified as
having excellent water quality. The naturally occurring streams include the Quilceda
Creek to the west and the Allen Creek to the east, both of which drain into Ebey Slough.
The planning area is primarily located within two separate drainage basins as seen in
Figure 2-6 and as described in the City’s Comprehensive Plan. The Quilceda drainage
basin drains the Quilceda Creek and the Allen/Munson Creek drainage basin drains Allen
Creek.
The Quilceda drainage basin is the larger of the two with an area of approximately 38
square miles. The Allen/Munson drainage basin has an area of approximately 13 square
miles. Both drainage basins discharge into Ebey Slough, which in turn discharges into
Possession Sound. Historically, many of the tributary streams in the basins, especially the
upper tributaries have been modified and straightened for agricultural purposes. Cross
culverts have been installed at roads and access points. Both drainage basin surface
waters flow generally in a northwesterly direction in the upper reaches of the tributaries,
and a southwesterly direction in the lower reaches.
16THAVE NW132ND ST NE
99TH AVE NESR 52834TH AVE NE79TH AVE NE71ST AVE NESR 92
76TH ST NE
84TH ST NE
SR 980TH ST NE
ASH AVE116TH ST NE SR 984TH ST NE
52NDST NESHOULTES RD132ND ST NE
108TH ST NE
SR 531
67TH AVE NE SMOKEY POINT BLVDI-5 I-551ST AVE NE88TH ST NE
67TH AVE NE 51ST AVE NE I-523RDAVE NEARMARRD140TH ST NE
48TH DR NE136TH ST NE
FORTY-FIVE RD3RD AVE NE44TH ST NESUNN
YSIDE BLVDSR 52927TH AVE NECEDAR AVE4TH ST47TH AVE NE100TH ST NE51ST AVE NEMARINE DR152ND ST NE
83RD AVE NEGROVE ST
64TH ST NE
172ND ST NE
STATE AVE67TH AVE NESR 9I-5 LAKEWOOD RD SR 53 1M
ARINE D
R
Quilceda CreekBasin
Allen CreekBasinMu
n
s
o
n
Cr
e
e
kAllen CreekOlaf Strad
Mission CreekQ
uilce
d
a C
reek
P
orta
g
e Creek
Fish Creek
Hayho CreekC
ath
erin
e Cre
e
k
Hulbert CreekKing CreekMiddle Fork Quilceda Creek
Sturgeon CreekJones CreekWe
st F
ork
Q
uilc
e
d
a C
re
e
k
Little Coho
Edgecomb Creek
Quilceda CreekCre
e
k
Quilceda-Allen Watershed
Sewer Service Area (UGA)
Future planning areas
Sewer Comprehensive Plan
Fig 2-6 Watersheds
0 1 20.5 Miles
2-6 City of Marysville
November 2011 Sewer Comprehensive Plan
Section 303(d) of the federal Clean Water Act requires Washington State periodically to
prepare a list of all surface waters in the state for which beneficial uses of the water such
as for drinking, recreation, aquatic habitat, and industrial use which are impaired by
pollutants. These are water quality limited estuaries, lakes, and streams that fall short of
state surface water quality standards, and are not expected to improve within the next two
years. Waters placed on the 303(d) list require the preparation of Total Maximum Daily
Loads (TMDLs), a key tool in the work to clean up polluted waters. TMDLs identify the
maximum amount of a pollutant to be allowed to be released into a waterbody so as not to
impair uses of the water, and allocate that amount among various sources. In addition,
even before a TMDL is completed, the inclusion of a water on the 303(d) list can reduce
the amount of pollutants allowed to be released under permits issued by Ecology.
Ecology’s assessment of which waters to place on the 303(d) list is guided by federal
laws, state water quality standards, and the state’s 303(d) policy. This policy describes
how the standards are applied, requirements for the data used, and how to prioritize
TMDLs, among other issues. The goal is to make the best possible decisions on whether
each body of water is impaired by pollutants, to ensure that all impaired waters are
identified and that no waters are mistakenly identified.
The Allen Creek is listed under section the current 303(d) (2008) and the proposed 2010
303(d) list for impairment from oxygen and pH. The Quilceda Creek is listed under
section 303(d) for impairment from dissolved oxygen. Ebey Slough is listed for fecal
coliform. There are also existing TMDLs for the Snohomish River Estuary (ammonia,
CBOD, dissolved oxygen) and the Snohomish River tributaries (fecal coliform).
Classification of marine waters changed in the 2006 water quality standard revisions
(WAC 173-201A). Port Gardner Bay is classified “excellent quality” – the sloughs fall
under marine water or freshwater standards according to their salinity levels, and streams
flowing into the sloughs are probably freshwater. Ebey slough is classified as a Class A
marine surface water, which is defined as having excellent quality.
Fish and Wildlife Habitat
The distribution of protected fish species was determined from Snohomish County
wildlife habitat maps. Bull Trout are known to be present in the Snohomish River as well
as Ebey Slough and Union Slough. It is presumed that they are also present in Allen
Creek and Quilceda Creek. It is also known that Chinook Salmon are present in the
Snohomish River, Ebey Slough, Union Slough, Allen Creek, and Quilceda Creek.
WATER SYSTEM
The Marysville water system was first established in the 1930s and is owned and operated
by the City of Marysville. The system currently consists of 292 miles of pipe, seven
reservoirs, one clearwell, one standpipe, three booster pump stations, 29 pressure
reducing valves, and eight pressure zones. The City served 19,234connections in 2009
City of Marysville 2-7
Sewer Comprehensive Plan November 2011
for a population of 56,000 people. The 2009 Water System Plan uses a standard of 188
gallons per day per ERU for estimating future water demand.
The sources of supply include Edward Springs (a spring and three wells), Stillaguamish
Ranney Collector Well, Lake Goodwin Well, and an intertie to the City of Everett water
system through the Everett-Marysville pipeline. The City also has two secondary sources
of supply including the Highway 9 Well and Sunnyside Well No 2.
When the water system first began operation in the 1930s, the source of supply was
Edward Springs with an initial water right of 0.5 mgd. Later applications provided
additional rights up to 2.0 mgd. The Sunnyside well was brought online in the 1950s and
1960s, Lake Goodwin came online in 1970, the City began withdrawing water from the
Stillaguamish River in 1978, and Highway 9 Well was constructed in 1981.
Under a 1991 Joint Operating Agreement, Marysville began receiving wholesale treated
water from the City of Everett. The total capacity of the Everett-Marysville pipeline is 20
mgd, of which Marysville receives 11.3 mgd.
The Stillaguamish River Ranney Well Collector has the ability to supply its full water
right of 3.2 mgd. In 2006, the City constructed the Stillaguamish Water Treatment Plant
to treat the Ranney Well Collector source water, primarily due to turbity, thereby
allowing year round operation and allowing full use of the water right.
Table 2-2 is a list of water system projects from the City of Marysville 2009 Six-Year
Capital Improvement Plan (CIP). The list is included to coordinate with sewer capital
projects that may be identified in this Plan. The City may potentially reduce project costs
by installing both water and sewer pipeline as part of one project when it is feasible to do
so.
2-8 City of Marysville
November 2011 Sewer Comprehensive Plan
TABLE 2-2
2009 to 2014 Water System Capital Improvements
Project
No.
Project Title
Water Supply and Treatment
WS-1 Additional Spring Collector Improvements
WS-2 Lake Goodwin Well Development
WS-3 Sunnyside Well #1 Relocate & #2 Rehab
WS-4 Ultraviolet Treatment
Water Storage
ST-1 Edward Springs Baffles
ST-2 Hwy 9 Reservoir Demolition
ST-3 Hwy 9 Reservoir
ST-4 Soper Hill (Whiskey Ridge) Property & Reservoir (1 MG)
ST-5 North 510 Zone Reservoir (1 MG)
Water Booster Pump Stations
PS-1 Edward Springs Pump Modification
PS-2 Edward Springs Booster Pump Building
PS-3 Cedarcrest Pump Station Rehab (Motor Control/Valve Replacement)
PS-4 Soper Hill (Whiskey Ridge) Pump Station (Design Point=700 gpm @ 130'; 35 hp)
PS-5 North 510 Zone Pump Station (Design Point=300 gpm @ 300'; 40 hp)
Water Transmission and Distribution System
WD-1 State Ave (102nd to 116th; 4,578', replace 12" AC with 18" DI)
WD-2 67th Ave (100th to 132nd; 10,469', new 18") and PRV
WD-3 83rd Ave NE (60th to 64th; 1,301', upsize 12" to 16")
WD-4 67th Ave NE (52nd to 64th; 3,943', upsize 10" to 16")
WD-5 51st Avenue (119th Pl NE to 122nd Pl NE; 820', replace 12" CI with 12" DI)
WD-6 Ebey Slough Bridge (717', new 12")
WD-7 Cedar Avenue 1st - 5th (1,407', new 8")
WD-8 Quinn Avenue 6th - 8th (972', new 8")
WD-9 67th Ave NE (44th to 52nd); 44th St NE (67th to 71st); 71st Ave NE (to
Sunnyside Res) (4,697', new 18")
WD-10 140th Pl NE (23rd to I-5); north on 23rd Ave NE, then northwest on 45 Road
(144th to 156th) (10,053', replace 12" AC with 18" DI)
WD-11 71st Ave NE (52nd to 72nd; 6,559', 12")
WD-12 52nd St NE (67th to 73rd; 2,023', replace 10" with 12")
WD-13 Soper Hill (Whiskey Ridge) Reservoir waterline (4,378', new 12")
WD-14 Soper Hill (Whiskey Ridge) PRVs (3)
WD-15 Connection of Soper Hill to 360 Zone on 49th St NE (200', new 8")
WD-16 83rd Ave NE (Soper Hill Res to 60th St; 6,859', new 16")
WD-17 North 510 Zone Reservoir waterline (22,838', new 12")
City of Marysville 2-9
Sewer Comprehensive Plan November 2011
TABLE 2-2… (continued)
2009 to 2014 Water System Capital Improvements
Project
No.
Project Title
Water Transmission and Distribution System
WD-18 52nd Dr NE (north from 81st Pl NE to existing 6" CI; 340', new 8")
WD-19 77th Pl NE (600', replace 6" with 8"); 76th St NE (410', replace 6" with 8")
WD-20 60th Dr NE (3,842', upsize from 6" to 8")
WD-21 61st Dr NE and 84th Pl NE (758', upsize from 6" to 8")
WD-21 87th St NE (621', upsize from 6" to 8")
WD-21 86th St NE (855', upsize from 6" to 8")
WD-22 50th Ave NE (250', upsize from 6" to 8")
WD-23 92nd St NE (561', upsize from 6" to 8")
WD-24 134th Pl NE and 54th Dr NE (1,502', upsize from 6" to 8" and some new 8")
WD-25 140th Pl NE (305', upsize from 4" to 8")
WD-26 Pipes and valves to adjust North/South boundary (5 segments, 25' ea, 8")
Water Maintenance and Operations
WM-1 Watermain R&R
WM-2 Watermain Oversizing
WM-3 PRV Rate of Flow
WM-4 Stillaguamish Fiber Optics
WM-5 Water Meter AMR
WM-6 Water System Plan Update
2-10 City of Marysville
November 2011 Sewer Comprehensive Plan
OTHER PUBLIC UTILITIES
Telephone service in the area is provided by Frontier, and Cable TV by Comcast. Power
service in the area is provided by Snohomish County Public Utility District (PUD) #1.
Natural gas is provided by Puget Sound Energy.
Nearby public wastewater treatment plants are operated by the Cities of Arlington,
Granite Falls, Everett, and the Lake Stevens Sewer District. A private wastewater
treatment plant is operated by the Tulalip Tribe.
City of Marysville 3-1
Sewer Comprehensive Plan November 2011
CHAPTER 3
LAND USE AND PLANNING CRITERIA
INTRODUCTION
Specific land uses, such as residential and commercial developments, provide flows and
loadings to the City’s wastewater treatment facilities. In addition, the configuration of the
sewer system is based on growth projections, development trends, political
considerations, topography, and the drainage characteristics of the area. Based on the
City’s growth history and the need to provide wastewater treatment facilities services for
future growth, the wastewater treatment and sewer systems are in need of continuous
evaluation and improvement.
This Chapter provides information relating to land use and associated zoning
designations, existing and projected population, and the City’s growth history. These
data are used in later chapters to evaluate if the City’s wastewater and sewer facilities are
adequate to serve future growth and to meet regulatory requirements to the year 2031. In
addition, buildout population is developed in this Chapter for a long-term assessment of
the City’s collection system.
PLANNING PERIOD
The planning period for the City’s wastewater system should be long enough to be useful
for an extended period of time, but not so long to be impractical. This Plan includes
6-year, and 20-year planning periods to allow for the implementation of the City’s capital
improvement program. The 6-year planning period extends to the year 2017. The City of
Marysville’s current Comprehensive Plan sets the 20-year planning period to the year
2025, which is consistent with Snohomish County Planning. This Plan will extend the
capital improvement program to the year 2031.
GROWTH MANAGEMENT
The Growth Management Act (GMA) was enacted in 1990 to address the population
growth that occurred in areas of Washington State during the 1980s. To ensure a
continuation of Washington’s high quality of life, officials across the state have addressed
growth management within various levels of government. The basic objective of the
GMA is to encourage local county and city governments to develop and implement a
20-year comprehensive plan that incorporates their vision of the future within the
framework of the broader needs of the state.
Under the GMA, cities within a county must complete their own planning and coordinate
the planning efforts with those of the county. The planning effort of a city includes the
3-2 City of Marysville
November 2011 Sewer Comprehensive Plan
establishment of an Urban Growth Area (UGA). The City established its first UGA in
1996, and also a planning area to accommodate future growth of the UGA.
LAND USE AND ZONING
The City of Marysville Municipal Code (MMC), Title 22, Unified Development Code ,
provides density and design requirements for the main land use categories within the
City’s corporate boundaries and UGA, including residential, business, commercial, mixed
use, industrial, business park, recreation and public/institutional, as shown on Figure 3-1.
The City has five planning areas outside the UGA, each of which fall under the
jurisdiction of Snohomish County’s zoning regulations. A description of the individual
planning areas follows:
• Planning Area #1: This area is generally located north of 90th Street NE,
east of the eastern Marysville UGA boundary, south of 132nd Street NE
and west of SR 9. This area is comprised of R-5 (1 d.u. per 5-acres) and
A-10 (1 d.u. per 10-acres) zoning designations.
• Planning Area #2: This area is generally located north of 132nd Street NE,
east of the eastern Marysville UGA boundary, south of 172nd Street NE
and west of SR 9. This area is comprised of R-5 (1 d.u. per 5-acres) and
A-10 (1 d.u. per 10-acres) zoning designations.
• Planning Area #3: This area is generally located north of the northern
Marysville UGA boundary at approximately 17600 Block, east of 3rd
Avenue NE, south of Portage Creek and west of I-5. This area is
comprised of R-5 (1 d.u. per 5-acres) and RC (rural conservation) zoning
designations.
• Planning Area #4: This area is generally located north 140th Street NE, east of
Forty-Five Road, south of SR 531 and west of the Marysville UGA boundary.
This area is comprised of R-5 (1 d.u. per 5-acres) zoning designation.
• Planning Area #5: This area is generally located north of 140th Street NE,
east of 4th Avenue NW, south of SR 531 and west of Forty-Five Road.
This area is comprised of R-5 (1 d.u. per 5-acres) zoning designation.
The development densities listed above for each planning area may change if they
become part of the City’s UGA.
For the purposes of this Plan, the Planning Areas noted above along with the existing
UGA will be referred to as the Ultimate Planning Area (UPA).
CITY OF MARYSVILLE
The purpose of designating land use within the City is to guide development to meet land
use regulations and implement the land use goals identified in the City’s Comprehensive
Plan. These land use designations apply to the City’s corporate boundaries and UGA,
132ND ST NE
99TH AVE NESR 52834TH AVE NE79TH AVE NE71ST AVE NESR 92
76TH ST NE
84TH ST NE
SR 980TH ST NE
ASH AVE116TH ST NE SR 984TH ST NE
52NDST NESHOULTES RD132ND ST NE
108TH ST NE
SR 531
67TH AVE NE SMOKEY POINT BLVDI-5 I-551ST AVE NE88TH ST NE
67TH AVE NE51ST AVE NEI-523RDAVE NEARMARRD140TH ST NE
48TH DR NE136TH ST NE
FO
R
T
Y
-
F
I
V
E
R
D3RD AVE NE44TH ST NESUNNYSIDE BLVDSR 52927TH AVE NECEDAR AVE4TH ST47TH AVE NE100TH ST NE51ST AVE NEMARINE DR152ND ST NE
83RD AVE NEGROVE ST
64TH ST NE
172ND ST NE
STATE AVE67TH AVE NESR 9I-5
General Commercial
Downtown Commercial
Community Business
Business Park
Neighborhood Business
Mixed Use
88 - Mixed Use
General Industrial
Light Industrial
R28 Multi-Family High
R18 Multi-Family Medium
R12 Multi-Family Low
R6-18 Multi-Family Low
R8 Single Family High Small Lot
R6.5 Single Family High
R4-8 Single Family High
R4.5 Single Family Medium
Public-Institutional
Recreation
Open
Sewer Comprehensive Plan
Marysville ZoningFigure 3-1
0 1 20.25 0.5 0.75
Miles
City of Marysville 3-3
Sewer Comprehensive Plan November 2011
while Snohomish County land use designations apply to the planning areas outside of the
UGA. The boundaries for these areas are shown on Figure 3-1, Existing Zoning.
MMC 22C.010.020 and MMC 22C.020.020 includes the following zoning designations
within the City of Marysville. Density limits are provided for the residential zones.
TABLE 3-1
City of Marysville Zoning Designations
Zone
Land Use Designation
Residential
Density
(dwelling units
per acre)
R-4.5 Medium density single-family 4.5
R-6.5 High density single-family 6.5
R-8 High density single-family, small lots 8
WR R-4-8 Whiskey Ridge, high density single-family 4.5-8
R-12 Low density multiple-family 12-18
R-18 Medium density multiple-family 18-28
R-28 High density multiple-family 28-36
WR R-6-18 Whiskey Ridge, medium density multiple-family 6-18
NB Neighborhood Business
CB Community Business 12 (1)
GC General Commercial 12 (1)
DC Downtown Commercial 12 (1)
MU Mixed Use 28
LI Light Industrial
GI General Industrial
BP Business Park
REC Recreation
P/I Public/Institutional
WR-MU Whiskey Ridge Mixed Use 12
WR-CB Whiskey Ridge Community Business
(1)All units must be located above a street-level commercial use.
At the time of development all residential, commercial, business, and industrial zoning
designations must be served by public sewers, water, roads, and other needed public
facilities and services.
3-4 City of Marysville
November 2011 Sewer Comprehensive Plan
Residential Zones
The purpose of the residential zone (R) is to implement comprehensive plan goals and
policies for housing quality, diversity and affordability, and to efficiently use residential
land, public services and energy. These purposes are accomplished by:
(1) Providing, in the R-4.5, R-6.5, and R-8 zones, for a mix of predominantly
single detached dwelling units and other development types, with a variety of densities
and sizes in locations appropriate for urban densities;
(2) Providing, in the R-12, R-18, and R-28 zones, for a mix of predominantly
apartment and townhome dwelling units and other development types, with a variety of
densities and sizes in locations appropriate for urban densities;
(3) Providing and preserving high density, affordable detached single-family
and senior housing, in the R-MHP zone. This zone is assigned to existing mobile home
parks within residential zones which contain rental pads, as opposed to fee simple owned
lots, and as such are more susceptible to future development.
(4) Allowing only those accessory and complementary nonresidential uses that
are compatible with residential communities; and
(5) Establishing density designations to facilitate advanced area-wide planning
for public facilities and services, and to protect environmentally sensitive sites from
overdevelopment.
Use of this zone is appropriate in residential areas designated by the comprehensive plan
as follows:
(1) Urban lands that are served at the time of development, by adequate public
sewers, water supply, roads and other needed public facilities and services; and
(2) The corresponding comprehensive plan designations are as follows:
R-4.5 = Medium density single-family
R-6.5 = High density single-family
R-8 = High density single-family, small lot
R-12 = Low density multiple-family
R-18 = Medium density multiple-family
R-28 = High density multiple-family
Neighborhood Business Zone
The purpose of the neighborhood business zone (NB) is to provide convenient daily retail
and personal services for a limited service area and to minimize impacts of commercial
activities on nearby properties. These purposes are accomplished by:
(1) Limiting nonresidential uses to those retail or personal services which can
serve the everyday needs of a surrounding residential area;
(2) Allowing for a mix of housing and retail/service uses; and
(3) Excluding industrial and community/regional business-scaled uses.
Use of this zone is appropriate in neighborhood centers designated by the comprehensive
plan which are served at the time of development by adequate public sewers, water
supply, roads and other needed public facilities and services.
City of Marysville 3-5
Sewer Comprehensive Plan November 2011
Community Business Zone
The purpose of the community business zone (CB) is to provide convenience and
comparison retail and personal services for local service areas which exceed the daily
convenience needs of adjacent neighborhoods but which cannot be served conveniently
by larger activity centers, and to provide retail and personal services in locations within
activity centers that are not appropriate for extensive outdoor storage or auto-related and
industrial uses. These purposes are accomplished by:
(1) Providing for limited small-scale offices as well as a wider range of the
retail, professional, governmental and personal services than are found in neighborhood
business areas;
(2) Allowing for a mix of housing and retail/service uses; and
(3) Excluding commercial uses with extensive outdoor storage or fabrication
and industrial uses.
Use of this zone is appropriate in community commercial areas that are designated by the
comprehensive plan and are served at the time of development by adequate public sewers,
water supply, roads and other needed public facilities and services.
General Commercial Zone
The purpose of the general commercial zone (GC) is to provide for the broadest mix of
commercial, wholesale, service and recreation/cultural uses with compatible storage and
fabrication uses, serving regional market areas and offering significant employment.
These purposes are accomplished by:
(1) Encouraging compact development that is supportive of transit and
pedestrian travel, through higher nonresidential building heights and floor area ratios than
those found in CB zoned areas;
(2) Allowing for outdoor sales and storage, regional shopping areas and
limited fabrication uses; and
(3) Concentrating large-scale commercial and office uses to facilitate the
efficient provision of public facilities and services.
Use of this zone is appropriate in general commercial areas that are designated by the
comprehensive plan that are served at the time of development by adequate public sewers,
water supply, roads and other needed public facilities and services.
Downtown Commercial Zone
The purpose of the downtown commercial zone (DC) is to provide for the broadest mix
of comparison retail, service and recreation/cultural uses with higher density residential
uses, serving regional market areas and offering significant employment. These purposes
are accomplished by:
(1) Encouraging compact development that is supportive of transit and
pedestrian travel, through higher nonresidential building heights and floor area ratios than
those found in GC zoned areas;
(2) Allowing for regional shopping areas, and limited fabrication uses; and
(3) Concentrating large-scale commercial and office uses to facilitate the
efficient provision of public facilities and services.
3-6 City of Marysville
November 2011 Sewer Comprehensive Plan
Use of this zone is appropriate in downtown commercial areas that are designated by the
comprehensive plan that are served at the time of development by adequate public sewers,
water supply, roads and other needed public facilities and services.
Mixed Use Zone
The purpose of the mixed use zone (MU) is to provide for pedestrian and transit-oriented
high-density employment uses together with limited complementary retail and higher
density residential development in locations within activity centers where the full range of
commercial activities is not desirable. These purposes are accomplished by:
(1) Allowing for uses that will take advantage of pedestrian-oriented site and
street improvement standards;
(2) Providing for higher building heights and floor area ratios than those
found in the CB zone;
(3) Reducing the ratio of required parking to building floor area;
(4) Allowing for on-site convenient daily retail and personal services for
employees and residents; and
(5) Minimizing auto-oriented, outdoor or other retail sales and services which
do not provide for the daily convenience needs of on-site and nearby employees or
residents.
Use of this zone is appropriate in areas designated by the comprehensive plan for mixed
use, or mixed use overlay, which are served at the time of development by adequate
public sewers, water supply, roads and other needed public facilities and services.
Light Industrial Zone
The purpose of the light industrial zone (LI) is to provide for the location and grouping of
non-nuisance-generating industrial enterprises and activities involving manufacturing,
assembly, fabrication, processing, bulk handling and storage, research facilities,
warehousing and limited retail uses. It is also a purpose of this zone to protect the
industrial land base for industrial economic development and employment opportunities.
These purposes are accomplished by:
(1) Allowing for a wide range of industrial and manufacturing uses;
(2) Establishing appropriate development standards and public review
procedures for industrial activities with the greatest potential for adverse impacts; and
(3) Limiting residential, institutional, service, office and other nonindustrial
uses to those necessary to directly support industrial activities.
Use of this zone is appropriate in light industrial areas designated by the comprehensive
plan which are served at the time of development by adequate public sewers, water
supply, roads and other needed public facilities and services.
General Industrial Zone
The purpose of the general industrial zone (GI) is to provide for the location and grouping
of industrial enterprises and activities involving manufacturing, assembly, fabrication,
processing, bulk handling and storage, research facilities, warehousing and heavy
trucking and equipment but also for commercial uses having special impacts and
regulated by other chapters of this title. It is also a purpose of this zone to protect the
City of Marysville 3-7
Sewer Comprehensive Plan November 2011
industrial land base for industrial economic development and employment opportunities.
These purposes are accomplished by:
(1) Allowing for a wide range of industrial and manufacturing uses;
(2) Establishing appropriate development standards and public review
procedures for industrial activities with the greatest potential for adverse impacts; and
(3) Limiting residential, institutional, service, office and other nonindustrial
uses to those necessary to directly support industrial activities.
Use of this zone is appropriate in general industrial areas designated by the
comprehensive plan which are served at the time of development by adequate public
sewers, water supply, roads and other needed public facilities and services.
Business Park Zone
The purpose of the business park zone (BP) is to provide for those business/industrial
uses of a professional office, wholesale, and manufacturing nature which are capable of
being constructed, maintained and operated in a manner uniquely designed to be
compatible with adjoining residential, retail commercial or other less intensive land uses,
existing or planned. Strict zoning controls must be applied in conjunction with private
covenants and unified control of land; many business/industrial uses otherwise provided
for in the development code will not be suited to the BP zone due to an inability to
comply with its provisions and achieve compatibility with surrounding uses.
Use of this zone is appropriate in business park areas designated by the comprehensive
plan which are served at the time of development by adequate public sewers, water
supply, roads and other needed public facilities and services.
Recreation Zone
The purpose of the recreation zone (REC) is to establish areas appropriate for public and
private recreational uses. Recreation would permit passive as well as active recreational
uses such as sports fields, ball courts, golf courses, and waterfront recreation, but not
hunting. This zone would also permit some resource land uses related to agriculture and
fish and wildlife management.
This recreation zone is applied to all land designated as “Recreation” on the
comprehensive plan map.
Public/Institutional Zone
The purpose of the public/institutional (P/I) land use zone is to establish a zone for
governmental buildings, churches and public facilities.
This public/institutional zone is applied to all land designated as “public/institutional” on
the comprehensive plan map.
3-8 City of Marysville
November 2011 Sewer Comprehensive Plan
Whiskey Ridge
The purpose of the whiskey ridge overlay zone (WR suffix to zone’s map symbol) is to
create an urban community that provides an attractive gateway into Marysville and
becomes a prototype for developing neighborhoods within the City. The WR suffix
identifies those areas required to comply with the East Sunnyside/Whiskey Ridge Design
Standards and Guidelines, and Streetscape Design Plan.
SNOHOMISH COUNTY
Snohomish County land use regulations apply to those areas outside of the Marysville
corporate boundaries and UGA. The Snohomish County GMA Comprehensive Plan,
August 1, 2010, provides land use designations. The land use designations that apply to
the Marysville UPA are listed below in Table 3-2. The land use designations may change
as these areas are included in the UGA.
The City provides sewer services within the unincorporated Marysville UGA consistent
with the City’s Comprehensive Plan.
TABLE 3-2
Snohomish County Marysville UPA Future Land Use Designation(1)
Zone Future Land Use Designation Residential Density
R-7,200 Public/Institutional 5-6 d.u. per acre
R-5 Rural Residential 1 d.u. per 5-acres basic
RC Local Commercial Farmland N/A
R-5 Rural Residential-5 1 d.u. per 5-acres
A-10 Rural Residential-10 1 d.u. per 10-acres
(1) Snohomish County Zoning, January 18, 2011, and GMA Comprehensive Plan Future Land Use
Map, August 1, 2010.
Urban Single-family Residential R-7,200
The intent and function of Single Family Residential zones is to provide for
predominantly single family residential development that achieves a minimum net density
of four dwelling units per net acre. These zones may be used as holding zones for
properties that are designated Urban Medium-Density Residential, Urban High-Density
Residential, Urban Commercial, Urban Industrial, Public/Institutional use (P/IU), or
Other land uses in the comprehensive plan. Single family residential zones consist of
Residential 7,200 sq. ft. (R-7,200), Residential 8,400 sq. ft. (R-8,400) and Residential
9,600 sq. ft. (R-9,600).
City of Marysville 3-9
Sewer Comprehensive Plan November 2011
Rural Single-family Residential R-5
The intent and function of the Rural-5 Acre zone (R-5) is to maintain rural character in
areas that lack urban services. The R-5 zone permits single-family development at a
density of one (1) dwelling unit per five (5) acres.
Other Zones, Rural Conservation (RC)
The Other zones category consists of existing zoning classifications that are no longer
primary implementing zones but may be used in special circumstances due to topography,
natural features, or the presence of extensive critical areas. Other zones consist of Suburban
Agriculture-1 Acre (SA-1), Rural Conservation (RC), Rural Use (RU), Residential 20,000 sq.
ft. (R-20,000), Residential 12, 500 sq. ft. (R-12,500) and Waterfront beach (WFB).
Resource Zones, Agricultural 10-Acre (A-10)
The Resource zones category consists of zoning classifications that conserve and protect
lands useful for agriculture, forestry, or mineral extraction or lands which have long-term
commercial significance for these uses. The intent and function of the Agricultural-10
Acre zone is to protect agricultural lands and promote agriculture as a component of the
County economy, protect and promote the continuation of farming in areas where it is
already established and in locations where farming has traditionally been a viable
component of the local economy and permit in agricultural lands, with limited exceptions,
only agricultural land uses and activities and farm-related uses that provide a support
infrastructure for farming, or that support, promote or sustain agricultural operations and
production including compatible accessory commercial or retail uses on designated
agricultural lands.
3-10 City of Marysville
November 2011 Sewer Comprehensive Plan
TABLE 3-3
UGA Land Use Designation Acreage From Marysville Comprehensive Plan 2011
!"
#$$%&’(
#)%#)#$$*+,’,-
+#$$*+’"
+%+(!’,
./0%%+,1 ",-
-
/02#0##,-
3 (
2+*%%%#+--"
,+%4 $+&.#)(’",
,+%4 $+&$--
+%4 $+&5 /0 -"-
/+4 $+&5 /0 ,
/+4 $+&$(1!’-
’,+%4 $+&.#),’,!
’/+4 $+&5 /0 (1 ’
/+4 $+&5 /0 $++.#%,’
*%#(
POPULATION
To evaluate the wastewater system’s existing facilities and to determine requirements for
future facilities, the City’s existing and future population has been estimated and is used
to project future wastewater flows.
EXISTING POPULATION
The 2010 US Census data provided the population and number of housing units for the
City of Marysville. Table 3-4 shows the City’s population by Census Tract, and
Figure 3-2 shows the primary census tracts, covering the City and its UGA for 2010. On
November 9, 2009, Marysville City Council adopted Ordinance No. 2792, approving the
“Central Marysville Annexation,” with an effective date of December 30, 2009. The
Central Marysville Annexation annexed almost the entire Marysville UGA, adding an
additional 20,000 people to the city. The difference in population between the city limits
and the UGA is approximately 200 people.
9400.01Pop. - 6462HU - 2512
527.01Pop. - 1518HU - 611
527.09Pop. - 3337HU - 1178
527.05Pop. - 7206HU - 2490
521.04Pop. - 3359HU - 1496
528.03Pop. - 5103HU - 1913
531.02Pop. - 4634HU - 1883
535.05Pop. - 4988HU - 1934
528.04Pop. - 6971HU - 2432
526.03Pop. - 2434HU - 915
531.01Pop. - 3715HU - 1389
535.09Pop. - 3909HU - 1545
527.07Pop. - 3554HU - 1207
528.05Pop. - 4332HU - 1803
529.04Pop. - 5442HU - 2079
529.03Pop. - 4079HU - 1797
535.04Pop. - 6383HU - 2706
528.06Pop. - 7049HU - 2403
527.08Pop. - 5344HU - 1744
535.07Pop. - 4726HU - 1651
529.06Pop. - 4445HU - 1713529.05Pop. - 4239HU - 1964
Sewer Service Area (UGA)Future planning areasCensus Tracts 2010Population per acre0.2703 - 0.74390.7440 - 1.8761.877 - 2.7212.722 - 4.9004.901 - 9.006
Sewer Comprehensive Plan
Figure 3-2 Census Tracts
0 10.5 Miles
City of Marysville 3-11
Sewer Comprehensive Plan November 2011
TABLE 3-4
2010 Population and Housing Units(1)
Corporate Boundary
(1) 2010 US Census
The data in Table 3-4 indicates the City’s 2010 population was 60,183 with 22,423
housing units, equivalent to 2.68 persons per household.
For determining the average household size the census bureau does not distinguish
between single-family and multi-family housing.
SCHOOLS
MARYSVILLE SCHOOLS
The Marysville School District has 22 schools and serves a student/staff population of
13,862. Each school and its student population are shown in Table 3-5.
LAKEWOOD SCHOOLS
The Lakewood School District has five (5) schools and serves a student/staff population
of 3,625. Each school and its student population is shown in Table 3-6.
3-12 City of Marysville
November 2011 Sewer Comprehensive Plan
TABLE 3-5
Marysville School District Student and Staff Population: 2002 - 2010
School
Population
2002 2003 2010
Elementary Schools
Allen Creek 677 680 648
Cascade 559 574 504
Grove - - 550
Kellogg-Marsh 709 736 576
Liberty 477 483 552
Marshall 589 497 456
Pinewood 596 618 528
Quil Ceda 303 335 528
Shoultes 489 555 420
Sunnyside 660 655 624
Tulalip 271 363 288
Subtotal 5,330 5,496 5,674
Middle Schools
Cedarcrest 982 956 838
Marysville Junior High (Totem) 993 957 893
Marysville Secondary Campus - - 200**
Marysville Middle School 1,082 1,070 1,000
Tenth Street School 156 166 -*
Tulalip Heritage 73 72 -*
Subtotal 3,286 3,221 2,931
High Schools
Marysville-Pilchuck 2,764 2,978 1,888
Marysville Secondary Campus - - 500**
Mountain View (formerly
known as Marysville
Alternative High School)
287 294 338
Getchell High School - - 1,331
Arts & Technology (new) 150 -*
Subtotal 3,051 3,422 4,057
Total Students 11,667 12,139 12,662
Total Staff 1,200 1,200 1,200
TOTAL: Students & Staff 12,867 13,339 13,862
*See Marysville Secondary Campus. **The Marysville Secondary Campus includes the following schools
co-located on one campus: Arts & Technology, Tulalip Heritage, and the 10th Street School. Grades 6-12
are served at the Marysville Secondary Campus.
City of Marysville 3-13
Sewer Comprehensive Plan November 2011
TABLE 3-6
Lakewood School District Student and Staff Population: 2010
School Population
Elementary Schools
English Crossing 614
Cougar Creek 500
Lakewood 598
Subtotal 1,712
Middle Schools
Lakewood Middle 843
Subtotal 843
High Schools
Lakewood High 772
Subtotal 772
Total Students 3,327
Total Staff 298
TOTAL: 3,625
3-14 City of Marysville
November 2011 Sewer Comprehensive Plan
PROJECTED FUTURE POPULATION
Table 3-6 presents population projections for both the City and the existing UGA through
the year 2035. The projected population for the City in the year 2035 is 88,448.
TABLE 3-7
Projected Population 2010-2035 (1)
","’"1,(
",,’,1 !,
",’1-!!
",(’1,"’
",’1 ,
",’’1-
",’’1"("
",-’!1((
",-"1’
",!-,1!(
""-(1 ’,
",-1 ’!
"-1 --
"(--1,
"-1 !
"-!1 ""
"’"1’’
"-,1 ("
"1(!
"!(1 !
"("1,
"(,1!!
"(1
"((’1-,
"(-1 (
"(1
(1) From Snohomish County Tomorrow Vision 2040 Preliminary Growth Distribution Working Paper,
May 12, 2011
City of Marysville 3-15
Sewer Comprehensive Plan November 2011
NEIGHBORHOOD POPULATION PLANNING
In addition to the UGA population projections shown in Table 3-7, the City’s Community
Development Department has prepared a population capacity analysis for 11 individual
neighborhood planning areas as shown in Figure 3-3 and Table 3-8. Table 3-8 presents
the additional number of housing units and the current additional population capacity as
of 2011.
For the analysis shown in Table 3-8, the City’s Community Development Department
uses a unit occupancy rate of 3.0 persons per dwelling unit (DU) for single-family
population and 2.0 persons per dwelling unit for multi-family. Census data presented in
Tables 3-4 and 3-5 provides an average household size of 2.68 persons per household but
does not distinguish between single-family and multi-family households.
132ND ST NE
99TH AVE NESR 52834TH AVE NE79TH AVE NE71ST AVE NESR 92
76TH ST NE
84TH ST NE
SR 980TH ST NE
ASH AVE116TH ST NE SR 984TH ST NE
52NDST NESHOULTES RD132ND ST NE
108TH ST NE
SR 531
67TH AVE NE SMOKEY POINT BLVDI
-5 I-551ST AVE NE88TH ST NE
67TH AVE NE51ST AVE NEI-523RDAVE NEARMARRD140TH ST NE
48TH DR NE136TH ST NE
FORTY-FIVE RD3RD AVE NE44TH ST NESUNN
YSIDE BLVDSR 52927TH AVE NECEDAR AVE4TH ST47TH AVE NE100TH ST NE51ST AVE NEMARINE DR152ND ST NE
83RD AVE NEGROVE ST
64TH ST NE
172ND ST NE
STATE AVE67TH AVE NESR 9I-5
Getchell
Smokey Point
Downtown
Marshall
Pinewood
Kellogg Marsh
Lakewood
Sunnyside
Shoultes
Jennings Park
East Sunnyside
Marysville NeighborhoodsDowntownEast SunnysideGetchellJennings ParkKellogg MarshLakewoodMarshallPinewoodShoultesSmokey PointSunnyside
Marysville NeighborhoodsFigure 3-3
0 1 20.5 Miles
Sewer Comprehensive Plan
3-16 City of Marysville November 2011 Sewer Comprehensive Plan TABLE 3-8 UGA Additional Population Capacity(1) NEIGHBORHOOD ADDITIONAL SINGLE FAMILY HOUSING UNITS ADDITIONAL MULTI-FAMILY HOUSING UNITS ADDITIONAL SINGLE FAMILY POPULATION ADDITIONAL MULTI-FAMILY POPULATION TOTAL ADDITIONAL POPULATION CAPACITY % OF TOTAL Downtown 101 913 303 1,826 2,129 6.0% East Sunnyside 2,776 2,210 8,328 4,420 12,748 35.7% Getchell 1,451 23 4,353 46 4,399 12.3% Jennings Park 109 0 327 0 327 0.9% Kellogg Marsh 743 59 2,229 118 2,347 6.6% Lakewood 552 2,154 1,656 4,308 5,964 16.7% Marshall 376 1,293 1,128 2,586 3,714 10.4% Pinewood 232 249 696 498 1,194 3.3% Shoultes 253 0 759 0 759 2.1% Smokey Point 19 518 57 1,036 1,093 3.1% Sunnyside 347 0 1,041 0 1,041 2.9% Total 6,959 7,419 20,877 14,838 35,715 100.0% (1) Updated from City of Marysville/Snohomish County 2007 Capacity Analysis
Gray & Osborne, Inc., Consulting Engineers
City of Marysville 3-17
Sewer Comprehensive Plan November 2011
NON-UGA SEWERED AREAS
There are three areas within the Rural Utility Service Area (RUSA) that are currently
served by the sewer collection system but are located outside of the Urban Growth Area.
Agreements covering these areas are included in Appendix B. Current and future
population estimates presented in Table 3-7 do not include these areas. Population for
each of these areas has been estimated from aerial photographs. Each area is briefly
described below:
• Smokey Point: A 504-acre area of Smokey Point is served by Marysville
although it is located within the City of Arlington’s UGA. It is bounded
by I-5 on the west, 180th Street NE on the north, 43rd Avenue NE on the
east, and 164th Street NE on the south. Approximately 50 percent of this
area is classified commercial with the remainder single-family residential.
The estimated 2010 population for the Smokey Point area is 2,560.
• Mountain View Shores: This subdivision is located at 104th Street NE
west of I-5 and contains 36 lots. A private pump station serves this
subdivision. The estimated 2010 population for the Mountain View Shore
area is 84.
• Tulalip Area: This area is located west of I-5 and is connected to the
sewer system through the Marysville West Pump Station. This area
contains the Tierra Bonita subdivision with about 240 lots, and a
commercial area of the Tulalip Tribe, and two schools. The estimated
2010 population in the Tulalip area served by the sewer system is 1,038.
The Tulalip Tribe has recently constructed a new treatment facility north
of this area, which serves other parts of the Tulalip area. A purchase
agreement for the Marysville West Pump Station is currently being
negotiated between the City of Marysville and the Tulalip Tribes. Purchase
of the pump station by the Tribes is anticipated to take place in the near
future, therefore, this area may no longer be part of the City’s sewer
system.
3-18 City of Marysville
November 2011 Sewer Comprehensive Plan
SEWER CONNECTIONS
Table 3-9 provides the average number of sewer service connections by customer class
for 2011, based on billing records provided by the City. As shown in Table 3-9, the
number of sewer connections throughout 2011 was 18,421. The majority of the sewer
service connections are in the City Single Family Residential (13,885 connections) and
Rural Single Family Residential (2,932 connections) customer classes. The term City
designates customers within the City limits, while Rural indicates customers outside the
City limits but within the UGA.
TABLE 3-9
2011 Sewer Service Connections
RATE
CODE DESCRIPTION CUSTOMERS
S01 City Single Family Residential 13,885
S02 Rural Single Family Residential 2,932
S03 City Multi-Family 686
S04 Rural Multi-Family 40
S05 City Motel/Hotel 4
S06 Rural Motel/Hotel 5
S10 Rural Overnight Camping 1
S35 City Commercial Class 1 7
S38 City Commercial Class 2 20
S39 Rural Commercial Class 2 2
S41 City Commercial Class 3 655
S42 Rural Commercial Class 3 125
S50 City Commercial Class 6 3
S51 Rural Commercial Class 6 2
S53 City Class 3 Restaurant w/Surcharge 2
S54 Rural Class 3 Restaurant w/Surcharge 1
S55 City Restaurant w/o GT No Surcharge 17
S56 Rural Restaurant w/o GT No Surcharge 1
S60 Monthly Rural Class 3 2
S63 Monthly Rural Hotel/Motel 1
S65 School 30
TOTAL 18,421
City of Marysville 3-19
Sewer Comprehensive Plan November 2011
CURRENT SEWER SERVICE AREA POPULATION
Table 3-10 provides the estimated average population connected to the sewer in 2011,
based on City of Marysville billing records. As shown in Table 3-10, approximately
48,451 single-family and multi-family residents within the UGA have sewer service and
approximately 2,092 single-family and multi-family residents located outside of the
UGA, but within the UPA, have sewer service. The total estimated population served by
the City of Marysville sewer system in 2011 is 50,543.
TABLE 3-10
Marysville 2011 Estimated Sewer Service Population
/+4 $+&,1""("!1-’
+%4 $+&1!!("!1’-
/+4 $+&#
’("!,1’"-
+%4 $+&#"!
."1 (
PROJECTED SEWER SERVICE AREA POPULATION
The projected year 2017 and 2031 sewer service area population is summarized in Table
3-11. In developing these projections the following assumptions were made:
• All of the currently unconnected population in the City limits connects to
the sewer system by 2031 at a constant rate.
• Half of the currently unconnected rural UGA population connects to the
sewer system by 2031 at a constant rate.
• The population growth within the UGA will follow the pattern presented
in Tables 3-7 and 3-8.
• All new single-family and multi-family residences within the City’s UGA
will connect to the sewer system.
3-20 City of Marysville
November 2011 Sewer Comprehensive Plan
TABLE 3-11
Projected Sewer Service Population Summary
2011 2017 2031
#3 +%#6 61,491 69,338 84,989
7 *#3 +%#
*+/#66 ’1’’!-1’,’-1--
7 *#3 +%#
#*%%#)"1 (62,250 -1--
*%*23.16% -(’(8
*%#*%-8 ’8 ,""8
*UGA population from Snohomish County Tomorrow Vision 2040 Preliminary Growth
Distribution Working Paper, May 12, 2011
**Service Area population taken from sewer model loading tables
Ultimate Buildout Population
Population projections presented in Tables 3-7 and 3-8 address current and future
population for existing corporate City limits and UGA. The buildout population for the
existing UGA is shown in the summary below:
60,183 (Existing population)
+ 35,715 (Additional population)
95,898 buildout population from UGA(1)
(1) Information from the City of Marysville/Snohomish County 2007 Capacity Analysis.
Future expansion of the UGA boundary would include the six planning areas identified
on Figure 2-2. The UGA may be expanded to include part, or all of these areas. For the
ultimate buildout population estimate, it is assumed that the UGA will include all six
areas.
The basis for the ultimate buildout population is a combination of net buildable acreage,
allowable development density, and the population per dwelling unit. Each of these
factors is discussed below for areas outside the current UGA boundary.
City of Marysville 3-21
Sewer Comprehensive Plan November 2011
Net Acreage
Each of the six planning areas shown in Figure 3-4 along with the “unbuildable” lands
identified as steep slopes, wetlands, lakes and other critical areas. Removing the
“unbuildable” lands from the total acreage leaves the maximum buildable acreage.
The City’s Community Development Department estimates a net reduction factor of
about 44 percent to allow for unbuildable lands, roads, public use, and right-of-ways. To
reach this reduction factor, the maximum buildable acreage is reduced by 30 percent for
roads, public use, and right-of-ways.
Another adjustment covers Planning Area #5. This planning area is within the
jurisdiction of the Tulalip Tribe. Only limited future development is expected consisting
of “infill” of areas currently sewered.
In addition to these reductions, Planning Areas #1 and #2 located north and east of the
City are expected to remain substantially rural. According to the City’s Community
Development Department, about 1,950 acres would develop only at 0.2 dwelling units per
acre.
Development Density
Recent development trends favor smaller lot sizes (i.e., 3,500 square feet), which is
equivalent to 8 to 10 dwelling units per acre. Actual development in the nearby rural
areas of the Lake Stevens Sewer District is closer to 6.5 to 8.0 (average 7.25) dwelling
units per acre due to lot averaging. For the ultimate buildout population, the development
density will cover a range of 0.2 (rural) to a higher density of 7.25 dwelling units per acre.
The majority of Planning Areas #1 and #2 will remain rural at 0.2 Du/acre. For the
remainder of these two planning areas, a development density of 4.5 Du/acre will be
utilized. A higher development density of 7.25 Du/acre will be utilized for Planning
Areas #3, #4, and #6.
Household Population
For single-family residences, a rate of 3.0 person per household was used. For multi-
family units, it is 2.0 persons per household. Table 3-12 incorporates each of the factors
for net acreage, development density and household population to develop the ultimate
buildout population. Including the existing UGA, areas served by agreements, and the
planning areas, the estimated ultimate build out population is 161,554. As shown in
Table 3-12, the total acreage is 10,436 acres with a net average of 6,015 acres, a reduction
of 58 percent.
16THAVE NW132ND ST NE
99TH AVE NESR 52834TH AVE NE79TH AVE NE71ST AVE NESR 92
76TH ST NE
84TH ST NE
SR 980TH ST NE
ASH AVE116TH ST NE SR 984TH ST NE
52NDST NESHOULTES RD132ND ST NE
108TH ST NE
SR 531
67TH AVE NE SMOKEY POINT BLVDI
-5 I-551ST AVE NE88TH ST NE
67TH AVE NE 51ST AVE NE I
-523RDAVE NEARMARRD140TH ST NE
48TH DR NE136TH ST NE
FORTY-FIVE RD3RD AVE NE44TH ST NESUNN
YSIDE BLVDSR 52927TH AVE NECEDAR AVE4TH ST47TH AVE NE100TH ST NE51ST AVE NEMARINE DR152ND ST NE
83RD AVE NEGROVE ST
64TH ST NE
172ND ST NE
STATE AVE67TH AVE NESR 9I-5
E L
AKE GOODWIN RDLAKEWO O D RD SR 53 1140TH ST NE
M
A
RIN
E DR
City of Arlington
City of Marysville
City of Lake Stevens
City of Everett
Tulalip Indian Reservation
GETCHELL1935 HU
SMOKEY POINT608 HU
DOWNTOWN1209 HU
PINEWOOD1394 HU
MARSHALL2796 HU
KELLOGG MARSH1401 HU
SUNNYSIDE420 HU
SHOULTES810 HU
JENNINGS PARK143 HU
EAST SUNNYSIDE5518 HU
LAKEWOOD2762 HU
PLANNING AREA #22290 HU
PLANNING AREA #310852 HU
PLANNING AREA #12129 HU
PLANNING AREA #66796 HU
PLANNING AREA #44148 HU
Sewer service area (UGA)
City LimitsMarysville NeighborhoodsAdditional Plus Non-Sewer Housing Units
143
144 - 420
421 - 608
609 - 810
811 - 1209
1210 - 1394
1395 - 1401
1402 - 1935
1936 - 2762
2763 - 2796
2797 - 5518Future Planning AreasAdditional Housing Units
2129
2130 - 2290
2291 - 4148
4149 - 6796
6797 - 10852
City of MarysvilleSewer Comprehensive Plan
0 1 20.5 Miles
Figure 3-4 Future Sewer Growth
3-22 City of Marysville November 2011 Sewer Comprehensive Plan TABLE 3-12 2031 Capacity Population Planning Area Total Acres Buildable Acres Net Acres Density PPH Population #1 Low 1,653.6 1,258.9 881.3 0.2 2.6 458 #1 Medium 814.4 620.1 434.0 4.5 2.6 5,078 #2 Low 1,702.5 1,432.5 1,002.7 0.2 2.6 521 #2 Medium 838.5 666.6 466.6 4.5 2.6 5,459 #3 2,539.7 2,138.4 1,496.9 7.5 2.6 29,189 #4 903.1 817.3 572.1 7.5 2.6 11,156 #5 570.8 320.7 224.5 0.0 0.0 0 #6 1,413.1 1,339.0 937.3 7.5 2.6 18,277 Subtotal Planning Areas 70,140 UGA Capacity 88,032* Non-UGA 3,382 Total Capacity 161,554 * Snohomish County Buildable Lands Report 2007
City of Marysville 4-1
Sewer Comprehensive Plan November 2011
CHAPTER 4
REGULATORY REQUIREMENTS
INTRODUCTION
Regulatory requirements have been used in developing the design criteria for
improvements to Marysville’s wastewater collection, treatment, and disposal systems.
The purpose of this chapter is to identify and summarize the regulations that are
applicable to the planning, design, and approval of the capital improvements discussed in
this Plan.
This Chapter does not describe each regulation in detail; rather, it addresses important
elements of the regulations that affect the planning and design process. Subsequent
sections of this Plan address technical requirements of the regulations at a level of detail
appropriate for the evaluation provided by that section. For instance, Chapter 9 contains
a discussion of biosolids regulations.
FEDERAL AND STATE STATUTES, REGULATIONS AND PERMITS
This section provides a summary of various state and federal laws that may affect
wastewater system construction and operations, as well as other relevant permits,
programs, and regulations.
FEDERAL CLEAN WATER ACT
The Federal Water Pollution Control Act is the principal law regulating the water quality
of the nation’s waterways. Originally enacted in 1948, it was significantly revised in
1972 and 1977, when it was given the common title “Clean Water Act” (CWA). The
CWA has been amended several times since 1977. The 1987 amendments replaced the
Construction Grants program with the State Revolving Fund (SRF), which provides low-
cost financing for a range of water quality infrastructure projects.
The National Pollutant Discharge Elimination System (NPDES) is established by Section
402 and subsequent amendments of the CWA. The Department of Ecology (Ecology)
administers NPDES permits for the United States Environmental Protection Agency
(EPA). Most NPDES permits have a five-year life span and place limits on the quantity
and quality of pollutants that may be discharged.
The City’s current NPDES permit, No. WA002249-7, is attached as Appendix A. The
City’s current NPDES permit effluent limits are shown in Table 5-6 in Chapter 5.
4-2 City of Marysville
November 2011 Sewer Comprehensive Plan
Condition S.2 of the City’s permit lists the WWTP’s required testing schedule. In
addition to typical monitoring requirements such as influent and effluent flow, CBOD5,
TSS, etc., the City must monitor for effluent ammonia and whole effluent toxicity.
Condition S.4 of the NPDES permit requires the City to prepare a plan to maintain
adequate capacity when flows and loadings to the WWTP exceed 85 percent of design
capacity. Condition S.4 also specifies the design capacity of the WWTP. The WWTP’s
design capacity for maximum month BOD5 loading is 20,143 lbs/day, and the design
capacity for maximum month TSS loading is 24,229 lbs/day. The flow capacity for the
WWTP is 12.7 million gallons per day (mgd).
Section 303 of the CWA established the Total Maximum Daily Load (TMDL) program.
Under this program, states must establish a list of water bodies that do not achieve water
quality standards even with “all known available and reasonable technology (AKART)”
in place. In such situations, Ecology conducts a TMDL analysis to determine the
capacity of the water body to absorb pollutants and allocates pollutant loads among point
and nonpoint discharges. Based on this loading capacity, “waste load allocations” are
established for different pollutant sources within the watershed. Additional information
about the effect of TMDLs on the City’s wastewater effluent discharge is provided later
in this chapter.
Section 307 of the CWA established the National Pretreatment Program. This program is
designed to protect publicly owned treatment works (POTWs) and limits the amount of
industrial or other non-residential pollutant discharged to municipal sewer systems.
PROPOSED EPA CAPACITY, MANAGEMENT OPERATION AND
MAINTENANCE REGULATIONS
EPA has proposed a new round of regulations regarding sewer system Capacity,
Management Operation and Maintenance (CMOM). Although the regulations have not
been formally adopted by EPA, some municipalities are anticipating the adoption and
have moved forward with implementation. CMOM focuses on the failure of collection
systems to have a program for long-term finance and repair. This has resulted in sanitary
sewer overflows (SSO) that EPA has proposed to address under its authority granted by
the federal CWA.
In general the CMOM requirements can be broken into the following areas:
1. General performance standards including system maps, information
management, and odor control.
2. Program documentation including the goals, organizational and legal
authority of the organization operating the collection system.
City of Marysville 4-3
Sewer Comprehensive Plan November 2011
3. An overflow response plan, which requires response in less than one hour
and is demonstrated to have sufficient and adequate personnel and
equipment, etc. Estimated volumes and duration of overflows must be
accurately measured and reported to the regulatory agency.
4. System evaluation requires that the entire system be cleaned on a
scheduled basis (for example, once every 5 years), be regularly inspected
through TV work and that a program for short and long term rehabilitation
replacement be generated. EPA has proposed, as a rule of thumb, a 1-1/2
to 2 percent system replacement rate which implies that an entire
collection system is replaced somewhere in the range of a 50 – 70 year
time period.
5. A capacity assurance plan that will use flow meters to model I&I, ensure
pump stations are properly operated and maintained and that source
control is maintained.
6. A program for self-audit to evaluate and adjust performance.
7. A communication program to communicate problems, costs, and
improvements to the public and decision-makers.
EPA is considering some changes in design standards for collection systems including
requiring that sanitary sewer overflows not occur except in extreme storms. They have
also decided that they will not predefine what that type of storm is, leaving that decision
to the design engineer.
Proposed CMOM requirements are discussed in greater detail in Chapter 10.
BIOSOLIDS
Chapter 9 of this Plan provides a discussion of the regulatory requirements relating to
biosolids treatment and management.
FEDERAL ENDANGERED SPECIES ACT
On March 24, 1999 the National Marine Fisheries Service (NMFS) listed the Puget
Sound Chinook as “threatened” under the Endangered Species Act (ESA) and reaffirmed
on June 28, 2005. National Oceanic and Atmospheric Administration (NOAA) Fisheries
issued results of a five year review on August 15, 2011, and concluded that this species
should remain listed as threatened. On June 10, 1998, the USFWS listed the Bull Trout
as “threatened.” ESA listings are expected to significantly impact activities that affect
salmon and trout habitat, such as water use, land use, construction activities, and
wastewater disposal.
4-4 City of Marysville
November 2011 Sewer Comprehensive Plan
The National Marine Fisheries Service (NMFS) has listed a number of “Evolutionarily
Significant Units” of chinook salmon. In addition, the United States Fish and Wildlife
Service (USFWS) listed the Bull Trout as “threatened” during the summer of 1998. ESA
listings are expected to significantly impact activities that affect salmon and trout habitat,
such as water use, land use, construction activities, and wastewater disposal. Impacts to
the greater Marysville area may include longer timelines for permit applications, and
more stringent regulation of construction impacts and activities in riparian corridors.
In response to existing and proposed ESA listings of salmon, steelhead, and trout species
throughout Washington State, Governor Locke established the Office of Salmon
Recovery in 1997 to direct the State’s salmon recovery efforts. Rather than attempting to
avert additional ESA listings, the Statewide Strategy intends to provide local input into,
and hopefully maintain some local control over the salmon recovery regulatory processes
that will inevitably affect the majority of Washington State. The Statewide Strategy was
submitted to NMFS in 1999 for possible inclusion in the Section 4(d) rule. Before 2000,
NOAA Fisheries Service had simply adopted 4(d) rules that prohibited take of threatened
species. In a salmon and steelhead 4(d) rule singed in July of 2000, the agency pioneered
a new approach. It applied take prohibitions to all actions except those within 13 “limits”
to the rules (described in detail in the rules) where the specified categories of activities
contribute to conserving listed salmon.
In order to minimize liability under the ESA, local governments need to demonstrate that their
land use regulations will not result in a prohibited “take” of a listed species, including adverse
modification of critical habitat. Impacts to the City may include longer timelines for permit
applications, and more stringent regulation of construction impacts and activities in riparian
corridors. Additionally, the City of Marysville’s wastewater treatment plant discharges to
Steamboat Slough, a part of the Snohomish River system that flows into Puget Sound. Salmon
and bull trout are expected to be present in the vicinity of the outfall and could potentially impact
future WWTP and outfall modifications. In an effort to minimize the impact to critical fish
habitat in Steamboat Slough, the City of Marysville constructed a pipeline to the City of
Everett’s South End Pump Station during the 2004 treatment plant upgrades. From Everett’s
pump station, the effluent is discharged to the Deep Marine Outfall in Port Gardner Bay.
Marysville discharges all of its flow to Everett’s pump station during periods of low river flow
(July through October).
RECLAIMED WATER STANDARDS
The standards for the use of reclaimed water are outlined in RCW 90.46 and in a separate
document published by the Washington State Departments of Health and Ecology
entitled “Water Reclamation and Reuse Standards.” Reclaimed water is the effluent
derived in any part from wastewater from a wastewater treatment system that has been
adequately and reliably treated, such that it is no longer considered wastewater and is
suitable for a beneficial use or a controlled use that would not otherwise occur. The
legislature has declared that “the utilization of reclaimed water by local communities for
domestic, agricultural, industrial, recreational, and fish and wildlife habitat creation and
City of Marysville 4-5
Sewer Comprehensive Plan November 2011
enhancement purposes (including wetland enhancement) will contribute to the peace,
health, safety, and welfare of the people of the State of Washington.” RCW 90.48.112
requires consideration of reclaimed water in general sewer plans. Chapter 8 provides an
evaluation of reclaimed water opportunities for the City of Marysville.
The Water Reclamation and Reuse standards define the water quality standards for
reclaimed water. A Class “A” reclaimed water treatment facility must meet four
minimum requirements, as follows:
Continuously Oxidized: Wastewater that at all times has been stabilized such
that the monthly average BOD5 and TSS are less than 30 mg/L, is non-
putrescable, and contains dissolved oxygen.
Continuously Coagulated: Oxidized wastewater that at all times has been treated
by a chemical equally effective method to destabilize and agglomerate colloidal
and finely suspended mater prior to filtration.
Continuously Filtered: Oxidized and coagulated wastewater that at all times has
been passed through a filtering media so that the turbidity of the filtered effluent
does not exceed an average of 2 nephelometric turbidity units (NTU), determined
monthly, and does not exceed 5 NTU at any time.
Continuously Disinfected: Oxidized, coagulated, and filtered wastewater that at
all times has been disinfected to destroy or inactivate pathogenic organisms. A
group of indicator microorganisms, coliform bacteria, are used to measure the
effectiveness of the disinfection process. The Class “A” reclaimed water standard
is a total coliform density of 2.2 per 100 milliliters (ml) for the median of the last
seven days of samples, with no sample having a density greater than 23 per 100
ml.
NATIONAL ENVIRONMENTAL POLICY ACT
The National Environmental Policy Act (NEPA) was established in 1969 and requires
federal agencies to determine environmental impacts on all projects requiring federal
permits or funding. Federally delegated activities such as NPDES permits or Section 401
Certification are considered state actions and do not require NEPA compliance. If a
project involves federal action (through, for example, an Army Corps of Engineers
Section 404 permit), and is determined to be environmentally insignificant, a Finding of
No Significant Impact (FONSI) is issued, otherwise an Environmental Impact Statement
(EIS) is required. NEPA is not applicable to projects that do not include a federal
component that would trigger the NEPA process.
4-6 City of Marysville
November 2011 Sewer Comprehensive Plan
FEDERAL CLEAN AIR ACT
The Federal Clean Air Act requires all wastewater facilities to plan to meet the air quality
limitations of the region. The City falls in the jurisdiction of the Puget Sound Clean Air
Agency. An air quality permit for the City’s WWTP is not required.
STATE STATUTES, REGULATIONS AND PERMITS
STATE WATER POLLUTION CONTROL ACT
The intent of the state Water Pollution Control Act is to “maintain the highest possible
control standards to ensure the purity of all waters of the state consistent with public
health and the enjoyment…the propagation and protection of wildlife, birds, game, fish,
and other aquatic life, and the industrial development of the state.” Under the Revised
Code of Washington (RCW) 90.48 and the Washington Administrative Code (WAC)
173-240, Ecology issues permits for wastewater treatment facilities and also land
application of wastewater under WAC 246-271.
Submission of Plans and Reports for Construction of Wastewater Facilities, WAC
173-240
Prior to construction or modification of domestic wastewater facilities, engineering
reports and plans, and specifications must be submitted to and approved by Ecology.
This regulation outlines procedures and requirements for the development of an
engineering report, which thoroughly examines the engineering and administrative
aspects of a domestic wastewater facility project. This regulation defines a facility plan
as described in federal regulations, 40 CFR Part 35, as an engineering report.
Key provisions of WAC 173-240 are provided below.
• An engineering report for a wastewater facility project must contain
everything required for a general sewer plan unless an up-to-date general
sewer plan is on file with Ecology.
• An engineering report shall be sufficiently complete so that plans and
specifications can be developed from it without substantial changes.
• A wastewater facility engineering report must be prepared under the
supervision of a professional engineer.
City of Marysville 4-7
Sewer Comprehensive Plan November 2011
Criteria for Sewage Works Design, Washington State Department of Ecology
(Orange Book)
Ecology has published design criteria for collection systems and wastewater treatment
plants. While these criteria are not legally binding, their use is strongly encouraged by
Ecology since the criteria are used by the agency to review engineering reports for
upgrading wastewater treatment systems. These design criteria, commonly referred to as
the “Orange Book,” primarily emphasize unit processes through secondary treatment, and
also includes criteria for planning for, and design of, wastewater collection systems. Any
expansion or modification of the City of Marysville’s collection system and/or treatment
plant will require continued conformance with Ecology criteria.
Certification of Operators of Wastewater Treatment Plants, WAC 173-230
Wastewater treatment plant operators are certified by the State water and wastewater
operators’ certification board. The operator assigned for the overall responsibility of
operation of a wastewater treatment plant is defined by WAC 173-230 as the “operator in
responsible charge.” This individual must be State certified at or above the classification
rating of the plant. The City’s wastewater treatment plant is currently assigned a Class III
rating and the operating staff assigned to the plant has the required certification.
WATER QUALITY STANDARDS FOR SURFACE WATERS OF THE STATE
OF WASHINGTON, CHAPTER 173-201A WAC
Basis of Regulations
The State of Washington has authority under the federal Water Pollution Control Act,
also known as the Clean Water Act (CWA), to establish and administer programs to meet
the requirements of the CWA. Under RCW 98.40.35, the Washington Department of
Ecology has the authority to establish “rules and regulations relating to standards of
quality for waters of the State and for substances discharged therein...” The state of
Washington also implements the NPDES program created under the CWA.
Description of Regulations
WAC 173-201A establishes water quality standards within the state of Washington. The
State adopted revised water quality standards in 2006. The standards are based on two
objectives: protection of public health and enjoyment, and protection of fish, shellfish,
and wildlife. For each surface water body in the state, the revised standards assign
specific uses, such as aquatic life, recreation, or water supply. Water quality standards
have been developed for each use, for parameters such as fecal coliform, dissolved
oxygen, temperature, pH, turbidity, and toxic, radioactive, deleterious substances. The
water uses that are defined in the standards for freshwater are summarized as follows:
4-8 City of Marysville
November 2011 Sewer Comprehensive Plan
Aquatic life uses
• Char
• Salmon and trout spawning, core rearing, and migration
• Salmon and trout spawning, non-core rearing, and migration
• Salmon and trout rearing and migration only
• Non-anadromous interior redband trout
• Indigenous warm water species
Recreational uses
• Extraordinary primary contact recreation
• Primary contact recreation
• Secondary contact recreation
Water supply uses
• Domestic water supply
• Agricultural water supply
• Industrial water supply
• Stock watering
Miscellaneous uses
• Wildlife habitat
• Harvesting
• Commerce and navigation
• Boating
• Aesthetics
The water uses that are defined in the standards for marine waters include:
Aquatic life uses
• Extraordinary quality
• Excellent quality
• Good quality
• Fair quality
Shellfish harvesting and Recreational uses
• Primary contact recreation
• Secondary contact recreation
City of Marysville 4-9
Sewer Comprehensive Plan November 2011
Miscellaneous uses
• Wildlife habitat
• Harvesting
• Commerce and navigation
• Boating
• Aesthetics
Water Quality Classification
One of the City’s discharge locations is to Steamboat Slough that is a tributary of the
Snohomish River. The Snohomish River is classified in WAC 173-201A-602 as having
the following uses:
• Aquatic Life Use: Non-core salmon/trout rearing and migration
• Recreation Use: Primary contact recreation
• Water Supply Uses: Domestic water supply, agricultural water supply,
industrial water supply, stock watering
• Miscellaneous Uses: Wildlife habitat, harvesting, commerce/navigation,
boating, and aesthetics
Water quality criteria for the salmon and trout spawning use is shown in Table 4-1:
TABLE 4-1
Water Quality Criteria for the Salmon and Trout Spawning, Non-core Rearing and
Migration Use
Parameter Surface Water Criteria Value
Dissolved Oxygen >8.0 mg/L
Temperature 17.5 degrees C (7-day average of daily maximum),
(1) with no increase greater than t=28/(T+5) or
(2) if natural temperature is >17.5 degrees C, then no increase
>0.3 degrees C
pH Not outside the range of 6.5 to 8.5 standard units, with no human-
caused variation >0.5 standard units
Turbidity <5 NTU over background (background <50 NTU)
<10 percent increase over background (background >50 NTU)
Total dissolved gas <110 percent of saturation
The bacterial water quality criteria for the Snohomish River, as shown in Table 4-2, is
based on the assigned recreational use for freshwater.
4-10 City of Marysville
November 2011 Sewer Comprehensive Plan
TABLE 4-2
Water Quality Criteria for the Freshwater Primary Contact Recreational Use
Parameter Surface Water Criteria Value
Fecal Coliform 100 fecal coliform colonies/100 mL
Water supply and miscellaneous uses do not have additional numerical criteria.
The water quality standards also have narrative criteria regarding toxic, radioactive,
otherwise deleterious materials, or materials that impair aesthetics. These materials are
prohibited in concentrations that affect aquatic life, human health, or impair aesthetics.
Numeric criteria for 29 toxic substances are listed in WAC 173-201A-040. Criteria are
listed for both an acute and chronic basis and for certain substances (e.g., metals,
chlorine, and ammonia), the criteria must be calculated as a function of receiving water
pH, hardness, and whether salmonids are present.
The water quality standards allow for variances and site-specific criteria to be developed
on an individual basis.
To remove a use from the list of uses for which a water body is protected, a use
attainability analysis (UAA) must be performed. The UAA must demonstrate that the use
does not exist in the water body or would not be attainable. The proposed change to the
assigned uses must be consistent with federal laws and subject to a public involvement
process and include a consultation with tribes.
Mixing Zones
WAC 173-201A-100 has provisions for mixing zones for a permitted discharge.
Deviations from water quality standards for the surface water are allowed within the
mixing zone. Mixing zones are allowed under the following conditions:
1. All known, available, and reasonable treatment (AKART) technology is
applied prior to discharge to the mixing zone.
2. Water quality is not violated outside the mixing zone boundary.
3. When the potential does not exist for damage to sensitive ecosystem or
aquatic habitat, adverse public health effects, or interference with
characteristic uses of the water.
4. Chronic toxicity criteria are met within a mixing zone that does not exceed
25 percent of the river width, use more than 25 percent of the river flow,
City of Marysville 4-11
Sewer Comprehensive Plan November 2011
and does not extend more than 100 ft upstream or 300 ft downstream (plus
the depth of water over the discharge port).
5. Acute toxicity criteria are met within a mixing zone that does not exceed
2.5 percent of the river flow, does not occupy more than 2.5 percent of the
width of the river, and does not extend beyond 10 percent of the distance
towards the upstream and downstream boundaries of an authorized mixing
zone.
The City’s mixing zone is described in its NPDES Permit No. WA-002249-7 included in
Appendix A.
Anti-degradation policy
The anti-degradation policy aims to maintain the highest possible quality of water in the
State, by preventing the deterioration of water bodies that currently have higher quality
than the water quality standards require. The revised water quality standards define three
tiers of waters in the anti-degradation policy.
Tier I water bodies are those with violations of water quality standards, from natural or
human-caused conditions. The focus of water quality management is on maintaining or
improving current uses, and preventing any further human-caused degradation.
Tier II water bodies are those of higher quality than required by the water quality
standards. The focus of the policy is on preventing degradation of the water quality and
to preserve the excellent natural qualities of the water body. New or expanded actions
are not allowed to cause a “measurable change” in the water quality, unless they are
demonstrated to be “necessary and in the overriding public interest.”
New or expanded actions that may cause a measurable change in water quality must
conduct a Tier II review. For increased wastewater treatment plant discharges, this
review will take place as part of the NPDES permit modification process. Measurable
change, for the purpose of the anti-degradation policy, is defined as follows:
• Temperature increase greater than 0.3 degrees C
• Dissolved oxygen concentration decrease greater than 0.2 mg/L
• Bacteria level increase greater than 2 CFU/100 mL
• pH change greater than 0.1 standard units
• Turbidity increase greater than 0.5 NTU
• Any detectable change in concentration of toxic or radioactive substances,
which include ammonia and chloride.
A new or expanded action may be determined by the Ecology to be necessary and in the
overriding public interest based on a review of the following factors:
4-12 City of Marysville
November 2011 Sewer Comprehensive Plan
• Economic benefits, such as job creation
• Providing or contributing to necessary social services
• Status as a demonstration project using innovative technical or
management approaches that produce a significant improvement over
AKART
• Prevention or remediation of environmental or public health threats
• Societal or economic benefits of better health protection
• The loss of assimilative capacity for future industry or development
• The loss of benefits associated with the current high water quality, such as
fishing or tourism uses.
The new or expanded action would be allowed to measurably reduce the water quality
only if it is demonstrated that the action has selected the combination of site, technical
and managerial approaches that will minimize the effect on water quality. Alternative
approaches that must be evaluated include:
• Pollution prevention or source control to reduce toxic compound
discharges
• Reuse or recycling of wastewater
• Water conservation to minimize production of wastewater
• Land application or infiltration to reduce surface water discharges
• Alternative or enhanced treatment technologies
• Improved operation and maintenance of existing facilities
• Seasonal or controlled discharge to avoid critical water quality conditions
• Water quality offsets with another water quality action (point or non-point
source), providing no net decrease of water quality
Tier III water bodies are specially designated as outstanding resource waters. The revised
standards do not initially define Tier III water bodies; however, the standards allow the
public or the Ecology to nominate water bodies for inclusion in the Tier III class. There
are two classes within Tier III: Tier III(A) prohibits all future degradation, while Tier
III(B) allows future degradation that does cause a “measurable change” to occur from
well-controlled activities.
Total Maximum Daily Load (TMDL) Studies
Assimilative capacity is a term that describes the surface water’s ability to accept waste
loadings without a permanent degradation of water quality. Ecology has conducted and
completed waste load capacity studies, also known as Total Maximum Daily Load
(TMDL) studies, for several major watersheds in the State of Washington. TMDL
studies are used to determine the assimilative capacity of watersheds that are noted as
“impaired” for having temperature or concentrations of a pollutant that are too high, such
as BOD5; or potentially toxic pollutants, such as chlorine, ammonia, and metals. TMDL
studies for dissolved oxygen have been conducted in the Snohomish River, impacting
City of Marysville 4-13
Sewer Comprehensive Plan November 2011
CBOD, and ammonia effluent limitations for the major dischargers to the river system,
including Marysville.
Effluent limits for ammonia-N and CBOD were included in the 2005 permit based on
Ecology’s findings in the Snohomish River Estuary TMDL study. The City’s WWTP
discharges to Steamboat Slough, a branch of the Snohomish River, and therefore was
included in the TMDL study. Table 4-3 summarizes the more stringent effluent limits
that were placed on the City during its 2005 NPDES permit renewal.
TABLE 4-3
City of Marysville 2005 NPDES/TMDL Seasonal Effluent Limits
Parameter Average Month (lb/d) Maximum Day (lb/d)
Ammonia-N 178 403
CBOD5 419 672
The limits shown in Table 4-3 apply to the low flow season from July through October.
STATE ENVIRONMENTAL POLICY ACT
The WAC 173-240-050 requires a statement in all wastewater comprehensive plans
regarding proposed projects in compliance with the State Environmental Policy Act
(SEPA), if applicable. The capital improvements proposed in this plan will fall under
SEPA regulations. A SEPA checklist is included in Appendix I of this report for use in
the environmental review for this NON-PROJECT action. In most cases a determination
of non-significance is issued (DNS), however, if a project will have a probable significant
adverse environmental impact an environmental impact statement (EIS) will be required.
GROWTH MANAGEMENT
Snohomish County’s GMA Comprehensive Plan establishes 13 sub-areas in which the
county and cities within the sub-areas work together to set out urban growth areas
(UGAs), policies for directing urban growth, and land use designations within urban and
rural areas. The Marysville Comprehensive Plan includes land use policies and zoning
designations that are consistent with the Snohomish County GMA Comprehensive Plan.
Marysville City Council adopted a Comprehensive Land Use Plan on April 25, 2005,
Ordinance #2569.
4-14 City of Marysville
November 2011 Sewer Comprehensive Plan
ACCREDITATION OF ENVIRONMENTAL LABORATORIES (WAC 173-050)
The State of Washington recently established a requirement that all laboratories reporting
data to comply with NPDES permits must be generated by an accredited laboratory. This
accreditation program establishes specific tasks for quality control and quality assurance
(QA/QC) that are intended to ensure the integrity of laboratory procedures. Accreditation
requirements must be met for any on-site laboratory or outside laboratory used to analyze
samples. Only accredited laboratories may be used for analyses reported for compliance
with NPDES permits. In planning for an on-site laboratory, staffing must be sufficient to
allow for QA/QC procedures to be performed. The City of Marysville’s laboratory is
currently accredited to perform BOD, TSS, Dissolved Oxygen, PH, Total Residual
Chlorine, and Fecal Coliform testing.
MINIMAL STANDARDS FOR SOLID WASTE HANDLING (WAC 173-304)
Grit and screenings are not subject to the sludge regulations in WAC 173-308, but its
disposal is regulated under the State solid waste regulations, WAC 173-304. Waste
placed in a municipal solid waste landfill must not contain free liquids, nor exhibit any of
the criteria of a hazardous waste as defined by WAC 173-303. To be placed in a
municipal solid waste landfill, grit and screenings must pass the paint filter test, which
determines the amount of free liquids associated with the solids, and the toxic
characteristics leachate procedure (TCLP) test, which determines if the waste has
hazardous characteristics.
WETLANDS
Dredging and Filling Activities in Natural Wetlands (Section 404 of the Federal
Water Pollution Control Act)
A Corps permit is required when locating a structure, excavating, or discharging dredged
or fill material in waters of the United States or transporting dredged material for the
purpose of dumping it into ocean waters. Typical projects requiring these permits include
the construction and maintenance of piers, wharves, dolphins, breakwaters, bulkheads,
jetties, mooring buoys, and boat ramps.
If wetland fill activities cannot be avoided, negative impacts can be mitigated by creating
new wetland habitat in upland areas, and if other federal agencies agree, the Corps will
generally issue a permit.
Wetlands Executive Order 11990
This order directs federal agencies to minimize degradation of wetlands and enhance and
protect the natural and beneficial values of wetlands. This could affect siting of pump
stations and sewer lines.
City of Marysville 4-15
Sewer Comprehensive Plan November 2011
SHORELINE MANAGEMENT ACT
The Shoreline Management Act of 1971 (RCW 90.58) establishes a broad policy giving
preference to shoreline uses that protect water quality and the natural environment,
depend on proximity to the water, and preserve or enhance public access to the water.
Shoreline Management Act jurisdiction extends to lakes or reservoirs of 20 acres or
greater, streams with a mean annual flow of 20 cubic feet per second (CFS) or greater,
marine waters, and an area inland 200 feet from the ordinary high water mark. Projects
are reviewed by local governments according to state guidelines and a local Shoreline
Master Program. Marysville’s wastewater treatment plant is located on the east side of
Interstate 5 and the existing outfall is located within the shoreline of Steamboat Slough, a
tributary of the Snohomish River. Due to the requirements imposed by the TMDL on the
Snohomish River, the City constructed a new effluent transfer pipeline conveying effluent from
the City of Marysville Wastewater Treatment Plant to the City of Everett Sewage Treatment
Plant. The pipeline will enable the City of Marysville to divert effluent discharge during the
summer months into the combined deep-water outfall in Port Gardner Bay, in order to meet
summer water quality requirements for Steamboat Slough. During winter months, the water
quality requirements for Steamboat Slough will be less stringent and the existing outfall can be
used or flow could still be routed to Everett.
FLOODPLAIN DEVELOPMENT PERMIT
Local governments that are participating in the National Flood Insurance Program are
required to review projects (including wastewater collection facilities) in a mapped flood
plain and impose conditions to reduce potential flood damage from floodwater. A
Floodplain Development Permit is required prior to construction.
HYDRAULIC PROJECT APPROVAL
Under the Washington State Hydraulic Code (WAC 220-110), the Washington State
Department of Fish and Wildlife (WDFW) requires a hydraulic project approval (HPA)
for activities that will “use, divert, obstruct, or change the natural flow or bed” of any
waters of the state. For City activities such as pipeline crossings of streams, or WWTP
outfall modifications, an HPA will be required, and will include provisions necessary to
minimize project specific and cumulative impacts to fish.
PRETREATMENT REQUIREMENTS
Publicly owned treatment works are subject to local and national pretreatment standards.
The federal standards are provided in 40 Code of Federal Register, Part 403. Chapter
14.20 of the Marysville Municipal Code sets pretreatment standards to prevent the
introduction of pollutants in the collection system. Prohibited discharges could disrupt
operations at the WWTP and potentially pass through the treatment process inadequately
treated and discharge to receiving waters. Prohibited discharges, at a minimum, include
4-16 City of Marysville
November 2011 Sewer Comprehensive Plan
solids that could cause obstructions, high temperature wastes, petroleum wastes,
radioactive materials, flammable/explosive waste, or oxygen demanding pollutants. In
general, waste discharged to the sewer system is expected to contain characteristics
similar to residential wastewater (i.e., pH, temperature, TSS, turbidity, color, BOD,
chemical oxygen demand (COD), toxicity, or odor). The City’s pretreatment standards
also control the introduction of fats, oils, and grease (FOG).
ON-SITE SEPTIC SYSTEM REGULATIONS
In some cases wastewater may be treated and disposed of on-site either by individual
septic systems or community systems. On-site septic systems should be designed to meet
the DOH design standards. Approval of the systems will be made either by the
Snohomish Health District for systems under 3,500 gallons per day, or DOH for large on-
site sewage systems (LOSS) less than 100,000 gallons per day but greater than 3,500
gallons per day as per RCW 70.118B and WAC 246-272B, or Ecology for systems that
are over 100,000 gallons per day in capacity. The State Board of Health statute that
provides the authority for the DOH to adopt rules for sewage is found in RCW 43.20.
It is the City’s policy that all future development within the UGA connects to the sewer
system instead of installing individual septic systems. The City is planning for service to
all areas within its sewer boundary whether or not the area is currently sewered. Service
to areas currently on septic
SEWER ORDINANCES AND PLANNING POLICIES
The Marysville Municipal Code Title 14 sets rules and regulations for the City’s water
and sewer systems. The sections of this code relevant to this Plan are listed in Table 4-5
and provided in Appendix B. MMC 14.01.050 Sewer connection required, requires
structures within its service area 200 feet from available utilities to connect to the sewer
system. (Note: Homes and businesses within the City’s UGA in Snohomish County
jurisdiction are usually served by septic systems.) MMC 14.05.020 Discharge restriction
into sanitary sewers, prohibits the discharge of unsuitable materials or stormwater into
the sewer system. Chapter 14.07 MMC Fees, Charges and Reimbursements, establishes
water and sewer rates for customers inside and outside the City limits. Chapter 14.03
MMC Rules for Construction, Installation and Connection, sets rules for construction
standards and Chapter 14.20 MMC Wastewater Pretreatment, sets the requirements for
wastewater pretreatment. Chapter 14.05 MMC Rules for Customers – Payment and
Collection of Accounts provides additional information on sewer rates, connection
charges, utility bills, and disconnection and reconnection service and charges. The siting
of any wastewater facilities, such as pump stations or wastewater treatment plant, must
adhere to the City’s Comprehensive Plan and Unified Development Codes at the time of
construction.
City of Marysville 4-17
Sewer Comprehensive Plan November 2011
TABLE 4-4
Title 14 MMC Water and Sewers
Chapter Title
14.01 General Provisions
14.03 Rules for Construction, Installation, and Connection
14.05 Rules for Customers-Payment and Collection of Accounts.
14.07 Fees, Charges, and Reimbursements
14.09 Water and Sewer Conservation Measures
14.20 Wastewater Pretreatment
14.32 Utility Service Area
CITY WASTEWATER OPERATION AND MAINTENANCE
STANDARDS
Chapter 14.03 MMC sets forth the wastewater requirements for construction, installation
and connection. All wastewater facilities must meet Washington State Department of
Ecology design standards as delineated in Criteria for Sewage Works Design (Orange
Book). The code also includes appropriate reference to the Uniform Plumbing Code.
The City’s Sanitary Sewer Design Standards were last revised in May 2007.
City of Marysville 5-1
Sewer Comprehensive Plan November 2011
CHAPTER 5
EXISTING FACILITIES
INTRODUCTION
This Chapter describes existing facilities that are relevant to the City of Marysville’s
wastewater collection and treatment systems. The facilities include the wastewater
collection system, pump stations and force mains, wastewater treatment and disposal
facilities. This Chapter also describes interlocal agreements the City has with local
jurisdictions.
WASTEWATER COLLECTION SYSTEM
PRESSURE AND GRAVITY SEWERS
The City’s collection system is organized around eight trunk sewer systems: A, B, C, D,
F, F-A, G and the Lakewood Trunk. Each trunk sewer is listed in Table 5-1 along with
the approximate area of the existing service area. The potential service area for each
trunk sewer is also shown on Figure 5-1. All components of the collection system
discharge to the treatment facility either through Trunk A or Trunk C.
TABLE 5-1
Trunk Sewer Service Area
Trunk Sewer ID Service Area (Acres)(1)
A 3,341
B 307
C (East and West) 3,267
D 4,054
F 1,447
F-A 301
G 965
Lakewood 901
(1) Trunk area within UGA
The general direction of flow in the City’s collection system is from north to south,
starting near Arlington and discharging to the wastewater treatment facility at the south
end of the service area. Most of the service area is served by gravity sewers. The City
operates and maintains 15 pump stations; over half of these stations serve small
developments, while the rest serve significant portions of the sewer service area.
SR 9I-5
84TH ST NE
SR 531
STATE AVESR 52951ST AVE NE99TH AV NEGROVE STSMOKEY POINT BLVD88TH ST NE
108TH ST NE
152ND ST NE
83RD AVE NE47TH AVE NECEDAR AVE4TH ST
140TH ST NE
8TH ST
FO
R
T
Y
-
F
I
V
E
R
D
34TH AVE NESOPER HILL RD
136TH ST NE
44TH ST NE
132ND ST NE
71ST AVE NE79TH AVE NE80TH ST NE
188TH ST NE
48TH DR NE47TH AV NE27TH AVE NE64TH ST NE
116TH ST NE
SHOULTES RD76TH ST NE
52NDST NE
GROVE ST
100TH ST NE
84TH ST NE
SR 531
132ND ST NE
51ST AVE NESUNNYSIDE BLVDSR 967TH AVE NE51ST AVE NESTATE AVEI-5I-5SR 9
2ND ST
172ND ST NE172ND ST NE
67TH AVE NETRUNK A
TRUNK G
F TO A INTERTIE
TRUNK C
TRUNK C
TRUNK F
TRUNK D
LAKEWOOD TRUNK
TRUNK A
TRUNK B
122ND ST
EAGLE BAY
SUNNYSIDE
ASHAVENUE
SOPER HILL
REGAN ROAD
3RD STREET
51ST AVENUE
LAKEWOOD SD
88TH STREET
KELLOGG RIDGE
QUIL CEDA GLEN
CARROLL'S CREEK
MARYSVILLE WEST
TREATMENT LAGOON
WATERFRONT PARK
CEDAR CREST VISTA
QUILCEDA ELEMENTARY
MOUNTAIN VIEW SHORES
COUGARCREEKELEMENTARY
31ST AVE INDUSTRIAL PARK
SMOKEY POINT MOBILE ESTATES Trunk Lines
F To A Intertie
Lakewood Trunk
Trunk A
Trunk B
Trunk C
Trunk D
Trunk F
Trunk G
Collection Sewers
Force Mains
Marysville
Private
Lift Stations
Marysville
Private
Trunk Basins
Basin A
Basin B
Basin C East
Basin C West
Basin D
Basin F
Basin F-A Intertie
Basin G
Lakewood Basin
Sewer Comprehensive Plan
Figure 5-1 Collection System
0 1 20.5 Miles
5-2 City of Marysville
November 2011 Sewer Comprehensive Plan
The trunk sewer serving the largest portion of the sewer service area population is Trunk
A. Trunk A is located in the middle of the sewer service area and extends the full length
of the current urban growth area. Along this alignment, other trunk tributary areas
discharge into Trunk A. Trunk F discharges to Trunk A upstream of the 51st Avenue
Pump Station. Trunk A discharges to the 51st Pump Station and flow continues south
through a 36-inch gravity pipeline. Trunk C (east) discharges to Trunk A at 88th Street.
Trunk B discharges to Trunk A at 72nd Street NE. Trunk D connects to Trunk A near 47th
Avenue and 1st Street. Trunk A discharges to the headworks of the WWTP.
Only Trunk G and Trunk C (west) are not a directl tributary to Trunk A. Trunk G serves
part of the Tulalip Tribe west of Interstate 5 and connects to Trunk C (west) through the
Marysville West Pump Station. Trunk C (west) discharges to the West Trunk Pump
Station which then discharges to the headworks of the wastewater treatment plant.
The City’s collection system includes 210 miles of gravity sewer ranging from 6- to
48-inch diameter pipe, force main ranging from 2- to 12-inch diameter pipe, and 15 pump
stations. As of December 2010, the collection system had a total of 15,963 connections.
Of this total, approximately 15,103 were residential connections, and 860 were schools,
commercial and industrial connections.
Table 5-2 provides an inventory of the gravity sewer lines by length, pipe diameter, and
material for all pipe diameters 6-inches and greater. This inventory is based on GIS
information compiled by City staff. Approximately two-thirds of the City’s sewer system
is constructed with PVC pipe.
Table 5-3 provides a similar inventory of the force main pipe. The table includes the
force main associated with the City of Everett outfall as well as force main piping for
each individual pump station.
PUMP STATIONS
An inventory of the City’s sewage pump stations is presented in Table 5-4. The pump
stations with the highest capacities are the Soper Hill Pump Station, Sunnyside Pump
Station, 51st Avenue Pump Station, Marysville West Pump Station and the West Trunk
Pump Station. The location of each of the City’s pump station is shown on Figure 5-1.
Privately owned pump stations are not listed in Table 5-4.
Table 5-4 also presents information regarding the year installed, trunk sewer service area,
auxiliary power, and other features for each pump station. Additional details are included
in Appendix C.
City of Marysville 5-3 Sewer Comprehensive Plan November 2011 TABLE 5-2 Gravity Sewer Inventory Diameter (inches): Unknown < 6 6 7 - 8 10 12 14 15 16 - 18 20 - 21 24 30 36 42 48 Total (ft.) Asbestos Cement 5,616 252 5,197 11,064 Cast Iron 188 296 484 Clay 462 4,256 475 432 474 6,099 Concrete 140 1,414 59,820 9,149 9,095 284 8,506 27,124 13,102 6,704 5,734 7,845 9,375 7,537 165,829 Ductile Iron 38 3,984 1,052 1,526 873 1,163 773 9,407 HDPE 1,773 915 1,022 80 51 3,842 PVC 1,686 539 11,763 573,150 103,798 67,865 22,505 18,967 4,277 5,602 9,588 819,740 PVC Perforated 294 294 Reinforced Concrete Pipe 1,325 136 213 70 1,744 Unknown 13,843 47 7,788 42,286 4,545 6,124 53 2,863 8,062 1,784 2,524 2,119 249 546 92,831 Total (ft.) 15,708 586 21,908 691,180 121,510 85,633 5,534 33,874 55,242 19,646 15,992 18,426 7,915 9,624 8,556 1,111,334 Total (%) 1.41% 0.05% 1.97% 62.19% 10.93% 7.71% 0.50% 3.05% 4.97% 1.77% 1.44% 1.66% 0.71% 0.87% 0.77% 100.00% Total (Miles) 3.0 0.1 4.1 130.9 23.0 16.2 1.0 6.4 10.5 3.7 3.0 3.5 1.5 1.8 1.6 210.5
5-4 City of Marysville
November 2011 Sewer Comprehensive Plan
TABLE 5-3
Inventory of Force Main
Pump Station Length (feet) Diameter
(inches)
Material
Soper Hill 4,295 10 DI
Carrol’s Creek 3,820 6 DI
88th Street 4,464 10 DI
Regan Road 25 4 DI
3rd Street 35 8 DI
Marysville West 1,928 14 CI
Cedar Crest Vista 1,188 4 DI
51st Avenue 352 20 HDPE
Sunnyside 461 12 DI
Kellogg Ridge 1,692 4 DI
Quilceda Glen 147 4 DI
Ash Avenue 63 4 DI
West Trunk 2,325 16 DI
Eagle Bay 628 4 DI
Waterfront Park 618 2.5 PVC
Total: Pump Stations 22,041
City of Everett(1)
Effluent Discharge
4,700
16,000
36
26
HDPE
HDPE
(1) One 36-inch boring (4,700 feet total) and two parallel 26-inch-diameter pipes.
City of Marysville 5-5 Sewer Comprehensive Plan November 2011 TABLE 5-4 Inventory Of Sewage Pump Stations ID Year Online Trunk Sewer System Station Type Pump Manufacturer/Model No. of Pump Capacity (gpm) TDH (ft) Motor (hp) Standby Power/Capacity (kW) Telemetry Other Soper Hill Pump Station(1) 2003 D Submersible Pre-rotation Wemco F4K-S-F-E5B5 2 550 1250 83 115 20.9 60 Yes 3 Phase 175KW Yes Two speed motors Carroll’s Creek Pump Station 2002 (2004 upgrade) F Submersible Pre-rotation Wemco S4PX750FC 2 400 40 7.5 No Yes Portable Generator 88th Street Pump Station 1999 (2009 upgrade) C Submersible Flygt/3127.090 2 500 38 10 Yes 3 Phase 90KW Yes Control Panel Upgrade in 2009 Regan Road Pump Station 1983 (2007 upgrade) A Submersible Pre-rotation Wemco D4K-HS-DKXA6 2 120 22 4.1 Yes 3 Phase 25KW Yes Portable Generator Marysville West Pump Station 1968 G Wet Well/Dry Pit Fairbank Morse/541 3B28 2 1,150 Unkown 10 No Yes Portable Generator Cedar Crest Vista Pump Station 1996 (2008 upgrade) D Submersible Pre-rotation Wemco D3K-5-DKXA4 2 450 Unkown 7.5 No Yes Portable Generator 51st Avenue Pump Station(2) 1969 (2004 upgrade) A Submersible Pre-rotation Wemco/F10K-SS-870 3 800 30 10 Yes 3 Phase 180KW Yes Two speed motors Wemco/F10K-SS-1160 3 3,250 23 30 Sunnyside Pump Station 2000 (2010 upgrade) D Wet Well/Dry Pit Wemco/E5K-EEXR4 3 890 53.3 20 Yes 3 Phase 150KW Yes Third pump upsized in 2010 3rd Street Pump Station(3) 1997 D Submersible Flygt/3085.092-6011 2 200 18 3 No Yes Portable Generator
5-6 City of Marysville November 2011 Sewer Comprehensive Plan TABLE 5-4 - (continued) Inventory Of Sewage Pump Stations ID Year Online Trunk Sewer System Station Type Pump Manufacturer/Model No. of Pump Capacity (gpm) TDH (ft) Motor (hp) Standby Power/Capacity (kW) Telemetry Other Kellogg Ridge Pump Station(4) 2003 A Submersible Hydromatic S4PX 2 400 66 10 No Yes Portable Generator Quilceda Glen Pump Station(4) 2003 A Submersible Hydromatic S4NX 2 250 14 2 No Yes Portable Generator Ash Avenue Pump Station 2004 C Submersible Pumpex 2 200 Unkown 3 No Yes Portable Generator West Trunk Pump Station 1994 C Dry Pit/Wet Pit Wemco F10K-SS 3 3,300 22 25 Yes 125 kW 3 Ph Yes Eagle Bay Pump Station 2009 D Submersible Non-Clog Hydromatic H4H-H4HX-1500JC 2 850 Unknown 15.6 No Yes Portable Generator Waterfront Park Pump Station 2005 C Submersible Grinder Hydromatic HPG-FHX-300JC 2 57 Unknown 3 No No Portable Generator (1) The 2 pumps at the Soper Hill Lift Station are set for 1,160 and 1,750 rpm’s. At the lower speed, pump capacity is 550 gpm; at the higher speed, capacity is 1,250 gpm. (2) The 3 pumps at the 51st Street Lift Station are set for 870 and 1,160 rpm’s. At the lower speed, capacity for each pump is 800 gpm at the higher speed each pump has a capacity of 3,250 gpm. (3) The 3rd Street Lift Station capacity is estimated from pump curve information. (4) Pump capacity estimated from pump model and standard pump curve for horsepower rating.
City of Marysville 5-7
Sewer Comprehensive Plan November 2011
WASTEWATER TREATMENT PLANT
The existing lagoon wastewater treatment plant (WWTP) is in the southwest corner of the
City on Ebey Slough. The WWTP was originally constructed at the current site in 1959.
After a plant expansion in 1980-1981, the biological treatment train consisted of two
lagoons, each divided with curtains into two treatment cells. The first three cells in the
train were partially mixed and aerated with aspirating-type aerators, while the fourth cell
served as a stabilizing pond. In addition to the lagoons, the WWTP included influent
and effluent flow monitoring flumes, manually cleaned bar screens, a grit chamber, and a
chlorine contact chamber using gaseous chlorine.
Another plant expansion occurred in 1994. A portion of the north lagoon system was
converted to two complete mix aerated lagoon cells. Influent screw pumps and
mechanically cleaned bar screens were added to the headworks. A third channel was
constructed in the headworks to accommodate a future screw pump. Effluent sand filters
(manufactured by Dynasand) were added to remove solids from the lagoon effluent, and a
new chlorine contact tank was constructed.
In 2004 another upgrade of the wastewater treatment plant was completed in two phases.
Phase 1 of the upgrade included the addition of 2 new complete mix aerated lagoon cells,
one new influent screw pump, one new influent bar screen, and 4 effluent pumps. Phase
2 of the upgrade included the addition of 2 more complete mix aerated lagoon cells, 1,600
square feet of effluent sand filters (manufactured by Dynasand), UV disinfection, and an
effluent pipeline to the City of Everett. The WWTP biological treatment components
include six complete mix aerated lagoon cells, three partially mixed facultative lagoons,
and a facultative only stabilization lagoon. The plant discharges to Steamboat Slough in
the Snohomish River Estuary (designated as a Class A Marine receiving water in the
vicinity of the outfall) during high river flow months (November through June). The plant
discharges to the City of Everett’s South Everett Pump Station (SEPS) in route to the
Deep Marine Outfall in Puget Sound, during low river flow periods (July through
October).
WWTF DESIGN CRITERIA AND CURRENT PLANT LOADINGS
The design criteria for the Marysville WWTP, as presented in the drawings for Phase 2 of
the WWTP Upgrade and Expansion (Tetratech/KCM, 2003) are shown in Table 5-5.
Phase 2 was completed at the end of 2004.
5-8 City of Marysville
November 2011 Sewer Comprehensive Plan
TABLE 5-5
Wastewater Treatment Plant Design Flows and Loading(1)
Parameter Phase 1 Phase 2
Design Year 2004 2010
Flows (mgd)
Average Annual 8.52 10.1
Maximum Month 10.7 12.7
Maximum Day 13.1 15.6
Peak Hour 17.2 20.3
Mass Loading (lb/day)
Annual Average
BOD5 14,943 17,070
TSS 14,943 17,815
Average Day, Max. Month
BOD5 17,632 20,143
TSS 20,322 24,229
Maximum Day
BOD5 21,816 24,922
TSS 31,977 38,125
(1) This information is from the design drawings prepared by Tetratech/KCM, Phase 2 (2003).
NPDES Permit
The City’s most recent NPDES permit was issued by the Department of Ecology on July
1, 2005 and expired on June 30, 2010.
The City submitted an application for NPDES renewal in December 2009. As of the
writing of this document, the City has not received their new NPDES permit. It is
expected that they will receive the new permit sometime in late 2011 to early 2012.
Due to the outcome of the past TMDL Study on the Snohomish River, the WWTP has
different NPDES permit limits for the low river flow period (July through October) than
the high river flow period (November through June). The permit issued in 2005 included
new limits for the low flow period. These new limits are summarized in Tables 5-6 and
5-7.
City of Marysville 5-9
Sewer Comprehensive Plan November 2011
TABLE 5-6
Wastewater Treatment Plant NPDES Permit Limits
Low Flow Season (July – October)
NPDES Effluent Limitations Average Monthly Average Weekly
CBOD5 25 mg/L(1)
40 mg/L
TSS 30 mg/L(1)
(3,180 lb/d)
45 mg/L
(4,770 lb/d)
pH 6.0 - 9.0 (daily)
Fecal Coliform 200 cfu / 100mL 400 cfu / 100mL
NPDES Effluent Limitations Average Monthly Maximum Daily
Ammonia (as N) 178 lb/d 403 lb/d
CBOD5 419 lb/d 672 lb/d
(1) Or 15 percent of the respective monthly average influent concentrations, whichever is more
stringent
TABLE 5-7
Wastewater Treatment Plant NPDES Permit Limits
High Flow Season (November through June)
NPDES Effluent Limitations Average Monthly Average Weekly
CBOD5 25 mg/L(1)
(2,650 lb/d)
40 mg/L
(4,240 lb/d)
TSS 30 mg/L(1)
(3,180 lb/d)
45 mg/L
(4,770 lb/d)
PH 6.0-9.0 (daily)
Fecal Coliform 200 cfu / 100mL 400 cfu / 100mL
(1) Or 15 percent of the respective monthly average influent concentrations, whichever is more
stringent
Table 5-8 summarizes the WWTP NPDES Permit Facility Loading Criteria.
TABLE 5-8
Wastewater Treatment Plant NPDES Permit Facility Loading Criteria(1)
Parameter Value
Average Flow for the Maximum Month 12.7 MGD
Influent BOD5 Loading for Maximum Month 20,143 lbs/day
Influent TSS Loading for the Maximum Month 24,229 lbs/day
(1) Current NPDES limits through 2010 (Appendix A).
5-10 City of Marysville
November 2011 Sewer Comprehensive Plan
The 2004 WWTP Phase 1 and Phase 2 upgrades included:
• Installation of an additional influent screw pump.
• Construction of four new complete mix aerated lagoon cells.
• The addition of 20 high-speed surface aerators and 16 surface aspirating
aerators in complete mix lagoon cells 2A, 2B, 3A, and 3B;
• Modification and expansion of continuous backwash, upflow sand filters,
with construction of an additional 1600 square feet;
• Installation of a low-pressure-high-intensity UV disinfection system in the
renovated North Chlorine Contact Basin;
• Installation of a supplemental hypochlorite disinfection storage and
delivery system;
• Installation of four 200 horsepower vertical turbine effluent pumps.
• Construction and installation of a new effluent discharge pipeline to the
City of Everett.
• Modifications and renovations to the existing plant control/laboratory
building;
• Construction of a new maintenance building;
• Associated site civil, electrical, instrumentation and control facilities.
WWTP DESCRIPTION
Figure 5-2 shows the site layout for the WWTP. The WWTP liquid stream treatment
processes include influent screening, biological treatment and sludge settling in the
complete mix cells, partially mixed and unmixed lagoon cells, coagulation, filtration, and
ultraviolet disinfection.
Headworks
Incoming raw wastewater entering the WWTP from Trunk A is pumped with three
Archimedes screw pumps to the level of the headworks. The force main from the West
Trunk Pump Station discharges into the headworks upstream of the bar screens but
downstream of the influent screw pumps.
City of Marysville 5-11
Sewer Comprehensive Plan November 2011
The incoming wastewater is screened at the headworks to remove large solids. The
headworks includes two mechanically cleaned screens (front-raked climber type,
manufactured by John Meunier, Inc., of Quebec) and a manual screen in a bypass
channel. The mechanically cleaned screens have a 1 ½ inch bar spacing.
Influent Flow Measurement
Influent flow is measured with a Parshall flume with a 30-inch throat width.
Lagoon System
Biological treatment of the wastewater is provided in the lagoon system. Design criteria
for the lagoon system are summarized in Table 5-9. Following completion of the Phase 2
upgrades, the lagoon system consists of six complete mix aerated lagoons with
mechanical surface and floating aerators, three partially mixed oxidation ponds and one
unmixed stabilization pond.
TABLE 5-9
Lagoon System Design Criteria
Parameter Value
Complete Mix Lagoons
Number 6
Depth, feet 6.2
Volume, each, Million gallons 4.89
Total Area, Acres 14.5
Hydraulic Residence Time at Maximum
Month Flow, Days, total
2.3
Number of Aspirating Aerators 24
Horsepower (each) 15
Number of High Speed Surface Aerators 30
Horsepower (each) 15
Oxidation Ponds
Number 4
Depth, feet 6.2
Volume, total, Million gallons 116
Total Area, Acres 52.5
Hydraulic Residence Time at Maximum
Month Flow, Days, total
9.0
Number of Aspirating Aerators 5
Horsepower (each) 7.5
5-12 City of Marysville
November 2011 Sewer Comprehensive Plan
Coagulation and Filtration Facilities
Effluent sand filters enable the WWTP to meet NPDES permit requirements for effluent
TSS (30 mg/L monthly average – 45 mg/L weekly average). Particularly in the spring
and summer, the lagoons generate significant blooms of algae that must be removed with
the filtration system. The filtration system is an upflow continuous backwash,
monomedia type (Parkson Dynasand). The size of the filtration system was tripled during
2004 Phase 2 upgrades to 2,400 square feet of filter surface area from the previous 800
square feet. Alum (at a design dosage of 100 mg/L) is used for coagulation.
Ultraviolet Disinfection System
The WWTP had historically used gaseous chlorine for disinfection, prior to the 2004
upgrades. An Ultraviolet Light (UV) Disinfection System, manufactured by Infilco
Degremont, Inc. (IDI, formerly Ondeo Degremont) was constructed and installed in the
north chlorine contact tank for the design flow of 12.7 mgd. Each channel contains six
Aquaray 40 units, each with 40 low pressure-high intensity lamps. There are a total of
480 lamps. The UV system increases its dose with an increase in flow and a reduction in
transmittance. The IDI’s standard system was installed, with vertically oriented lamps
arrayed perpendicular to flow. An additional channel was constructed for future growth.
The UV system was designed for a minimum dose of 35,000 microwatt-sec/cm2. The
design transmittance is 60 percent for filtered flow and 25 percent for unfiltered flow.
A sodium hypochlorite system, a backup method for disinfection, was also constructed.
The system utilizes the existing south chlorine contact tank, and was designed for 25
minutes contact time at year 2010 average annual flow and 20 minutes contact time at
year 2010 maximum month flow.
Effluent Pumps
In Phase 1 of the 2004 upgrades, four new vertical turbine pumps were installed. The
capacity of each of the 200 horsepower pumps is 4,700 gpm at a total dynamic head of
104 feet. The total capacity of the pumps, with one pump out of service, is 20.4 MGD.
Effluent Disposal
A new effluent pipeline was constructed in Phase 2 of the 2004 upgrades. In the summer
low-river flow months (July through October), the WWTP conveys effluent through this
pipeline to the City of Everett, and to the Deep Marine Outfall in Puget Sound. This
second outfall allows the City to meet TMDL limits established for Steamboat Slough
during low-river flow months. Effluent is conveyed through a 36-inch pipe across the
Ebey, Steamboat, and Union Sloughs and then through twin 26-inch pipes to the City of
Everett’s South End Pump Station (SEPS). From there it is discharged to the outfall in
City of Marysville 5-13
Sewer Comprehensive Plan November 2011
Puget Sound. Effluent flow is measured through a 30-inch magnetic flow meter located at
Marysville’s WWTP.
During the balance of the year, effluent is discharged through the existing 28-inch
pipeline to the outfall in Steamboat Slough. Effluent flow is measured with a 20-inch
magnetic flow meter located at Marysville’s WWTP.
INTERLOCAL AGREEMENTS
The City of Marysville has updated or established service agreements with the City of
Arlington, Snohomish County, Tulalip Tribes, Lake Stevens Sewer District, and the City
of Everett. Some of these agreements cover items such as roads, fire and police service in
addition to policies relating to sewer service. Each of these agreements is discussed
below regarding land use and sewer planning considerations. In addition, the areas
covered by these agreements are presented in Figure 5-3.
CITY OF ARLINGTON
In October 1996, the City completed an agreement with the City of Arlington titled
Annexation and Service Area Settlement Agreement. This agreement established
separate UGAs for each city which were approved by Snohomish County. Among other
provisions of this agreement were that Marysville would continue to provide sewer
service for the Smokey Point area that is within Arlington’s UGA and that Arlington
would proceed with purchasing water and sewer facilities owned by Marysville that serve
the Island Crossing area of Arlington. This part of the 1996 agreement has been
completed, and Marysville no longer serves Island Crossing. Other parts of this
agreement state that the two cities will coordinate land use planning for areas east of
67th Avenue SE, north of the Lakewood area and in the vicinity of the Arlington Airport.
A copy of this agreement is included in Appendix B.
SNOHOMISH COUNTY
In June 1999, the City and Snohomish County completed an agreement titled Interlocal
Agreement between the City of Marysville and Snohomish County Concerning
Annexation and Urban Development within the Marysville Urban Growth Area. The
primary purpose of this agreement was to identify areas within Snohomish County which
the City may annex in the future. Under this agreement, both the City and County
recognize the need to coordinate land use densities and designations and to facilitate an
orderly transition of services and capital project at the time of annexation. Of specific
importance for sewer planning is the need to reconcile land use densities between the City
and County. The City requires a minimum of four dwelling units per acre in its UGA
while the County may allow lower densities in its unincorporated areas.
A copy of this agreement is included in Appendix B.
5-14 City of Marysville
November 2011 Sewer Comprehensive Plan
TULALIP TRIBES
In December 1998, the City of Marysville and the Tulalip Tribes executed a
Memorandum of Understanding regarding sanitary sewer and water service for a portion
of the Tulalip Business Park. For sewer service, this agreement would allow up to
150,000 gpd with a peak flow of 150 gpm. The agreement allow for average strength
waste of 201 – 300 mg/L BOD5. the Tribe’s point of connection is located at 90th Street
and 35th Avenue in the vicinity of the 88th Street Pump Station. Flow from the Tulalip
Business Park will be subject to the City’s Pretreatment Resolution and installation of a
master meter and flow monitoring station.
A copy of this agreement is included in Appendix B.
As of 2004, it was not expected that the Tulalip Tribes would utilize this capacity due to
construction of its own membrane bioreactor (MBR) treatment plant.
LAKE STEVENS SEWER DISTRICT
In April 1999, the City and the Lake Stevens Sewer District entered into a Sewerage
Disposal Agreement to address sewer service in a “overlap” area shown on Figure 5-3.
This area is located southeast of the City between State Highway 9 to the east, 83rd Street
to the west, Soper Hill Road to the south, and 44th Street to the north. This area is
currently only partly sewered, but the City has recently completed the Soper Hill Pump
Station and a 12-inch gravity pipeline along this road. The Plat of Ridgewood is sewered,
and under this agreement the District will continue to own and operate this sewer system.
The intent of this agreement is for both the City and District to cooperate for providing
sewer service to other parts of the “overlap” area.
In addition to the Sewage Disposal Agreement, the City passed Ordinance No. 2284
establishing a satellite sewer rate classification for the “overlap.” For this area, the City
shall charge the same sewer rate as the District’s plus an administrative fee of 15 percent.
Copies of both agreements are included in Appendix B.
CITY OF EVERETT
In March 2002, the City of Marysville and the City of Everett entered into an agreement
for Conveyance and Discharge of Treated Wastewater. Under this agreement the City of
Marysville has the ability to pump, convey and discharge up to 20 mgd (peak flow) of
effluent to Everett’s Port Gardner Bay marine outfall. Under the terms of this agreement,
the City of Marysville agreed to pay 33.3 percent for design, permitting and construction
of new facilities, $499,500 for its portion for existing facilities, and 15 percent of the
amounts in the first two parts plus 33 percent of any interest costs. Marysville would also
City of Marysville 5-15
Sewer Comprehensive Plan November 2011
be responsible for 100 percent of the cost for its own pumping and conveyance facilities
and agreed to its proportionate share of operation and maintenance costs.
Following the Agreement for Conveyance and Discharge of Treatment Wastewater, the
City of Marysville and the City of Everett also entered into an Agreement for Operation
of the South Effluent Pump Station (SEPS). This agreement establishes the terms and
conditions under which Everett shall operate and maintain the SEPS. Among the
provisions are ones where Everett will notify Marysville of flow, chlorine levels,
scheduled maintenance requirements, and emergency operations. In turn, Marysville
shall notify Everett of changed conditions in the quantity of its effluent, scheduled
maintenance requiring termination flows, and emergency operation.
Copies of both agreements are included in Appendix B.
MUTUAL AID AGREEMENT
Marysville is party to a 2006 “Sewer and Water Mutual Aid Agreement” that addresses
sharing of personnel and equipment during emergency conditions. Such mutual aid is
authorized in State law, at Chapter 39.34 RCW. Other parties to the agreement include
the Cities of Edmonds, Everett, Lynnwood, Monroe, Arlington and Snohomish: and the
following special districts: Alderwood, Mukilteo, Olympic View and Silver Lake Water
and Sewer Districts.
A copy of this agreement is included in Appendix B.
16THAVE NW132ND ST NE
99TH AVE NESR 52834TH AVE NE79TH AVE NE71ST AVE NESR 92
76TH ST NE
84TH ST NE
SR 980TH ST NE
ASH AVE116TH ST NE SR 984TH ST NE
52NDST NESHOULTES RD132ND ST NE
108TH ST NE
SR 531
67TH AVE NE SMOKEY POINT BLVDI
-5 I-551ST AVE NE88TH ST NE
67TH AVE NE 51ST AVE NE I-523RDAVE NEARMARRD140TH ST NE
48TH DR NE136TH ST NE
FORTY-FIVE RD3RD AVE NE44TH ST NESUNN
YSIDE BLVDSR 52927TH AVE NECEDAR AVE4TH ST47TH AVE NE100TH ST NE51ST AVE NEMARINE DR152ND ST NE
83RD AVE NEGROVE ST
64TH ST NE
172ND ST NE
STATE AVE67TH AVE NESR 9I-5
E L
AKE GOODWIN RDLAKEWO O D RD SR 53 1140TH ST NE
M
A
RIN
E D
R
City of Arlington
Tulalip Reservation
City of Everett
Tulalip Business Park (inactive)
Everett Effluent Transfer
Arlington Interlocal Agreement
SewerComprehensivePlan
Fig 5-3 Interlocal Agreements
0 1 20.5 Miles
Sewer service area
Future planning areas
City limits
5-16 City of Marysville
November 2011 Sewer Comprehensive Plan
REFERENCES
1. Comprehensive Sanitary Sewerage Plan, City of Marysville , HCWL, October
1990
2. Comprehensive Sanitary Sewerage Plan, City of Marysville , HCWL, KCM,
Jones and Stokes, June 1997
3. Sanitary Sewer Infiltration/Inflow Analysis, HCWL, September, 1999
4. Wastewater Treatment Plant Capital Facilities Plan, Final, February, 2001, KCM
5. Wastewater Treatment Plant Upgrade and Expansion –Phase 1, Volume 2 and
Phase 2, Volume 2 Drawings, KCM, 2002
City of Marysville 6-1
Sewer Comprehensive Plan November 2011
CHAPTER 6
EXISTING AND PROJECTED WASTEWATER FLOWS AND
CHARACTERISTICS
INTRODUCTION
Adequate design of wastewater treatment and conveyance facilities requires the
determination of the quantity and quality of wastewater generated from each of the
contributing sources. Typically, wastewater is predominantly domestic in origin with
lesser amounts contributed by commercial and industrial businesses and by public use
facilities such as schools, parks, hospitals, and municipal functions. Infiltration and
inflow (I/I) contributions result from groundwater and surface water entering the sewer
system during periods of high groundwater levels and rainfall, respectively.
DEFINITION OF TERMS
In this Chapter, the existing wastewater characteristics for the service area are analyzed
and projections made for future conditions. The terms and abbreviations used in the
analysis are described below.
WASTEWATER
Wastewater is water-carried waste from residential, business and public use facilities,
together with quantities of groundwater and surface water which enter the sewer system
through defective piping and direct surface water inlets. The total wastewater flow is
quantitatively expressed in millions of gallons per day (mgd).
DOMESTIC WASTEWATER
Domestic Wastewater is wastewater generated from single and multifamily residences,
permanent mobile home courts, and group housing facilities such as nursing homes.
Domestic wastewater flow is generally expressed as a unit flow based on the average
contribution from each person per day. The unit quantity is expressed in terms of gallons
per capita per day (gpcd).
EQUIVALENT RESIDENTIAL UNIT (ERU)
An Equivalent Residential Unit (ERU) is a baseline wastewater generator that represents
the average single family residential household. An ERU can also express the average
annual flow contributed by a single-family household, in units of gallons per day, or an
annual average loading (of 5-day biochemical oxygen demand or total suspended solids)
contributed by a single-family household, in units of pounds per day.
6-2 City of Marysville
November 2011 Sewer Comprehensive Plan
NON-RESIDENTIAL WASTEWATER
Non-residential Wastewater is wastewater generated from business activities, such as
restaurants, retail and wholesale stores, service stations, and office buildings. Non-
residential wastewater quantities are expressed in this Plan in terms of equivalent
residential units (ERUs).
INFILTRATION
Infiltration is groundwater entering a sewer system by means of defective pipes, pipe
joints or manhole walls. Infiltration quantities exhibit seasonal variation in response to
groundwater levels. Storm events or irrigation trigger a rise in the groundwater levels and
increase infiltration. The greatest infiltration is observed following significant storm
events prolonged periods of precipitation. Since infiltration is related to the total amount
of piping and appurtenances in the ground and not to any specific water use component, it
is generally expressed in terms of the total land area being served. The unit quantity
generally used is gallons per acre per day.
INFLOW
Inflow is surface water entering the sewer system from yard, roof and footing drains, from
cross connections with storm drains and through holes in manhole covers. Peak inflow
occurs during heavy storm events when storm sewer systems are taxed beyond their
capacity, resulting in hydraulic backups and local ponding. Inflow, like infiltration, can
be expressed in terms of gallons per capita day or gallons per acre per day.
WWTP flow records are utilized to characterize combined infiltration and inflow in the
Marysville system in terms of peak hour, peak day, maximum month, and average annual
I/I.
AVERAGE DRY WEATHER FLOW
Average Dry Weather Flow is wastewater flow during periods when the groundwater
table is low and precipitation is at its lowest of the year. The dry weather flow period in
western Washington normally occurs during July through October. During this time, the
wastewater strength is highest, due to the lack of dilution with the ground and surface
water components of infiltration and inflow. The higher strength coupled with higher
temperatures and longer detention times in the sewer system create the greatest potential
for system odors during this time. The average dry weather flow is the average daily flow
during the three lowest consecutive flow months of the year.
City of Marysville 6-3
Sewer Comprehensive Plan November 2011
AVERAGE ANNUAL FLOW
Average Annual Flow is the average daily flow over a calendar year. This flow parameter
is used to estimate annual operation and maintenance costs for treatment and pump
station facilities.
MAXIMUM MONTH FLOW (TREATMENT DESIGN FLOW)
Maximum Month Flow is the highest monthly flow during a calendar year. In western
Washington, the maximum month flow occurs in the winter due to the presence of more
I/I. This wintertime flow is composed of the normal domestic, commercial and public
use flows with significant contributions from inflow and infiltration. The predicted
maximum month flow at the end of the design period is used as the design flow for sizing
treatment processes and selecting treatment equipment.
PEAK HOUR FLOW
Peak Hour Flow is the highest hourly flow during a calendar year. The peak hour flow in
western Washington usually occurs in response to a significant storm event preceded by
prolonged periods of rainfall, which have previously developed a high groundwater table
in the service area. Peak hour flows are used in sizing the hydraulic capacity of
wastewater collection, treatment and pumping components. Peak hour flow is typically
determined from treatment plant flow records and used to estimate future flows.
However, in this analysis there is concern that the WWTP flow meters may not be
reading accurately at peak hour flows. Without accurate data for peak hour flows, the
recommended approach is to calculate a flow based on accepted criteria. Ecology’s
Orange Book provides a method shown in its Figure C1-1 based on a ratio of peak hourly
flow to design average flow as presented below:
Q peak hourly = 18 + square root (P) where:
Q design average 4 + square root (P)
Q peak hourly = Maximum rate of wastewater flow
Q design average = Design average, or average annual, recorded wastewater flow
P = Population in thousands.
BIOCHEMICAL OXYGEN DEMAND (BOD)
Biochemical Oxygen Demand (BOD) is a measure of the oxygen required by
microorganisms in the biochemical oxidation (digestion) of organic matter. BOD is an
indicator of the organic strength of the wastewater. If BOD is discharged untreated to the
environment, biodegradable organics will deplete natural oxygen resources and result in
6-4 City of Marysville
November 2011 Sewer Comprehensive Plan
the development of septic (anaerobic) conditions. BOD data together with other
parameters are used in the sizing of the treatment facilities and provide a measurement for
determining the effectiveness of the treatment process. BOD is expressed as a
concentration in terms of milligrams per liter (mg/L) and as a load in terms of pounds per
day (lb/d). The term BOD typically refers to a 5-day BOD, often written BOD5, since the
BOD test protocol requires five days for completion. BOD5 of a wastewater is composed
of two components – a carbonaceous oxygen demand (CBOD5) and a nitrogenous oxygen
demand (NBOD5). The use of CBOD5 as a parameter for evaluating wastewater strength
removes the influence of nitrogenous components, including ammonia and organic
nitrogen. As shown in Chapter 5, the NPDES permit for the City of Marysville WWTP
includes effluent limits expressed in terms of CBOD5, and influent limits expressed in
terms of BOD5.
SUSPENDED SOLIDS
Suspended Solids is the solid matter carried in the waste stream. The Total Suspended
Solids (TSS) in a wastewater sample is determined by filtering a known volume of the
sample, drying the filter paper and measuring the increase in weight of the filter paper.
TSS is expressed in the same terms as BOD; milligrams per liter for concentration and
pounds per day for mass load. The amount of TSS in the wastewater is used in the sizing
of treatment facilities and provides another measure of the treatment effectiveness. The
concentration of TSS in wastewater affects the treatment facility biosolids production
rate, treatment and storage requirements, and ultimate disposal requirements.
CHLORINE
Chlorine is a chemical element that acts as a strong oxidant when exposed to certain
components of organic matter. Chlorine is widely used as a disinfectant in wastewater
treatment, and is available both in gaseous (elemental chlorine) and solution forms
(hypochlorite). Chlorine is a toxic chemical and is lethal to aquatic biota if present in too
high a concentration. Additionally, some organic constituents may react with the chlorine
to interfere with chlorination or form toxic compounds, such as chloroform, that can have
long-term adverse effect on the beneficial uses of the waters to which they are discharged.
To minimize the effects of potentially toxic chlorine residuals on the environment, it has
sometimes been found necessary to dechlorinate wastewater treated with chlorine or
substitute alternative disinfection systems such as ultraviolet disinfection.
ULTRAVIOLET DISINFECTION
Ultraviolet disinfection is used as a reliable means of disinfection in the wastewater
industry. In UV disinfection, contaminated water is exposed to special lamps that
generate radiation. The lamps create UV light by striking an electric arc through low-
pressure mercury vapor. The lamps emit a broad spectrum of radiation to destroy bacteria
between 250nm and 270nm (nanometers). The treatment works because UV light
City of Marysville 6-5
Sewer Comprehensive Plan November 2011
penetrates an organism’s cell walls and disrupts the cell’s genetic material, making
reproduction impossible.
SAND FILTER
Sand filters can be used for many applications including denitrification, phosphorus
removal, algae filtration, and turbidity reduction.
The Dynasand Filter is a continuous-backwash, upflow, deep-bed, granular media filter.
Filter media is continuously cleaned by recycling the sand internally through an airlift
pipe and sand washer. The cleansed sand is redistributed on top of the sand bed, allowing
for an uninterrupted flow of filtrate and reject (backwash water).
Feed is introduced at the bottom of the filter and flows upward through the sand bed
bottom. Solids are trapped in the sand bed and the filtrate exits over the effluent weir. The
sand bed, along with the accumulated solids, is drawn downward into an airlift pipe.
Compressed air, introduced at the bottom of the airlift, draws sand into the airlift, scours
it, and rejects the backwash water.
OTHER CONTAMINANTS OF CONCERN
Other contaminants of concern in wastewater include nutrients, priority pollutants, heavy
metals and dissolved organics. The City’s NPDES permit requires the removal of
biodegradable organics (CBOD5), ammonia, suspended solids and pathogens. Nutrients
such as ammonia, other forms of nitrogen and phosphorus, along with carbon, are
essential requirements for growth. When discharged to the aquatic environment, these
nutrients can lead to the growth of undesirable aquatic life. When discharged in
excessive amounts on land, they can also lead to the pollution of groundwater.
Additionally, in too high a concentration, nutrients, particularly ammonia, can be toxic to
aquatic life.
Priority pollutants are organic and inorganic compounds selected on the basis of their
known or suspected carcinogenicity, mutagenicity, teratogenicity, or high acute toxicity.
Many of these compounds are found in wastewater. Inorganic constituents, including
heavy metals, are often present in wastewater due to commercial and industrial activities
and may have to be removed from the wastewater if the presence of the metals will
adversely affect the receiving water, or, if the wastewater is to be reused. Some heavy
metals (most notably copper) can be present in wastewater due to leaching from drinking
water pipes.
EXISTING WASTEWATER FLOWS AND LOADING
WWTP records for the five-year period from 2006 through 2010 have been reviewed and
analyzed to determine current wastewater characteristics and influent loadings. Current
6-6 City of Marysville
November 2011 Sewer Comprehensive Plan
wastewater flows and loadings are used in conjunction with projected population data to
determine projected future wastewater flows and loadings.
HISTORICAL WASTEWATER FLOWS AND LOADINGS AT CITY OF
MARYSVILLE WWTP
Table 6-1 summarizes WWTP influent flows for the 5-year period of 2006 - 2010. The
reported monthly average influent WWTP flows ranged from 3.92 mgd to 6.12 mgd.
Following the 2004 Phase I and Phase II upgrades to the wastewater treatment plant, it
was discovered that by removing the Parshall Flume fiberglass insert that had been in use
since the 1994 upgrades, that the concrete structure that was intended to be used as flows
increased, was not poured uniformly and did not provide accurate combined influent flow
measurements from Trunks A and C. For this reason, influent flows are measured using
the Trunk A Palmer Bowlus flume, and the Trunk C Magnetic Flow Meter. Those flows
are combined for the total combined influent as reported on the discharge monitoring
reports. For the purposes of this Plan, influent flows reported on the DMRs are utilized.
TABLE 6-1
Historical WWTP Influent Flows(1) (2006-2010)
Flow Flow Rate (mgd)
Average Dry Weather Flow(2) 4.16
Annual Average Flow 4.73
Maximum Month Flow(3) 6.12
Peak Day Flow(4) 9.31
Peak Hour Flow(5) 10.7
(1) Based on Monthly Influent flows as reported on the WWTP DMRs.
(2) Average of July, August, September from 2006-2010, as described in the text.
(3) Reported for June 2010
(4) Reported for June 9, 2010
(5) Calculated using Ecology’s Orange Book Figure C1-1:
Q peak hourly = 18 + square root (P) = 18 + 7.11 = 2.3
Q design average 4 + square root (P) 4 + 7.11
Where P = 50.543 (50,543 sewered population)
Peak Hour Flow = 4.73 mgd x 2.26 = 10.7 mgd
Monthly discharge monitoring report (DMR) data for this period are summarized in Table
6-2. Graphical representations of average monthly WWTP flows, influent BOD5 and
TSS loadings, and effluent CBOD5 concentrations and maximum peak weeks for the
period from January 2006 through December 2010 are shown in Figures 6-1, 6-2, and 6-
3, and 6-4, respectively.
! "#"!$ ! "# ! "#%&’(( )*+"(( )*+"(( )*+"(( )*+"(( )*+"
!"## "##$%%#&’%(((%(#&(’(%$$$%$#&$’$%)))%)#&)’)%%#&’
!" !"##$%&#’’’#’$%’&’#(((#($%(&(#)))#)$%)&)##$%&
!"##$% !!$&’’()*’+++’+()+*+’,,,’,(),*,’---’-()-*-’’()*!$&
City of Marysville 6-7
Sewer Comprehensive Plan November 2011
TABLE 6-2
Summary of Discharge Monitoring Reports (DMR’s)
WWTP Influent and Effluent Monthly Averages
Date
Influent Flow
Influent
Influent
Eff Flow
Eff Flow
Eff
CBOD5
Eff
CBOD5
mgd
avg
mgd
Peak
day
BOD5 TSS mgd mgd mg/L mg/L
mg/L
lb/d
mg/L
lb/d
avg
peak
mo avg
Peak
week
Jan-06 6.06 7.57 245 12227 279 13911 5.62 6.05 7 9
Feb-06 5.97 6.48 195 9686 247 12390 5.22 5.73 9 11
Mar-06 5.38 6.16 232 10365 270 12107 4.74 5.04 11 16
Apr-06 5.58 6.30 296 13812 308 14356 4.68 5.24 14 20
May -06 4.90 5.72 280 11128 273 10820 4.14 5.20 12 17
Jun-06 4.95 5.66 261 10739 284 11683 4.10 5.79 13 15
Jul-06 4.51 4.76 361 13760 318 12131 3.35 4.60 10 13
Aug-06 4.00 4.49 333 11070 326 10842 3.14 4.12 7 9
Sep-06 4.39 5.18 322 11984 278 10368 3.93 4.95 10 12
Oct-06 4.59 5.14 320 12127 295 11314 3.61 4.84 8 10
Nov-06 5.70 6.71 235 10923 261 12172 5.81 7.45 8 12
Dec-06 5.89 7.62 237 11709 267 13255 5.67 6.62 11 13
Jan-07 5.83 6.70 203 9729 202 9748 5.35 6.25 10 13
Feb-07 5.54 6.61 222 10004 247 11151 5.15 6.86 10 16
Mar-07 5.22 6.51 199 8454 171 7466 5.54 6.58 7 8
Apr-07 4.88 6.37 249 10202 206 8451 5.40 6.50 11 12
May-07 4.21 4.60 282 10166 227 8183 4.39 5.44 11 15
Jun-07 4.09 4.70 305 10560 284 9880 4.02 5.08 9 12
Jul-07 4.14 4.25 315 10973 255 8868 3.54 4.98 10 14
Aug-07 4.03 4.30 304 10391 248 8481 3.55 4.40 8 13
Sep-07 4.04 4.24 281 8858 213 7286 3.59 4.07 10 11
Oct-07 4.07 4.47 318 10908 300 10249 3.92 4.73 7 8
Nov-07 4.04 4.50 334 11246 275 9245 3.99 4.63 6 7
Dec-07 4.93 6.82 274 11157 247 10075 5.46 6.92 9 13
Jan-08 4.89 5.40 240 9752 180 7341 5.14 6.69 12 14
Feb-08 4.70 5.23 297 11513 276 10677 5.11 6.33 10 10
Mar-08 4.69 6.16 296 11237 221 8393 4.86 6.04 10 12
Apr-08 4.83 5.15 241 9673 225 9017 5.11 6.44 10 15
May-08 4.57 5.27 231 8977 202 7850 4.53 5.55 10 13
Jun-08 4.42 4.84 296 11070 243 9143 4.25 5.47 9 11
Jul-08 4.07 4.36 353 12113 260 8946 3.58 5.44 10 13
Aug-08 4.03 4.57 242 8250 226 7695 3.63 5.33 9 12
Sep-08 4.00 4.28 336 11244 320 10716 3.53 4.98 11 12
Oct-08 4.01 4.55 289 9601 251 8338 3.74 4.79 14 20
Nov-08 4.84 6.58 297 11933 246 9945 3.33 4.66 12 14
Dec-08 4.89 6.82 300 11867 239 9522 5.22 6.87 11 17
6-8 City of Marysville
November 2011 Sewer Comprehensive Plan
TABLE 6-2 – (continued)
Summary of Discharge Monitoring Reports (DMR’s)
WWTP Influent and Effluent Monthly Averages
Date
Influent Flow
Influent
Influent
Eff Flow
Eff Flow
Eff
CBOD5
Eff
CBOD5
mgd
avg
mgd
Peak
day
BOD5 TSS mgd mgd mg/L mg/L
mg/L
lb/d
mg/L
lb/d
avg
peak
mo avg
Peak
week
Jan-09 5.61 8.05 241 11349 220 10637 6.15 8.27 17 22
Feb-09 4.36 4.61 281 10155 232 8376 4.46 4.59 14 16
Mar-09 4.57 5.23 264 10063 207 7881 4.83 5.61 9 12
Apr-09 4.98 5.99 239 9823 284 11754 5.15 6.69 13 16
May-09 4.63 5.36 252 9989 238 9456 4.63 7.22 13 16
Jun-09 4.19 4.52 244 8534 275 9635 3.79 4.97 9 11
Jul-09 3.97 4.08 322 10744 312 10395 3.40 4.52 10 15
Aug-09 3.99 4.20 342 11475 306 10261 3.49 5.24 9 12
Sep-09 3.92 4.17 271 8864 274 8944 3.39 5.13 10 12
Oct-09 4.22 5.77 285 9693 304 10310 4.17 5.46 7 8
Nov-09 5.09 7.09 252 10842 285 12306 3.66 4.82 7 7
Dec-09 4.87 7.38 252 10219 277 11358 4.49 5.79 8 13
Jan-10 5.42 6.43 193 8853 216 9962 5.37 6.68 7 8
Feb-10 4.91 5.64 210 8583 254 10405 4.70 6.39 8 12
Mar-10 4.78 5.75 218 8611 238 9400 4.89 5.82 13 16
Apr-10 5.06 5.89 262 11318 311 13441 4.78 6.74 10 12
May-10 4.85 6.33 229 8951 241 9456 4.63 6.41 11 12
Jun-10 6.12 9.31 204 10488 209 10861 6.13 9.19 7 9
Jul-10 4.53 4.90 239 9141 229 8783 3.98 4.35 7 9
Aug-10 4.25 4.98 280 10143 269 9731 3.75 5.12 8 9
Sep-10 4.48 5.33 249 9363 252 9484 4.47 5.96 7 8
Oct-10 4.26 4.65 245 8744 229 8135 4.16 5.44 6 8
Nov-10 4.86 5.82 201 8124 185 7470 4.94 7.00 8 11
Dec-10 5.26 6.69 264 11683 255 11298 5.58 7.02 9 16
Average 4.73 5.62 268 10419 255 10029 4.48 5.75 10 13
Maximum 6.12 9.31 361 13812 326 14356 6.15 9.19 17 22
Minimum 3.92 4.08 193 8124 171 7286 3.14 4.07 6 7
The 5-year coverage concentrations for Influent BOD5 and TSS are 268 mg/L and 255
mg/L respectively. The average monthly concentrations for Influent BOD5 covered a
range from 193 mg/L to 361 mg/L over the period from 2006 to 2010. Similarly, average
monthly concentrations for Influent TSS covered a range from 171 mg/L to 326 mg/L.
Average and maximum monthly concentrations in these ranges would be considered low
to medium strength domestic wastewater.
City of Marysville 6-9
Sewer Comprehensive Plan November 2011
The maximum monthly Influent BOD5 loading shown in Table 6-2 is 13,812 lb/d for
April 2006. Being as other monthly averages for BOD5 loading were well below 13,812
lb/d, this value is considered representative of maximum month conditions. As discussed
below in the “Existing BOD5 Loading” section, use of this maximum month loading
value yields a relatively high per capita loading value of 0.310 lb/cap/d, and 0.699
lb/ERU/d, respectively. The ratio of the maximum month BOD5 loading to the annual
average BOD5 loading is 1.33 to 1. This ratio is used in the calculation of future loadings
to the plant.
The maximum monthly Influent TSS loading shown in Table 6-2 is 14,356 lb/d for April
2006. Since other monthly averages (13,911 lb/d in January 2006 and 13,441 lb/d in
April 2010) were well below this value, this value is considered representative of
maximum month conditions. The ratio of maximum month TSS loading to annual
average TSS loading is 1.43 to 1. This ratio is used in the calculation of future loadings to
the plant.
The annual average and maximum month influent BOD5 and TSS mass loading, along
with annual average effluent and influent flows, for 2006 through 2010 are listed in Table
6-3.
TABLE 6-3
WWTP Flow and Loading Summary(1)
Year
Annual
Average
Influent
Flow (mgd)
Annual
Average
Effluent
Flow (mgd)
Annual
Average
Influent
BOD5 (lb/d)
Annual
Average
Influent TSS
(lb/d)
Maximum
Month
Influent BOD5 (lb/d)
Maximum
Month
Influent TSS
(lb/d)
2006 5.16 4.50 11,628 12,112 13,812 14,356
2007 4.59 4.49 10,221 9,090 11,246 11,151
2008 4.50 4.34 10,603 8,965 12,113 10,716
2009 4.53 4.30 10,146 10,109 11,475 12,306
2010 4.90 4.78 9,500 9,869 11,683 13,441
Average(1) 4.74 4.48 10,420 10,029 12,066 12,394
(1) Average of yearly averages.
Changes in influent BOD5 and TSS loadings have generally correlated with changes in
influent flows. Annual average influent flows and loadings decreased from 2007 to 2009
relative to 2006. Flows began to increase in 2010 although loadings remained nearly as
low or lower than previous years.
6-10 City of Marysville
November 2011 Sewer Comprehensive Plan
EXISTING EQUIVALENT RESIDENTIAL UNITS (ERUS)
To determine the number of residential units with sewer service, water consumption,
water billing and sewer billing records were reviewed.
WATER CONSUMPTION
Water use (consumption) is used to estimate wastewater volumes entering the collection
system because the amount of water use typically is equal to wastewater flow except for
an amount of water that does not enter the sewer system (such as irrigation flows).
Table 6-4 presents the number of total water accounts, the number of total sewer accounts
and the total number of sewer only accounts (no water). For single family residential,
there were 14,405 sewer accounts of which 12,234 of these accounts also received water
(the difference of 14,405 and 2,171). It is this percentage of single family (12,234
divided by 16,581) by which Table 6-4 presents water use from all 16,581 single family
accounts and water use from all 12,234 single family accounts receiving City water. The
table also presents the same for multi-family, school and commercial.
Table 6-4 also presents the annual average water consumption in gallons per day (gpd) by
customer class for 2010. For this analysis, flows from querying the City’s billing
database for the various customer classes are used. For the summary of water use
presented in Table 6-4, the customer classes have been combined into four categories.
TABLE 6-4
2010 Annual Average Water Use by Customer Class
Customer Grouping
Water
Accounts
Sewer
Accounts
Sewer Only
Accounts
Percent
Difference
Single Family Residential 16,581 14,405 2,171 73.8%
Multi Family Residential 840 698 9 82.0%
School 49 32 0 65.3%
Commercial 933 827 0 88.6%
Customer Grouping
Water Use (gpd)
Water Use (gpd) by
Combined Sewer-Water
Accounts
Single Family Residential 2,695,353 2,342,262
Multi Family Residential 676,301 562,006
School 172,666 112,751
Commercial 1,407,696 1,247,219
TOTAL 4,952,016(1) 4,264,238
(1) Compared to a 2010 average of 4.14 MGD based on metered water consumption data.
City of Marysville 6-11
Sewer Comprehensive Plan November 2011
Table 6-5 provides average water consumption for the City’s major water consumers.
TABLE 6-5
Major Water Consumers for 2010
Customer
2010 Annual Average
Consumption (gpd)
% of Total Annual City
Water Consumption(1)
1 Pacific Coast Feather Co. 78,093 1.9%
2 National Food Corp 34,962 0.8%
3 Marysville Care Center 10,677 0.3%
4 Captain Dizzy Car Wash 10,548 0.3%
5 Marysville YMCA 9,337 0.2%
6 Fred Meyer Inc 8,512 0.2%
7 Medallion Hotel 8,419 0.2%
8 Holiday Inn Express 8,263 0.2%
9 Haggen Food & Pharmacy 8,104 0.2%
10 Northwest Composites 7,660 0.2%
TOTAL 184,575 4.5%
EQUIVALENT RESIDENTIAL UNITS
Use of Equivalent Residential Units (ERUs) is a method to express the amount of water
or sewer use by non-residential customers as an equivalent number of residential
customers. The water consumption ERU value is calculated by dividing the total volume
of water utilized in the single-family residential (SFR) customer class by the total number
of active single-family residential connections. The wastewater ERU value is calculated
based on water use. For typical wastewater collection systems, it is estimated that,
depending on the City, anywhere from 0 percent (negligible) to as much as 15 percent of
the water consumption does not enter the wastewater collection system. The wastewater
ERU value is calculated by dividing the water use for single family residential units by
the number of single family units and multiplying by the fraction of water estimated to
enter the sewer (0.85 to 1.00). The average daily volume of water used by other customer
classes can then be multiplied by this factor and divided by the average daily single-
family residential water use to determine the number of equivalent residential units
consumed by other customer classes.
With 12,234 single-family residences receiving water and sewer service and an estimated
2,342,262 gpd water consumed by these customers (per Table 6-4), the average daily
single-family residential water use (which is equivalent to one ERU) for the City in 2010
was 191 gpd/ERU. Since the water use records account for annual average, for planning
purposes it is estimated that 5% of water does not enter the sewer system. Therefore, the
estimated water entering the sewer system from single-family residential use is 2,225,150
6-12 City of Marysville
November 2011 Sewer Comprehensive Plan
gpd and the average daily single-family residential water use (which is equivalent to one
ERU) for the City in 2010 is 182 gpd/ERU. Table 6-6 summarizes current wastewater
ERUs based on an analysis of water use.
As shown in Table 6-6, the total water use among the combined City sewer/water
customers was 4.45 mgd in 2010. This is less than the annual average influent sewage
flow (4.73 mgd) as determined by analysis of the DMRs which indicates I/I.
The second column in this table shows water use for customers who receive both sewer
and water service from the City; as in Table 6-4, this does not include water use by water-
only customers. The third column provides the estimated additional sewage flow
discharged from customers who receive sewer service, but not City water service. In
2010, there were 2,169 residential sewer-only accounts within the City and 2 residential
sewer-only accounts outside City limits. There were 9 multi-family residential sewer-
only accounts. This additional sewage flow was estimated by multiplying the per
connection water use by the number of sewage service connections that are not provided
water service. The fourth column provides a sum of water use and sewage flow from
sewer-only customer. The fifth and six columns show the estimated number of ERUs and
percentage of total ERUs, respectively, for each customer class.
TABLE 6-6
Current Wastewater ERUs
Water Use
By Combined
Sewer-Water
Customers
Minus 5%
(gpd)
Estimated
Additional Flow
from Sewer-Only
Customers
(gpd) (1)
Sum of Water Use and
Estimated Additional
Flow from Sewer-Only
Customers
(gpd)
Sewer
ERUs(1)
% of Total
ERUs
Single Family
Residential
2,225,150 392,951 2,618,101 14,385 58.9%
Multi Family
Residential
533,906 1,629 535,535 2,943 12.0%
School 107,113 (0) 107,113 589 2.4%
Commercial 1,184,858 (0) 1,184,858 6,510 26.7%
TOTAL 4,051,027 4,445,607 24,427 100.0%
(1) Based on 182 gpd/ERU
INFILTRATION AND INFLOW
The amount of infiltration and inflow (I/I) can be estimated on an annual average,
maximum month, and maximum day basis by subtracting the dry weather flow at the
WWTP from the annual average, maximum month, and maximum day flows at the
WWTP.
City of Marysville 6-13
Sewer Comprehensive Plan November 2011
For this Plan, infiltration and inflow is expressed in units of gallons per acre per day
(gpad). The average developed sewer service area, which includes the majority of the
City and portions of its UGA, for the period of analysis, is comprised of approximately
4,979 acres from parcels. The total acreage of the UGA is approximately 13,660 acres.
Areas designated for recreation and open space and unsewered areas are excluded from
the total acreage to estimate the developed sewer service area.
Table 6-7 summarizes the infiltration/inflow analysis. The data contained in this table is
useful as a baseline for evaluating changes in infiltration and inflow in the future. This
data is also used to estimate future flows.
Infiltration and Inflow Analysis using EPA criteria
Another analysis of infiltration and inflow was performed to compare estimates of per
capita I/I to EPA criteria. These infiltration and inflow rates are summarized in Table 6-
8.
TABLE 6-7
Estimated Infiltration and Inflow
Flow
Influent
Flow at
WWTP
(mgd)
Base
Flow
(mgd) (1)
I/I
(mgd)
Service
Area
(acre)(3)
I/I
(gpad)
Dry Weather (July – Sept.) 4.16 4.45 0 4,979 0
Annual Average 4.73 4.45 0.28 4,979 56
Max. Month 6.12 4.45 1.67 4,979 335
Peak Day 9.31 4.45 4.86 4,979 976
Peak Hour 10.7 5.5(2) 5.2 4,979 1,044
(1) Base flow as estimated in Table 6-6
(2) The one hour peak flow during a day with average dry weather peak flow (4.16 mgd)
(3) Estimate of developed, sewered parcels only in the Marysville sewer service area.
The U.S. EPA manual entitled I/I Analysis and Project Certification provides
recommended guidelines for determining if infiltration and/or inflow is excessive.
1. To determine if excessive infiltration is occurring, a threshold value of
120 gallons per capita per day (gpcd) is used. This infiltration value is
based on an average daily flow over a seven to fourteen day non-rainfall
period during seasonal high ground water conditions.
2. To determine if excessive inflow is present in a collection system, the
USEPA uses a threshold value of 275 gpcd. If the average daily flow
(excluding major commercial and industrial flows greater than 50,000 gpd
6-14 City of Marysville
November 2011 Sewer Comprehensive Plan
each) during periods of significant rainfall exceeds 275 gpcd, the amount
of inflow is considered excessive.
Infiltration
WWTP precipitation records show a 6-day period, November 28 through December 3,
2006 during which no rainfall was measured. This would also be a period of relatively
high groundwater due to a total rainfall of over seven inches earlier in November. The
average daily flow recorded during this time period was 5,410,000 gallons per day. (The
highest daily flow was 5,660,000 gpd.) Since the intent of the EPA criteria was to only
include domestic flows, 1,444,470 gpd (26.7 percent of the baseflow) for commercial
flow was neglected. With a total population of sewer users of 50,543 and a residential
flow of 3,965,530 gpd (equal to 5,410,000 gpd minus 1,444,470 gpd) for this period, the
peak infiltration is estimated at 78 gpcd. Because this value is less than the EPA
guideline of 120 gpcd, Marysville is not considered to have excessive infiltration by EPA
criteria.
Inflow
The maximum day flow at the WWTP over the period of 2006 - 2010 was 9.31 mgd
(recorded in June, 2010), as shown in Table 6-2. Since the intent of the EPA criteria was
to only include domestic (residential) flows, 2.46 mgd (26-percent of the 9.31 mgd) of
commercial flow was neglected. With an estimated total population of sewer users in
50,543, and a non-commercial flow of 6,850,000 gpd (equal to 9,310,000 gpd minus
2,460,000 gpd) for this day, the residential peak inflow is estimated at 136 gpcd. Because
this value is less than the EPA guideline of 275 gpcd, the City is not considered to have
excessive inflow by EPA criteria.
Flow Monitoring
There was no flow monitoring performed as an update to this Plan.
I/I Summary
In general, I/I for the City’s sewer collection system can be considered a moderate
problem. Based on EPA criteria, I/I is not considered excessive but on an annual average
basis, I/I represents about 6 percent of the total wastewater flow. Yet because of the large
area covered by the collection system, I/I is only 56 gpad as presented in Table 6-7. I/I
contributions increase to 335 gpad during maximum month periods, or about 27 percent
of the total flow. I/I values typically cover a range of 20 to 3,000 gpad (Wastewater
Engineering Treatment Disposal and Reuse, Metcalf and Eddy, Inc., 3rd Edition). For the
City’s flows, I/I values fall at the low end of this range.
Another indicator of I/I is related to the concentration of BOD5. The influent BOD5
concentration is medium strength indicating relatively low levels of I/I. High I/I flows
City of Marysville 6-15
Sewer Comprehensive Plan November 2011
will dilute the strength of BOD5 but the DMR data shows relatively little difference
between dry and wet weather concentrations. For the 5-year period presented in Table
6-2, the average dry weather (July, August, and September) BOD5 concentration was 303
mg/L, and the average wet weather (December, January, and February) BOD5 concentration was 231 mg/L, a difference of 23 percent.
TABLE 6-8
Per Capita Infiltration and Inflow Based on EPA Criteria
Parameter EPA Criteria for
Excessive I/I (gpcd)
Estimated Marysville
I/I Value
(gpcd)
EPA Excessive
Infiltration Criteria 120 78
EPA Excessive Inflow
Criteria 275 136
PROJECTED SEWER SERVICE AREA POPULATION, ERU AND FLOWS
As discussed in Chapter 3, an estimated population of 50,543 (44,372 Single Family
Residential plus 6,172 Multi-Family) out of the total service area population of 64,669
within the sewer service area was provided sewer service by the City in 2010, while the
total population estimated to be served by the City’s sewer system in 2010 was 61,491.
The current and projected 6-year and 20-year ERUs and flows are summarized in Table
6-9. The projected flows and ERUs are based on the growth rates developed in Table 3-
11, including the following assumptions:
• In the existing sewer system, the I/I contribution to the WWTP will
increase with increases in the age of the sewer system and the size of the
service area. The increase with system age accounts both for deterioration
of system components with time, as well as assumed increased density,
and thus overall pipe length, that occur with time.
• For the existing sewer service area, the 2011 peak day I/I rate shown in
Table 6-7 increases at a linear rate to 1,000 gpad over the next 20 years.
New sewer service area served will be assumed to have a peak day I/I rate
of 100 gpad I/I initially, increasing at a linear rate to 1,000 gpad over 50
years.
• For the existing sewer service area, the other I/I rates – dry season, annual
average, maximum month, and peak hour – grow at the sewer population
6-16 City of Marysville
November 2011 Sewer Comprehensive Plan
growth rates determined in Chapter 3. New sewer service area served will
be assumed to have a lower – dry season, annual average, maximum
month, and peak hour – I/I rate initially, increasing at the sewer population
growth rates determined in Chapter 3.
• To estimate future dry season, annual average, maximum month, and peak
day flows, the projected I/I flowrates are added to the base level
wastewater flows derived from the population projections to obtain the
respective future WWTP influent flowrates.
As shown in Table 6-9, the projected year 2031 maximum month flow is 11.25 mgd,
which is below the rated hydraulic capacity of the WWTP (12.7 mgd after completion of
Phase 2 improvements in 2004.)
TABLE 6-9
Current and Projected Future Wastewater Flows (gpd)
Year 2010 2017 2031
ERUs 24,427 30,084 42,413
Sewer Service Area(1) 4,979 5,708 7,340
Total Baseflow 4,030,000 5,480,000 7,720,000
Dry Season Average Flow 4,160,000 5,240,000 7,620,000
Average Annual Flow 4,730,000 5,830,000 8,230,000
Maximum Month 6,120,000 7,600,000 11,250,000
Peak Day 9,310,000 10,530,000 13,790,000
Peak Hour(2) 10,700,000 12,710,000 16,880,000
Peak Hour Factor(3) 2.26 2.18 2.05
(1) In acres, per Chapter 7.
(2) Peak Hour: Average Annual Flow x Peak Hour Factor
(3) See Table 6-1 for Peak Hour Factor calculation. See Chapter 7 for populations.
City of Marysville 6-17
Sewer Comprehensive Plan November 2011
EXISTING AND PROJECTED INFLUENT BOD5 AND TSS LOADING
EXISTING BOD5 LOADING
Monthly average influent BOD5 loadings ranged from 8,124 lb/d to 13,812 lb/d for the 5-
year period of analysis as shown in Table 6-2 and Figure 6-1. The average influent BOD5
concentration for the 5-year period is 268 mg/L, which would be considered medium
strength domestic wastewater. The average loading of 10,419 lb/d (see Table 6-2) and an
average sewer service population of 48,200 for the 5-year time period of 2006-2010
translate to an average BOD5 loading of 0.227 lb/cap/d. This value is just slightly higher
than the DOE Orange Book criteria of 0.2 lb/cap/d, possibly due to industrial and
commercial loading.
To convert the current maximum month BOD5 loading to a per capita and an ERU basis,
the service population of 48,200 and number of ERUs (24,427) and maximum month
BOD5 of 13,812 lb/d for the 5-year analysis period were used to calculate a maximum
month per capita and ERU BOD5 loading of 0.287 lb/cap/d and 0.565 lb/ERU/d,
respectively. The ratio of the maximum month BOD5 loading to the annual average
BOD5 loading is 13,812 : 10,419 or 1.33:1. This ratio is used in the development of
future loadings to the WWTP later in the chapter.
EXISTING TOTAL SUSPENDED SOLIDS LOADING
A review of Table 6-2 shows that monthly average TSS loadings ranged from 7,286 lb/d
to 14,356 lb/d. The average month loading of 10,029 lb/d and an average population and
average ERUs of 48,200 and 24,427, respectively, for the 5-year time period translate to
an average month TSS loading of approximately 0.208 lb/cap/d or 0.411 lb/ERU/d.
The maximum month TSS loading is 14,356 lbs/d. Using the same population and ERU
values as derived for the BOD analysis, this approach results in a current maximum
month value of 0.298 lbs TSS/cap/d or 0.588 lb/ERU/d. The ratio of the maximum
month TSS loading to the annual average TSS loading is 14,356 : 10,029 or 1.43:1. This
ratio is used in the development of future flow and loadings to the WWTP later in the
Chapter.
PROJECTED WASTEWATER LOADINGS
Future WWTP maximum month BOD5 and TSS loadings are estimated by multiplying
the projected ERUs by the respective ERU-based loadings. Future annual average BOD5
and TSS loadings are estimated using the ratio of the maximum month to annual average
loadings of these parameters. The current maximum month BOD5 and TSS loadings are
0.565 lb BOD5/ERU/d and 0.588 lb TSS/ERU/d. The ratio of the maximum month to
annual average BOD5 is 1.33:1. The ratio of the maximum month to annual average TSS
6-18 City of Marysville
November 2011 Sewer Comprehensive Plan
is 1.43:1. Table 6-10 provides a summary of projected future WWTP influent BOD5 and
TSS loadings.
The projected year 2017 loadings are less than the design capacity of the WWTP for both
BOD and TSS. The year 2031 maximum month loading for BOD5 (23,963 lb/d) exceed
the rated capacity of 20,143 lb/d BOD5, and the year 2031 maximum month loading for
TSS (24,939 lb/d) exceed the rated capacity of 24,229 lb/day (Table 5-5).
TABLE 6-10
Current and Projected WWTP Loadings
ERUs/Loading 2010 2017 2031
ERUs 24,427 30,084 42,413
Annual Average BOD5, lb/d 10,419 12,846 18,110
Max Month BOD5, lb/d 13,812 16,997 23,963
Annual Average TSS, lb/d 10,029 12,365 17,432
Max Month TSS, lb/d 14,356 17,689 24,939
INDUSTRIAL WASTEWATER
The City’s major industrial wastewater producers currently account for approximately
225,000 gpd or about 5.5% of the daily flow. Table 6-11 summarizes the City’s major
Industrial Wastewater Producers for 2011 and includes operating hours, industrial
process, estimated wastewater volume per day and wastewater characteristics. The City
is currently not affected by these significant industrial users. However, they do have the
potential to discharge high BOD, TSS and heavy metals if their pretreatment systems are
not maintained. Significant industrial users that have pretreatment systems in place are
required to have a discharge permit with Department of Ecology. In addition, the City
also tests and monitors pretreatment systems monthly or quarterly.
Much of the City’s industrial zoning is concentrated in the Smokey Point neighborhood
and within the southerly portion of the Downtown neighborhood. (Refer to Figure 3-1
and Figure 3-3). Light industrial, as described in Chapter 3, is zoned for in the Smokey
Point neighborhood. General Industrial, as also described in Chapter 3, is zoned for in
the Downtown neighborhood.
Most of the available General Industrial land available in the Downtown neighborhood is
occupied. There is approximately 750 acres (out of 1,100 total) of available land for light
industrial in the Smokey Point neighborhood. Based on modeling at 2,700 gpd/acre, this
could equate to approximately 2.0 MGD of wastewater from the light industrial. This
flow has been accounted for in the modeling efforts described in Chapter 7 and therefore
the existing sewer infrastructure is modeled to account for the expansion of light
industrial.
City of Marysville 6-19
Sewer Comprehensive Plan November 2011
Certain industrial wastewater processes will carry pollutants or levels of certain pollutants
which are prohibited to discharge to the City’s sewer system and could cause detriment to
the City’s WWTP. Therefore, before discharging to the City’s sewer system, the
industrial wastewater must undergo pretreatment. Such significant industrial users would
be subject to wastewater pretreatment in accordance with Chapter 14.20 MMC.
TABLE 6-11
City of Marysville Industrial Wastewater Producers - 2011
Industrial
Users
Operating
Shifts
Hours/Days
Process
Wastewater
Volume
gallons/day
Wastewater Characteristics
1 Aerocell Inc. 24 Hours
Weekdays
16 Hours
Weekends
Honey comb
composite
manufacturing
3,000 – 5,000 Discharges from bathrooms only. No
pretreatment facility. Spill protection
plan in place for oils.
2 Artisan
Finishing
5 Days Week
0630 – 1530
Kynar Coating
of Architectural
Metals
2,000 Discharges from bathrooms and
manufacturing process. Pretreatment
includes a clarifier and pH
adjustment.
3 B.E. Aerospace 12 Hour Day
0600 - 1400
Design,
certification and
manufacturing
of aircraft
standard
components.
3,000 Discharges from bathrooms, kitchen,
floor drains and an abrasive water jet
cutter. Spill plan in place.
4 C & D Zodiac 24 Hours Day Aircraft part
manufacturing
8,000 Discharges from bathrooms and
manufacturing process including
water from plaster casting and
cleaning of spray guns for water
soluble adhesives. No pretreatment
facility. Spill protection plan in
place for oils.
5 Centralia Fur
and Hide
5 Days Week
0700 - 1530
Leather
Manufacturing
including
processing of
animal hides
and hair
removal
5000 - 10,000 Discharges from manufacturing
process. Pretreatment includes
aeration and settling tanks.
6 Iversen
Distributing
24 Hours Day Warehouse and
distribution
center for dairy
products.
2,000 Discharges from bathrooms only. No
processing of dairy products at this
site.
6-20 City of Marysville
November 2011 Sewer Comprehensive Plan
TABLE 6-11 Cont…
City of Marysville Industrial Wastewater Producers - 2011
Industrial
Users
Operating
Shifts/
Hours/Days
Process
Wastewater
Volume
gallons/day
Wastewater Characteristics
7 Metal Finishing,
Inc.
16 Hours Day
0730 - 2300
Cleaning,
conversion
coating,
anodizing and
tin plating of
metals.
3,000 – 5,000 Discharges from bathrooms and
manufacturing process. Pretreatment
includes batch treatment for Chrome
containing solutions and pH
adjustment.
8 National Foods
Corporation
7 Days Week
20 Hours Day
0300 -0100
Whole egg and
egg product
processing
50,000 –
60,000
Discharges from bathrooms and
manufacturing process. Pretreatment
includes a poly based coagulation
system for BOD/TSS removal and
clarifier and pH adjustment
9 Pacific Coast
Feathers
4 Days Week
0700 – 1700
Washing,
drying and
separating
down from
feather material.
70,000 –
120,000
Discharges from bathrooms and
manufacturing process. Pretreatment
includes a hydroscreen to separate
down form feathers and a clarifier
and pH adjustment
10 Pacific Grinding
Wheel
5 Days Week
0730 - 1630
Grinding wheel
manufacturing
2,600 Discharges from bathrooms, kitchen
and clean up sink in the vitrified
mixing area. No pretreatment
facility. Spill protection plan in
place for oils.
11 Sea Cast, Inc 18 Hours Day
0800 - 0200
Stainless Steel
investment
casting
4,000 Discharges from bathrooms and
manufacturing process. Pretreatment
facility includes a system for
neutralizing rinse water and
removing metals.
12 Thomas
Machine &
Foundry
20.5 Hours
Day
0500 - 0130
Aluminum
Castings and
Machining
700 – 1,000 Discharges from bathrooms,
kitchen, floor drains and vibratory
tumbler. No Pretreatment facility.
City of Marysville 6-21
Sewer Comprehensive Plan November 2011
REFERENCES
1. Comprehensive Sanitary Sewerage Plan, City of Marysville , HCWL,
October 1990
2. Comprehensive Sanitary Sewerage Plan, City of Marysville , HCWL,
KCM, Jones and Stokes, June 1997
3. Sanitary Sewer Infiltration / Inflow Analysis, HCWL, September 1999
4. Wastewater Treatment Plant Capital Facilities Plan, Final, February
2001, KCM
5. Comprehensive Sanitary Sewerage Plan, City of Marysville , G&O,
May 2005
City of Marysville 7-1
Sewer Comprehensive Plan November 2011
CHAPTER 7
COLLECTION SYSTEM EVALUATION
INTRODUCTION
The purpose of the hydraulic/hydrologic analysis is to evaluate the City’s sewer
collection system based on existing and future conditions. Existing and future
population, land use, and wastewater flows presented in Chapters 3 and 6 of this Plan are
utilized to develop data for use in the hydraulic model. Total area population and
wastewater flows are allocated to individual subareas to identify current and future
deficiencies in the collection system.
The components of the City’s sewer system are organized into three categories for
capacity evaluation:
• Major Gravity Lines
• Force Mains
• Main Sewage Pump Stations
The hydraulic model, InfoSewer developed by Innovyze (formerly MWHSoft), has been
used to analyze the major gravity lines within the collection system for current conditions
(2011), and future conditions for the years 2017, 2031, and buildout. For the capacity
analysis for the force mains and sewage pump stations, peak wet weather flows for 2031
conditions were estimated and compared to existing pump capacity.
HYDRAULIC MODEL
The development of the hydraulic model is described and the assumptions used to
develop the model are presented in this Chapter. The output from this model is used to
evaluate the capacity of the existing collection system and to identify improvements that
will be required to handle the wastewater flows. The model can be updated and
maintained for use as a tool to aid in future planning and design.
The hydraulic model was developed by Innovyze. Version 7.5 for Windows was
designed for steady-state analysis of gravity flow and pressure flow pipe networks.
Version 7.5 is capable of modeling up to 6,000 nodes and is also capable for integration
with the City’s GIS mapping. This version of InfoSewer also has the capability of
extended time modeling.
The hydraulic model used for the 2005 Plan utilized SewerCAD. The information from
this model was imported into InfoSewer and updated with the latest GIS-based sewer
data.
7-2 City of Marysville
November 2011 Sewer Comprehensive Plan
MODEL LAYERS
The hydraulic model consists of numerous layers, each of which mimics a shapefile (.shp
or layer) utilized in GIS. Although the layers are not specific .shp files, they can be
exported as a .shp file which can be utilized in a GIS system. The layers consist of
manholes, outlet, wetwells, pipes, force mains, and pumps. In the model, each of the
smaller pump stations is included as fixed discharges to downstream manholes. Six of
the City’s main pump stations are included with the hydraulic model and are located on a
pump layer. Flow loadings were calculated separately in an Excel spreadsheet (i.e. based
on area, population, and infiltration and inflow) and then input into the model at specific
designated manholes.
For economy, only a portion of the total collection system is modeled. All pipelines
greater than 10-inch diameter are included as well as selected 8-inch pipelines. A
schematic of the skeletonized system is shown in Figure 7-1 along with the basin overlay.
A larger size figure of the pipe network is presented in the jacket of the Plan. Necessary
data for the model are shown in Table 7-1.
TABLE 7-1
Collection System Information(1)
Category Gravity Sewers Manholes Pump Stations
Dimensions Length (Calculated from X
and Y coordinates of
manholes and Pump Stations )
Location (X and
Y coordinate
from City’s GIS
system)
Location (X and
Y coordinates
from City’s GIS
system)
Identification
No.(1)
Name (from City
e.g., S-Line-5165)
Name (from City,
e.g., S-MH-3830)
Name
Base Elevation -- Rim Elevation Ground
Elevation
Depth Upstream and Downstream
Invert Elevations
-- Water Level
Setting
Size Pipe Diameter Manhole
Diameter
Wet Well
Diameter
Flow Criteria Pipe Material -- Pump Curve
Vertical Datum NGVD 88 NGVD 88 NGVD 88
(1) This information was collected for the 2005 SewerCAD model and was then imported into
InfoSewer in 2011. This data was verified and updated with the City’s current GIS based data.
Information required to construct the original model was obtained from record drawings,
linear interpolation between known inverts, survey, and pump curves. Use of each item
is described below:
CITY OF MARYSVILLE
SEWER COMPREHENSIVE PLANFIGURE 7-1MODELED SEWER LINES
LEGEND:
MODELED SEWER LINESEXISTING SEWER LINES (2011)URBAN GROWTH AREA
ULTIMATE PLANNING BOUNDARYSEWERED AREA (2011)
SEWERED AREA OUTSIDE UGA (2011)
0 4,500 9,0002,250
Feet
M:\MARYSVILLE\11447_Sewer_Comp_Plan\Figures\Fig 7-1 MODEL_SEWER11x17.mxdSCALE 1"=4500'
City of Marysville 7-3
Sewer Comprehensive Plan November 2011
Record Drawings
The pipeline and manhole information for the model has been obtained from the City’s
GIS information. The GIS information provided by the City includes the location of the
manholes, the manhole identification, pipe segment identification, and the size and
lengths of pipelines. From the GIS system, the manhole identification system follows the
format S-MH-# with a three or four digit number system. The City also provided record
drawings for the sewer system. These record drawings have been used to verify the pipe
size and lengths and to determine the manhole rim and invert elevations. The initial
vertical datum NGVD 29 was used for elevations, because the majority of the City’s
record drawings used this datum. However, all elevation data were converted to
NAVD 88 by adding 3.67 feet to NGVD 29 datum. NAVD 88 is the current City
standard.
Interpolated Manholes
After collecting all the information available from the record drawings in 2004, there
were gaps in the information necessary for a functional model. During compilation of the
last Plan, the SewerCAD model created manholes at all intersections between two gravity
sewer lines that did not already have a manhole. These manholes are created for any
bends in the pipe and ends of the pipe where there are clean-outs in lieu of manholes. In
the majority of these cases, the upstream and downstream invert elevations were known
and a constant slope was assumed in between the manholes. The length of pipe to each
junction is known from the GIS system. The invert elevations of these manholes and
junctions are determined by linear interpolation between the upstream and downstream
manholes. Where the SewerCAD model created “new” manholes, it utilized the manhole
identification format of MH-#. Numbered manholes used in the model are presented in
Exhibit III.
Surveyed Manholes
In the 2004 model, there were also a few sections of gravity pipe where the elevations
were either missing or were incorrect. These sections, including some post 2004 sewer
construction projects, were surveyed and updated for the 2011 model.
In some areas, the missing information was the rim and invert elevations for saddle
manholes, which were most likely installed after the original construction. In these cases,
key manholes upstream and downstream in these unknown sections were surveyed.
Additional survey information had been used in conjunction with the as-built drawings to
convert the unknown elevations on the as-builts into invert and rim elevations using the
NAVD 88 datum.
One significant area of the City without known elevations was the downtown area where
some of the older sewers are located. The as-built drawings provided the pipeline lengths
7-4 City of Marysville
November 2011 Sewer Comprehensive Plan
and constructed slopes, but not elevation. Field survey in 2004 established invert
elevations for these manholes.
In some instances adjacent sets of “as-builts” did not match indicating “negative”
pipeline slopes. Survey information had been used to correct or confirm this “as-built”
information.
Pump Stations
For simplicity, the small pump stations are modeled as constant-discharge pumps, so that
the pump stations produce a constant discharge regardless of head conditions. Only the
force mains and pump curves for Marysville West, West Trunk, Soper Hill Road,
Sunnyside, 88th Street, and 51st Avenue Pump Stations are included in the model at this
time. A future refinement of the model may include the pump curves for the smaller
pump stations and/or the results from drawdown tests for each pump station. For the
modeled pump stations, three points from the station’s pump curve were originally
utilized for model input in InfoSewer. However, four of the stations were changed to
constant discharge pumps to ensure that the flow mimicking the lift station capacity
would continue downstream (i.e. 1,250 gpm capacity resulted in 1,250 gpm being
transported downstream). These lift stations include Marysville West, West Trunk, Soper
Hill Rd, and Sunnyside. The remaining lift stations however, transported all flow
reaching a particular pump station so that downstream pipelines were accurately
modeled.
BASINS
The City’s collection system is organized around seven trunk sewers or basins. Within
each trunk sewer area, individual subareas were identified. These subareas were
established primarily around topographic areas. Altogether there are 214 subareas within
City’s UGA and planning areas. Figure 7-2 presents each numbered subarea in relation
to the seven basin and 11 neighborhood planning areas.
The model inputs for InfoSewer originated from loading tables set up in an Excel
spreadsheet (see Appendix D). The loads resulted in average sanitary flow, peak I/I flow,
peak commercial flow and fixed flow. For average sanitary flows, InfoSewer applies
peaking factors for identified residential load. A summary of these peaking factors based
on flow is shown in Table 7-2. Lower estimated flows (such as those in Subbasins A24-5
and F-12) are subject to high peaking factors while as the flows within a basin get larger
(such as those in Subbasins CE5-7 and D6-2), the peaking factor diminishes. Higher
flows have lower peaking factors. Together with peak I/I, peak commercial and pumped
flow, the model evaluates the impact of peak flow on the sewer collection system. The
schematic, Figure 7-3, illustrates the organization of these model inputs and outputs for
InfoSewer.
City of Marysville 7-5
Sewer Comprehensive Plan November 2011
TABLE 7-2
Peaking Factors
Average Sanitary Sewer Flow (mgd) Peak Factor for InfoSewer Model
0.04 3.7
0.1 3.6
0.2 3.4
0.3 3.2
0.4 3.1
0.5 3.0
0.7 2.9
0.9 2.8
1.2 2.7
1.5 2.6
2.0 2.4
3.0 2.3
4.5 2.1
6.0 2.0
9.0 1.9
12.0 1.8
15.0 1.7
20.0 1.6
Getchell
KelloggSisco
DowntownMarshall
Cedarcrest
Smokey Point
Sunnyside
East Sunnyside
Lakewood
Jennings Park
Urban Reserve
F22 (FUTURE)
A24 (FUTURE)
F13 (FUTURE)
A16 (FUTURE)
CE5-3 (FUTURE)
A18 (FUTURE)A18-3 (FUTURE)
CE5-7
G7
CW1
D3-5
D6-2
CW15
A6
F22-1
G3
B1
F13-1
A25-1
D3-12
A19
D10-2
G1
D10-6
A24-5
CW11-1
A21
F4
D6-5
F21
A26
F20
F12
D1
F22
D10-3
A20
F14
A23
A10A16
A7
D10-4
D3-11
A15
G2
A13
F5
D6
A25
A22
G4
G8
D10-1
F15
D3-8
D9
B2
F13 F10
D12
A24
A18 D3
A28
D5
CW3
A27
F7
D3-1
F13-2
A8
A24-4
A17
A5
CW11
CE5-2
A24-2
B3 D3-4
A24-3
D3-10
D3-9
D5-2
CE5CE7
A12
CE6
G5
CW7
D3-6
F16
F2
D3-13
CW2
F3
B5
A24-1
F17
CW14
F9
CW8
D3-3
G6
F19
D4
D6-4
A2
CE5-3
CE2
CW12
A9
A16-1
CW10
CW4
A12-2
F8
D3-7
D3-2
D2
A4
D10-5
CW6
B4
F18 F11
A1
D8
D9-1
D10
A18-1
CE5-1
A12-3
D5-1
D11
CW13
A14
D7
CE9
D6-3
A18-3
CE5-4
CW9
D7-2
CW5
A12-4
F1
CE8
CE4A12-1
F6
A18-2
CE3
A11
D6-1
CE1
D7-1
CE5-6
CE5-5
CITY OF MARYSVILLE
SEWER COMPREHENSIVE PLAN
FIGURE 7-2
CONSULTING ENGINEERS
NEIGHBORHOOD PLANNING³LEGEND:
MODELED SUB-BASINS
PLAN AREAS
BASINS:
BASIN A
BASIN B
BASIN C EAST
BASIN C WEST
BASIN D
BASIN F
BASIN G
0 4,300 8,6002,150
Feet
M:\MARYSVILLE\11447_Sewer_Comp_Plan\Figures/Fig 7-2 NBRHD-PLANNING.MXDSCALE 1" = 4300'
7-6 City of Marysville
November 2011 Sewer Comprehensive Plan
HYDRAULIC MODELING ANALYSIS
Hydraulic models have been first developed for 2011, 2017, and 2031 conditions for the
existing sewer collections system. This approach was used to identify any patterns,
which may exist for pipeline deficiencies. Once the analyses have been completed for
these conditions, an additional hydraulic model is prepared with improvements to correct
pipeline deficiencies. A final hydraulic model is prepared for “build-out” conditions.
Basin data for 2011, 2017, and 2031 are presented in Appendix D. Pipe deficiencies
resulting from the model are included in Appendix E for 2011, 2017, and 2031. For the
initial model set-up (2011), there are a total of 1,225 nodes, or manholes, in the
InfoSewer format. Approximately 318,865 lineal feet of pipe is included for the
hydraulic model, 27 percent of the total collection system.
To support the development of the hydraulic model and to present the model results, six
exhibits have been prepared. Each of these is listed below and included in jackets at the
end of this Plan.
Exhibit I: Existing Sewer System and Land Use Subareas
Exhibit II: Sewer System Aerial Map
Exhibit III: Modeled Sewer Lines, Manhole IDs, and Basins
Exhibit IV: Pipe ID and Capacity Deficiencies (Model Runs 2011, 2017, and
2031)
Exhibit V: Modeled Sewer Lines w/Improvements and Buildout Conditions
Exhibit VI: Pipe ID and Pipeline Velocity Deficiencies (2011)
YEAR 2011 HYDRAULIC MODELING ANALYSIS
EXISTING POPULATION
There are three requirements for identifying existing population for 2011 conditions. The
first is to establish the total population for the sewer service area. The second is the
population within the UGA and the third is the population currently sewered. These
population numbers were developed in Chapter 3 and are summarized in Table 7-3.
TABLE 7-3
2011 Population
Sewer Service Area Sewered Population
UGA 61,491 48,449
Non-UGA 3,178 2,094
Total 64,669 50,543
City of Marysville 7-7
Sewer Comprehensive Plan November 2011
The population numbers were developed using the land use codes assigned to individual
parcels in the Snohomish County Assessor parcel database, also known as the Integrated
Land Records system. These codes can be used to categorize each residential parcel into
single family or multi-family housing units. Single family units were assigned 3.0
persons per household and multi-family units were assigned 2.0 persons per household
per the City’s Community Development Department. The number and locations of
parcels connected to sewer was determined by address matching a table of utility billing
account information to the parcel data. Population not connected to the sewer system was
excluded from the hydraulic model.
Average residential wastewater flow for each subarea has been determined by
multiplying the connected sewer population by a unit flow factor of 60 gallons per day
per person.
SCHOOLS
Based on the City’s water records during compilation of the 2005 Plan, the average daily
water use by the school system was 132,000 gpd. For the hydraulic model, a unit flow
rate of 10 gpd per student was calculated using a total student/staff population of 13,339
(11,390 students based off of 2010 annual enrollment and approximately 2,000 staff). In
2011, records showed similar results. Therefore, the flow rate of 10 gpd continued to be
used for the recent model. Individual school addresses have been used to locate each
school and its student/staff population within the appropriate subarea.
COMMERCIAL/INDUSTRIAL
The basis for commercial/industrial inputs into the hydraulic model is a combination of
water records and acreages used for this category. The ten largest commercial/industrial
customers were identified (Table 6-5) and placed in the “fixed” category. For example,
Pacific Coast Feather Co., the largest commercial/industrial user, is located in subarea
F-14 and is shown as a “fixed” or pumped flow for this subarea. Based on water
consumption records, the total commercial/industrial use is 513,810 gallons per day, and
the 10 largest users account for 184,575 gallons per day, or 36 percent of the total. For
the other commercial/industrial connections a peaked flow rate of 2,700 gallons per acre
per day (gpad) was used to account for anticipated commercial and industrial
development. This flow rate is based on a typical planning number. Actual water
consumption resulted in 1,023 gpad (after taking out the top ten largest water consumers).
A conservative approach was decided upon when selecting the 2,700 gpad commercial
flow rate.
The 150 gpm allowed by agreement with the Tulalip Tribes was not included in the
model since the Tribes now own and operate a wastewater treatment plant.
7-8 City of Marysville
November 2011 Sewer Comprehensive Plan
INFILTRATION/INFLOW
In Chapter 6 of the Plan, infiltration/inflow has been characterized for average, maximum
month, peak day, and peak hour conditions. For the hydraulic model, the unit flow rate
for the peak hour flow is used. Based on a service area of 4,979 acres and a peak hour
I/I, the unit flow rate is 1,044 gallons per day per acre (i.e 5.2 MGD divided by 4,979
acres). For the model, the peak rate of 1,100 gpd/acre for the 2011 modeling scenario
was selected. For the 2017 and 2031 gpad this rate has been decreased to 800 gpad to
account for the assumption that deteriorating pipes are being replaced through the City’s
Sewer Renewal and Replacement program within these years.
YEAR 2011 HYDRAULIC MODELING DATA
Appendix D summarizes the loading data required for the 2011 hydraulic model. For
InfoSewer input, four loadings were used: total residential flow, commercial/industrial
flow, peak infiltration/inflow, and fixed or pumped flow as shown in Figure 7-3. For
each subarea the average annual sanitary flow is determined based on residential
population, student/staff population, and commercial/industrial use. For the residential
sanitary flow, a range of peaking factors is applied as presented in Table 7-2 whereas the
commercial/industrial and I/I flows were already peaked prior to being entered into the
model.
Appendix E and Figure 7-4 presents the initial modeling results for 2011 conditions. The
report in Appendix E identifies each pipeline segment and compares estimated peak
flows with design capacity. About 50 percent of the modeled pipeline segments are
characterized by low velocity (less than 2.0 feet per second). A total of 35 segments are
shown to have insufficient pipeline capacity.
YEAR 2017 HYDRAULIC MODELING ANALYSIS
The data developed for 2011 conditions was updated for 2017 projections. The basis for
these future population estimates was the overall population projection for the UGA
(Table 3-7) and the neighborhood planning capacity analysis (Table 3-8). In addition, all
new population was assumed to connect to the sewer system while a steady decrease in
unsewered population was expected. The summary of the 2017 population is shown in
Table 7-4.
TABLE 7-4
2017 Population
Sewer Service Area Sewered Population
UGA 69,338 59,656
Non-UGA 3,278 2,594
Total 72,616 62,250
City of Marysville 7-9
Sewer Comprehensive Plan November 2011
Table 7-4 shows an increase of 15,000 sewered population for 2017 compared to 2011.
Overall, the increase in sewered population is 28 percent. A percentage of 2.7% increase
in population per year is applied to project future school populations.
For all scenarios, the top ten commercial/industrial water users are included in the
hydraulic model as “fixed” sources. The balance of the commercial/industrial is included
based on acreage at a peaked flow rate of 2,700 gpad. This model assumes all available
commercial/industrial is built out by 2017. This is to gain a better understanding of the
City’s sewer needs for future commercial areas, specifically Lakewood and Whiskey
Ridge.
For the hydraulic model, the infiltration/inflow unit flow rate is 800 gpd/acre in 2017.
During this modeling scenario, the acreage served is increased from 4,979 acres in 2011
to 5,708 acres in 2017. So although the unit flow rate is less than 2011, the amount of I/I
in 2017 (i.e. 5,708 acres x 800 gpd/acre) increases overall due to the increase in amount
of acreage being sewered.
Appendix D summarizes the loading data required for each subarea for 2017 conditions,
and Appendix E and Figure 7-5 presents the modeling results for 2017. For 2017, there
are 31 new pipe segments with insufficient pipeline capacity. The total number,
including 2011 model results, is 66.
YEAR 2031 HYDRAULIC MODELING ANALYSIS
Similar to the development of the 2017 loading table, the initial data developed for 2011
was also updated for 2031 conditions. The overall population projections were based on
the UGA population for 2031 and the neighborhood capacity analysis. Individual
subareas were assigned population based on their land use designation (single-family and
multi-family) and the available land for development. The summary of the 2031
population is shown in Table 7-5.
TABLE 7-5
2031 Population
Sewer Service Area Sewered Population
UGA 84,989 84,989
Non-UGA 3,278 3,278
Total 87,757 87,757
Overall, the increase in sewered population from 2011 to 2031 is 37,214, or 73 percent.
As with the 2017 flows, a percentage of 2.7% increase in population per year is applied to
project future school populations.
7-10 City of Marysville
November 2011 Sewer Comprehensive Plan
For all scenarios, the top ten commercial/industrial water users are included in the
hydraulic model as “fixed” sources. The balance of the commercial/industrial is included
based on acreage at a peaked flow rate of 2,700 gpad. This model assumes all available
commercial/industrial is built out by 2017. This is to gain a better understanding of the
City’s sewer needs for future commercial areas, specifically Lakewood and Whiskey
Ridge.
For the hydraulic model, the infiltration/inflow unit flow rate is 800 gpad in 2031. The
acreage served for 2031 is 7,340 acres, a 47% increase above the amount of I/I acres used
for 2011.
Appendix D summarizes the loading data required for each subarea for 2031 conditions,
and Appendix E and Figure 7-6 presents the modeling results for 2031.
YEAR 2011, 2017, AND 2031 MODELING RESULTS WITHOUT
IMPROVEMENTS
Modeled peak flows are compared to projected peak flows developed in Table 6-9. As
presented in Table 7-6, the modeled peak flows are much higher than projected peak
flows due to the conservative approach to model the sewer system as indicated in Chapter
3.
TABLE 7-6
Modeled Peak Flows vs. Projected Peak Flows
Year
Projected Peak Flow
(mgd from Table 6-9)
Modeled Peak Flow
(mgd)
2010 10.7 21.7
2017 12.7 22.2
2031 16.9 23.8
The three hydraulic modeling analyses identified a total of 118 pipeline capacity
deficiencies. Many other pipelines have velocities less than 2 feet per second (a
deficiency criteria) but are capable of handling the existing and projected flows. Table 7-
7 summarizes these pipeline capacity deficiencies by model year and basin.
City of Marysville 7-11
Sewer Comprehensive Plan November 2011
TABLE 7-7
Pipeline Capacity Deficiencies for 2011, 2017, and 2031 without Improvements
Basin ID
Year
2011
Additions in
2017
Additions in
2031
Total
Trunk A 0 2 3 5
Trunk B 0 0 0 0
Trunk CE 7 2 8 17
Trunk CW 6 1 15 22
Trunk D 12 3 12 27
Trunk F 3 23 14 40
Trunk G 7 0 0 7
Total 35 31 52 118
Exhibit IV in the jacket of the Plan presents the locations of each of the pipe capacity
deficiencies by year and basin.
Of the 118 deficiencies identified, Basin F contained 40 deficient pipes. These pipes are
clustered mostly into two areas. The first is located near 169th Pl. NE and 27th Ave. NE
in the Lakewood area and consists of mostly 12-inch diameter pipes constructed at flat
grades. The second area lies along State Ave. between 124th St. NE and 136th St. NE.
with 18-inch and 21-inch diameter pipes that have minimal grade. This area will be
relieved with the addition of the Lakewood Sewer Extension Project Phase II which
would extend a new 36-inch pipe east along 136th St., diverting Lakewood flows to Trunk
A.
The Trunk D Basin had the second highest number of pipeline deficiencies with 27.
These deficiencies are scattered mostly over the northwest corner of the basin, along 70th
St. NE. These pipes are generally the result of pipelines constructed at flat grades. Two
pipelines, S-LINE-716 and S-LINE-712, have reverse or very flat grades. Basin D3-11
also contained a few deficient pipes along 75th Ave. NE. This is a relatively newer area,
constructed in the 1990’s with 8-inch PVC pipes. Very minimal surcharging resulted
from the model for this area.
The Trunk CW Basin has the third highest number of pipeline deficiencies with 22. The
deficiencies are scattered all throughout the basin but the majority lie between 1st St. and
Grove St. in the older downtown portion of the City. Most of these pipes are 18-inch
diameter. At 1st St. they become 21-inch and 24-inch diameter pipes. Many of these
pipes were installed over 50 years ago and have relatively flat slopes. As with Basin F,
this area will benefit by diverting future Lakewood flows east along 136th St. NE toward
Trunk A.
7-12 City of Marysville
November 2011 Sewer Comprehensive Plan
The Trunk CE Basin has a total of 17 pipeline deficiencies primarily located along 88th
Street. The most significant deficiencies are sections of 12-inch pipe in the vicinity of
88th Street east of 51st Dr. NE based on 2031 conditions.
The Trunk G Basin contained 7 pipes that were found to not have capacity in 2031. All
of these pipes are located along Beach Ave. and 1st St. This deficiency was previously
identified as a capital project in the 2005 Comprehensive Plan.
The Trunk A Basin has a total of 5 pipe capacity deficiencies. The deficiencies begin to
occur in 2017. A segment of 8-inch pipe along 80th St. NE near 52nd Dr. NE was
constructed at a flat slope. A second deficiency was identified along 122nd Pl. NE and 51st
Ave. NE for a 21-inch diameter pipe yet this area was not considered deficient in 2011 or
2017. The third deficiency is located along 51st Ave. NE near 142nd Pl. NE and is a
segment of a 30-inch pipe constructed with a slope of zero.
No pipe capacity deficiencies were identified in the Trunk B Basin.
The hydraulic model determines pipeline capacity deficiencies by comparing design
capacity with total projected flow in isolated, individual pipe segments. This evaluation,
however, is not complete until a surcharge analysis is prepared. A surcharge analysis
considers both upstream and downstream conditions to establish a hydraulic grade line.
A surcharge analysis will first determine if a surcharge exists at a manhole and then the
level of the water surface under peak flow conditions. A surcharge pipeline can be a
priority due to the potential for backups into residential or commercial services. The
surcharge analyses were based on 2011, 2017, and 2031 flow conditions.
Two pipeline segments illustrate the importance of the surcharge analysis. One is S-
LINE-4849 which is a 14-inch-diameter pipe located at 172nd St. NE just west of 51st
Ave. NE. Because of zero slope, the model calculates zero design capacity and identifies
this pipeline as a deficiency. Yet when the surcharge analysis is prepared, the results are
that there are no surcharge conditions upstream of the pipe through 2031 due to the
steeper hydraulic grade line.
Another pipeline is S-LINE-711, an 18-inch concrete pipe with a constructed slope of
0.001 located near the intersection of 57th Dr. NE and 70th St. NE. The model results
shows a capacity deficiency since the calculated design capacity is only 1,488 gpm and
the modeled flow exceeds 1,768 gpm in 2031. Yet the surcharge analysis only shows a
surcharge of 0.1 feet (1 inch).
Figures 7-4 through 7-6 located in Appendix E graphically present the modeling results
for 2011, 2017 and 2031. The maps show the pipeline deficiencies with associated
surcharged manholes. Appendix E lists the depth of surcharge associated with the
deficient pipelines. Of the 142 pipeline capacity deficiencies in 2031, 104 of them have
surcharges in at least one of the model years greater than 0.5’ above the top of the pipe.
Many of these are minimized or deleted with the diversion of flow from Trunk F to Trunk
A along 136th St. NE.
City of Marysville 7-13
Sewer Comprehensive Plan November 2011
Some of the surcharged pipelines are scheduled for CIP improvements and the remainder
are identified as potential areas for the City staff to observe in future years since many of
these manholes showed a surcharge depth of less than 0.5’ and are not anticipated to
cause a problem to neighboring properties. Numerous deficiencies are due to flat grades.
YEAR 2011, 2017, AND 2031 MODELING RESULTS WITH
IMPROVEMENTS
Figure 7-6 shows surcharge conditions for 118 pipelines identified with capacity
deficiencies.
A large majority of the surcharge conditions, are identified with Trunk F. Each of these
pipelines is 10- or 12-inch PVC constructed at minimum grade, or less. While these
pipelines are adequate for current conditions, the results of the hydraulic model for 2017
and 2031 show that these pipelines exceed their capacity and surcharge. Increasing the
diameter of these pipelines from 18- to 24-inch is one approach to eliminating pipeline
surcharges in this area of the collection system. Another approach is to direct future
flows to the planned Lakewood Sewer Extension Project (Phase II). This approach, as
shown for build-out modeling conditions, will eliminate each of these deficiencies in
Trunk F.
With many of the surcharge conditions eliminated with the Lakewood Sewer Extension
Project, there are a few remaining surcharged pipelines. These areas are included in
Basins CW1, CE5-3, CE5, D3, D6-1 and F21. Each of the improvements for these basins
are described below.
In Basin CW1, this area includes some of the City’s oldest pipelines. The model
demonstrated pipes that were under capacity along Columbia Ave. and west along 1st St.
Improvements here include replacement of approximately 615 lf of 21-inch sewer with
24-inch gravity sewer. In addition, the 580 LF of 24-inch pipe downstream of the
existing 21-inch pipeline shall be replaced to a more consistent slope of 0.0029.
In Basin CE5-3, the pipe in 89th Pl. NE showed a substantial amount of minor
surcharging within the model amongst the 12-inch concrete pipes located in this area.
Improvements to the pipes would include rehabilitation with a cured-in-place liner for a
distance of approximately 2,170 lineal feet between manholes S-MH-1993 and S-MH-
1665.
Along 88th St NE, in Basin CE5, surcharging resulted in the existing 12-inch pipes along
this area. Improvements would include increasing the pipe size from 12-inch diameter
pipes to 15-inch diameter pipes for a distance of approximately 1,020 lineal feet between
manhole S-MH-4608 to S-MH-1665. City staff recognizes that this area is prone to sags
in the pipe. The City intends to construct this project in conjunction with any future road
related projects.
7-14 City of Marysville
November 2011 Sewer Comprehensive Plan
Along Sunnyside Blvd. from 53rd Ave. NE to 60th Dr. NE (Basin D3), the hydraulic
model demonstrated surcharging results. Improvements in this area would include
replacing approximately 2,750 lineal feet of existing 24-inch pipe to 30-inch between
manhole S-MH-624 to S-MH-3608.
At 64th Avenue and approximately 71st Street (Basin D6-1), an existing 18-inch sewer is
connected to a 12-inch sewer. The 2031 results for the hydraulic model showed
surcharging for 508 linear feet of 12-inch sewer between manholes S-MH-702 and S-
MH-733. To ensure future capacity, these two pipe segments should be upsized to 18-
inch.
The model showed significant surcharging occurring during 2031 along 169th Pl. NE
extending up north along 277th Ave and Spring Lane Ave. (Basin F21). The
recommended project in this area would be to replace the current 10-inch and 12-inch
pipes with 15-inch pipes for approximately 3,035 lineal feet. However, future
development could be directed south toward an existing 15-inch stub located on 164th Pl.
NE which would thereby allow additional capacity to the north.
Each of the summary sheets for 2011, 2017 and 2031, presented in Appendix E, lists each
surcharged pipeline. Exhibit V in the back of the Plan shows the planned improvement to
correct these deficiencies.
BUILDOUT HYDRAULIC MODELING ANALYSIS
Buildout conditions for the City’s UGA will occur near 2031. The projected population
within the UGA for 2031 is 84,989 while the holding capacity is 88,032, a difference of
about 3,000.
For buildout conditions for the City’s sewer system, both the current UGA and planning
areas located outside of the UGA must be considered. There are a total of five planning
areas as presented in Figure 2-2. Population estimates for each of these areas are
presented in Table 3-12 and the summary of buildout population is shown in Table 7-8.
City of Marysville 7-15
Sewer Comprehensive Plan November 2011
TABLE 7-8
Buildout Population
Sewer Service Area Sewered Population
UGA 88,032
NON-UGA 3,278
Sub Total 91,310
Planning Areas #3, #4, #6 56,694
Sub Total 148,004
Planning Areas #1 and #2 11,571
Total 159,575
To model buildout conditions for Planning Areas #3, #4, and #5 (the Lakewood area),
planned CIP improvements and a preliminary layout of the expanded collection system
were prepared. This layout is included in Exhibit V in the jacket of the Plan. The layout
includes three future pump stations, one sized for 2,800 gpm, another for 3,600 gpm, and
one smaller station for 300 gpm.
Similarly, a preliminary layout was prepared for the East Sunnyside area. The layout
includes preliminary pipeline sizes and one future pump station sized for 200 gpm. This
layout is also included in Exhibit V in the jacket of the Plan.
Appendix E and Figure 7-7 presents a summary of the modeling results for buildout
conditions.
BUILDOUT MODELING RESULTS
With the buildout populations for the planning areas and UGA, the modeled peak flow
increases from approximately 23.8 mgd in 2031to 25.6 mgd. This additional peak flow is
primarily confined to impacts on Trunks A and CE. The pipeline capacity deficiencies
are shown on Figure 7-7 along with the results of the surcharge analysis.
The hydraulic model results for buildout conditions are based on the assumption that
planned CIP improvements are completed. The most significant improvement is the
extension of the Lakewood Sewer Extension Project from State Street to Trunk A, For
buildout conditions, a 36-inch sewer should be constructed along 136th Street to connect
to Trunk A. The Lakewood Sewer Extension Project and other CIP improvements are
shown on Exhibit V in the pocket of the Plan.
The primary impact to Trunk A is confined to 51st Avenue from 126th Pl. NE to
approximately 148th Street, 116th St. NE and approximately 102nd Pl. NE. Five pipelines
have capacity deficiencies along 51st Ave., mostly due to fairly flat grades. The
surcharging along 51st Ave.is a result of the upstream Lakewood Sewer Extension
connection. The model also revealed significant surcharging at the input points along
7-16 City of Marysville
November 2011 Sewer Comprehensive Plan
116th St. NE (manhole S-MH-4739) and 109th St.NE (S-MH-3789). In the future, the
flow from the planning areas may be more disbursed into the existing pipe network then
what is represented by the skeletonized hydraulic model and therefore, the pipes within
these areas may not present a problem. Individual subbasin analyzes shall be conducted
prior to specific developments occurring within the planning areas. The locations of the
buildout pipe deficiencies are presented in Exhibit V.
For Trunk CE, 17 pipelines have capacity deficiencies under buildout conditions. Most
of the capacity issues exist with the 18-inch pipes lying just west of 60th Dr. NE.
Details and figures of each pipeline capacity, deficiency and surcharge analysis are
included in Appendix E.
OTHER PIPELINE DEFICIENCIES
The hydraulic model can provide some, but not all, information about current pipeline
deficiencies. Where “sagging” has occurred, offset joints developed, or manholes have
been improperly installed, the hydraulic model most likely will not reflect these
problems.
City staff has identified a few other problem areas which were not shown by the results of
the hydraulic model or are not already included with the City’s CIP. Several noted
problem areas were associated with minimum pipeline grades and therefore, require
frequent pipe cleaning. These areas are addressed in a separate memorandum to the City
and will continue to be assessed throughout future years.
PUMP STATION CAPACITY ANALYSIS
The City operates and maintains 15 pump stations. Several of the City’s pump stations
can be considered “developer-type” stations with limited service area. The City’s
primary pump stations, and ones which are included as part of the hydraulic model, are
Marysville West, 88th Street, 51st Avenue, Soper Hill, Sunnyside, and West Trunk.
For the pump station capacity analysis, the smaller pump stations were analyzed based on
available “as-built” information and other land use information. The primary information
was the number of single family lots served by the pump station and the estimated area
with the pump station service area. Together, this information was used to estimate
buildout peak flows.
Table 7-9 presents the capacity evaluation for the small pump stations. The “developer
type” pump stations all have sufficient, or surplus capacity. Generally, the City standards
result in more than adequate pump station capacity.
For the City’s main pump stations, the results of the hydraulic model estimated peak
flows for 2017 and 2031 conditions. These peak flows are compared to each of the pump
City of Marysville 7-17
Sewer Comprehensive Plan November 2011
station’s existing capacity in Table 7-10. For both 2017 and 2031, capacity surplus or
deficiency is determined.
The results of Table 7-10 show that each of the City’s main pump stations have adequate
capacity through 2017 except for the West Trunk Pump Station. The rated pump station
capacity is based on the assumption that the third pump is out of service. Current records
indicate that one pump tends to pump between 1,500 gpm to 1,800 gpm and two pumps
tend to pump 2,800 gpm. As flow increases in the region, the pumps can be upsized to
allow for the additional 1,800 gpm increase anticipated to flow to the station by 2031.
The Soper Hill Pump Station No. 11 and the 51st St. Pump Station No. 6 also appear to be
undersized by 2031. The Soper Hill is just barely out of capacity by 33 gpm and the 51st
St. Station is estimated to be undersized by approximately 700 gpm.
RECOMMENDED PUMP STATION IMPROVEMENTS
The West Trunk pump station will reach its rated capacity of 3,300 gpm prior to 2017.
Upsizing of the pumps to meet future peak flow demands is being analyzed, and money
has been allocated in the 6 year CIP to make the needed improvements.
Installation of emergency generators at two of the city’s pump stations are included in the
6 year CIP. The generator installation at Carroll’s Creek pump station is scheduled for
2016 and the generator installation at Cedarcrest Vista pump station is scheduled for
2017.
Construction of the new Whiskey Ridge Sewer Pump Station and force main is included
in the 6 year CIP and is estimated to be constructed in 2014.
A purchase agreement for the Marysville West Pump Station is currently being
negotiated between the City of Marysville and the Tulalip Tribes. Purchase of the pump
station by the Tribes is anticipated to take place in the near future, therefore, no upgrades
to the station are being considered at this time.
Although flow projections show both the 51st Street pump station and the Soper Hill
pump station being undersized by year 2031, they meet projections through 2017, so no
improvements are schedule for either of those during this 6 year CIP.
City of Marysville 7-18 Sewer Comprehensive Plan November 2011 TABLE 7-9 “Developer-Type” Pump Station Capacity Analysis Pump Station ID No. of Existing Single Family Lots Single Family Population Average Sanitary Flow (gpd) Peak(1) Sanitary Flow (gpd) Est.(2) Peak I/I (gpd) Total Peak Flow (gpm) Pump Station Capacity (gpm) Surplus (+)/ Def (-) (gpm) Carrol’s Creek, Station No. 7 288 864 51,840 207,360 58,000 184 400 +216 Regan Road(3) Station No. 9 -- 8,610 34,440 11,950 32 122 +90 3rd St. Pump Station 4 12 720 2,880 2,750 4 200 +196 Ash Ave. Pump Station 8 24 1,440 5,760 2,530 6 200 +194 Kellogg Ridge 67 201 12,060 48,240 10,000 40 400 +360 Quilceda Glen(4) 33 99 5,940 23,760 3,560 19 250 +231 Cedar Crest 148 444 26,640 106,560 9,000 80 450 +370 Eagle Bay 12 36 2,160 8,640 2,200 8 850 +842 Waterfront Park(5) -- 300 1,200 5,500 5 57 +52 (1) For small pump stations, a peaking factor of 4 is utilized. (2) Estimated peak I/I is based on acreage served times 1,100 gpad. (3) Based on 50 percent of estimated flows for subarea A1. (4) Only 13 lots in plat. Estimate includes potential for an additional 20 lots from adjacent vacant property. (5) Designed for 57 gpm capacity to serve park restroom and facilities.
City of Marysville 7-19 Sewer Comprehensive Plan November 2011 TABLE 7-10 Main Pump Station Capacity Analysis Pump Station ID Pump Station Capacity (gpm) Estimated Peak Flow (gpm) Capacity Surplus (+) or Deficit (-) 2017 2031 2017 2031 Soper Hill Station No. 11 550 (1,160 rpm), 1,250 (1,750 rpm) 783 1,283 +467 -33 88th Street(1) Pump Station, Station No. 2 500 142 313 +358 +187 Marysville West Pump Station, Station No. 5 1,150 295 358 +855 +792 51st Street Pump Station, Station No. 6 6,500 (1,160 rpm) 6,380 7,207 +120 -707 Sunnyside Pump Station, Station No. 3 1,780 1,570 1,643 +210 +137 West Trunk Pump Station 3,300 4,490 5,112 -1190 -1812 (1) Estimated peak flow is based on 2,700 gpad for commercial flows, an I/I rate of acreage served times 800 gpad, and a weighted peaking factor on residential flow times 60 gal/capita/day.
City of Marysville 7-20
Sewer Comprehensive Plan November 2011
FORCE MAIN CAPACITY EVALUATION
The capacity evaluation for the City’s force mains is tied directly to the pump station
capacity evaluation. The capacity of each force main is based on a maximum design
velocity of 8 feet per second (fps). This capacity is compared to the existing pump
station capacity and the predicted peak flow at the year 2031. The results of this
evaluation are shown in Table 7-11.
As seen in Table 7-11, both the 51st Avenue Pump Station force main and the West Trunk
force main exceed capacity by 2031. Both force mains exceed their capacity by
approximately 2%. As these areas develop, the City may want to evaluate these force
mains in greater detail to ensure capacity is provided by 2031.
Of the smaller developer type, pump stations, both Cedar Crest Vista and Kellogg Ridge
have 4-inch force mains with pipeline velocities in excess of 8 fps. Both pump stations
appear to have pump capacities well beyond the peak flow requirements. These
velocities of 10 - 11 fps are not considered serious enough deficiencies to warrant
replacement with larger pipe diameters.
City of Marysville 7-21
Sewer Comprehensive Plan November 2011
TABLE 7-11
Force Main Capacity Evaluation
Pump Station
(Force Main
Source)
Pump Station
Capacity gpm
Force Main
Diameter
inches
Existing(1)
Capacity
(gpm)
Peak Flow
Requirement
(gpm)
Soper Hill 1,250 10 1,957 1,283
Carrol’s Creek
Landing 400 6 705 184
88th Street 500 10 1,957 313
Regan Road 122 4 313 32
Marysville West 1,150 14 3,838 358
Cedar Crest Vista 450 4 313 32
51st Avenue 6,500 20 7,037 7,207
Sunnyside 1,780 12 2,820 1,643
3rd St. Station 200 8 1,253 4
Kellogg Ridge 400 4 313 40
Quilceda Glen 250 4 313 19
Ash Avenue 200 4 313 6
Cedar Crest 450 4 313 80
Eagle Bay 850 4 313 8
Waterfront Park 57 2.5 122 5
West Trunk 3,300 16 5,010 5,112
To Everett SEP 14,100 36 25,377 16,535
To Everett SEP 14,100 2-26 22,558 16,535
(1) Based on pipeline velocity of 8 fps.
(2) Numbers shown in bold represent a capacity that is anticipated to be exceeded in 2031.
7-22 City of Marysville
September 2011 Draft Sewer Comprehensive Plan
SUMMARY OF COLLECTION SYSTEM IMPROVEMENTS
Proposed improvements can be characterized as projects to correct current deficiencies or
ones to accommodate future growth. The first priority is to address any current pipeline
and pump station deficiencies.
The results of the hydraulic model for 2011 indicated 35 pipeline capacity deficiencies
with mostly minimal surcharge issues. The one exception is the area near Columbia and
1st St. which identified an extensive backwater effect due to undersized pipes along 1st St.
Many deficiencies in the 2011 scenario can be attributed to flat or minimally sloped
pipes. Two deficiencies were either confirmed or identified by survey in the previous
2005 Plan. One problem area is located near the intersection of Grove and 67th Streets.
Two short pipeline segments have negative to flat slope. Another problem area, located
at 43rd Avenue and 123rd Place, is backflow caused by incorrect manhole installation.
The outlet of S-MH-2382 was installed 4 inches higher than the inlet. Both areas will be
monitored in the future to observe whether these pipes provide concern in terms of
backwater effects.
Depending on the extent of new development, the Lakewood Sewer will need to be
connected to Trunk A to alleviate a number of surcharged pipes along State Ave. This
extension includes a 36-inch diameter pipeline along 136th Street to Trunk A at 51st
Avenue and is shown to be constructed in 2018. This project is presented on Exhibit V.
The most serious deficiencies with the collection system are low velocity pipelines
(<2.0 fps). Of the 318,865 lf of pipeline modeled, approximately 50 percent of the
pipelines were found to have low velocities. Most of these pipelines were large enough
in diameter to provide sufficient capacity. However, these low velocity pipelines will
collect grease and inert material and require more frequent cleaning and flushing than
pipelines with velocity greater than 2 fps. Exhibit VI show the location of the low
velocity pipelines, which were part of the hydraulic model.
As noted in the 2005 Plan, there are several areas of the collection system, which are
recommended for further study. The limited data from the 2004 flow monitoring showed
above normal infiltration/inflow for Trunk CE and the as-built drawings present very flat
grades for part of the 18-inch sewer. Trunk CE should include additional flow
monitoring and TV inspection to better assess any potential problems.
The Trunk D Basin contains one of the fastest developing areas of the City, where several
pipelines are shown to surcharge in 2017 and beyond. Better flow characterization along
Sunnyside Road near the 3rd St. Pump Station, and along 70th Street would allow
refinements to the hydraulic model, particularly regarding the level of infiltration/inflow.
Most of the City’s pump stations have adequate capacity through 2031. The three
exceptions include the West Trunk pump station, the 51st Street pump station, and the
Soper Hill pump station, where capacity deficits reach 1812, 707, and 33 gpm
City of Marysville 7-23
Sewer Comprehensive Plan November 2011
respectively in 2031. The deficiencies can be corrected by upsizing pumps at the
stations. The West Trunk pump station shows a deficiency of 1190 gpm in 2017,
therefore it has been included in the 6 year CIP for pump upsizing improvements in order
to maintain sufficient capacity at the station. The 51st Street pump station shows a
deficiency of 707 gpm capacity in 2031 and will be monitored in the future to ensure
adequate capacity is maintained. The Soper Hill Station shows a small deficiency of 33
gpm capacity in 2031 and will be monitored in the future to ensure adequate capacity can
be provided.
Table 7-12 provides a list of the capital improvement projects for the collection system
and pump stations. Project costs and descriptions are included in Chapter 11.
TABLE 7-12
Collection System and Pump Station Capital Improvement Projects
ID Description Construction Year
Sanitary Sewer Mains
SS-A Sewer Main Oversizing 2012 thru 2017
SS-B Renewals and Replacements 2013 thru 2017
SS-C Whiskey Ridge Sewer Extension 2012
SS-D 71st St NE Sewer Upsizing - 64th Ave NE to 66th Ave
NE
2015
SS-E Trunk G Rehabilitation – Cedar to Columbia 2016
- Lakewood Sewer Extension Project – Phase 2 2018
- 88th St NE at Allen Creek 2022
- Sunnyside Blvd from 53rd Ave. NE to 60th Dr. NE 2024
- 169th Pl. NE and 277th Pl. NE 2026
- 152nd Trunk (51st to the East) 2028
Pump Stations
PS-A Whiskey Ridge Sewer Pump Station and Force Main 2012 thru 2014
PS-B West Trunk Pump Station – Upsizing Pumps 2013
PS-C Carroll’s Creek Pump Station – Emergency Generator 2016
PS-D Cedarcrest Vista Pump Station – Emergency Generator 2017
- 51st St. Pump Station – Upsizing Pumps 2025
- Soper Hill Pump Station – Upsizing Pumps 2030
City of Marysville 8-1
Sewer Comprehensive Plan November 2011
CHAPTER 8
WASTEWATER TREATMENT PLANT ANALYSIS
INTRODUCTION
The purpose of this Chapter is to evaluate the wastewater treatment plant (WWTP) for its
ability to meet its treatment objectives based on projected future flow and loadings. The
projected flow and loading rates for the planning period 2010 to 2031 were developed in
Chapter 6 (Tables 6-9 and 6-10). The treatment plant effluent quality must meet the
requirements in the existing and future NPDES permits for CBOD5, TSS, fecal coliform,
and pH. The existing permit conditions are presented in Tables 5-6 and 5-7 for both low
and high-river flow conditions. The loading limits shown in these tables are likely to
remain the same upon issuance of the City’s new permit in 2011/2012. The
concentration limits should also remain unchanged and are presented in Table 8-1. These
limits serve as the basis for the performance evaluation for the liquid stream processes.
The hydraulic capacity of the WWTP is also evaluated at the projected peak hour flow.
The Phase 2 upgrade work that was completed in 2004, included new effluent pumps and
a pipeline to discharge treated effluent to the City of Everett and the Deep Marine
Outfall. Use of this marine discharge during low flow periods avoids the TMDL limits
established for the Snohomish River and the Steamboat Slough Outfall. These limits
include a seasonal limit on ammonia of 178 lbs/day on a monthly average. (Table 5-6).
The current lagoon treatment system was not designed to achieve this limit. Instead,
WWTP effluent is discharged to the deepwater outfall from July through October to
avoid the need for ammonia removal. As a result of this outfall discharge, ammonia
removal is not evaluated in this Chapter.
This Chapter also evaluates the potential for water reclamation and reuse.
TABLE 8-1
NPDES Effluent Concentration Limitations
Parameter
Average
Monthly
Average
Weekly
Maximum Daily
CBOD5 25 mg/L(1) 40 mg/L N/A
TSS 30 mg/L(1) 45 mg/L N/A
pH N/A N/A 6.0 to 9.0
Fecal Coliform 200 cfu/100 ml 400 cfu/100 ml N/A
(1) Or 15 percent of the respective monthly average influent concentrations, whichever is more
stringent.
8-2 City of Marysville
November 2011 Sewer Comprehensive Plan
CAPACITY EVALUATION AT DESIGN FLOWS AND LOADINGS
Table 8-2 presents a comparison of the WWTP capacity upon completion of Phase 2
work with the projected flows and loading developed in Chapter 6.
TABLE 8-2
Comparison of Phase 2 Capacity Rating to Current and Projected
WWTP Flows and Loadings
Parameter
Phase 2
Design
Criteria(1)
2010 (2)
2017
Projection(2)
2031
Projection(2)
Average Annual Flow (mgd) 10.1 4.7 5.8 8.2
Maximum Month Flow (mgd) 12.7 6.1 7.6 11.3
Peak Hour (mgd) 20.3 10.7 12.7 16.9
Average Annual BOD5
Loading (lbs/day) 17,070 10,419 12,846 18,110
Maximum Month BOD5 Loading (lbs/day) 20,143 13,812 16,997 23,963
Average Annual TSS
Loading (lbs/day) 17,815 10,029 12,365 17,432
Maximum Month TSS
Loading (lbs/day) 24,229 14,356 17,689 24,939
(1) Drawing G-5, WWTP Upgrade and Expansion - Phase 2, Tetratech/KCM, Inc. (May 2003)
(2) Tables 6-9 and 6-10 of this Plan.
The following sections evaluate the capacity requirements of major WWTP components
at 2017 and 2031 projected flow and loadings. The five major WWTP’s components
evaluated are the headworks, aeration system (lagoons), effluent filtration, disinfection,
and effluent disposal. Figure 8-1 presents each of these components as part of the
WWTP hydraulic profile. Where applicable, system components are compared to
accepted design criteria, such as published in the Washington State Department of
Ecology Criteria for Sewage Works Design (Orange Book, 1998), WEF Manual of
Practice No. 8 (MOP 8, 1998), and Metcalf & Eddy Wastewater Engineering (4th
Edition, 2003).
HEADWORKS
INFLUENT SCREW LIFT PUMPS
Influent wastewater from Trunk A is discharged to three screw pumps, each with a
capacity of 6,215 gpm, or 8.95 mgd. Ecology Orange Book reliability requirements state
that pumping stations must be capable of pumping the peak flow with the largest unit out
of service. Peak day influent flow in 2031 is forecasted at 16.9 mgd, and less than the
City of Marysville 8-3
Sewer Comprehensive Plan November 2011
pumping capacity of 17.9 mgd with one unit out of service, therefore the screw pumps
are considered adequate for peak day flow through the year 2031.
INFLUENT SCREENING
The headworks includes two mechanical bar screens each with a rated capacity of 13.7
mgd. There is also a manual bar screen in a bypass channel. Ecology’s Orange Book
requires that influent screening be provided to handle the peak hour flow and that a
bypass screen be available for the peak hour flow. With both mechanical screens in
operation, the capacity is 27.4 mgd, which is greater than the peak hour flow of 16.9 mgd
projected for 2031. Therefore, the screens are adequate for peak flow conditions.
The mechanically cleaned screens have a 1 1/2-inch bar spacing, which allows a
significant amount of plastics and other debris to pass into downstream processes. One
option that has been considered, is to retrofit the screens with 3/8-inch bar spacing to
remove more inert material and prevent this material from reaching the lagoons.
INFLUENT FLOW MEASUREMENT
Influent flow measurement is measured with a 30-inch Parshall flume. A flume with this
dimension has a range of flow measurement of 0.5 to 27 mgd. The peak flow capacity
exceeds the projected peak hour flow of 16.9 mgd in 2031, and therefore the flume is
adequate for peak flow conditions. Some repairs to the existing concrete parshall flume
structure are necessary in the future to obtain more accurate combined flows.
LAGOON SYSTEM
As part of the 2004 Phase 2 construction, the aerated lagoon system was expanded from
four to six complete mix cells. Each cell contains five 15-hp, high speed, surface aerators
and four 15-hp surface aspirating aerators.
Following completion of the 2004 upgrades and issuance of the city’s new NPDES
Permit in June of 2005, it became a requirement that all effluent flow be filtered prior to
discharge. Filtering all of the effluent removes a greater percentage of the algae, and
therefore has proven to more efficient at removing more of the effluent CBOD5.
For current flows and loadings, and future flows and loadings through the next six year
comprehensive planning period, concentrations indicate effluent CBOD5 less than the
NPDES permit limit of 25 mg/L. Actual effluent concentrations from 2006 through 2010
averaged 9 mg/L in summer and 10 mg/L in winter.
Trend line charts for Effluent CBOD5 and TSS (Appendix F) are showing a decreasing
trend in both CBOD5 and TSS for the period of 2006 through 2010. Although the city
realizes that downward trends are not likely in future years, upward trends appear to be
happening more slowly than past projections had indicated. This is attributed to better
customer awareness of water use efficiency standards, and more purchases of water
8-4 City of Marysville
November 2011 Sewer Comprehensive Plan
efficient appliances and devices, which maintains lower flows to the wastewater plant.
The lower flows to the plant will maintain lagoon detention times for a much longer
period of time into the future, thereby delaying the time before additional aerated cells
need to be installed to compensate for higher flows and loadings.
Because of the uncertainty associated with the predicted results in the 2005 sewer
comprehensive plan, several steps were recommended in the plan to better assess the
lagoons and wastewater treatment plant performance. These steps are listed below.
• Conduct a study of CBOD5 concentrations at additional points in the
process to improve understanding of lagoon and filter performance. The
recommended points were at the WWTP influent, the last aeration cell,
effluent from oxidation pond #2, final pond effluent, and filtered effluent.
It was recommended that CBOD5, soluble CBOD5, and TSS be measured
at each point. (Since the 2005 sewer comp plan, this has been done, and
continues to be done on a bi-monthly basis).
• Consider removing the south oxidation ponds from service in the summer
when algae growth rates are highest. This bypass may require installation
of new pipes. (No progress has been made since the 2005 comp plan to
assess this operational strategy).
In the 2005 sewer comprehensive plan, conditions were also evaluated with the addition
of aerated cells #7 and #8. With eight aerated lagoons, predicted effluent CBOD5
concentrations were substantially reduced, and the effluent filters would reliably meet the
effluent CBOD5 limits into the future. As indicated above, due to slower than predicted
flow increases, aerated cells #7 and #8 will be constructed well into the future and are not
included in the City’s CIP for this comprehensive plan.
EFFLUENT FILTRATION
The effluent filter system is a continuous upflow monomedia (sand) type with a total
surface area of 2,400 square feet. The filter hydraulic loading rate varies based on the
design flow basis. For maximum monthly flow, the rate is 3.0 gpm/ft2; for maximum
daily flow the rate is 4.0 gpm/ft2. Metcalf & Eddy lists a filter loading rate of 5.0 gpm/ft2
for these type of filters so both rates are within accepted design criteria.
Based on past calculations of 3.0 gpm/ft2, the effluent filter system has a capacity of 10.4
mgd, which exceeds the filter loading rate for the projected maximum monthly flow of
7.60 mgd in 2017. At 4.0 gpm/ft2, the capacity is 13.8 mgd which meets the projected
maximum monthly flow in 2031 of 11.3 mgd. Although the calculations show that the
filters are adequate through the 20 year planning period, operators of the plant have
experienced difficulty getting good TSS reductions through the filters when flows near 10
mgd. Installation of additional sand filters, or some other alternative filtering system, may
be necessary in the near future to accommodate higher winter time flows.
City of Marysville 8-5
Sewer Comprehensive Plan November 2011
The system includes two 720 gpm pumps at 5 hp each to handle filter reject water flow.
The estimated reject water flow was 512 gpm, but has proven to be closer to 750 gpm.
Both pumps must run to keep up with the reject flow. An additional pump was purchased
as a spare, for back up to this station, but upsizing of the pumps and/or wet well needs to
be considered in the not too distant future, and is included as part of the 6 year CIP. In
addition to the reject pumps, there is also a hypochlorite system in place to reduce the
amount of algae recycled back to the ponds.
The coagulant used for effluent filtration is alum at a design dose of 100 mg/L. At the
projected maximum monthly flow of 11.3 mgd in 2031, the WWTP will use about 9,674
lbs/day of alum.
11.3 mgd x 100 mg/L alum x 8.34 = 9,674 lbs/day
At a density of 80 lbs/ft3 for liquid alum, the coagulant feed system will need to supply
900 gallons per day of alum at maximum month flow. The chemical metering system
includes three metering pumps, each sized at 600 gpd and three storage tanks sized at
2,500 gallons. Total storage, therefore, is 7,500 gallons.
The chemical metering pumps are capable of meeting maximum month demand with one
pump out of service. However, the storage capacity under 2031 maximum month
conditions is only 6.6 days. Thirty day storage is desirable but with a reliable supplier
less storage is acceptable. Alum is currently delivered to the plant every week to two
weeks, depending on flows, with a two to three day order time. By 2031, the city may
need to add at least one additional 2,500 gallon storage tank for alum to increase storage
capacity. According to the manufacturing representative, the life of an alum tank is
approximately 20 years. Two of the existing alum tanks were installed during the 1994
upgrades and the third tank was installed during the 2004 upgrades.
DISINFECTION
The WWTP has two methods available for disinfection. One, UV disinfection, is the
primary disinfection method and is designed to treat a maximum monthly flow of 12.7
mgd. This UV system by Infilco Degremont is a vertically oriented arrangement installed
in two channels. Each channel contains six Aquaray 40 units with 40 low-pressure, high
intensity lamps each. With both channels, the system has a maximum of 480 lamps for
use. The UV system is controlled to increase its dose based on higher flows and reduced
transmittance. A single Allen Bradley 1200 screen monitors the operation of the UV
system.
The capacity of the UV system exceeds the 2031 projected maximum monthly flow of
11.3 mgd and therefore is adequate for the planning period of 20 years.
The chlorine contact tank and hypochlorite system serve as a reserve disinfection system.
The chlorine contact tank of 175,000 gallons provides sufficient capacity for 4.2 mgd at
8-6 City of Marysville
November 2011 Sewer Comprehensive Plan
the recommended contact time of 60 minutes. At a flow of 12.7 mgd, the contact time is
20 minutes, or less than the Orange Book recommendations.
In addition to providing a reserve method of disinfection, the existing hypochlorite
system is also utilized to maintain a chlorine residual of 0.1 mg/L for discharge to the
City of Everett’s South Effluent Pump Station (SEPS). This requirement of the interlocal
agreement with Everett is presented in Appendix B.
EFFLUENT DISPOSAL
The City’s WWTP utilizes two outfalls for effluent disposal. One is a deepwater outfall
in Puget Sound owned by Kimberly Clark. This marine outfall to Puget Sound is used
primarily during low river flow conditions in Steamboat Slough. Effluent conveyance
facilities used for this outfall system include an effluent pump station with four 4,700
gpm pumps, a 36-inch HDPE pipeline crossing under Ebey, Steamboat, and Union
Sloughs, twin 26-inch HDPE pipes to the South Everett Pump Station, and a 30-inch
magnetic flow meter. The other means for effluent disposal includes a 28-inch HDPE
pipeline to an outfall in Steamboat Slough with a 20-inch magnetic flow meter. This
outfall is used during high river flow conditions.
Ecology Orange Book reliability requirements state that pumping stations must be
capable of pumping peak flow with the largest unit out of service. Peak pumping
capacity with three of the four effluent pumps is 20.3 mgd, which exceeds the projected
peak flow of 16.9 mgd in 2031. Pipeline velocity at peak flow in the twin 26-inch
pipelines (OD) to Everett would be an estimated 5 feet per second. For the single 28-inch
pipe (OD) to Steamboat Slough, the pipeline velocity at peak flow would be
approximately 8 fps. Since the velocities in both pipeline systems are below the
maximum design value of 10 fps, these pipeline velocities are acceptable.
City of Marysville 8-7
Sewer Comprehensive Plan November 2011
EVALUATION OF WATER RECLAMATION AND REUSE
This Plan evaluates the potential for wastewater reuse from the WWTP. Wastewater
reuse can potentially be cost-effective by generating revenue from selling reclaimed
effluent to customers for non-potable uses, while providing environmental benefits. This
section presents a brief evaluation of the feasibility of reusing effluent from the WWTP.
Chapter 4, in part, covers regulations concerning water reuse.
The Washington State Water Reclamation and Reuse Standards define four classes of
reclaimed water (Classes A, B, C and D), distinguished by treatment technologies and the
final bacterial concentration. Class A reclaimed water, the highest classification, is
generally required for uses with potential for public contact, such as would be
encountered in the City. Under RCW 90.46, Class A reclaimed water means reclaimed
water that, at a minimum, is at all times an oxidized, coagulated, filtered, disinfected
wastewater. To meet Class A reclaimed water standards, the facility effluent must be
coagulated and filtered in order to meet a turbidity standard. Reclaimed water must be
disinfected to meet a coliform standard that is much stricter than the standard for
secondary effluent. In addition, reclaimed water processes must meet the reliability and
redundancy requirements in the state standards.
Generally, the state standards require system storage capacity, for interruptions in the
final reuse system, and bypass storage, to store partially treated wastewater that does not
meet the reclaimed water standards. Where no alternative reuse or disposal system
exists, system storage capacity shall be the volume equal to three times that portion of the
daily flow of reuse capacity, and bypass storage at least one times that volume. However,
the City is permitted for discharge to Puget Sound based on limits established for
CBOD5, TSS, ammonia, and fecal coliform. It is possible that the City can meet its
NPDES discharge limits, yet at times not meet all of the limits for Class A reclaimed
water. Thus, storage at the WWTP may not be a requirement. The City can utilize its
outfall or the Everett discharge in these instances.
Potential for Reuse
Potential uses of reclaimed water for the City are limited, but several possible beneficial
uses are discussed below. Most of these potential uses would require Class A reclaimed
water.
Industrial Cooling Water
One potential use for reclaimed water is industrial cooling water for cogeneration power
plants. The city has been approached over the past several years by more than one
company that was interested in using the city’s effluent for this purpose. However, no
interest has been shown recently for this use.
8-8 City of Marysville
November 2011 Sewer Comprehensive Plan
Irrigation/Landscaping Use
Potential uses of reclaimed water include irrigation of park grounds and golf courses. In
the vicinity of the WWTP is Jennings Nature Park (31 acres) and Jennings Memorial
Park (20 acres). The Jennings Memorial Park is primarily used for recreational facilities,
including baseball and play areas. About 2 miles northeast of the WWTP is the 120-acre
Cedarcrest Golf Course. The golf course is owned and operated by the City of
Marysville Parks and Recreation Department.
Fire Protection
Reclaimed water can be used for fire protection in hydrants and sprinkler systems located
in commercial or industrial facilities, hotels, and motels.
Ground Water Recharge
Another possible use for reclaimed water is ground water recharge or aquifer
replenishment.
Other Possiblities
Possible uses for reclaimed water by the City’s public works department includes using
the water in street sweepers, to wash down streets, to flush sanitary sewer lines, or as
washdown water at its wastewater treatment plant.
Offsets to Existing Water Rights
The service area for the City of Marysville is supplied potable water from several
different sources as presented in Table 8-3.
City of Marysville 8-9
Sewer Comprehensive Plan November 2011
TABLE 8-3
Sources of Supply for the Marysville Coordinated Service Area(1)
Primary Supply Source
Reliable
Capacity (mgd)
Water Rights
(mgd)
Everett-Marysville Pipeline 13.15 13.15
Stillaguamish Ranney Collector 3.2 3.2
Edward Springs 2.5 2.1
Lake Goodwin Well 0.5 0.8
Subtotal 19.35 19.25
Secondary Supply Source
Highway 9 Well 1.4 1.4
Sunnyside Well No. 2 1.1 1.1
Subtotal 2.5 2.5
Total 21.85 mgd 21.75 mgd
(1) City of Marysville 2009 Water System Plan Update.
Based on the City’s Water System Plan, the projected demands for 2028 are 16.6 mgd
average day, and 22.9 mgd peak day. In addition, the City of Everett has certified water
rights of 246 mgd for its overall service. Currently, the City of Everett operates its
filtration plant at less than 100 mgd. Because of existing and potential water rights, use
of reclaimed water would have a minimum impact offsetting water rights.
Wetlands Flow Augmentation
Reclaimed water can be used to augment flow in wetland areas. In fact, the City has
created a wetland area near its WWTP which is now classified as a natural wetland area.
However, other wetland areas are owned by the Tulalip Tribes. The Tribe has not
expressed any interest for use of its wetland areas for this purpose.
Of the potential uses for reclaimed water, irrigation/landscaping provides the highest and
most reasonable alternative for reuse. This alternative is presented in more detail below.
CONCEPTUAL DESIGN AND COST ESTIMATE
Irrigation Demands
Irrigation rates were estimated from the net irrigation demands listed in the Washington
State Irrigation Guide for turf grass at the Everett Station. The annual net irrigation
demand is 13 inches/year with an irrigation season from mid May to mid November
(6 months/year). The irrigation demand varies during the irrigation season, with the peak
irrigation demand in July (4.46 inches). Table 8-4 lists estimated potential reclaimed
water usage for irrigation.
8-10 City of Marysville
November 2011 Sewer Comprehensive Plan
TABLE 8-4
Potential Irrigation Use for Reclaimed Water
Irrigation Area
Irrigated Area
(acres)
Annual(1) Usage
(MG/year)
Peak(2) Day
(gpd)
Cedar Crest Golf Course 120 42.40 605,000
Jennings Memorial Park(3) 10 3.6 50,000
Jennings Nature Park(4) 10 3.6 50,000
Total 140 49.6 705,000
(1) Annual irrigation usage based on 13 inches per year over a 6-month irrigation season per
Washington State Irrigation Guidelines, Everett location.
(2) Peak day irrigation usage based on an irrigation demand of 4.46 inches in July.
(3) Estimated irrigated area 50 percent of total.
(4) Estimated irrigated area 33 percent of total.
According to the Water Reclamation and Reuse Standards, Class A reclaimed water is
required for irrigation of public areas. The estimated peak day demand is 705,000 gpd,
approximately 15 percent of the current annual average flow.
Production of Reclaimed Water
The WWTP currently produces secondary effluent for discharge to Puget Sound.
Production of Class A reclaimed water would be required for irrigation of public contact
areas. As production of reclaimed water is more expensive then secondary effluent, it is
recommended to develop a sidestream water reclamation process.
Several alternatives are available for production of reclaimed water. Under RCW 90.48,
Class A reclaimed water must be continuously oxidized, coagulated, filtered and
disinfected. The existing facility provides the oxidation step so the sidestream process
must contain a coagulation system, filter, and UV disinfection system. The Class A
reclamation sidestream would be operated when there is a demand for irrigation water.
At other times, and in case Class A reclamation standards are not met, the sidestream
would shutdown and the main facility would process and discharge (alternate disposal
system). Reclaimed water system storage or bypass storage is not required.
The reclaimed water sidestream will be sized to provide the annual average demand with
a 25 percent factor for additional capacity. Peak day demand will be met with off-site
storage. The average annual usage is 49.6 MG, but distributed over a 180-day period.
The design capacity is 0.275 mgd plus 25 percent, or 0.34 mgd. Rounding up, the design
of the sidestream reclaimed water system would be 0.35 mgd.
Coagulation and Filtration
Existing coagulation chemical feed equipment and sand filters are used at the WWTP.
The filtration system is a continuous, monomedia type which will tripled to 2,400 square
feet of filter surface area in the 2004 Phase 2 plant upgrade. The coagulation chemical
City of Marysville 8-11
Sewer Comprehensive Plan November 2011
feed system uses alum at a dosage of 100 mg/L. There are three metering pumps and
three alum storage tanks.
Recent performance data show that the filters produce an effluent with an average TSS of
22 mg/L. Therefore, it is not expected that the filters are capable with the current feed
and loading to produce an effluent turbidity less than 2.0 NTU as required for reuse
standards. Therefore, a separate sidestream filter process should be constructed.
To meet Class A reclaimed water standards, the coagulation and filtration equipment
would need to be continuously monitored to ensure filtered turbidity of less than 2.0
NTU.
UV Disinfection System
The WWTP has a UV system but it is designed for secondary effluent standards. For
Class A reclaimed water, the UV disinfection system must be capable of disinfecting
filtered secondary effluent to produce an effluent with 2.2 total coliform/100 mL (weekly
median). The effluent UV transmittance (a measure of UV absorbance by dissolved or
suspended materials in the water) was estimated at 60 percent, for filtered Marysville
effluent based on field measurements. The National Water Research Institute has
developed guidelines for UV disinfection, which recommend a design dose of 100
mJ/cm2 for production of reclaimed water from media-filtered effluent.
The reclaimed water UV disinfection system will be a low pressure, horizontal, high
intensity UV system consisting of three reactors in series, one as standby. Each UV lamp
is capable of disinfecting 5 gpm per lamp. Based on this criteria, 75 lamps will be
provided, 25 lamps per reactor.
Alarms and Telemetry
The use of reclaimed water for irrigation in open access areas demands a higher level of
quality control than normal WWTP operations. An alarm system will be installed to
notify staff if the coagulation, filtration, or disinfection systems fail, or if the reclaimed
water quality falls below an acceptable level. The level of the reclaimed water reservoir
described production control system. At this point, the reclaimed water production will
cease and effluent will be recycled back to the lagoon system.
Distribution and Storage
The layout of the distribution system is shown in Figure 8-2.
Irrigation of public access areas, such as schools, must be performed at the time when
risk of public contract is least (nighttime). Assuming a 6-hour irrigation period
(11:00 p.m. to 5:00 a.m.), the peak day irrigation demand is 1,960 gpm
(705,000 gpd/6 hr). Instead of producing reclaimed water at this rate, it is more cost
effective to operate the reclaimed water facility 24 hours per day at a lower rate, and
8-12 City of Marysville
November 2011 Sewer Comprehensive Plan
provide irrigation distribution storage. Approximately 600,000 gallons of storage will be
required for equalization located in the vicinity of the Cedarcrest Golf Course.
A pump station and transmission main will convey the reclaimed water from the WWTP
to the irrigation storage reservoir. The elevation at the discharge of the reclamation
facility would be about 5 feet and the elevation at the irrigation area is about 105 feet.
The pumps (one duty, one standby) will be rated at 500 gpm at 140 total dynamic head
(TDH). The motor horsepower will be 40 hp, 3 phase.
Total irrigation supply pumps will be provided to transfer reclaimed water from the
storage reservoir to the golf course irrigation system. Three of the pumps will operate to
provide the necessary irrigation demand in 6 hours. One pump will be standby. Each
pump will be sized for 560 gpm at 70 psi to produce sufficient pressure for golf course
irrigation. The motor horsepower will be 50 hp each. Irrigation for the smaller areas in
Jennings Park will be provided from the transmission main and pump station.
Approximately 17,900 LF of 8-inch pipe will be required between the WWTP and the
storage reservoir located on the golf course, primarily following City rights-of-way. An
additional 1,500 LF of pipe has been estimated to supply reclaimed water from existing
irrigation connections.
ECONOMIC FEASIBILITY OF REUSE
Production of reclaimed water is economically feasible if the cost of producing and
distributing reclaimed water is less than the cost of purchasing potable water. The
economic feasibility of reuse if evaluated by comparing the annualized cost of providing
reclaimed water ($/gal.) with the current purchased price.
The City’s water billing is based on a meter size and then a volume change over a certain
use. For the two smaller connections at Jennings Park, a 4-inch meter is assumed. For a
4-inch meter, the bimonthly meter charge is $310 with an allowance of 150,000 gpd. For
use in excess of 150,000 gallons, the volume charge is $2.02/1,000 gallons. Similarly,
for a 6-inch meter, the meter charge is $735 with an allowance of 150,000 gallons. For
the annual usage estimate in Table 8-5; the estimated cost for potable water is $101,530.
Capital costs for constructing the treatment, storage and distribution system are
summarized in Table 8-5.
City of Marysville 8-13
Sewer Comprehensive Plan November 2011
TABLE 8-5
Capital Cost Estimate for Water Reuse System
Item Quantity Unit Unit Price Total Price
Mobilization/Demobilization 1 LS $150,000 $ 150,000
Class A Filtration System 1 LS $200,000 $ 200,000
Class A UV Disinfection System 1 LS $245,000 $ 245,000
Alarms and Instrumentation 1 LS $ 25,000 $ 25,000
Reclaimed Water Pump Station 1 LS $150,000 $ 150,000
Reclaimed Water Pipeline 17,900 LF $ 75 $1,327,500
Reclaimed Water Reservoir 1 LS $600,000 $ 600,000
Irrigation Supply Pumping Station 1 LS $160,000 $ 160,000
Irrigation Supply Piping 1,500 LF $ 60 $ 90,000
Subtotal $2,941,500
Contingency (20%) $ 589,500
Subtotal $3,537,000
Sales Tax $ 314,793
Total Construction Cost $3,851,793
Engineering and Administrative Costs (25%) $ 962,948
Total Estimated Project Cost (Rounded) $4,800,000
The estimated annual operation and maintenance cost for the reclaimed water system is
per year, as shown on Table 8-6.
TABLE 8-6
Annual O&M Cost Estimate for Water Reuse System
Item
Annual
Quantity
Unit
Unit Price
Annual
Cost
Labor (2 hr/day) 240 HR $35 $8,400
Electricity 180,000 kWhr $0.07 $12,600
Maintenance(1) 1 LS $17,400
Lab/Miscellaneous 1 LS $10,000
Total Annual Cost $48,400
(1) 3 percent of capital cost of new equipment.
Table 8-7 provides a comparison of the annual cost for reclaimed water to the existing
cost for irrigation with potable water. The annualized debt service based on a 20-year
1.5 percent PWTF loan for the capital cost would be $279,360/year. Combined with the
additional O&M cost of $48,000, and the annual average demand of 49.6 MG, the cost
for reclaimed water would be $6.60 per 1,000 gallons.
8-14 City of Marysville
November 2011 Sewer Comprehensive Plan
The annual cost for potable water is $101,530 or equivalent to $2.05 per 1,000 gallons.
Therefore, production of reclaimed water does not appear to be economically feasible at
this time.
TABLE 8-7
Comparison of Reclaimed Water and Potable Water Costs
Water Reuse Alternative Potable Water Use
Capital Cost $4,800,000 N/A
Annual O&M Cost $ 48,400 $101,530
20-Year Present Worth(1) $5,630,960 $1,743,067
Annual Debt Payment $ 279,360 N/A
Total Annualized Cost $ 327,760 $101,530
Cost of Water ($/1,000 gal) $6.60 $2.05
(1) 1-1/2 percent, 20-year basis for present worth.
WWTP
CLASS "A" WATER RECLAMATION SIDE STREAM FACILITY AND PUMP STATION
JENNINGS PARK RECLAIMED WATER8" PIPELINE
CEDARCRESTGOLF COURSEIRRIGATIONRESERVOIR
SR 9SR 529GROVE ST 83RD AVE NE27TH AVE NE64TH ST NE
108TH ST NE
4TH ST
88TH ST NE
CEDAR AVE8TH STBEACH AVE44TH ST NE
71ST AVE NE79TH AVE NESUNNYSIDE BLVD80TH ST NE 48TH DR NE61ST ST NE
40TH ST NESHOULTES RD76TH ST NE
M A R IN E D R N E I-588TH ST NE 51ST AVE NE100TH ST NE
51ST AVE NE84TH ST NE
SUNNYSIDE BLVDSewer Comprehensive Plan
Proposed Reclaimed Water System
Figure 8-2
0 2,000 4,000 6,0001,000 Feet
Proposed reservoir
Proposed pipeline
Sewer trunk lines
Sewer Lines
Sewer service area (UGA)
City of Marysville 8-15
Sewer Comprehensive Plan November 2011
WWTP RECOMMENDED IMPROVEMENTS
This plan includes several recommended mechanical improvements for the current plan
period as shown below.
• Replacement or reconstruction of the concrete influent parshall flume at the
headworks of the plant, or to install a fiberglass insert to correct the current
deficiencies in the flow measurement there. The existing concrete structure would
need to be resurfaced and leveled. This work is projected to be completed in year
2013 and the budgetary cost is projected at $50,000.
• Extension of the filter reject line from the West Trunk Pump Station to Complete
Mix Cell 1A at the headworks of the plant. This work is projected to be completed
in the year 2013 and the budgetary cost is projected at $117,000.
• Upsizing of the filter reject pump station wet well and pumps. This work is
projected to be completed in year 2014 and the budgetary cost is projected at
$500,000.
• Construction of a pre-settling basin to allow flocculation and settling prior to
effluent filtration. This work is projected to be completed in year 2015 and the
budgetary cost is projected at $1,000,000.
• Replace the existing barscreens with a barscreen that has a 3/8” or smaller bar
spacing, or replace with an alternative screen that meets the 3/8” spacing
requirement. This work is projected to be completed in year 2017 and the
budgetary cost is projected at $500,000.
• A preliminary biosolids profile is scheduled for year 2016. This will be used to
assess the need for biosolids removal, but it is not anticipated that the removal
will take place within this 6 year comprehensive plan.
Future planned WWTP improvements, outside of the current plan period, include the
addition of aerated cells #7 and #8, and addition of alum storage capacity. (Capital
Facilities Plan, KCM 2001). These improvements will be assessed as future flows and
loadings increase.
Table 8-8 provides a list of both capital improvements and other recommendations for the
WWTP.
8-16 City of Marysville
November 2011 Sewer Comprehensive Plan
TABLE 8-8
Recommended WWTP Improvements and Actions
Description Year
Replacement or reconstruction of the Headworks Parshall Flume 2013
Extension of the Filter Reject Line to Complete Mix Cell 1A 2013
Upsizing of the Filter Reject Wet Well and Pumping System 2014
Pre-Settling Basin prior to Effluent Filtration 2015
Preliminary Biosolids Profile 2016
Screen Replacement for the Mechanical Barscreens 2017
Costs associated with these improvements are also summarized in Chapter 11, Capital
Improvement Plan.
City of Marysville 9-1
Sewer Comprehensive Plan November 2011
CHAPTER 9
BIOSOLIDS MANAGEMENT
GENERAL
This Chapter discusses and estimates the quantity and quality of biosolids that
accumulate in the oxidation ponds of the City’s WWTP. Information on biosolids is
based on data found in the 1997 Comprehensive Sanitary Sewer Plan, testing data from
2002 provided by Hammond Collier & Wade-Livingstone Engineers, and other
information provided by City staff.
The City removed approximately 4,300 dry tons of biosolids from its oxidation ponds in
2003. This quantity represented an accumulation of 40 years, primarily in the south end
of the ponds. The method used was dredge and dewater, hauling, and land application.
The cost was about $1.4 million exclusive of trucking costs.
This Chapter also presents a discussion of biosolids regulations and future management
of biosolids.
BIOSOLIDS REGULATIONS
Regulations pertaining to biosolids include 40 CFR Part 503, WAC 173-308, and WAC
173-200.
40 CFR PART 503
40 CFR Part 503, regulating the disposition of municipal sewage sludge, went into effect
in 1993. The 503 rule applies to the sewage sludge generated from municipal wastewater
systems, i.e., municipal wastewater treatment systems, and domestic septic tanks. EPA
allows states the ability to enforce their own version of biosolids regulations. Under 40
CFR 503, these state biosolids regulations must be at least as stringent as the federal 503
regulations.
WAC-173-308 BIOSOLIDS MANAGEMENT
The State of Washington has adopted the 503 requirements in its own regulations
governing the use or disposal of biosolids, WAC 173-308. These regulations became
effective in March 1998 and are enforced by the State Department of Ecology (Ecology).
The requirements in WAC 173-308 are very similar to the requirements of the federal
503 regulations.
9-2 City of Marysville
November 2011 Sewer Comprehensive Plan
There are three fundamental elements of the federal 503 and state 308 regulations that
establish minimum criteria for beneficial use of biosolids:
(1) pollutant concentrations and application rates
(2) pathogen reduction measures
(3) vector attraction reduction measures
Trace Pollutant Concentrations and Application Rates
Maximum allowable concentrations in biosolids are established for nine heavy metals
(arsenic, cadmium, copper, lead, mercury, molybdenum, nickel, selenium and zinc). If a
biosolids sample exceeds the ceiling concentration of any of these metals, it cannot be
land applied. A second pollutant threshold concentration is identified for Exceptional
Quality (EQ) biosolids. If biosolids are shown to be below these concentrations, they
may be considered EQ, and thus be eligible for relatively unrestricted land application,
provided they meet other EQ requirements. To be considered “EQ,” biosolids must not
only meet the EQ pollutant requirement, but also meet Class “A” pathogen reduction
requirements and vector attraction reduction requirements (see below).
Cumulative trace pollutant loading rates for biosolids are designated for these nine heavy
metals. These rates cannot be exceeded during the life of an application site. Once a
cumulative loading limit is reached for a particular limiting pollutant, the land can no
longer receive biosolids containing any level of the limiting pollutant. Annual trace
pollutant loading rates are also set for the same nine heavy metals.
Pathogen Reduction Requirements
In order for biosolids to be land applied, they must meet specific criteria demonstrating a
minimum level of treatment to reduce the density or limit growth of pathogenic bacteria.
By meeting these minimum criteria, a biosolids sample is referred to as meeting Class
“B” pathogen reduction requirements. The term "Class B biosolids" is sometimes
erroneously referred to as any biosolids meeting all minimum criteria that allow the
biosolids to be land applied, which is not the case. Biosolids must meet vector attraction
reduction requirements and minimum pollutant concentration standards as well as Class
“B” pathogen reduction requirements (at a minimum) in order to be acceptable for land
application.
Class “B” biosolids must meet one or more of three alternative criteria for pathogen
reduction described in the 503 and 308 regulations. The 503 and 308 regulations provide
six alternative methods to demonstrate that biosolids are Class “A” with respect to
pathogens. When biosolids meet the Class “A” standard, they are subject to fewer
restrictions for land application as long as they also meet the lower (WAC-173-308)
Table 3 pollutant concentration thresholds and vector attraction reduction standards.
City of Marysville 9-3
Sewer Comprehensive Plan November 2011
Vector Attraction Reduction Requirements
The third minimum requirement for biosolids to be land applied is the vector attraction
requirement. This measure is designed to make the biosolids less attractive to disease-
carrying pests such as rodents and insects. These measures typically reduce the liquid
content and/or volatile solids content of the biosolids or they make the biosolids
relatively inaccessible to vector contact by soil injection or tilling. The 503 and 308
regulations list seven alternative treatment techniques and/or laboratory tests that would
qualify a sludge as meeting vector attraction reduction requirements. If biosolids are not
treated by one of the listed treatment techniques to provide vector attraction reduction,
and if it does not pass the laboratory tests for vector attraction reduction, then it can meet
the requirements during land application by subsurface injection or immediate tilling into
the ground.
Management Practices
For biosolids that are Class “B” with respect to pathogens and have met the three criteria
discussed above, the 503 and 308 regulations identify specific management practices that
must be followed during land application of biosolids. The biosolids must be applied at a
rate that is equal to or less than the agronomic rate. The placement of biosolids on land
cannot adversely affect a threatened or endangered species. Biosolids cannot be applied
to ground in a manner that would cause it to enter wetlands or a surface water body (e.g.
on frozen ground or snow-covered ground) nor can it be applied within 10 meters or less
of surface water. Class “B” biosolids may not be applied to lawns or gardens.
If biosolids meet lower pollutant threshold limits, Class “A” pathogen reduction
requirements, and vector attraction reduction requirements, they are eligible for relatively
unrestricted application. Biosolids in this category are referred to as "Exceptional
Quality" (EQ). EQ biosolids can be containerized and sold or given away in quantities
up to one metric ton provided a label or information sheet is provided with:
(1) the biosolids preparer's name and address,
(2) sufficient information (nitrogen concentrations) for the recipient to
determine an agronomic rate of application,
(3) a statement that application is prohibited except in accordance with
instructions provided with the container.
Monitoring Requirements
Monitoring frequencies are based on quantities of biosolids produced. (It is not generally
necessary to verify that pathogen and vector attraction reduction measures are met for
9-4 City of Marysville
November 2011 Sewer Comprehensive Plan
each individual load of biosolids that is land applied, per WAC 173-308-150 (3)). The
actual monitoring frequencies will depend on the frequency of applications.
Record-keeping, Reporting and Certifications
The 503 and 308 regulations have specific record-keeping, reporting, and certification
requirements for land application of biosolids. The general biosolids permit implements
requirements for record keeping and reporting in accordance with WAC 173-308-290 and
–295. Records must be kept for meeting all pathogen reduction and vector attraction
reduction requirements for biosolids and domestic septage. For biosolids, records must
be kept of analyses performed for meeting trace pollutant criteria. Ecology requires that
all facilities, regardless of size, make annual reports to both Ecology’s headquarters and
the appropriate regional office, by March 1st of each year.
Permitting
WAC-173-308-310 lists permitting requirements for municipalities managing biosolids.
The primary permit required for biosolids management activities is the State General
Permit for Biosolids Management. The permittee must carry out public notice as
required under WAC 173-308-310(11), and public hearings if required, in accordance
with WAC 173-308-310(12), and comply with requirements of the State Environmental
Policy Act (SEPA) as stipulated under WAC 173-308-310(030).
Treatment works treating domestic sewage that come under the State general permit must
also comply with requirements of the State Environmental Policy Act (SEPA) per WAC
173-308-030. The Department of Ecology carries out public notice as a part of the
process of issuing a general permit. Public notice requirements for facilities subject to
this permit vary depending on the purpose the notice is serving and the quality of
biosolids being managed. When a facility applies for initial coverage under the general
permit it must carry out public notice for that purpose as specified in WAC 173-308-
310(11). Notification must be made to the general public, affected local health
departments, and interested parties.
WAC-173-308-205 SIGNIFICANTLY REMOVE MANUFACTURED INERTS
WAC-173-308-205 requires all biosolids (including septage) or sewer sludge to be
treated by a process such as a physical screening or another method to significantly
remove manufactured inerts prior to final disposition. Meeting this requirement may
occur at any point in the wastewater treatment or biosolids manufacturing process.
Meeting the requirements can be accomplished by either of the following methods:
(a) Screening through a bar screen with a maximum aperture of 3/8 inch (0.95 cm).
City of Marysville 9-5
Sewer Comprehensive Plan November 2011
(b) Obtaining approval from the Department of Ecology for an alternative method
that achieves a removal rate similar to or greater than that achieved by the
screening standard in (a).
The requirements of WAC-173-308-205 must be met by July 1, 2012, or at the time of
final disposition if the material will not be managed prior to July 1, 2012.
The City looked into retrofitting their existing John Meunier bar screens to meet the new
requirement, and found that they could only be reduced to a minimum 1/2 inch spacing
which did not meet the department’s requirement. After looking at several alternative bar
screen makers and alternative screening options and the capital cost for each, the City has
opted to have the biosolids screened at the time of removal from the lagoons by the
contractor.
This method for meeting the requirement was discussed with the Department of Ecology
and was addressed in the City’s 2010 Application for Coverage Under the General Permit
for Biosolids Management.
BIOSOLIDS QUALITY AND CHARACTERISTICS
Table 9-1 presents the metals concentrations and other characteristics for biosolids from
the City’s oxidation ponds in 1994. Results from a 1994 hydrographic survey and
sampling program (Hammond Collier & Wade-Livingstone, 1994) showed that biosolids
accumulated in two zones. The “high solids zone” was located at the south end of the
ponds. The “low solids zone” was the remaining areas in the ponds. Biosolids
characteristics for both areas are presented in Table 9-1.
In 2003, Hammond Collier & Wade-Livingstone conducted additional sampling for the
City’s oxidation ponds prior to the biosolids removal project in 2003. These results are
presented in Table 9-2 for metal concentrations and other biosolids characteristics. In
addition to metals and solids characteristics, the City’s biosolids were also analyzed for
PCBs, pathogens, and vector attraction requirements. PCBs were found to be 1.0 mg/kg,
or less. Pathogen testing showed the density of fecal coliform to be significantly less
than the standard of 2,000,000 Colony Forming Units (FCUs) per gram of total solids
(dry weight basis). In addition, vector attraction requirements were met in all cases.
9-6 City of Marysville November 2011 Sewer Comprehensive Plan TABLE 9-1 Pollutant and Other Characteristics in Biosolids from Marysville WWTP (1994 Sampling Data) Parameter Metals Units Low Solids Zone High Solids Zone WAC-173-308 Table 3 Threshold (EQ) Compliance (Y/N) WAC-173-308 Table 1 Ceiling Conc. Limits Compliance (Y/N) Arsenic mg/kg 32 24 41 Yes 75 Yes Cadmium mg/kg 8 5.6 39 Yes 85 Yes Copper mg/kg 305 277 1,500 Yes 43 Yes Lead mg/kg 168 197 300 Yes 810 Yes Mercury mg/kg 6 1.3 17 Yes 57 Yes Molybdenum mg/kg 75 Nickel mg/kg 66 63 420 Yes 420 Yes Selenium mg/kg 32 22 100 Yes 100 Yes Zinc mg/kg 560 637 2,800 Yes 7,500 Yes Other Characteristics(1) Total Acre of Oxidation Ponds acres 44 23 67 N/A N/A N/A Volume cubic yard 76,985 34,100 111,085 N/A N/A N/A Solids Content percent 3.35 6.3 N/A N/A N/A N/A Mass Dry Solids tons 2,170 2,150 4,320 N/A N/A N/A Percent of Total percent 50% 50% 100% N/A N/A N/A (1) Results of the Lagoon Hydrographic Survey Results, Hammond, Collier & Wade-Livingstone, 1994.
City of Marysville 9-7 Sewer Comprehensive Plan November 2011 TABLE 9-2 Pollutant and Other Characteristics in Biosolids from Marysville WWTP (2002Sampling Data)(1) Parameter Metals Units Low Solids Zone (N) High Solids Zone (S) WAC-173-308 Table 3 Threshold (EQ) Compliance (Y/N) WAC-173-308 Table 1 Ceiling Conc. Limits Compliance (Y/N) Arsenic mg/kg 28 26 41 Yes 75 Yes Cadmium mg/kg 4.9 5 39 Yes 85 Yes Chromium mg/kg 359 357 N/A N/A N/A N/A Copper mg/kg 287 338 1,500 Yes 43 Yes Lead mg/kg 147 143 300 Yes 810 Yes Mercury mg/kg 1.63 2.97 17 Yes 57 Yes Molybdenum mg/kg 9.38 7.95 N/A N/A 75 N/A Nickel mg/kg 77 67 420 Yes 420 Yes Selenium mg/kg 6.9 7.8 100 Yes 100 Yes Silver mg/kg 18.3 21.4 N/A N/A N/A N/A Zinc mg/kg 635 803 2,800 Yes 7,500 Yes Other Characteristics Ammonia mg-N/kg 1,508 1,983 N/A N/A N/A N/A N-NO3 NO2 mg-N/kg 3.0 3.7 N/A N/A N/A N/A O-Phos mg-P/kg 63 175 N/A N/A N/A N/A PCB mg/kg <1 <1 N/A N/A N/A N/A Sulfate mg/kg 2,220 2,850 N/A N/A N/A N/A T-Phos mg/kg 4360 7,967 N/A N/A N/A N/A TKN mg/N/kg 21,000 23,650 N/A N/A N/A N/A Solids Content percent 10.3 15.3 N/A N/A N/A N/A (1) Results for the Biosolids Removal Project, Hammond, Collier & Wade-Livingstone, 2002.
9-8 City of Marysville
November 2011 Sewer Comprehensive Plan
In both Tables 9-1 and 9-2, the analytical results for metals are compared with the
pollutant limits listed in WAC 173-308. Generally, the higher the concentration of
pollutants the more restricted disposal options will be. If any of the WAC 173-308 Table
1 ceiling concentration limits are exceeded, the sludge is considered a solid waste, not
biosolids, and cannot be beneficially reused. If all of the pollutant concentrations are
below the Table 3 limits from WAC 173-308, the sludge is eligible for “EQ-exceptional
quality” status and thus relatively unrestricted management alternatives (assuming
appropriate pathogen reduction and vactor attraction measures are employed).
The City’s biosolids, as shown in Table 9-1 and Table 9-2, satisfied the requirement for
metals concentration for EQ biosolids. Another requirement for land application is
pathogen removal. To be classified as Class “B,” fecal coliform concentration must be
less than 2,000,000 MPN/gram. To meet Class “A” standards, the fecal coliform
concentration must be less than 1,000 MPN/gram. Analyses conducted in 2002 indicate
that the City’s biosolids complies with this requirement for Class “A.”
In order to land apply the biosolids as Class “B,” with respect to the pathogen removal,
the City must perform the following tests during the process of applying for the Biosolids
General Permit:
• Fecal coliform concentration (seven samples)
• Pollutant concentrations, including metals and PCBs.
• Vector attraction reduction, particularly the long-term anaerobic
degradability bench test.
In order to land apply biosolids as Class “A,” EQ biosolids, the City must perform the
following tests in addition to those for Class “B”:
• Enteric virus concentrated
• Viable helminthova concentrations
The 1994 analytical results showed an average concentration of total solids of 4.8
percent. The 2002 date showed a range for the north and south lagoon areas of 10 to 15
percent. Typical values for lagoon sludge are 3 to 15 percent, therefore, the City’s
concentration is considered normal.
The change in solids content from 4.8 percent in 1994 to an average of 12.8 percent in
2002 can be partly explained by the additional settling time. The additional time allows
additional consolidation of biosolids within the oxidation ponds. However, predicting the
change in solids content is difficult. In this case, the change was 8 percent in only
8 years.
City of Marysville 9-9
Sewer Comprehensive Plan November 2011
BIOSOLIDS MANAGEMENT
In the 2001 Capital Facilities Plan (TetraTech/KCM, Inc.), three biosolids management
alternatives were evaluated:
• Low rate lagoons
• High rate lagoons
• Mechanical solids handling
The recommended alternative was the low rate lagoons, the system which has been in
place for the past 40 years. The Capital Facilities Plan stated that if the selected
liquid-stream process was an activated sludge process, then the mechanical solids
handling would be required. However, because Phase 2 construction was an expanded
aerated lagoon system, biosolids storage, or the low rate lagoons, will continue as part of
the City’s plan.
The complete components of this low-rate lagoon plan included continued storage of
biosolids in the oxidation ponds and periodic removal by contract dredging, dewatering,
and disposal of the accumulated biosolids at an approved beneficial use facility. A
contractor will dredge the oxidation ponds, then dewater the biosolids onsite
(approximately 20 to 25 percent solids) with a mobile dewatering system. Biosolids that
meet the criteria for disposal at a contracted land application facility are transported by
the contractor and disposed at such a facility. Beneficial use facilities are located in
Cinebar, Lewis County (Fire Mountain Farms), Mansfield, Washington (Boulder Park),
and other eastern Washington sites.
As presented in Table 9-1, the City’s biosolids do meet some of the criteria for Class “A”
EQ biosolids. However, the complete analysis conducted in 2002 resulted in a Class “B”
biosolids classification. For future biosolids removal projects where Class “B” biosolids
are land applied at a beneficial use facility, the City must complete the following:
• Application for coverage under the Statewide General Permit for
biosolids. This action will include SEPA and public notice for the hauling
activity in Snohomish County and in the County where biosolids will be
land applied. The beneficial use facility will already have been permitted
for its site.
• Signed certification statements that the biosolids meet all application
quality regulations.
• Annual report to Ecology including laboratory results and records of
amount of biosolids that were land applied.
9-10 City of Marysville
November 2011 Sewer Comprehensive Plan
• Measure and report the nitrogen concentration in the biosolids to the
operators of the beneficial use facility.
• A contract with a Contractor(s) to dredge, dewater, haul and land apply the
Class “B” biosolids.
A contractor would use an auger-head dredge unit to remove the accumulated biosolids
from the oxidation ponds. Portable polymer feed and dewatering equipment, such as a
centrifuge or a belt filter press, would be installed on site to dewater the biosolids to 20 to
25 percent. The dewatered biosolids would be deposited into a truck for transport to the
beneficial use facility for land application.
The impact on current City staff would be temporary since the dredging, dewatering and
hauling operation can be completed in 4 to 6 months.
For contract hauling and land application of Class “B” biosolids, the primary challenge
for the City staff is to plan for the next biosolids removal project since biosolids were last
removed from the oxidation ponds in 2003. The schedule for the next removal project is
dependent upon a variety of factors, which are listed below:
• Loading rates to the WWTP
• Solids content of accumulated biosolids
• Percentage of oxidation ponds volume with accumulated biosolids
• Inert solids concentration
Most of these factors are considered in the following equation which calculates annual
sludge accumulate rate:
Ry = 365 QXi
x
Where: RY = annual accumulation rate, m3/yr
Q = average wastewater flow rate, m3/day
Xi = inert solids, mg/L
x = weight fraction of solids in the sludge, and
= density of water = 106g/m3
(Equation 4.4.1-High Performance Aerated Lagoon Systems, Linvil Rich, 1999.)
This equation can be modified slightly so that the annual accumulation rate is presented
in cubic yards per year. This unit is consistent with previous work which characterizes
the oxidation pond volume in terms of cubic yards. The modified equation with the
appropriate conversion units is shown below:
City of Marysville 9-11
Sewer Comprehensive Plan November 2011
Ry = 365 QXi
x (7.48 gal/ft3) (27 ft3/yd3)
Where: RY = annual accumulation rate, yd3/yr
Q = average wastewater flow rate, mgd
Xi = inert solids, mg/L
x = weight fraction of solids in the sludge, and
= density of water = 1 g/mL
Based on work completed for this Plan and references from previous work, information
about several of these factors is available. Existing and projected flows are shown in
Table 6-10. The weight fraction of solids in the sludge is an average of 4.8 percent
(Wastewater Treatment Hydrographic Survey and Biosolids Evaluation for the High
Solids Zone, HCW-L, 1996.) For this evaluation, the solids content value is rounded up
to 5 percent.
The primary unknown is the inert solids concentration. The City’s WWTP does not have
grit removal facilities at the headworks therefore a primary component of the
accumulated biosolids would be expected to consist of inert material.
One reference for this inert solids value is High Performance Aerated Lagoon Systems
(Rich, 1999). In the discussion for inert solids concentration, Rich notes that solids that
are subjected to stabilization processes over a period of several years can be expected to
display higher biodegradability than shorter processes such as 1 month. Furthermore, he
states that solids at 4 percent in a stabilized sludge that have been observed to accumulate
over a period of years, in aerated lagoon sludges, lead to an estimate of Xi of about 90
mg/L.
Comparing this inert concentration of 90 mg/L with the influent TSS concentration of
254 mg/L (Table 6-2) results in an inert fraction of 35 percent. According to Metcalf &
Eddy, a high strength wastewater, such as the City’s, could be expected to contain
75 mg/L as “fixed” or inert solids. However, other solids formed by the biological
process in the aerated lagoon will settle in the oxidation pond and stabilize over a period
of years. Most of these solids, but not all, will be converted to methane, ammonia, and
other reduced compounds. A small fraction will accumulate as inert material. Based on
the high concentration of influent TSS and the processes in the oxidation ponds, a value
of 90 mg/L would appear to be representative of the inert solids in the oxidation ponds.
With this value of 90 mg/L for Xi, the annual accumulation of biosolids can be estimated
from the equation presented above.
For the existing WWTP flow of 4.5 mgd, the annual biosolids accumulation is 14,635
yd3/year with a 5 percent solids content as shown below:
9-12 City of Marysville
November 2011 Sewer Comprehensive Plan
Ry = 365 (4.5 mgd) (90 mg/L)
(0.05) (1 mg/mL)(7.48 gal/ft3) (27 ft3/yd3)
= 14,635 yd3/year
Typically, biosolids are removed from wastewater lagoons every 10 to 20 years. A better
approach, however, is to establish a volume accumulation which would then establish the
next removal schedule. The 1996 HCW-L Report suggested 20 percent of the lagoon
volume as the basis for the need for the biosolids removal operation. The percentage
volume amounts to about 130,000 cubic yards. The solids content of the biosolids within
the oxidation ponds is a significant variable determining when the 20 percent level will
be reached. In addition, based on the available data, it is a variable which will change
over time. The 1994 data showed an average solids content of 4.8 percent but by 2002 it
had increased to 12.8 percent. The higher solids content means that less of the pond is
utilized for biosolids accumulation and that the schedule for the next biosolids removal
project can be extended.
Table 9-3 illustrates the potential difference with an average solids content of 5 percent
and 10 percent. The 5 percent solids represents the results of the 1994 sampling and 10
percent the average for the north lagoon in 2002. It is not known what solids content will
be representative when 20 percent biosolids accumulation is reached in the future.
TABLE 9-3
Biosolids Accumulation Rates
Year
Average
Annual Flow
(mgd)(1)
5 Percent 10 Percent
Annual
Biosolids
Accumulation
(yd3/year)(1)
Cumulative
Total in
Lagoons (yd3)
Annual
Biosolids
Accumulation
(yd3/year)(2)
Cumulative
Total in
Lagoons
(yd3)
2010 5.57 18,114 114,702 9,060 57,369
2011 5.75 18,700 133,402 9,353 66,722
2012 5.91 19,220 19,220 9,613 76,335
2013 6.07 19,740 38,960 9,873 86,208
2014 6.23 20,260 59,220 10,133 96,341
2015 6.39 20,781 80,001 10,394 106,735
2016 6.55 21,301 101,302 10,654 117,389
2017 6.71 21,822 123,124 10,914 128,303
2018 6.87 22,342 145,466 11,174 139,477
(1) Estimated flows from Table 6-10.
(2) Based on inert solids concentration, Xi of 90 mg/L.
In Table 9-3, with the lower solids content the next biosolids removal project would be
scheduled for 2011 based on a volume accumulation of 130,000 cubic yards. With the
City of Marysville 9-13
Sewer Comprehensive Plan November 2011
higher solids content, the next project would be in 2018. It is recommended that the City
conduct another study, similar to the ones in 1994 and 2002, to characterize actual pattern
and solids content within the oxidation ponds. The estimated cost for this study is
$15,000.
If the biosolids removal operation is conducted when sludge accumulation reaches 20
percent of lagoon capacity, approximately 133,000 cubic yards (5,620 dry tons at 5
percent solids) will be dredged, dewatered, and hauled. In the 2003 project, 4,300 dry
tons of biosolids were removed.
TABLE 9-4
Cost Estimate for Contract Land Application of Class “B” Biosolids(1)
Item Total Cost
Permitting and Sampling $ 15,000
Contractor Mobilization/Demobilization $ 50,000
Contractor Dredging and Dewatering(2) $2,107,500
Contracted Hauling and Land Application(3) $ 252,900
Subtotal $2,425,400
Contingency (20%) $ 485,080
Subtotal $2,910,480
Sales Tax (8.5%) $ 247,390
Total Construction Cost $3,157,870
Engineering and Administrative (8%) $ 250,000
$3,407,870
(rounded) $3,400,000
(1) 2011 estimate, based on 2004 dollars.
(2) Quote from Tri Max, Inc. at $377/dry ton
(3) Estimate from Fire Mountain Farms at $45/dry ton
In the City’s 2005 sewer comprehensive plan, the recommended schedule for biosolids
removal was based on the accumulation of approximately 5,620 dry tons. Therefore, the
next biosolids removal was projected for 2011 with another removal in 2018.
Although the City’s Utility Model Budget projected a cost of $2,080,000 for this project
in 2016, the solids have accumulated slower than previous projections. Given the slower
accumulation of solids, as measured by city staff twice per year over the past five years, it
is now projected that the next biosolids removal project will be scheduled for 2018 or
beyond.
Costs for biosolids dredging, screening, dewatering, hauling, and land application in 2018
or beyond, could easily exceed $4,000,000, given the estimates presented in Table 9-4
above, based on 2004 dollars, and including reasonable inflation factors.
City of Marysville 10-1
Sewer Comprehensive Plan November 2011
CHAPTER 10
OPERATION AND MAINTENANCE
INTRODUCTION
This Chapter addresses the operation and maintenance of the components in the City’s
sewer collection system. Those components include the pump stations and generators,
force mains, and gravity pipelines. The sections of this Chapter include responsibility
and authority, normal system operation, routine preventative maintenance criteria, current
staffing organization and needs, capacity management operation and maintenance
(CMOM) and future staffing needs, discharge policy, new construction, records, safety,
and emergency response procedures.
There are two primary objectives of this Chapter. The first objective is to provide
documentation of satisfactory wastewater system management operations in accordance
with WAC 173-230. This objective includes a description of the staff organization,
existing facilities and their normal operation. The second objective of this manual is to
provide an evaluation of staffing needs for existing responsibilities and new ones the City
may assume in the future. These future responsibilities may include tasks associated with
programs such as CMOM and the expanded collection system to serve growth.
RESPONSIBILITY AND AUTHORITY
The City is governed by a Mayor and seven council members. The Chief Administrative
Officer reports directly to the Mayor, and oversees the management of the Public Works
Department and its sewer system through the City’s Public Works Director. The
organization chart for the Public Works Department is shown in Figure 10-1.
There are currently a total of 87 FTEs on the Public Works staff. This department is
responsible for the water system, streets, storm sewers, sanitation, the wastewater
treatment plant, the sewer collection systems, and other special projects. Seven personnel
are assigned to the Wastewater Treatment Plant and are responsible for the operation and
maintenance of the plant and pump stations. Two lead workers and six maintenance
workers are assigned to the vactor crew. Three employees from the vactor crew spend
approximately 50 percent of their time flushing and cleaning the gravity sewer mains.
The entire vactor crew spends about 10 percent of their time with repair and maintenance
of sewer pipelines. Other tasks such as utility locates are done by water system
maintenance personnel. Altogether there are approximately 15 full-time employees
(FTEs) for the operation and maintenance of the wastewater treatment plant and sewer
collection system. Of this number, 4 FTEs are assigned to the wastewater treatment plant
and pump station maintenance.
10-2 City of Marysville
November 2011 Sewer Comprehensive Plan
PERSONNEL CERTIFICATION
The Washington State Department of Ecology, under WAC 173-230, requires every
operator in charge of a wastewater treatment plant to be certified at a level equal to or
higher than the classification rating of the facility. Under condition S5 of the City’s
NPDES permit, an operator certified for at least a Class III Plant shall be in responsible
charge of the day-to-day operations and an operator certified for a Class II Plant shall be
in charge during all regularly scheduled shifts.
There are currently no Washington State certification requirements for wastewater
collection system operators. However, the Department of Ecology encourages
participation in a program for collection system certification.
Table 10-1 summarizes the certification of staff personnel as of August 2011.
TABLE 10-1
2011 Wastewater Treatment Plant Personnel Certifications
Name Title Certification Level
Wastewater Treatment Plant Operations
Doug Byde Water Quality Manager Group IV
Jeff Cobb WWTP Lead, Operations Group III
Jason Crain WWTP Operator Group III
Shane Freeman WWTP Operator Group II
Wastewater Treatment Plant & Pump Station Maintenance
Dennis Roodzant WWTP Lead, Maintenance Group II & Collection
Specialist I
Steven Bryant WWTP Maintenance
Technician II
Group I
John Filori WWTP Maintenance
Technician I
Group I
Frank Stair WWTP Maintenance
Technician I
Group I
FULL-TIME EMPLOYEES (FTEs)
Characterization of staffing often refers to full-time employees (FTEs). One FTE is
defined as the equivalent manpower of one person working full time for one year. One
employee may work a maximum of 2,080 hours per year. However, due to vacation days
and other time off, the hours worked by one FTE is less than the maximum number of
hours. Based on the City’s policies of 10 holidays, 12 sick days, two training days, and
an average of 15 vacation days, one FTE is equal to 1,768 hours in 1-year.
City of Marysville 10-3
Sewer Comprehensive Plan November 2011
NORMAL SYSTEM OPERATION
The existing system of pump stations, force mains, and gravity lines is summarized in
Tables 5-1, 5-2, and 5-3 with additional details included in Appendix C.
The City’s wastewater collection system currently consists of 15 sewage pump stations,
approximately 4.2 miles of force main, and 210 miles of gravity sewer line. Detailed
operating instructions for pump station components are provided in the O&M Manuals
for each station. The manuals have been compiled by the pump manufacturers and are on
file at the wastewater facility.
ROUTINE AND PREVENTATIVE MAINTENANCE CRITERIA
Planning for present and future maintenance for the wastewater collection system can be
considered as a task equally important to planning capital improvements or system
expansion. If the maintenance effort is not expanded proportionately to system
expansion, the reliability and efficiency of the system may be diminished. Goals of the
maintenance program are to preserve the value of the physical infrastructure, and to
ensure that all wastewater is conveyed safely, efficiently, and reliably. A planned
preventative maintenance program provides the most cost-effective method for
performing the optimum level of maintenance at the lowest cost. In addition to the actual
maintenance tasks for system facilities, scheduling, administration, inventory, and record
keeping are key components of the City’s maintenance program.
The primary tasks associated with the operation and maintenance of the wastewater
collection system include inspection of pump stations and generators, televising and
flushing gravity sewer lines, and manhole inspection. Staffing and equipment
requirements vary greatly with age, size, and type of system.
For the City of Marysville, the annual budget for the operation and maintenance costs is
approximately $500,000. Table 10-2 shows a more specific breakdown of actual data and
costs.
TABLE 10-2
2010 Operation and Maintenance Budget for Collection System
Category Data
Annual Budget per Mile of Sewer $2,381.00
Maintenance Dollars per Service Connection $31.32
Maintenance Workers per Mile of Sewer 0.0238
Percent of System Cleaned Annually 33 percent (target)
Percent of System Video Recorded Annually 5 percent (target)
10-4 City of Marysville
November 2011 Sewer Comprehensive Plan
The City’s preventative maintenance (PM) program involves defining the tasks to be
performed, scheduling the frequency of each task, and then providing the necessary staff
to perform the task. The City’s current PM schedule for the major components of the
sewer collection system is shown in Table 10-3.
TABLE 10-3
Preventative Maintenance Schedule
Component
Visitation
Schedule
Maintenance Schedule
Telemetry Daily • System checked daily.
Gravity Sewer
and Manholes Every year
• Pipelines cleaned.
• Video inspected as required.
• Lines identified as potential problem areas
are maintained on a quarterly basis.
• Manholes inspected.
Force Mains As necessary • As necessary.
Pump Stations Weekly • Inspected 3 times per week.
• Site cleaned monthly.
• Wet well vactored out 2 or 4 times per year
depending on station needs.
Generators Weekly • Exercised automatically by the telemetry
system on a weekly basis.
• Fuel storage tanks are checked for fuel
level and refilled monthly.
• Preventative maintenance checks by in-
house mechanics twice per year.
• Annual services by Cummins Northwest.
PUMP STATION AND GENERATOR MAINTENANCE
An inventory of the mechanical equipment for each of the City’s sewage pump stations is
summarized in Table 5-3. The major pieces of information recorded by City personnel,
are pump run times, wet well level, running time pump amperage, and flow for major
stations.
Table 4-1 from the Water Environment Federation’s (WEF) Manual of Practice 7,
Wastewater Collection Systems Management provides an extensive list, of the tasks
associated with preventative maintenance at pump stations. Some of these tasks may not
be required as frequently, if at all, at some of the smaller pump stations. An abbreviated
table, Table 10-4, covers maintenance items for the City’s larger wet well/dry well pump
stations.
City of Marysville 10-5
Sewer Comprehensive Plan November 2011
TABLE 10-4
Pump Station Maintenance Schedule
Item Weekly Monthly Quarterly Yearly
Pump Station
Write down hours
Check pump cycle
counter
Check wet well
ventilation
Check for leaks in
dry well
Check sump pump
Check telemetry in
pump stations
Clean Floats
Clean and sanitize
dry well
Drain air
Compressors
Clean out Drain
Sumps
Pump out and
clean wet well
Grease all pumps
Clean check valves
Paint interior and
piping (5 years)
Check all force
mains that
discharge to
manholes
Check all Electric
panels
Inspect pump
impellers
Twice Per Year
Use portable
generator to test
transfer switches
and proper
electrical transfer
at stations without
onsite generators.
Generators Test Run Exercise
Check oil
Check coolant
level
Check and top off
fuel level
Twice Per Year
Check oil filter
Check air filter
Check battery fluid
level and fan belts
Check battery
terminals for
corrosion
Check alternator
output volts
Check RPM
Pump station staffing requirements vary greatly depending on the size and complexity of
the station as well as the scheduled maintenance routine. Inspection and maintenance
staffing needs typically range from 0.052 to 0.42, and 0.07 to 0.63 FTEs per pump
station, respectively. Combining both tasks results in a range of 0.12 to 1.05 FTEs per
pump station.
10-6 City of Marysville
November 2011 Sewer Comprehensive Plan
The City has three of its staff assigned to mechanical inspection of equipment at the
wastewater treatment plant and the pump stations. Each pump station is physically
inspected three times per week. The auxiliary generators are exercised and checked
weekly. Assuming a 50 percent allocation to pump station inspection and maintenance,
approximately 1.5 FTEs are assigned full-time to pump station maintenance. In addition
to the regularly scheduled inspections, the vactor crew pumps out each wet well 2 to 4
times per year, depending on the specific needs at each station. This work adds 0.2 FTE
to pump station maintenance. With an additional 0.3 FTE for supervision (20 percent of
the maintenance lead’s time), the City’s total for pump station O&M is 2.0 FTEs.
The City’s pump stations can be organized into two groups based on maintenance
requirements. Its smaller development type pump stations include Carrol’s Creek, Regan
Road, Cedar Crest Vista, 3rd Street, Kellogg Ridge, Quilceda Glen, Ash Avenue, Eagle
Bay, and the Waterfront Park pump stations. These pump stations are equipped with
small horsepower motors and do not have onsite auxiliary generators (with the exception
of Regan Road, which has an onsite generator). All of the stations are equipped with an
emergency generator plug that adapt to the City’s portable generator. A staffing value of
0.12 FTE is assigned to each of the small pump stations.
The City’s primary pump stations include Soper Hill, 88th Street, Marysville West,
51st Avenue, Sunnyside, and West Trunk. These six pump stations are equipped with
larger horsepower pumps and auxiliary generators (except Marysville West). In addition,
two of these pump stations, 51st Avenue and Sunnyside, have three pumps instead of the
standard of two found at other stations. It is assumed that the City’s six primary pump
stations require on average, 40 percent more manpower than the smaller pump stations.
A staffing level of 0.17 FTEs is assigned to each of the primary pump stations due to
their complexity and additional equipment.
Table 10-5 summarizes the estimated staffing requirements for the City’s pump stations
based on the two categories. The minimum recommended staffing level for the City’s 15
pump stations is 2.10 FTEs, which is only slightly greater than the current staffing level
of 2.0 FTEs. Based on the existing number of pump stations, the City’s staffing is
adequate for routine, preventative maintenance.
TABLE 10-5
Pump Station Inspection and Maintenance Staffing Requirements
Category Number Employees Per Total Employees
Developer 9 0.12 1.08
Primary 6 0.17 1.02
Total 15 2.10 FTEs
City of Marysville 10-7
Sewer Comprehensive Plan November 2011
GRAVITY SEWERS AND MANHOLES
The major maintenance activities with respect to gravity sewers and manholes are
periodic inspection and flushing. The older portions of the City’s sewer collection
system should be given special attention because of the potential for breaks in sewer lines
or accumulated solids in these areas. For the City of Marysville, the older sewers are
located in the neighborhood areas of Downtown, Cedar Crest, and Jennings Park. In
addition, sewers with minimum grade require more frequent cleaning. These sewers
were identified from the results of the hydraulic model and are shown in Appendix E and
Exhibit VI.
City staff has made cleaning its gravity sewers a priority with a goal of flushing its sewer
system every two and a half years. This frequency is supported by the results of the
hydraulic model, which showed that 45 percent of the modeled trunk sewers had pipeline
velocities less than 2 fps.
PIPELINE CLEANING
Periodic cleaning of the sewer collection system will ensure that sewers remain clear of
blockages and free of odors. Root intrusion, grease, and deposited solids are the most
common cleaning problems. Root intrusions develop through deteriorated joints or
broken pipe. Over time, roots cause restrictions in the pipeline, which may cause system
backups. Grease buildup in a pipe results from waste oils from commercial and
residential food preparation. Grease floats to the surface and coats the inside of the pipe.
Repeated coatings harden over time and may constrict the pipe diameter to a fraction of
its original size. Deposit of solids result from low flow pipelines or low pipeline
velocities. To maintain minimum scouring in pipelines, a velocity greater than 2-feet per
second is required. However, because of minimum slope, low flow, and misaligned
joints, this minimum velocity is not always achieved and solid material has an
opportunity to deposit in the pipe channel.
There are several methods available for pipeline cleaning: hydraulic, mechanical, and
chemical. Each one is described below.
HYDRAULIC CLEANING
Hydraulic cleaning refers to any application of water to clean the pipe. Typically, the
hydraulic unit is either trailer or truck mounted and has various sizes of water tanks and
different types of power drives. A water pump delivers water through a nozzle at a high
pressure and volume moving most materials in a pipe.
The newest development in high velocity cleaning is the addition of vacuum systems to
form a combination cleaner. This system employs the same cleaning techniques as high
velocity cleaners but also use a vacuum to remove material from the pipe. A positive
10-8 City of Marysville
November 2011 Sewer Comprehensive Plan
displacement or air pump is used to generate the vacuum. Water from the collected
material can be siphoned off and returned to the sewer system.
MECHANICAL CLEANING
Power rodding equipment is utilized to remove blockages in sewer pipelines such as
those caused by root intrusion or grease accumulations. The rod, which is stored on a
reel, is fed into the line and turned on automatically. Rodding machines can be trailer or
truck-mounted and are available with various engine sizes and a wide array of rod
diameters and lengths. Rodders are often used in conjunction with high velocity
hydraulic cleaners to first remove debris. Then, the rodder is used to remove the
blockage. For follow-up action, the high velocity cleaner should be used periodically to
prevent future buildup and blockages. The location of all blockages should be mapped
and used for the cleaning program.
CHEMICAL CLEANING
Chemical treatment can be used for root and grease control. Chemical products such as
copper sulfate and sodium hydroxide may kill roots with repeated applications but do not
necessarily inhibit regrowth. Typically, roots would first be removed by mechanical
means and then herbicides applied to prevent regrowth. Herbicides can inhibit growth for
two to seven years. Chemical additives are also available for grease control. Agents
such as bacterial cultures, enzymes, hydroxides, caustics, bioacids, and neutralizers are
available to help control severe grease buildups but require regular application.
Chemical applications for root and grease control are recommended only as a last resort.
These applications may negatively impact the operation of the treatment plant or simply
transfer a problem to a downstream location. However, in limited access or high-traffic
areas where set-up of cleaning or rodding machinery may be difficult, chemicals may be
the only viable solution.
VIDEO INSPECTION
Inspection by closed circuit television is the most effective method of determining the
nature and extent of internal problems in the sewer collection. The video inspection can
locate misaligned joints, broken and cracked pipe, pipeline intrusions, and other structural
defects. Particularly where older pipe is in service, a record of structural defects is
required for establishing a pipeline rehabilitation program. When structural defects are
found, open cut and replacement is required. If the pipeline contains deteriorated joints
but is otherwise in good condition, trenchless means for pipeline rehabilitation are an
available alternative.
The current range of inspection is almost unlimited. Small cameras can inspect even
4-inch service laterals, so long as a suitable cleanout is available for access. Also as with
rodding equipment, video inspection equipment is often utilized with hydraulic cleaning.
City of Marysville 10-9
Sewer Comprehensive Plan November 2011
Video inspection equipment will not operate well in pipelines with debris and gravel
accumulation.
CLEANING AND INSPECTION STANDARDS
There is no well established industry standard for cleaning and inspection intervals.
Cleaning is typically performed more often than inspection and varies between 25 and 40
percent of the system per year. Cleaning is performed more often than inspection because
it addresses the accumulation of debris which can cause hydraulic disruptions in a short
period of time. Inspection, on the other hand, identifies deteriorated or damaged
structures due to corrosion, root penetration, or soil shifting which occur at a relatively
slow, albeit consistent rate. At this time the City will continue to place emphasis on
cleaning as compared to video inspection. System goals are 40 percent for cleaning and 5
percent for video inspection.
Typical rates of inspection and cleaning vary from 12 to 97, and 29 to 932 feet per hour.
Table 10-6 estimates the staffing requirements for the current system. An inspection and
cleaning rate of 50 and 250 feet per hour, respectively, is used as the basis for the
calculations. The results in Table 10-6 show 2,900 crew hours per year, or 3.2 FTEs.
TABLE 10-6
Staffing Requirements for Inspection and Cleaning
Length of
Gravity
Pipe
(miles)
Target
Interval
(years)
Length per
Year (feet)
Rate per
Crew
(ft/hour)(2)
Required
Number of
Crew Hours
Video
Inspection 210 20 55,000 50 1,100
Pipeline
Cleaning 210 2.5 450,000 250 1,800
Total 2,900 hrs/yr(1)
(1) 2,900 hrs/1,768 hrs/FTE x 2 FTEs/Crew=3.2 FTEs
(2) Annual basis.
CURRENT STAFFING NEEDS
Based on the estimated staffing requirements for the City’s pump stations and gravity
sewers (Table 10-6), the total staffing requirements for the existing collection system is
5.3 FTEs, slightly more than the number of staff currently assigned (5.0 FTE’s).
FUTURE STAFFING NEEDS
The unit rates for pump station maintenance and gravity sewer cleaning and inspection
can be used to estimate future staffing needs. As the sewer system expands, the operation
10-10 City of Marysville
November 2011 Sewer Comprehensive Plan
and maintenance requirements will expand accordingly. Growth in the collection system
is based on the area covered by the sewer system. This basis is more representative than
population since it recognizes some “in-fill” (therefore no growth in the sewer collection)
and also an expansion of the area served (therefore, additional requirements to maintain
new sewer mains).
Table 10-7 presents an estimate of the future staff needs based on the expected number of
new pump stations and the future size of the gravity sewer system through the year 2025.
TABLE 10-7
Estimation of Future Staffing Needs Collection System
Year 2010 2017 2031
Estimated Sewer Service Area
(Ac)(1) 4,979 5,708 7,340
Miles of Sewer 210 240 310
Number of Pump Stations(2) 15 16 19
Gravity System FTEs 3.2 3.7 4.8
Pump Station FTEs 2.1 2.2 2.7
Total Maintenance FTEs 5.0 5.9 7.0
(1) Table 6-10.
(2) One pump station by 2017 in Whiskey Ridge.
Based on the analysis presented in Table 10-7, the City’s staffing needs for the collection
system are expected to increase by 0.9 FTEs by 2017 and 2.0 FTEs by 2031. An
additional FTE should be added in 2017, followed by one more additional FTE by 2031.
CAPACITY MANAGEMENT OPERATION AND MAINTENANCE
(CMOM) AND FUTURE STAFFING NEEDS
Capacity Management Operation and Maintenance (CMOM)
This Section evaluates staffing requirements for new responsibilities the City may
assume under the proposed Capacity Management Operation and Maintenance (CMOM)
regulation by the Environmental Protection Agency. The legal basis for the CMOM
regulation is that nearly all collection systems have unplanned releases at sometime and
that these releases are regulated under the jurisdiction of the Clean Water Act. The
purpose of CMOM regulations is to ensure that collection systems are operated and
maintained with the same level of attention that treatment plants receive. The regulation
has been issued only in draft form and it is uncertain when the final regulation will be
issued.
The draft regulation contains several requirements regarding the operation of the sewer
collection system. The City currently addresses most of the proposed requirements
City of Marysville 10-11
Sewer Comprehensive Plan November 2011
through its normal operations or studies, which it has authorized in recent years.
However, other requirements may represent new responsibilities, which have not
previously been part of the City’s normal operation. Each of the draft regulatory
requirements under CMOM is presented below along with a brief discussion of how the
City is or will need to address each one. Those items, which are not currently included in
the City’s normal operation, are discussed in more detail with the impact to City staffing.
CAPACITY MANAGEMENT OPERATION AND MAINTENANCE
(CMOM) DRAFT REQUIREMENTS
1. Meet additional general sewer system performance standards
including up to date system maps, information management systems,
and odor control requirements.
The City has an up-to-date sewer basemap and a geographical information
system (GIS) and a set of Developer Standards to ensure the consistency
and quality of sewer construction. The City’s sanitary sewer design
standards are reviewed and revised on a regular basis.
A major step towards preventing problems within the sewer collection
system is proper installation at the time of construction. The City has
adopted Developer Standards pertaining to the sanitary sewer system.
These standards are continually reviewed and updated by engineering and
maintenance personnel. Standard designs should be developed to
minimize total life cycle costs, which include capital, O&M, and financing
costs. Also, as the system becomes more complex, special attention
should be given to its ability to function during emergency situations.
2. Maintain program documentation including the goals, organization,
and legal authority of the organization operating the collection
system.
The City has well defined lines of authority for the operation of its sewer
collection system. The organizational chart is presented in Figure 10-1.
3. Develop an overall response plan that can respond to releases in less
than 1 hour and is demonstrated to have sufficient personnel and
resources.
The City has an emergency response plan in place.
4. Plan for system maintenance, evaluation, and replacement
requirements mandating that the collection system be cleaned on
scheduled basis, be regularly video inspected, and develop a short-
and long-term program for pipeline replacement and rehabilitation.
10-12 City of Marysville
November 2011 Sewer Comprehensive Plan
The City has a full-time vactor crew with a target goal of cleaning 50
percent of its sewer system each year. In addition, Exhibit VI of this Plan
shows the location of trunk sewers with low pipeline velocities, the
priority areas for cleaning. Over the past several years the city has
budgeted for annual sewer pipeline renewals and replacements. In 2011,
due to budget constraints, no monies were budgeted for renewals and
replacements. The city plans to continue budgeting for this in future years.
5. Plan for controlling Fats, Oils, and Grease (FOG) that increases in
incidences of SSOs.
The City of Marysville has an effective FOG program under the City’s
Muncipal Code 14.20, wastewater pretreatment. The City maintains a
database of all of its FOG dischargers, including dates for next and last
inspections, last cleaned, type of FOG device, and general condition of
system. All dischargers are required to complete and submit a cleaning
maintenance log for the City’s records.
6. Develop a capacity assurance and management plan with flow meters
to model Infiltration and Inflow (I/I) and system capacity.
The City has flow meters installed at its wastewater treatment plant and
51st Avenue, Soper Hill and Sunnyside Pump Stations. In addition, the
City completed an I/I study in 1999. To date, however, the available data
has not successfully characterized I/I by individual basins or specific
sections of the sewer collection system. Based on average annual flow
data, I/I accounts for approximately 20 percent of the plant flow.
7. Develop a self-audit program to evaluate and adjust performance.
The City maintains detailed records at its wastewater treatment plant and
pump stations. The City has the capability of determining the success of
any pipeline replacement or rehabilitation program through its historical
plant flow records and flow meter located at the main pump stations. The
City will need to implement a program for compiling and evaluating these
records and implementing a system for system maintenance based on
identified and reoccurring problem areas.
8. Develop a program to communicate information on problems, costs,
and improvements to the public and decision-makers.
Along with the CMOM program, EPA has provided a self assessment
checklist which can be utilized to identify areas of strength and
weaknesses of utility operations. A copy of this checklist is included in
City of Marysville 10-13
Sewer Comprehensive Plan November 2011
Appendix G. This checklist should be updated periodically to provide a
comparison of performance over time.
The City has consistently updated its Sewer Comprehensive Plans and
prepared facility plans specifically to identify problems, develop costs for
improvements, and inform the decision-makers. The City conducts
regularly scheduled public meetings and sends out brochures informing
the public of project updates. The City will need to periodically provide
information to the public on the number of sewer spills and backups
during the year and explain the City’s short and long term response to
these incidents.
SAFETY
An important consideration of any successful maintenance program is the safety and well
being of all employees. The City’s safety program addressing accidents, fall protection,
confined spaces, and lockout/tagouts are based on the standards of the Washington State
Department of Labor and Industries (L&I). The safety program addresses the situations
that employees may encounter during the performance of operation and maintenance
tasks. Field employees meet weekly for safety meetings, which include training and
discussion of safety issues.
The following section includes applicable recommended and required safety provisions
for confined spaces, electrical and mechanical equipment, fire hazards, and health
hazards.
CONFINED SPACES
The principle hazards associated with confined spaces, including wet wells, sewer
manholes, and pump stations, are oxygen deficiency, explosions, and toxic gases.
Oxygen deficiency occurs whenever air is displaced by some other gas, which may or not
be toxic.
L&I has established regulations governing entrance into confined spaces in
WAC 296-62-145. The regulations include the completion of a Confined Space Entry
Permit, the establishment of Safe Operating Procedures, and the completion of a
Confined Space Pre-Entry Checklist.
A minimum of two individuals is required when any work is to be accomplished within
pump stations, wet wells, or sewer manholes. A gas monitor is required for measuring
oxygen levels, explosion potential (LEL), and toxic gases. The gas monitor must be used
to continually monitor gas levels while any person is within the confined space. Rapid
changes in gas levels can occur in sewage effluent due to upstream spills or discharges,
and result in rapid atmospheric changes. The gas monitor will sound an alarm if a critical
level for a measured gas is reached.
10-14 City of Marysville
November 2011 Sewer Comprehensive Plan
A portable air blower should be available to the operator whenever work in manholes or
wet wells is performed. The air blower can be used to provide ventilation in confined
spaces, but the motor should be kept away from the opening to the space to avoid the
ignition of explosive gases that may be present and to keep carbon monoxide from
entering the confined space, creating a dangerous situation.
City confined space procedures should be reviewed with maintenance personnel on a
regular basis and revised as new regulations and equipment evolve.
ELECTRICAL AND MECHANICAL EQUIPMENT
The presence of electrical mechanical equipment at the pump stations may present
hazards to personnel during the performance of operation and maintenance tasks.
Precautions should be taken whenever working on or near the pump station mechanical
and electrical equipment.
Rubber mats should be placed on the floor in front of all electrical control panels. When
working on any piece of electrical equipment, the operator should ensure that all switches
are opened and tagged, all electrical equipment is grounded, and all exposed wire is
taped. All portable power tools, extension cords, and lights should be of the three-wire
grounding type.
Exposed shafts and belts are hazardous items of mechanical equipment that can be found
in pump stations. Belts and shafts should be enclosed in sheet metal or wire guards.
When work is being conducted on any piece of equipment with exposed shafts or belts,
the item of equipment should be taken off line so that it will not start.
Other safety precautions that should be observed by City personnel are to avoid contact
with energized circuits or rotating parts, to avoid bypassing or rendering inoperative any
safeguards or protective devices, and to avoid extended exposure in close proximity to
machinery with high noise levels.
City of Marysville 10-15
Sewer Comprehensive Plan November 2011
FIRE HAZARDS
Fires are possible in any area of a pump station if debris is allowed to accumulate.
Precautions should be taken to reduce the possibility of a fire. Oily rags should be kept in
a tightly sealed metal can, preferably at a location away from the pump station. All areas
should be kept free of clutter or debris, especially if flammable in nature. Gasoline or
solvents should only be used in well-ventilated areas, away from sources of ignition. A
carbon dioxide type, dry chemical, or foam fire extinguisher should be permanently
mounted at each pump station. The extinguisher should be tagged and checked semi-
annually to ensure that it is operational.
HEALTH/SAFETY
The possibility exists that any particle of wastewater may contain disease-causing
bacteria. Operators should take precautions to avoid disease at all times. Principle water-
borne diseases include typhoid fever, dysentery, Giardia, Cryptosporidium, infectious
jaundice, and tetanus. Immunization against some of the diseases is possible and all
operators should be vaccinated periodically. Operators should take individual
precautions to avoid disease, including the following:
• Keep hands below collar when working at sewer facilities
• Wear rubber gloves whenever directly handling sewage
• Disinfect hands with hot water and soap or antibacterial location before
eating
• Treat minor cuts and wounds immediately
Additionally, emergency first aid kit should be kept in each City vehicle and other
convenient locations, so as to be readily available to operators.
EMERGENCY RESPONSE
The operation of the sewer system under emergency conditions is an important
responsibility of the City’s staff. Emergency response procedures should be rehearsed
and reviewed by personnel.
An overview of the potential effects and recommended actions for emergency situations
is presented in Tables 10-8 and 10-9. The five emergency situations considered are
power loss, flooding, hazardous waste spill, earthquake, and sabotage/vandalism. The
potential effects and recommended actions are identified for sewage pump stations, force
mains, and the gravity sewer system.
The City has established an emergency response plan. Also, field staff is trained in
established procedures for after-hours and emergency service calls.
10-16 City of Marysville
November 2011 Sewer Comprehensive Plan
TABLE 10-8
Emergency Response Actions for Pump Stations
Emergency
Pump Stations
Potential Effects Recommended Actions
Power Loss Pumps rendered
inoperable, auxiliary
generators activated to
run pumps.
Transport portable generators to pump
stations that do not have auxiliary power,
check other pump stations to ensure
generators are operating.
Flooding Station overflow. Use Pumper Trucks to move sewage until
flooding effects subside.
Hazardous Waste
Spill
Spill enters wet well at a
pump station.
Isolate pump station receiving spill, pump
out of wet well and dispose of hazardous
materials, notify Snohomish County, DOH,
and DOE of situation.
Earthquake Wet well damaged, inlet
and outlet piping
severed or damaged.
Use Pumper Trucks to move sewage while
repairs are made.
Sabotage/Vandalism One or more pumps
rendered inoperable.
Isolate damaged pump(s) and operate other
pumps while repairs are made.
TABLE 10-9
Emergency Response Actions for Force Mains
Emergency
Pump Stations
Potential Effects Recommended Actions
Power Loss No anticipated effects No actions anticipated
Flooding No anticipated effects No actions anticipated
Hazardous Waste
Spill
No anticipated effects No actions anticipated
Earthquake Breaks in force main
pipes
Implement bypass pumping at critical
areas.
Sabotage/Vandalism Force mains plugged or
broken
Isolate damaged area, implement bypass
pumping until affected area is repaired.
City of Marysville 10-17
Sewer Comprehensive Plan November 2011
TABLE 10-10
Emergency Response Actions for Gravity Sewer
Emergency
Pump Stations
Potential Effects Recommended Actions
Power Loss No anticipated effects No actions anticipated
Flooding Manholes surcharged Implement bypass pumping at critical
areas.
Hazardous Waste
Spill
Spill enters sewer
system
Isolate pump station receiving spill, pump
out of wet well and dispose of hazardous
material, notify Snohomish County Health,
and DOE of situation.
Earthquake Breaks in sewer lines.
Damaged manholes
Isolate damaged area, implement bypass
pumping until affected area is repaired.
Sabotage/Vandalism Gravity sewers plugged
or broken. Manholes
damaged
Isolate damaged area, implement bypass
pumping until affected area is repaired.
MAINTENANCE PERSONNEL QUALIFICATIONS
A well-trained staff is an essential part of an effective operation and maintenance
program. Maintenance personnel should be familiar with current equipment and
procedures, as well as all applicable regulations. Training criteria should be established
for each job description and reviews conducted accordingly. Training activities should
be considered to be as important as any other maintenance activity and should be
included and budgeted into the regularly scheduled tasks.
The City regularly budgets for training. In 2011, the City budgeted $8,000 for travel and
training of its collection system and wastewater treatment plant personnel.
City of Marysville 11-1
Sewer Comprehensive Plan November 2011
CHAPTER 11
CAPITAL IMPROVEMENT PLAN
INTRODUCTION
This Chapter presents a 6-year Capital Improvement Plan (CIP) in accordance with the
requirements of WAC 173-240 as well as a 20-year CIP. Wastewater system capital
improvements have been scheduled and prioritized on the basis of growth, regulatory
requirements, component reliability, system benefit, and cost.
Location maps for the collection system and wastewater treatment plant CIP
improvements are presented on Figure 11-1. For each capital improvement project,
detailed project descriptions and preliminary project cost estimates are provided. Each
project cost estimate includes design and engineering, construction with a 20 percent
contingency, 8.6 percent state sales tax, and construction management. Costs are based
on 2010 construction dollars. Selected cost estimates are presented in Appendix H.
The required capacity and timing of each recommended improvement is provided for
budgeting and financial projection purposes only. The actual design parameters should
be evaluated at the design phase of the project, using the hydraulic model or another
accepted engineering procedure. Updated population and flow data should be used when
available to ensure that the proposed facilities are adequately sized to handle build-out
flows.
The City regularly updates its 6-year CIP project list and currently has a 6-year list
extending from 2011 to 2017. The development of this Plan confirmed several of the CIP
projects, which were already scheduled. The revised 6-year CIP begins with the year
2012 and extends through 2017 as shown in Table 11-1.
The City’s CIP projects for 2011 are included in Table 11-1 for reference.
Future projects that are not identified as part of the City’s CIP presented in this Chapter
may become necessary. Such projects may be required in order to remedy an emergency
situation, to address unforeseen problems, or to accommodate improvements from
adjacent jurisdictions. Due to budgetary constraints, the completion of such projects may
require modifications to the recommended CIP. The City retains the flexibility to
reschedule, expand, or reduce the projects included in the CIP and to add new projects to
the CIP, as best determined by the Council, when new information becomes available for
review and analysis.
SS-D 71st St NE Sewer Upsizing 64th Ave NE to 66th Ave NE
SS-C Whiskey Ridge Sewer Extension Gravity Main
SS-E Trunk G Rehab Cedar to Columbia
PS-B West Trunk Pump Station Upsizing
PS-A Whiskey Ridge Sewer Pump Station & Force Main
PS-C Carroll's Creek Pump StationEmergency Generator Installation
PS-D Cedarcrest Vista Pump StationEmergency Generator InstallationI-5SR 967TH AVE NESTATE AVESR 9251ST AVE NESR 529GROVE ST
83RD AVE NE27TH AVE NE64TH ST NE
84TH ST NE
108TH ST NESMOKEY POINT BLVD152ND ST NE
MARINE DR140TH ST NE
SUNNYSIDE BLVD99TH AV NE47TH AVE NE4TH ST
100TH ST NE
88TH ST NE
CEDAR AVE116TH ST NE
8TH ST
FORTY-FIVE RD
172ND ST NE
BEACH AVE136TH ST NE
44TH ST NE
132ND ST NE
71ST AVE NE3RD AVE NE80TH ST NE
ASH AVE34TH AVE NE48TH DR NE140TH ST NW
FORTY FIVE RD
40TH ST NESHOULTES RD1ST ST
76TH ST NE
M AR IN E D R N E
52ND ST NE 99TH AV NEI-534TH AVE NE172ND ST NE
51ST AVE NE88TH ST NE 51ST AVE NE84TH ST NE
132ND ST NE
2011 Six Year CIP Pump Stations
2011 Six Year CIP Lines71st St NE Sewer Upsizing 64th Ave NE to 66th Ave NE
Trunk G Rehab Cedar to Columbia
Whiskey Ridge Sewer Extension Force Main
Whiskey Ridge Sewer Extension Gravity Main
Urban growth area
0 2,000 4,000 6,0001,000 Feet
Sewer Comprehensive Plan
Figure 11-1 Six Year CIP
11-2 City of Marysville
November 2011 Sewer Comprehensive Plan
PROPOSED SYSTEM IMPROVEMENTS FROM 2011 TO 2017
The recommended CIP projects are summarized using the existing City descriptions:
• Sanitary sewer mains (SS)
• Pump stations (PS)
• WWTP improvements (WWTP)
• General system improvements (GS)
After a brief description for each CIP category, each CIP project is described with use of
a lettered subscript, “a,” “b,” etc., and a total project cost is presented.
SANITARY SEWER MAINS
The results of the hydraulic model for 2010, 2017, and 2031 indicated 118 pipeline
capacity deficiencies. Eliminating or preventing surcharged pipelines is the priority of
the recommended CIP improvements for the sewer system.
The impact on the numerous surcharged pipelines in Trunk F will be lessened when the
Lakewood Sewer Extension Project – Phase II is constructed and flow is diverted to this
new pipeline.
Numerous surcharged manholes were identified in the model. However, a number of
these surcharges were determined to be insignificant enough to warrant a 6-year capital
improvement project. These areas were analyzed in a separate memorandum to the city
and are not included in the following CIP plan.
The following projects are intended to be a part of the 6-year CIP. Other pipeline
deficiencies identified by the hydraulic model are included in the 20-year CIP.
City of Marysville 11-3
Sewer Comprehensive Plan November 2011
6-YEAR CIP (2012 – 2017)
SS-a: SEWER MAIN OVERSIZING
The City has budgeted an annual amount to cover the costs of oversizing sewer mains for
various developer extension projects.
Estimated Project Cost: ......................................................................... $30,000 annually
SS-b: RENEWALS AND REPLACEMENTS
The City has budgeted an annual amount beginning in 2013 to cover renewals and
replacements of 8-inch or less pipe within its sewer system.
Estimated Project Cost: ........................................................................ $300,000 annually
SS-c: WHISKEY RIDGE SEWER EXTENSION (2012)
This project extends gravity sewer east on Soper Hill Rd from 200-feet west of 83rd Ave
NE to Densmore Rd and north on Densmore Rd to the approximate intersection of State
Route 92. The project includes construction of 4,300 linear feet of 12-inch gravity sewer.
Estimated Project Cost: ....................................................................................$ 1,200,000
SS-d: 71ST ST NE SEWER UPSIZING – 64TH AVE NE to 66TH AVE NE (2015)
At 64th Avenue and approximately 71st Street, an existing 18-inch sewer is connected to a
12-inch sewer. Modeling results show surcharging upstream of this connection. To
ensure future capacity, 510 linear feet of 18-inch gravity sewer will replace existing
12-inch sewer.
Estimated Project Cost: .......................................................................................$ 410,000
SS-e: TRUNK “G” REHABILITATION - CEDAR TO COLUMBIA (2016)
This project includes some of the City’s older pipelines and includes rehabilitation and
replacement of approximately 415 linear feet of 15-inch gravity sewer and 1,000 linear
feet of 21-inch sewer, including pipe located just east of the Burlington Northern
crossing. The pipe will be replaced with 1,415 linear feet of 24-inch PVC. In addition,
the slope of 580 LF of 24-inch pipe downstream of the existing 21-inch shall be revised
to a more consistent slope of 0.0029 to remove a known sag in the pipe.
Estimated Project Cost: .....................................................................................$1,340,000
11-4 City of Marysville
November 2011 Sewer Comprehensive Plan
PUMP STATIONS
City staff has indentified one of its pump stations (West Trunk) that will have a flow
deficiency by 2017. Of the four pump station projects, which the City has included in its
CIP, only the West Trunk project is due to a deficiency in the system. The other three
projects included, the Whiskey Ridge pump station and force main, which is a new
installation being made to accommodate growth in the Southeast section of the city, and
the Carroll’s Creek and Cedarcrest Vista pump station generator installations are
proactive improvements to reduce risk to the city during prolonged power outages.
PS-a: WHISKEY RIDGE SEWER PUMP STATION AND FORCE MAIN (2014)
A sewer pump station will be constructed along Densmore Rd. near the intersection of
Densmore Rd and Sunnyside School Rd to accommodate growth in the East
Sunnyside/Whiskey Ridge subarea. Additionally, 1,500 lineal feet of 4-inch diameter
force main will be installed along Densmore Rd. to south of SR 92 where it will enter a
12-inch gravity line that is intended to be installed in 2012.
Estimated Project Cost: .....................................................................................$1,000,000
PS-b: WEST TRUNK PUMP STATION – PUMP UPSIZING (2013)
Larger pumps, and improvements to wiring and controls will be installed to maintain
adequate capacity at the pump station. The improvements are scheduled for 2013.
Estimated Project Cost:……………………………………………………….$225,000
PS-c: CARROLL’S CREEK PUMP STATION EMERGENCY GENERATOR
INSTALLATION (2016)
An emergency generator, proper wiring, and automated transfer switch will be installed at
the pump station, to provide power to the station during prolonged power outages.
Estimated Project Cost:………………………………………………………$175,000
PS-d: CEDARCREST VISTA PUMP STATION EMERGENCY GENERATOR
INSTALLATION (2017)
An emergency generator, proper wiring, and automated transfer switch will be installed at
the pump station, to provide power to the station during prolonged power outages.
Estimated Project Cost:………………………………………………………$175,000
City of Marysville 11-5
Sewer Comprehensive Plan November 2011
WWTP IMPROVEMENTS
Several projects and improvements are included in the City’s CIP for the wastewater
treatment plant. The most significant costs are for biosolids removal, which is not
anticipated to be completed until 2018 or beyond, however the city has allocated
$300,000 from 2014 through 2017 to help defer the cost of the project, which is estimated
at $3.4 million. In addition, due to the difficulty in predicting the schedule for biosolids
removal, a preliminary biosolids profile is scheduled for 2016. The profile will help the
city determine sludge depth, location, quantities, solids concentration, classification, and
need for scheduling the removal.
Other scheduled improvements include replacement or reconstruction of the headworks
parshall flume, extension of the filter reject line to complete mix cell 1 at the headworks
of the plant, upsizing the filter reject pump station wet well and pumps, construction of a
pre-settling basin, and replacement of the mechanical barscreens at the headworks.
A flow study listed for 2013 is intended to better identify I/I in the collection system.
The results of the flow study can be used to refine the hydraulic model by identifying I/I
in individual basins.
Another project that is currently underway and anticipated to be completed before the end
of 2011, is the installation of an onsite generator at the wastewater treatment plant. The
generator is intended to power the effluent side of the plant and the laboratory building
during prolonged power outages in the future.
WWTP-a: BIOSOLIDS REMOVAL (2018 or Beyond)
This part of the CIP covers an annual amount for future biosolids removal projects. The
next project in 2018 is estimated to cost $3.4 million.
Estimated Project Cost……………………... annually beginning in 2014 - $300,000
WWTP-b: REPLACEMENT/RECONSTRUCTION OF HEADWORKS
PARSHALL FLUME (2013)
Replacement or reconstruction the concrete influent parshall flume at the headworks of
the plant, or to install a fiberglass insert to correct the current deficiencies in the flow
measurement there. The existing concrete structure would need to be resurfaced and
leveled.
Estimated Project Cost: ..........................................................................................$50,000
11-6 City of Marysville
November 2011 Sewer Comprehensive Plan
WWTP-c: EXTENSION OF THE FILTER REJECT LINE TO COMPLETE MIX
CELL 1A (2013)
Extension of the filter reject line from the West Trunk Pump Station to Complete Mix
Cell 1A at the Headworks of the WWTP.
Estimated Project Cost: ........................................................................................$100,000
WWTP-d: UPSIZING OF THE FILTER REJECT WET WELL AND PUMP
SYSTEM (2014)
This project would construct a larger wet well, upsize to larger pumps, and make
improvements to wiring, controls, and telemetry at the station.
Estimated Project Cost: ........................................................................................$500,000
WWTP-e: PRE-SETTLING BASIN PRIOR TO EFFLUENT FILTRATION (2015)
This project would construct a pre-settling basin to allow flocculation and settling prior to
effluent filtration.
Estimated Project Cost: .....................................................................................$1,000,000
WWTP-f: SCREEN REPLACEMENT FOR MECHANICAL SCREENS (2017)
Both of the City’s mechanical screens have bar spacings of 1 ½ inches, which allows a
significant amount of debris to pass through to downstream processes such as the effluent
filters and effluent pumps. The proposed project would replace these screens with ones
with bar spacings of 3/8 inch or less.
Estimated Project Cost: ........................................................................................$500,000
WWTP-g: FLOW STUDY (2013)
The purpose of the proposed flow study is to monitor flow at different locations within
the City’s collection system to provide better information about the extent and location of
infiltration/inflow. The available information indicates that parts of the upper Trunk A
and Trunk CE systems are two areas with higher than normal infiltration/inflow.
Estimated Project Cost: ..........................................................................................$40,000
City of Marysville 11-7
Sewer Comprehensive Plan November 2011
WWTP-h: PRELIMINARY BIOSOLIDS PROFILE (2016)
This project is one of the preliminary steps to determine the schedule for the next
biosolids removal project from the City’s lagoons. The work would include an
evaluation of the accumulation of biosolids by location, depth, and solids content. Based
on this data, the City can estimate the rate of biosolids accumulation since 2003 and when
the next project will be required.
Estimated Project Cost: ..........................................................................................$12,000
WWTP-i: WASTEWATER TREATMENT PLANT GENERATOR (2011)
This project is currently in progress and scheduled for completion by the end of 2011.
The work includes installation of an emergency generator, wiring, transfer switches,
controls, and telemetry to power essential buildings and equipment at the effluent side of
the wastewater treatment plant during prolonged power outages.
Estimated Project Cost:…………………………………………………………$400,000
GENERAL SYSTEM IMPROVEMENTS
The proposed general system improvements for 2012 – 2017 include a cost of service
study (2016), an update for the sewer comprehensive plan (2017) and a sewer rate study
(2013).
TOTAL 6-YEAR CIP
The total amount for the 6-year CIP (2012 – 2017) for all of the projects listed in Table
11-1 is $10,207,000. The total amount includes the following amounts for each category:
Sanitary Sewer Mains ..................................................................$4,630,000
Pump Stations ............................................................................$ 1,575,000
WWTP Improvements ...............................................................$ 3,402,000
General System Improvements ..................................................$ 600,000
Total ..........................................................................................$10,207,000
City of Marysville 11-8 Sewer Comprehensive Plan November 2011 TABLE 11-1 6-Year Capital Improvements Plan(1) 2011 2012 2013 2014 2015 2016 2017 Sanitary Sewer Mains a. Sewer Main Oversizing $30,000 $30,000 $30,000 $30,000 $30,000 $30,000 $30,000 b. Renewals and Replacement $300,000 $300,000 $300,000 $300,000 $300,000 c. Whiskey Ridge Sewer Extension $200,000 $1,200,000 d. 71st St NE Sewer Upsizing: 64th Ave NE to 66th Ave NE $410,000 e. Trunk “G” Rehab.: Cedar to Columbia $1,340,000 Total Sanitary Sewer Mains $230,000 $1,230,000 $330,000 $330,000 $740,000 $1,670,000 $330,000 Pump Stations a. Whiskey Ridge Sewer Lift Station and Force Main $1,000,000 b. West Trunk Pump Station Upsizing $225,000 c. Carroll’s Creek Pump Station Emergency Generator Installation $175,000 d. Cedarcrest Vista Pump Station Emergency Generator Installation $175,000 Total Pump Stations $0 $0 $225,000 $1,000,000 $0 $175,000 $175,000 (1) The 6-year CIP covers the period of 2012 - 2017. 2011 CIP projects are included for reference.
City of Marysville 11-9 Sewer Comprehensive Plan November 2011 TABLE 11-1 – (continued) 6-Year Capital Improvements Plan(1) 2011 2012 2013 2014 2015 2016 2017 WWTP Improvements a. Biosolids Removal $300,000 $300,000 $300,000 $300,000 b. Replacement/Reconstruction of Headworks Parshall Flume $50,000 c. Filter Reject Line Extension $100,000 d. Upsize Filter Reject Wet Well and Pump System $500,000 e. Pre-Settling Basin $1,000,000 f. Screen Replacement for Mechanical Screens $500,000 g. Flow Study $40,000 h. Preliminary Biosolids Profile $12,000 i. Wastewater Treatment Plant Generator $400,000 Total WWTP Improvements $400,000 $0 $190,000 $800,000 $1,300,000 $312,000 $800,000 General Sewer Improvements Cost of Service Study $250,000 Sanitary Comp. Plan/Model $300,000 $300,000 Sewer Rate Study $50,000 Total General Sewer Improvements $300,000 $0 $50,000 $0 $0 $250,000 $300,000 Total Sanitary Sewer 6 Year CIP Costs $930,000 $1,230,000 $795,000 $2,130,000 $2,040,000 $2,407,000 $1,605,000 (1) The 6-year CIP covers the period of 2012 - 2017. 2011 CIP projects are included for reference.
11-10 City of Marysville
November 2011 Sewer Comprehensive Plan
PROPOSED SYSTEM IMPROVEMENTS FROM 2018 TO 2031
CIP projects recommended for the 20-year CIP are based both on the results of hydraulic
model for 2031 and buildout conditions. Similar to the 6-year CIP, descriptions for each
component of the 20-year CIP are included below:
SANITARY SEWER MAINS
SEWER MAIN OVERSIZING
The City has budgeted an annual amount for oversizing sewer mains. An annual amount
is shown through 2031.
Estimated Project Cost: .......................................................................... $30,000 annually
RENEWALS AND REPLACEMENTS
An annual amount is shown through 2031 for renewals, replacement of side sewers, and
replacement of 8-inch sewer pipe within the sewer system.
Estimated Project Cost: ........................................................................ $500,000 annually
LAKEWOOD SEWER EXTENSION PROJECT – PHASE 2 (2018)
This project is a continuation of the Lakewood Sewer Extension project from the
previous Plan. The remaining Phase 2 improvements include construction of a new 36-
inch pipeline along 136th St NE from Smokey Point Blvd to connect to Trunk A at 51st
Ave NE. This alignment consists of a total of 6,010 linear feet of 36-inch gravity sewer
pipe, including the replacement of 1,350 linear feet of existing 30-inch (Trunk A) with
36-inch from 136th St NE to 132nd St NE.
Estimated Project Cost: .....................................................................................$6,570,000
88TH STREET NE AT ALLEN CREEK (2022)
Due to surcharging and video inspection that revealed sagging in the pipe, 1,020 linear
feet of 15-inch gravity sewer will replace existing 12-inch sewer. City staff recognizes
that this area is prone to sags in the pipe. This project would be constructed in
conjunction with any future road related projects.
Estimated Project Cost: .......................................................................................$ 640,000
City of Marysville 11-11
Sewer Comprehensive Plan November 2011
SUNNYSIDE BLVD UPSIZING – 53RD AVE NE to 60TH DR NE (2024)
The hydraulic model demonstrated surcharging within the existing 24-inch sewer
between 52nd Ave NE and 60th Dr NE. This project includes 3,150 linear feet of 30-inch
gravity sewer to replace the existing 24-inch sewer.
Estimated Project Cost: .....................................................................................$3,590,000
169TH PL NE AND 27TH PL NE (2026)
Significant surcharging occurred in the hydraulic model during 2031 along 169th Pl. NE
extending up north along 27th Ave and Spring Lane Ave. The recommended project in
this area would be to replace the current 10-inch and 12-inch pipes with 15” pipes for
approximately 3,035 lineal feet. This is a lower priority project as future development
could be directed south toward an existing 15-inch stub located on 164th Pl. NE or south
towards 156th St NE which would thereby allow additional capacity to the north.
Estimated Project Cost: .....................................................................................$1,290,000
152ND TRUNK - 51ST TO EAST (2028)
This project begins at 51st Street (Trunk A) and extends along 152nd Street to 850-feet
east of the railroad tracks (within City limits). The project includes construction of 2,625
linear feet of 21-inch gravity sewer.
Estimated Project Cost: .....................................................................................$2,300,000
PUMP STATIONS
The primary pump station improvements for the 20-year CIP are upsizing the pumps,
wiring, and components at the 51st Street and Soper Hill pump stations.
51ST STREET PUMP STATION UPSIZING (2025)
This pump station will be reaching its capacity prior to 2031, so upsizing of the pumps,
wiring, controls and telemetry will need to be completed.
Estimated Project Cost:………………………………………………………..$250,000
SOPER HILL PUMP STATION (2030)
This pump station will be reaching its capacity by 2031, so upsizing of the pumps,
wiring, controls, and telemetry will need to be completed.
Estimated Project Cost: ........................................................................................$100,000
11-12 City of Marysville
November 2011 Sewer Comprehensive Plan
WWTP IMPROVEMENTS
The most significant 20-year CIP item is biosolids removal, which may be required twice
during the next 20 years. Another important improvement includes additional complete
mix aerated cells #7 and #8. Sufficient alum storage will also need to be looked at.
PRELIMINARY BIOSOLIDS PROFILE (2016 AND 2023)
Prior to each biosolids removal project, a preliminary evaluation is recommended to
determine the accumulation of biosolids, by location, depth, and solids content. This
evaluation will provide the necessary information for scheduling the next project.
Estimated Project Cost: ..........................................................................................$12,000
BIOSOLIDS REMOVAL (2018, AND 2025)
Biosolids removal is anticipated at 7-year intervals with each project removing
approximately 5,600 dry tons. The total amount for each project is $3.4 million. An
annual amount of $300,000 is recommended to buffer the amount for the project year.
Estimated Project Cost: .....................................................................................$3,400,000
COMPLETE MIX AERATED CELLS #7 AND #8 (2020)
Phase 2 construction provided a total of six complete mix, aerated cells to the lagoon
system. The addition of cells #7 and #8 will ensure NPDES permit compliance in the
future, particularly for CBOD5.
Estimated Project Cost: .....................................................................................$4,000,000
ALUM STORAGE (2026)
The current storage volume of 7,500 gallons will need to be increased to 10,000 gallons
as WWTP flows increase.
Estimated Project Cost: ..........................................................................................$35,000
GENERAL SYSTEM IMPROVEMENTS
The proposed general system improvements for the 20-year CIP include periodic updates
to the Sewer Comprehensive Plan and Sewer Rate Studies.
City of Marysville 11-13
Sewer Comprehensive Plan November 2011
SEWER COMPREHENSIVE PLAN/MODEL (2022 AND 2028)
This plan will update the City’s CIP and hydraulic model for the collection system.
Estimated Project Cost: ........................................................................................$300,000
SEWER RATE STUDY (2018, 2024, AND 2030)
This study will review the City’s CIP and O&M costs and evaluate the sewer rates to
meet projected needs.
Estimated Project Cost: ..........................................................................................$50,000
TOTAL 20-YEAR CIP
Table 11-2 summarizes the CIP projects from 2018 to 2031. The total amount for
projects from 2018 to 2031 is $34,269,000. The total amount for the 20-year CIP (from
2012 to 2031) is $44,476,000.
City of Marysville 11-14 Sewer Comprehensive Plan November 2011 TABLE 11-2 Capital Improvements Plan 2018 - 2031 2017 2018 2019 2020 2021 2022 2023 2024 2025 2026 2027 2028 2029 2030 2031 Sanitary Sewer Mains Sewer Main Oversizing $30,000 $30,000 $30,000 $30,000 $30,000 $30,000 $30,000 $30,000 $30,000 $30,000 $30,000 $30,000 $30,000 $30,000 $30,000 Renewals and Replacement $500,000 $500,000 $500,000 $500,000 $500,000 $500,000 $500,000 $500,000 $500,000 $500,000 $500,000 $500,000 $500,000 $500,000 $500,000 Lakewood Sewer Extension: Phase 2 $6,570,000 88th St NE at Allen Creek $640,000 Sunnyside Blvd Upsizing – 53rd St NE to 60th Dr Ne $3,590,000 169th Pl NE and 27th Pl NE $1,290,000 152nd St NE – 51st to East $2,300,000 Total Sanitary Sewer Mains $530,000 $7,100,000 $530,000 $530,000 $530,000 $1,170,000 $530,000 $4,120,000 $530,000 $1,820,000 $530,000 $2,830,000 $530,000 $530,000 $530,000 Pump Stations 51st Street Pump Station Upsizing $250,000 Soper Hill Pump Station Upsizing $100,000 Total Pump Stations $0 $0 $0 $0 $0 $0 $0 $0 $250,000 $0 $0 $0 $0 $100,000 $0 WWTP Improvements Biosolids Removal $300,000 $2,200,000 $300,000 $300,000 $300,000 $300,000 $300,000 $300,000 $1,600,000 $300,000 $300,000 $300,000 $300,000 $300,000 $300,000 Preliminary Biosolids Profile $12,000 $12,000 Alum Storage $35,000 Lagoon Improvements: Cells #7 and #8 $4,000,000 Total WWTP Improvements $300,000 $2,200,000 $300,000 $4,300,000 $300,000 $300,000 $312,000 $300,000 $1,600,000 $335,000 $300,000 $300,000 $300,000 $312,000 $300,000 General System Improvements Sewer Comp. Plan/Model $300,000 $250,000 $250,000 Sewer Rate Study $50,000 $50,000 $50,000 Subtotal $300,000 $50,000 $0 $0 $0 $250,000 $0 $50,000 $0 $0 $0 $250,000 $0 $50,000 $0 Total Sanitary Sewer $1,130,000 $9,350,000 $830,000 $4,830,000 $830,000 $1,720,000 $842,000 $4,470,000 $2,380,000 $2,155,000 $830,000 $3,380,000 $830,000 $992,000 $830,000
City of Marysville 12-1
Sewer Comprehensive Plan June 2011
CHAPTER 12
FINANCIAL PLAN
INTRODUCTION
This Chapter reviews the financial status of current wastewater system operations and the
rates and charges used to fund the maintenance, replacement, and construction of new
facilities as recommended in this Plan.
WASTEWATER RATES & CHARGES
Table 12-1 summarizes wastewater rates and Table 12-2 lists existing GFCs. Current
wastewater rates are billed bi-monthly and include uniform rates for residential, multi-
family, and motel/hotel customers and flow based rates ($/1,000 gallons) for
commercial/industrial customers. Flow based rates for commercial/industrial customers
are based on assigned concentrations of BOD (organic loading) with BOD concentrations
(mg/L) ranging from 31-100 mg/L for Class 1 and 501-600 mg/L for Class 6 customers.
Commercial/industrial customers are charged a minimum base rate plus the volume
charge for their given strength class.
In addition to the rates shown in Table 12-1, the City has elected to increase rates for 2
percent per year to offset increases in expenses from price inflation. The rate ordinance
specifies automatic 2 percent adjustments unless the City Council elects to defer
implementation in a given year based on an updated financial review.
12-2 City of Marysville
June 2011 Sewer Comprehensive Plan
TABLE 12-1
Wastewater Bi-Monthly Rates
Customer Classes City Rate Rural Rate Outside UGA
Rates(1)
Single-family home $75.02 $112.54 $ 150.05
Multiple-residential $71.34 $107.01 $ 142.68
Hotels/Motels per unit $52.55 $ 78.83 $ 105.10
Class 1 (31 to 100 mg/l) per 1,000 gal $ 1.57 $ 2.36 $ 3.14
Class 2 (101 to 200 mg/l) per 1,000 gal $ 2.16 $ 3.24 $ 4.32
Class 3 (201 to 300 mg/l) per 1,000 gal $ 2.76 $ 4.15 $ 5.54
Class 4 (301 to 400 mg/l) per 1,000 gal $ 3.36 $ 5.04 $ 6.72
Class 5 (401 to 500 mg/l) per 1,000 gal $ 3.96 $ 5.93 $ 7.91
Class 6 (501 to 600 mg/l) per 1,000 gal $ 5.74 $ 8.62 $ 11.49
Overnight Camping
Individual connections per unit $52.55 $ 78.83 $ 105.10
Other connections each $71.34 $107.01 $ 142.68
Schools
Minimum $75.02
Per 1,00 gallons $ 4.26
Restaurants w/o grease trap surcharge $ 3.60
(1) Source: City of Marysville Ordinance No. 2836, effective January 1, 2011.
The wastewater utility also utilizes a capital charge for new customers connecting to the
wastewater system know as a general facility charge or connection charge. General
facility charges (GFCs) are intended to ensure a new customer pays a pro –rata share of
both existing facilities from which they will benefit and a share of the cost of planned
facilities. Revenues from GFCs are used to minimize the impact on bi-monthly rates to
provide new capital facilities required to serve growth. Table 12-2 lists existing GFCs.
The City charges higher GFCs for customers outside of City limits (rural) because of
higher permitting, planning, and construction costs for projects constructed in the County.
For example, Snohomish County requires the City to install a full overlay (instead of a
patch) when installing pipe in County roadways.
City of Marysville 12-3
Sewer Comprehensive Plan June 2011
TABLE 12-2
Existing General Facility Charges (1)
Customer Type City Rate ($/Unit) Rural Rate ($/Unit)
Residential GFC (January 1, 2006) $4,490.00 $4,890.00
(1) Source: City of Marysville Ordinance No. 2345, effective January 1, 2000.
The City also charges commercial customers a GFC based on the square footage of the
building being provided service. These rates are calculated utilizing the residential GFC
listed in Table 12-2.
FINANCIAL STATUS OF THE EXISTING SYSTEM
The City operates a combined utility fund with some revenues and expenses segregated
between water, wastewater, and stormwater and others commingled. As part of this
analysis historical water/wastewater/stormwater revenues and expenses were segregated
and the following analysis presents only those revenues and expenses identified as
wastewater related. Further, the City utilizes a detailed schedule of expenses that have
been summarized for presentation purposes.
HISTORICAL OPERATING CASH FLOWS
Table 12-3 presents a summary of historical revenues and expenses associated with the
wastewater system. The data presented in Table 12-3 represents cash flows from
operating activities and does not include significant capital improvement costs. Positive
operating cash flows indicate the ability of existing revenue sources to fund existing
operations and meet current debt obligations. This net operating revenue is then available
to fund capital construction, additional debt obligations, or to build capital reserves.
12-4 City of Marysville
June 2011 Sewer Comprehensive Plan
TABLE 12-3
Historical Wastewater Revenues and Expenses(1)
Operating Cash Flows 2008 2009 2010
(+) Total Revenues $ 9,855,328 $ 9,724,904 $ 9,846,333
(-) Total Operations & Maintenance $ (4,393,875) $ (4,466,021) $ (5,028,102)
(-) Total Debt(2) $ (3,278,600) $ (3,274,700) $ (4,363,957)
Net Operating Revenue $ 2,182,853 $ 1,984,184 $ 454,274
(1) These wastewater cash flows are estimated based on a segregation of combined water, wastewater,
and stormwater revenues and expenses assuming commingled accounts are split according to the
Utility Rate Model created for the City by Peninsula Financial Consulting.
(2) Some debts constructed both water and wastewater facilities and were therefore segregated evenly
between water and sewer, other debts constructed water, wastewater, and stormwater facilities and
were therefore segregated based on the cost of the infrastructure as a percent of the total debt.
Additional debts were identified as constructing only water facilities and are not included.
As can be seen in Table 12-3, the total amount expended on debt rose sharply from 2009
to 2010. In an effort to reduce outstanding debt the City opted to call, early, the
remaining bonds of an outstanding 1998 refunding issue of a 1993 bond. In doing so the
City will save interest costs in future years, increasing net operating revenue.
PROJECTED OPERATING CASH FLOWS
The City’s projected operating cash flows show a gradual increase in both estimated
revenues and operations and maintenance costs. Revenue increases are attributable to the
aforementioned 2 percent annual increase and anticipated annual growth. Additional
expenditures are due to the effect of price inflation and system growth. A budget forecast
summary is presented in Table 12-4.
12-5 City of Marysville June 2011 Sewer Comprehensive Plan TABLE 12-4 Projected Operating Cash Flows Operating Cash Flows 2011 2012 2013 2014 2015 2016 2017 (+) Total Revenues(1) $ 8,768,567 $ 8,768,567 $ 9,389,600 $ 9,533,700 $ 9,770,500 $ 10,078,900 $ 10,358,900 (-) Total Operations & Maintenance $ (5,282,569) $ (5,812,597) $ (5,835,800) $ (6,032,700) $ (6,245,900) $ (6,417,900) $ (6,652,700) (-) Total Debt $ (2,861,700) $ (2,467,100) $ (2,997,500) $ (2,992,200) $ (2,986,300) $ (2,980,000) $ (2,975,700) Net Operating Revenue $ 624,298 $ 488,870 $ 556,300 $ 508,800 $ 538,300 $ 681,000 $ 730,500 (1) Projected revenues include the 2% annual rate increase as mentioned on page 12-1 of this section.
City of Marysville 12-6
Sewer Comprehensive Plan June 2011
CAPITAL FUNDS AVAILABLE FOR FUTURE IMPROVEMENTS
As indicated in Table 12-4, wastewater operations are expected to generate revenues in
excess of O&M and debt costs that will be available for funding future capital projects.
The wastewater utility also generates capital revenues from sources such as general
facility charges and recovery contracts (latecomer agreements) that also are available for
funding capital projects. Table 12-5 presents a summary of forecasted net revenue from
operations and capital revenues that are available for funding planned capital
improvements.
As shown in Table 12-5, the wastewater utility is expected to generate from around $1
million to $1.5 million per year in excess revenues that will be available to construct
future facilities identified in this Plan.
Table 11-1 presents current (2011) and proposed capital projects for the 6-year CIP
(2012 – 2017). The total amount for 2012 – 2017 is $10.2 million. Sanitary sewer main
projects account for $4.6 million, while Wastewater Treatment Plant improvements total
$3.4 million. The remaining funds are dedicated to pump station upgrades and general
system improvements.
The City must generate $10.2 million over the next six years in order to fund planned
capital improvements. According to the projected cash flows summarized in Table 12-5,
the wastewater utility will generate approximately $7.3 million between 2012 and 2017.
Due to rate increases in previous years the wastewater utility can fund most of its planned
capital improvements from projected operating and capital revenues. However, the
planned improvements exceed the expected revenue by $2.9 million over the next 6-
years.
Several alternative funding options, grants or low interest rate loans such as Public Works
Trust Fund Loans, are available to the City for consideration in funding capital projects
for the wastewater utility. These sources shall be considered when determining additional
funding sources for the capital improvement projects in the 6-year CIP.
12-7 City of Marysville June 2011 Sewer Comprehensive Plan TABLE 12-5 Projected Funds Available for Capital Funding Cash Flows 2011 2012 2013 2014 2015 2016 2017 Transfer from Operations $ 624,298 $ 488,870 $ 556,300 $ 508,800 $ 538,300 $681,000 $ 735,500 City Sewer Recovery Contracts $ 50,000 $ 30,000 $ 60,000 $ 66,000 $ 66,000 $ 102,000 $ 102,000 Sewer Connection Charges $ 400,000 $ 400,000 $ 449,000 $ 493,900 $ 493,900 $ 763,300 $ 763,300 Total Cash Flows $ 1,074,298 $ 918,870 $ 1,065,300 $ 1,062,700 $ 1,092,200 $ 1,546,300 $ 1,600,800 (1) Transfers from operations are net revenues listed in Table 12-4. (3) City wastewater recovery contracts are estimated payments from new connections for local facilities funded by the City for a specific service area to be repaid by as new customers in the latecomer’s area connect to the system. The amounts shown are estimates based on the Utility Rate Model created for the City by Peninsula Financial Consulting.
APPENDIX A
NPDES PERMIT NO. WA-002249-7
Page 1 of 35
Permit No. WA-002249-7
Issuance Date: July 1, 2005
Effective Date: July 1, 2005
Expiration Date: June 30, 2010
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
WASTE DISCHARGE PERMIT No. WA-002249-7
State of Washington DEPARTMENT OF ECOLOGY Northwest Regional Office 3190 – 160th Avenue SE Bellevue, WA 98008-5452 In compliance with the provisions of The State of Washington Water Pollution Control Law Chapter 90.48 Revised Code of Washington and The Federal Water Pollution Control Act (The Clean Water Act) Title 33 United States Code, Section 1251 et seq.
CITY OF MARYSVILLE
80 Columbia Avenue
Marysville, WA 98270
Plant Location: Columbia Avenue and Ebey Slough Receiving Water: Steamboat Slough (Snohomish River)
Port Gardner Bay
Water Body I.D. No.:
WA-07-1005
WA-PS-0030
Discharge Location:
Steamboat Slough (Outfall 001)
Latitude: 48° 02' 08" N
Longitude: 122° 10' 20" W
Port Gardner Bay (Outfall 100)
Latitude: 47° 58' 10" N
Longitude: 122° 14' 48" W
Plant Type:
Aerated and Oxidation (Waste Stabilization)
Pond System
is authorized to discharge in accordance with the special and general conditions that follow.
Kevin C. Fitzpatrick Water Quality Section Manager Northwest Regional Office Washington State Department of Ecology
Page 2 of 35 Permit No. WA-002249-7
TABLE OF CONTENTS
SUMMARY OF PERMIT REPORT SUBMITTALS.....................................................................4
SPECIAL CONDITIONS
S1. DISCHARGE LIMITATIONS............................................................................................5
A. Effluent Limitations – Low River Flow Period (July through October)
B. Effluent Limitations – High River Flow Period (November through June)
C. Mixing Zone Descriptions
S2. MONITORING REQUIREMENTS....................................................................................8
A. Monitoring Schedule
B. Sampling and Analytical Procedures
C. Flow Measurement
D. Laboratory Accreditation
S3. REPORTING AND RECORDKEEPING REQUIREMENTS.........................................10
A. Reporting
B. Records Retention
C. Recording of Results
D. Additional Monitoring by the Permittee
E. Noncompliance Notification
F. Maintaining a Copy of This Permit
G. Reporting - Shellfish Protection
S4. FACILITY LOADING......................................................................................................12
A. Design Criteria
B. Plans for Maintaining Adequate Capacity
C. Duty to Mitigate
D. Notification of New or Altered Sources
E. Infiltration and Inflow Evaluation
F. Wasteload Assessment
S5. OPERATION AND MAINTENANCE.............................................................................14
A. Certified Operator
B. O & M Program
C. Short-term Reduction
D. Electrical Power Failure
E. Prevent Connection of Inflow
F. Bypass Procedures
G. Operations and Maintenance Manual
S6. PRETREATMENT............................................................................................................17
A. General Requirements
B. Wastewater Discharge Permit Required
C. Identification and Reporting of Existing, New, and Proposed Industrial Users
D. Industrial User Survey
E. Duty to Enforce Discharge Prohibitions
Page 3 of 35 Permit No. WA-002249-7
S7. RESIDUAL SOLIDS.........................................................................................................20
S8. ACUTE TOXICITY..........................................................................................................20
A. Effluent Limit for Acute Toxicity (Steamboat Slough discharge only)
B. Monitoring for Compliance With an Effluent Limit for Acute Toxicity
C. Response to Noncompliance With an Effluent Limit for Acute Toxicity
D. Sampling and Reporting Requirements
S9. CHRONIC TOXICITY......................................................................................................23
A. Effluent Characterization
B. Effluent Limit for Chronic Toxicity (Steamboat Slough discharge only)
C. Monitoring for Compliance with an Effluent Limit for Chronic Toxicity
D. Response to Noncompliance With an Effluent Limit for Chronic Toxicity
E. Monitoring When There Is No Permit Limit for Chronic Toxicity
F. Sampling and Reporting Requirements
S10. ADDITIONAL CHEMICAL ANALYSIS OF INFLUENT AND EFFLUENT...............27
A. Additional Effluent Testing
B. Priority Pollutant Scans
C. Protocols
D. Quality Assurance/Quality Control Procedures
S11. OUTFALL EVALUATION..............................................................................................28
GENERAL CONDITIONS
G1. SIGNATORY REQUIREMENTS.....................................................................................29
G2. RIGHT OF INSPECTION AND ENTRY.........................................................................30
G3. PERMIT ACTIONS...........................................................................................................30
G4. REPORTING PLANNED CHANGES..............................................................................31
G5. PLAN REVIEW REQUIRED...........................................................................................32
G6. COMPLIANCE WITH OTHER LAWS AND STATUTES.............................................32
G7. DUTY TO REAPPLY.......................................................................................................32
G8. TRANSFER OF THIS PERMIT .......................................................................................32
G9. REDUCED PRODUCTION FOR COMPLIANCE..........................................................33
G10. REMOVED SUBSTANCES.............................................................................................33
G11. DUTY TO PROVIDE INFORMATION...........................................................................33
G12. OTHER REQUIREMENTS OF 40 CFR...........................................................................33
G13. ADDITIONAL MONITORING........................................................................................33
G14. PAYMENT OF FEES........................................................................................................33
G15. PENALTIES FOR VIOLATING PERMIT CONDITIONS .............................................33
G16. UPSET...............................................................................................................................34
G17. PROPERTY RIGHTS........................................................................................................34
G18. DUTY TO COMPLY ........................................................................................................34
G19. TOXIC POLLUTANTS.....................................................................................................34
G20. PENALTIES FOR TAMPERING.....................................................................................34
G21. REPORTING ANTICIPATED NONCOMPLIANCE......................................................35
G22. REPORTING OTHER INFORMATION..........................................................................35
G23. COMPLIANCE SCHEDULES .........................................................................................35
Page 4 of 35 Permit No. WA-002249-7
SUMMARY OF PERMIT REPORT SUBMITTALS
Refer to the Special and General Conditions of this permit for additional submittal requirements.
Permit Section Submittal Frequency First Submittal Date
S3. Discharge Monitoring Report Monthly August 15, 2005
S3.E. Noncompliance Notification As necessary
S3.G. Shellfish Protection As necessary
S4.B. Plans for Maintaining Adequate Capacity As necessary
S4.D. Notification of New or Altered Sources As necessary
S4.E. Infiltration and Inflow Evaluation 2/permit cycle June 1, 2006
June 1, 2009
S4.F. Wasteload Assessment 1/permit cycle June 1, 2009
S5.G. Operations and Maintenance Manual 1/permit cycle October 1, 2005
S5.G. Operations and Maintenance Manual Update
or Review Confirmation Letter
Annually or as
necessary
S6.D.1. Industrial User Survey 1/permit cycle June 1, 2006
S6.D.2. Industrial User Survey Update Annually June 1, 2007
S8.B. Acute Toxicity Compliance Monitoring Reports 3/year December 15, 2005
S8.C. Acute Toxicity: “Causes and Preventative
Measures for Transient Events Report”
As necessary
S8.C. Acute Toxicity TI/RE Plan As necessary
S9.A. Chronic Toxicity Characterization Data 2/permit cycle
(conduct testing in
November 2005
and May 2006)
December 15, 2005
June 15, 2006
S9.C. Chronic Toxicity Compliance Monitoring
Reports
Biannually,
if needed
S9.D. Chronic Toxicity: “Causes and Preventative
Measures for Transient Events Report”
As necessary
S9.D. Chronic Toxicity TI/RE Plan As necessary
S9.E. Chronic Toxicity Effluent Characterization
with Permit Renewal Application
2/permit cycle
(conduct testing
in May 2009 and
November 2009)
June 30, 2009
S10.A. Chemical Analysis of Influent and Effluent Annually December 15, 2005
S11. Outfall Evaluation 1/permit cycle June 30, 2009
G1. Notice of Change in Authorization As necessary
G4. Reporting Planned Changes As necessary
G5. Engineering Report for Construction or
Modification Activities
As necessary
G7. Application for Permit Renewal 1/permit cycle December 30, 2009
G21. Reporting Anticipated Noncompliance As necessary
G22. Reporting Other Information As necessary
Page 5 of 35 Permit No. WA-002249-7
SPECIAL CONDITIONS
S1. DISCHARGE LIMITATIONS
A. Effluent Limitations – Low River Flow Period (July through October)
All discharges and activities authorized by this permit shall be consistent with the terms
and conditions of this permit. The discharge of any of the following pollutants more
frequently than, or at a level in excess of, that identified and authorized by this permit
shall constitute a violation of the terms and conditions of this permit.
Beginning on the effective date of this permit and lasting through the expiration date,
the Permittee is authorized to discharge municipal wastewater at the permitted location
subject to complying with the following limitations:
EFFLUENT LIMITATIONSa: Steamboat Slough - OUTFALL #001
Outfall #001 may be used only to discharge treated effluent for the purpose of
outfall and diffuser flushing and maintenance. Maximum frequency of this use
shall be once weekly for up to three hours at a flow rate of up to 8 MGD.
Parameter Average Monthly Average Weekly
Carbonaceous Biochemical
Oxygen Demandb (5-day)
25 mg/L 40 mg/L
Total Suspended Solidsc 30 mg/L 45 mg/L
Fecal Coliform Bacteria 200/100 mL 400/100 mL
pHd Daily minimum is equal to or greater than 6 and
the daily maximum is less than or equal to 9.
Parameter Average Monthly Maximum Dailye
Carbonaceous Biochemical
Oxygen Demand (5-day)
419 lbs/day 672 lbs/day
Total Ammonia (as N) 178 lbs/day 403 lbs/day
EFFLUENT LIMITATIONSa: Port Gardner - OUTFALL #100
Parameter Average Monthly Average Weekly
Carbonaceous Biochemical Oxygen Demandb (5-day) 25 mg/L
2,650 lbs/day
40 mg/L
4,240 lbs/day
Total Suspended Solidsc 30 mg/L
3,180 lbs/day
45 mg/L
4,770 lbs/day
Fecal Coliform Bacteria 200/100 mL 400/100 mL
pHd Daily minimum is equal to or greater than 6 and
the daily maximum is less than or equal to 9.
a The average monthly and weekly effluent limitations are based on the arithmetic mean
of the samples taken with the exception of fecal coliform, which is based on the
geometric mean.
b The average monthly effluent concentration for CBOD5 shall not exceed 25 mg/L
or 15 percent of the monthly average influent concentration, whichever is more
stringent.
Page 6 of 35 Permit No. WA-002249-7
c The average monthly effluent concentration for Total Suspended Solids shall not
exceed 30 mg/L or 15 percent of the monthly average influent concentration, whichever is more stringent.
d Indicates the range of permitted values. Effluent values for pH collected as single grab
samples shall not exceed the limits of 6.0-9.0 where such values are attributable to inorganic industrial contributions.
e The maximum daily effluent limitation is defined as the highest allowable daily
discharge. The daily discharge means the discharge of a pollutant measured during a calendar day. For pollutants with limitations expressed in units of mass, the daily
discharge is calculated as the total mass of the pollutant discharged over the day. For
other units of measurement, the daily discharge is the average measurement of the
pollutant over the day.
B. Effluent Limitations – High River Flow Period (November through June)
All discharges and activities authorized by this permit shall be consistent with the
terms and conditions of this permit. The discharge of any of the following pollutants
more frequently than, or at a level in excess of, that identified and authorized by this
permit shall constitute a violation of the terms and conditions of this permit.
Beginning on the effective date of this permit and lasting through the expiration date,
the Permittee is authorized to discharge municipal wastewater at the permitted location
subject to complying with the following limitations:
EFFLUENT LIMITATIONSa: Steamboat Slough - OUTFALL #001
Parameter Average Monthly Average Weekly
Flow 6.6 MGD
Carbonaceous Biochemical
Oxygen Demandb (5-day)
25 mg/L 40 mg/L
Total Suspended Solidsc 30 mg/L 45 mg/L
Fecal Coliform Bacteria 200/100 mL 400/100 mL
pHd Daily minimum is equal to or greater than 6 and
the daily maximum is less than or equal to 9.
Parameter
Acute Toxicity The effluent limit for acute toxicity is no acute
toxicity detected in a test concentration representing the acute critical effluent
concentration (ACEC). See Section S8.
Chronic Toxicity An effluent limit for chronic toxicity may apply after characterization testing is complete.
See Section S9.
Page 7 of 35 Permit No. WA-002249-7
EFFLUENT LIMITATIONSa: Port Gardner - OUTFALL #100
Parameter Average Monthly Average Weekly
Carbonaceous Biochemical
Oxygen Demandb (5-day)
25 mg/L 40 mg/L
Total Suspended Solidsc 30 mg/L 45 mg/L
Fecal Coliform Bacteria 200/100 mL 400/100 mL
pHd Daily minimum is equal to or greater than 6 and
the daily maximum is less than or equal to 9.
EFFLUENT LIMITATIONSa: COMBINED OUTFALLS #001 + 100
Parameter Average Monthly Average Weekly
Carbonaceous Biochemical
Oxygen Demand (5-day)
2,650 lbs/day 4,240 lbs/day
Total Suspended Solids 3,180 lbs/day 4,770 lbs/day
a The average monthly and weekly effluent limitations are based on the arithmetic mean
of the samples taken with the exception of fecal coliform, which is based on the
geometric mean.
b The average monthly effluent concentration for CBOD5 shall not exceed 25 mg/L or
15 percent of the monthly average influent concentration, whichever is more stringent.
c The average monthly effluent concentration for Total Suspended Solids shall not exceed 30 mg/L or 15 percent of the monthly average influent concentration,
whichever is more stringent.
d Indicates the range of permitted values. Effluent values for pH collected as single grab samples shall not exceed the limits of 6.0-9.0 where such values are attributable to
inorganic industrial contributions.
C. Mixing Zone Descriptions
The maximum boundaries of the mixing zones are defined as follows:
Steamboat Slough - Outfall 001:
1. The width of the mixing zone is limited to 98 feet and is centered on the middle
of the multi-port diffuser 180 feet from the east bank of the river at MLLW.
2. The length of the mixing zone downstream perpendicular to the outfall is 214
feet; the length of the mixing zone upstream perpendicular to the outfall is 214
feet. The Chronic Dilution Factor DFc = 27.1.
Page 8 of 35 Permit No. WA-002249-7
3. The zone where acute criteria may be exceeded shall extend a distance of 21.5
feet in any horizontal direction from the diffuser and extends vertically to the
surface. The Acute Dilution Factor DFa = 10.9.
Port Gardner – Outfall 100:
1. The mixing zone shall not extend in any horizontal direction from the discharge
ports for a distance greater than two hundred feet plus the depth of water over
the discharge ports as measured during mean lower low water.
2. A zone where acute criteria may be exceeded shall not extend beyond ten
percent of the distance to the boundary of the mixing zone as measured
independently from the discharge ports.
3. The Chronic Dilution Factor DFc = 696.
The Acute Dilution Factor DFa = 156.
S2. MONITORING REQUIREMENTS
A. Monitoring Schedule
The Permittee shall monitor in accordance with the following schedule:
Category Parameter Units Sample Point Minimum Sampling
Frequency
Sample Type
Wastewater
Influent
Flow MGD Plant influent Continuous Measurement
“ CBOD5 mg/l Plant influent 3/week 24-hr composite
“ BOD5 mg/l Plant influent 2/month 24-hr composite
“ TSS mg/l Plant influent 3/week 24-hr composite
Wastewater
Effluent
Flow to
Steamboat
Slough
MGD Effluent to
Steamboat
Slough
Continuous Measurement
“ Flow to
Everett
WWTP
MGD Effluent to
Everett
Continuous Measurement
“ CBOD5 mg/l Final Effluent 3/week 24-hr composite
“ TSS mg/l Final Effluent 3/week 24-hr composite
“ Fecal
Coliform
Bacteria
Cfu/100
mL
Final Effluent 3/week Grab
“ pH Standard
Units
Final Effluent 5/week Grab
“ Total
ammonia
mg/l Final Effluent 2/month 24-hr composite
Page 9 of 35 Permit No. WA-002249-7
Category Parameter Units Sample
Point
Minimum
Sampling
Frequency
Sample
Type
“ Pollutants listed in EPA
form 3510-2A parts B.6
and D for NPDES permit
reapplication
(See Section S10.)
Final Effluent 1/year 24-hr composite
Acute
Toxicity
Testing
See Section S8. Final Effluent 3/year
(February,
May, and
November)
24-hr composite
Chronic
Toxicity
Testing
See Section S9. Final Effluent 2/year
(May and
November)
in first and
last year
24-hr composite
B. Sampling and Analytical Procedures
Samples and measurements taken to meet the requirements of this permit shall be
representative of the volume and nature of the monitored parameters, including
representative sampling of any unusual discharge or discharge condition, including
bypasses, upsets, and maintenance-related conditions affecting effluent quality.
Sampling and analytical methods used to meet the monitoring requirements specified in
this permit shall conform to the latest revision of the Guidelines Establishing Test
Procedures for the Analysis of Pollutants contained in 40 CFR Part 136 or to the latest
revision of Standard Methods for the Examination of Water and Wastewater (APHA),
unless otherwise specified in this permit or approved in writing by the Department of
Ecology (Department).
C. Flow Measurement
Appropriate flow measurement devices and methods consistent with accepted scientific
practices shall be selected and used to ensure the accuracy and reliability of
measurements of the quantity of monitored flows. The devices shall be installed,
calibrated, and maintained to ensure that the accuracy of the measurements is consistent
with the accepted industry standard for that type of device. Frequency of calibration
shall be in conformance with manufacturer's recommendations and at a minimum
frequency of at least one calibration per year. Calibration records shall be maintained
for at least three years.
Page 10 of 35 Permit No. WA-002249-7
D. Laboratory Accreditation
All monitoring data required by the Department shall be prepared by a laboratory
registered or accredited under the provisions of, Accreditation of Environmental
Laboratories, Chapter 173-50 WAC. Flow, temperature, settleable solids, conductivity,
pH, and internal process control parameters are exempt from this requirement.
Conductivity and pH shall be accredited if the laboratory must otherwise be registered
or accredited. The Department exempts crops, soils, and hazardous waste data from this
requirement pending accreditation of laboratories for analysis of these media.
S3. REPORTING AND RECORDKEEPING REQUIREMENTS
The Permittee shall monitor and report in accordance with the following conditions. The
falsification of information submitted to the Department shall constitute a violation of the
terms and conditions of this permit.
A. Reporting
The first monitoring period begins on the effective date of the permit. Monitoring
results shall be submitted monthly. Monitoring data obtained during each monitoring
period shall be summarized, reported, and submitted on a Discharge Monitoring Report
(DMR) form provided, or otherwise approved, by the Department. DMR forms shall be
received by the Department no later than the 15th day of the month following the
completed monitoring period, unless otherwise specified in this permit. Priority
pollutant analysis data shall be submitted no later than forty-five (45) days following
the monitoring period. Unless otherwise specified, all toxicity test data shall be
submitted within sixty (60) days after the sample date. The report(s) shall be sent to the
Department of Ecology, Northwest Regional Office, 3190 – 160th Avenue SE, Bellevue,
Washington 98008-5452.
All laboratory reports providing data for organic and metal parameters shall include the
following information: sampling date, sample location, date of analysis, parameter
name, CAS number, analytical method/number, method detection limit (MDL),
laboratory practical quantitation limit (PQL), reporting units, and concentration
detected.
Discharge Monitoring Report forms must be submitted monthly whether or not the
facility was discharging. If there was no discharge during a given monitoring period,
submit the form as required with the words "no discharge" entered in place of the
monitoring results.
B. Records Retention
The Permittee shall retain records of all monitoring information for a minimum of three
(3) years. Such information shall include all calibration and maintenance records and
all original recordings for continuous monitoring instrumentation, copies of all reports
required by this permit, and records of all data used to complete the application for this
Page 11 of 35 Permit No. WA-002249-7
permit. This period of retention shall be extended during the course of any unresolved
litigation regarding the discharge of pollutants by the Permittee or when requested by
the Department.
C. Recording of Results
For each measurement or sample taken, the Permittee shall record the following
information: (1) the date, exact place, method, and time of sampling or measurement;
(2) the individual who performed the sampling or measurement; (3) the dates the
analyses were performed; (4) the individual who performed the analyses; (5) the
analytical techniques or methods used; and (6) the results of all analyses.
D. Additional Monitoring by the Permittee
If the Permittee monitors any pollutant more frequently than required by this permit
using test procedures specified by Condition S2 of this permit, then the results of such
monitoring shall be included in the calculation and reporting of the data submitted in the
Permittee's DMR.
E. Noncompliance Notification
In the event the Permittee is unable to comply with any of the terms and conditions of
this permit due to any cause, the Permittee shall:
1. Immediately take action to stop, contain, and cleanup unauthorized discharges or
otherwise stop the noncompliance, correct the problem and, if applicable, repeat
sampling and analysis of any noncompliance immediately and submit the results to
the Department within thirty (30) days after becoming aware of the violation.
2. Immediately notify the Department of the failure to comply.
3. Submit a detailed, written report to the Department within thirty (30) days
(five [5] days for upsets and bypasses), unless requested earlier by the Department.
The report shall contain a description of the noncompliance, including exact dates
and times, and if the noncompliance has not been corrected, the anticipated time it
is expected to continue; and steps taken or planned to reduce, eliminate, and
prevent reoccurrence of the noncompliance.
Compliance with these requirements does not relieve the Permittee from responsibility
to maintain continuous compliance with the terms and conditions of this permit or the
resulting liability for failure to comply.
F. Maintaining a Copy of This Permit
A copy of this permit must be kept at the treatment plant and be made available upon
request to the public or Ecology inspectors.
Page 12 of 35 Permit No. WA-002249-7
G. Reporting - Shellfish Protection
Unauthorized discharges, such as collection system overflows, plant bypasses, or failure
of the disinfection system, shall be reported immediately to the Department of Ecology
and the Department of Health, Shellfish Program. The Department of Ecology's
Northwest Regional Office 24-hr. number is 425-649-7000, and the Department of
Health's Shellfish 24-hr. number is 360-236-3330.
S4. FACILITY LOADING
A. Design Criteria
Flows or waste loadings of the following design criteria for the permitted treatment
facility shall not be exceeded:
Average flow for the maximum month: 12.7 MGD
BOD5 loading for the maximum month: 20,143 lbs/day
TSS loading for the maximum month: 24,229 lbs/day
B. Plans for Maintaining Adequate Capacity
The Permittee shall submit to the Department a plan and a schedule for continuing to
maintain capacity when:
1. The actual flow or waste load reaches 85 percent of any one of the design criteria
in S4.A for three consecutive months; or
2. When the projected increase would reach design capacity within five years,
whichever occurs first. If such a plan is required, it shall contain a plan and schedule
for continuing to maintain capacity. The capacity as outlined in this plan must be
sufficient to achieve the effluent limitations and other conditions of this permit. This
plan shall address any of the following actions or any others necessary to meet the
objective of maintaining capacity.
1. Analysis of the present design including the introduction of any process
modifications that would establish the ability of the existing facility to achieve the
effluent limits and other requirements of this permit at specific levels in excess of
the existing design criteria specified in paragraph A, above.
2. Reduction or elimination of excessive infiltration and inflow of uncontaminated
ground and surface water into the sewer system.
3. Limitation on future sewer extensions or connections or additional waste loads.
Page 13 of 35 Permit No. WA-002249-7
4. Modification or expansion of facilities necessary to accommodate increased flow or
waste load.
5. Reduction of industrial or commercial flows or waste loads to allow for increasing
sanitary flow or waste load.
Engineering documents associated with the plan must meet the requirements of WAC
173-240-060, "Engineering Report," and be approved by the Department prior to any
construction. The plan shall specify any contracts, ordinances, methods for financing,
or other arrangements necessary to achieve this objective.
C. Duty to Mitigate
The Permittee is required to take all reasonable steps to minimize or prevent any
discharge or sludge use or disposal in violation of this permit that has a reasonable
likelihood of adversely affecting human health or the environment.
D. Notification of New or Altered Sources
The Permittee shall submit written notice to the Department whenever any new
discharge or a substantial change in volume or character of an existing discharge into
the POTW is proposed which: (1) would interfere with the operation of, or exceed the
design capacity of, any portion of the POTW; (2) is not part of an approved general
sewer plan or approved plans and specifications; or (3) would be subject to pretreatment
standards under 40 CFR Part 403 and Section 307(b) of the Clean Water Act. This
notice shall include an evaluation of the POTW's ability to adequately transport and
treat the added flow and/or waste load, the quality and volume of effluent to be
discharged to the POTW, and the anticipated impact on the Permittee’s effluent
[40 CFR 122.42(b)].
E. Infiltration and Inflow Evaluation
1. The Permittee shall conduct an infiltration and inflow evaluation twice during the
permit term. Refer to the U.S. EPA publication, I/I Analysis and Project
Certification, available as Publication No. 97-03 at: Publications Office,
Department of Ecology, PO Box 47600, Olympia, WA 98504-7600. Plant
monitoring records may be used to assess measurable infiltration and inflow.
2. A report shall be prepared which summarizes any measurable infiltration and
inflow. If infiltration and inflow have increased by more than 15 percent from
that found in the first report based on equivalent rainfall, the report shall contain a
plan and a schedule for: (1) locating the sources of infiltration and inflow; and
(2) correcting the problem.
3. The reports shall be submitted by June 1, 2006, and June 1, 2009.
Page 14 of 35 Permit No. WA-002249-7
F. Wasteload Assessment
The Permittee shall conduct an assessment of their flow and waste load and submit a
report to the Department by June 1, 2009. The report shall contain the following:
an indication of compliance or noncompliance with the permit effluent limitations;
a comparison between the existing and design monthly average dry weather and wet
weather flows, peak flows, BOD, and total suspended solids loadings. The report shall
also state the present and design population or population equivalent, projected
population growth rate, and the estimated date upon which the design capacity is
projected to be reached, according to the most restrictive of the parameters above.
S5. OPERATION AND MAINTENANCE
The Permittee shall at all times properly operate and maintain all facilities and systems of
treatment and control (and related appurtenances) which are installed to achieve compliance
with the terms and conditions of this permit. Proper operation and maintenance also
includes adequate laboratory controls and appropriate quality assurance procedures. This
provision requires the operation of back-up or auxiliary facilities or similar systems, which
are installed by a Permittee only when the operation is necessary to achieve compliance with
the conditions of this permit.
A. Certified Operator
An operator certified for at least a Class III plant by the state of Washington shall be in
responsible charge of the day-to-day operation of the wastewater treatment plant. An
operator certified for at least a Class II plant shall be in charge during all regularly
scheduled shifts.
B. O & M Program
The Permittee shall institute an adequate operation and maintenance program for the
entire sewage system. Maintenance records shall be maintained on all major electrical
and mechanical components of the treatment plant, as well as the sewage system and
pumping stations. Such records shall clearly specify the frequency and type of
maintenance recommended by the manufacturer and shall show the frequency and type
of maintenance performed. These maintenance records shall be available for inspection
at all times.
C. Short-term Reduction
If a Permittee contemplates a reduction in the level of treatment that would cause a
violation of permit discharge limitations on a short-term basis for any reason, and such
reduction cannot be avoided, the Permittee shall give written notification to the
Department, if possible, thirty (30) days prior to such activities, detailing the reasons
for, length of time of, and the potential effects of the reduced level of treatment. This
notification does not relieve the Permittee of its obligations under this permit.
Page 15 of 35 Permit No. WA-002249-7
D. Electrical Power Failure
The Permittee is responsible for maintaining adequate safeguards to prevent the
discharge of untreated wastes or wastes not treated in accordance with the requirements
of this permit during electrical power failure at the treatment plant and/or sewage lift
stations either by means of alternate power sources, standby generator, or retention of
inadequately treated wastes.
The Permittee shall maintain Reliability Class II (EPA 430-99-74-001) at the
wastewater treatment plant, which requires a backup power source sufficient to operate
all vital components and critical lighting and ventilation during peak wastewater flow
conditions, except vital components used to support the secondary processes (i.e.,
mechanical aerators or aeration basin air compressors) need not be operable to full
levels of treatment, but shall be sufficient to maintain the biota.
E. Prevent Connection of Inflow
The Permittee shall strictly enforce their sewer ordinances and not allow the connection
of inflow (roof drains, foundation drains, etc.) to the sanitary sewer system.
F. Bypass Procedures
Bypass, which is the intentional diversion of waste streams from any portion of a
treatment facility, is prohibited, and the Department may take enforcement action
against a Permittee for bypass unless one of the following circumstances (1, 2, or 3) is
applicable.
1. Bypass for essential maintenance without the potential to cause violation of permit
limits or conditions.
Bypass is authorized if it is for essential maintenance and does not have the
potential to cause violations of limitations or other conditions of this permit, or
adversely impact public health as determined by the Department prior to the bypass.
The Permittee shall submit prior notice, if possible, at least ten (10) days before the
date of the bypass.
2. Bypass which is unavoidable, unanticipated, and results in noncompliance of this
permit.
This bypass is permitted only if:
a. Bypass is unavoidable to prevent loss of life, personal injury, or severe property
damage. “Severe property damage” means substantial physical damage to
property, damage to the treatment facilities which would cause them to become
inoperable, or substantial and permanent loss of natural resources which can
reasonably be expected to occur in the absence of a bypass.
Page 16 of 35 Permit No. WA-002249-7
b. There are no feasible alternatives to the bypass, such as the use of auxiliary
treatment facilities, retention of untreated wastes, stopping production,
maintenance during normal periods of equipment downtime (but not if adequate
backup equipment should have been installed in the exercise of reasonable
engineering judgement to prevent a bypass which occurred during normal
periods of equipment downtime or preventative maintenance), or transport of
untreated wastes to another treatment facility.
c. The Department is properly notified of the bypass as required in Condition S3E
of this permit.
3. Bypass which is anticipated and has the potential to result in noncompliance of this
permit
The Permittee shall notify the Department at least thirty (30) days before the
planned date of bypass. The notice shall contain: (1) a description of the bypass
and its cause; (2) an analysis of all known alternatives which would eliminate,
reduce, or mitigate the need for bypassing; (3) a cost-effectiveness analysis of
alternatives including comparative resource damage assessment; (4) the minimum
and maximum duration of bypass under each alternative; (5) a recommendation as
to the preferred alternative for conducting the bypass; (6) the projected date of
bypass initiation; (7) a statement of compliance with SEPA; (8) a request for
modification of water quality standards as provided for in WAC 173-201A-110, if
an exceedance of any water quality standard is anticipated; and (9) steps taken or
planned to reduce, eliminate, and prevent reoccurrence of the bypass.
For probable construction bypasses, the need to bypass is to be identified as early in
the planning process as possible. The analysis required above shall be considered
during preparation of the engineering report or facilities plan and plans and
specifications and shall be included to the extent practical. In cases where the
probable need to bypass is determined early, continued analysis is necessary up to
and including the construction period in an effort to minimize or eliminate the
bypass.
The Department will consider the following prior to issuing an administrative order
for this type of bypass:
a. If the bypass is necessary to perform construction or maintenance-related
activities essential to meet the requirements of this permit.
b. If there are feasible alternatives to bypass, such as the use of auxiliary treatment
facilities, retention of untreated wastes, stopping production, maintenance
during normal periods of equipment down time, or transport of untreated wastes
to another treatment facility.
c. If the bypass is planned and scheduled to minimize adverse effects on the public
and the environment.
Page 17 of 35 Permit No. WA-002249-7
After consideration of the above and the adverse effects of the proposed bypass and
any other relevant factors, the Department will approve or deny the request. The
public shall be notified and given an opportunity to comment on bypass incidents
of significant duration, to the extent feasible. Approval of a request to bypass will
be by administrative order issued by the Department under RCW 90.48.120.
G. Operations and Maintenance Manual
The approved Operations and Maintenance Manual shall be kept available at the
treatment plant and all operators shall follow the instructions and procedures of this
manual.
An updated Operations and Maintenance (O&M) Manual shall be prepared by the
Permittee in accordance with WAC 173-240-080 and be submitted to the Department
for approval by October 1, 2005. In addition to requirements of WAC 173-240-080 (1)
through (5) the O&M Manual shall include:
1. Emergency procedures for plant shutdown and cleanup in event of wastewater
system upset or failure.
2. Wastewater system maintenance procedures that contribute to the generation of
process wastewater.
3. Any directions to maintenance staff when cleaning, or maintaining other equipment
or performing other tasks which are necessary to protect the operation of the
wastewater system (e.g. defining maximum allowable discharge rate for draining a
tank, blocking all floor drains before beginning the overhaul of a stationary engine).
4. The treatment plant process control monitoring schedule.
5. Operation instructions for the Effluent Pump Station and use of the Steamboat
Slough outfall.
The O&M Manual shall be reviewed by the Permittee at least annually and the
Permittee shall confirm this review by letter to the Department. Substantial changes or
updates to the O&M Manual shall be submitted to the Department whenever they are
incorporated into the manual.
S6. PRETREATMENT
A. General Requirements
The Permittee shall work with the Department to ensure that all commercial and
industrial users of the publicly owned treatment works (POTW) are in compliance with
the pretreatment regulations promulgated in 40 CFR Part 403 and any additional
regulations that may be promulgated under Section 307(b) (pretreatment) and 308
(reporting) of the Federal Clean Water Act.
Page 18 of 35 Permit No. WA-002249-7
B. Wastewater Discharge Permit Required
The Permittee shall not allow significant industrial users (SIUs) to discharge waste
water to the Permittee's sewerage system until such user has received a wastewater
discharge permit from the Department in accordance with Chapter 90.48 RCW and
Chapter 173-216 WAC, as amended.
C. Identification and Reporting of Existing, New, and Proposed Industrial Users
1. The Permittee shall take continuous, routine measures to identify all existing, new,
and proposed SIUs and potential significant industrial users (PSIUs) discharging or
proposing to discharge to the Permittee's sewerage system (see Appendix B of Fact
Sheet for definitions).
2. Within thirty (30) days of becoming aware of an unpermitted existing, new, or
proposed industrial user who may be an SIU, the Permittee shall notify such user
by registered mail that, if classified as an SIU, they shall be required to apply to the
Department and obtain a State Waste Discharge Permit. A copy of this notification
letter shall also be sent to the Department within this same thirty (30)-day period.
3. The Permittee shall also notify all PSIUs, as they are identified, that if their
classification should change to an SIU, they shall be required to apply to the
Department for a State Waste Discharge Permit within thirty (30) days of such
change.
D. Industrial User Survey
1. The Permittee shall complete and submit to the Department an Industrial User
Survey listing all SIUs and PSIUs discharging to the POTW. The survey shall be
received by the Department by June 1, 2006. At a minimum, the list of SIUs and
PSIUs shall be developed by means of a telephone book search, a water utility
billing records search, and a physical reconnaissance of the service area.
Information on PSIUs shall at least include: the business name, telephone number,
address, description of the industrial process(es), and the known wastewater
volumes and characteristics. For assistance with the development of the Industrial
User Survey, the Permittee shall refer to the Department's guidance document
entitled "Performing an Industrial User Survey."
2. The Permittee shall update the Industrial User Survey annually. The updated
Industrial User Survey shall be received by the Department by June 1, 2007 and
annually thereafter. The updated survey shall include a list of all new industrial
users, as well as existing industrial users which are known or discovered to have
significantly altered processes or disposal practices since submittal of the last survey
or survey update. For industrial users for which there are potentially significant
nondomestic discharges, the minimum information described in Section D.1, above,
for PSIUs shall be obtained and included in the report.
Page 19 of 35 Permit No. WA-002249-7
E. Duty to Enforce Discharge Prohibitions
1. In accordance with 40 CFR 403.5(a), the Permittee shall not authorize or
knowingly allow the discharge of any pollutants into its POTW which cause
pass-through or interference, or which otherwise violates general or specific
discharge prohibitions contained in 40 CFR Part 403.5 or WAC-173-216-060.
2. The Permittee shall not authorize or knowingly allow the introduction of any of the
following into their treatment works:
a. Pollutants which create a fire or explosion hazard in the POTW (including, but
not limited to waste streams with a closed cup flashpoint of less than 140
degrees Fahrenheit or 60 degrees Centigrade using the test methods specified
in 40 CFR 261.21).
b. Pollutants which will cause corrosive structural damage to the POTW, but in
no case discharges with pH lower than 5.0, or greater than 11.0 standard units,
unless the works are specifically designed to accommodate such discharges.
c. Solid or viscous pollutants in amounts that could cause obstruction to the flow
in sewers or otherwise interfere with the operation of the POTW.
d. Any pollutant, including oxygen-demanding pollutants, (BOD, etc.) released in
a discharge at a flow rate and/or pollutant concentration which will cause
interference with the POTW.
e. Petroleum oil, nonbiodegradable cutting oil, or products of mineral origin in
amounts that will cause interference or pass-through.
f. Pollutants which result in the presence of toxic gases, vapors, or fumes within
the POTW in a quantity which may cause acute worker health and safety
problems.
g. Heat in amounts that will inhibit biological activity in the POTW resulting in
interference but in no case heat in such quantities such that the temperature at
the POTW headworks exceeds 40º C (104º F) unless the Department, upon
request of the Permittee, approves, in writing, alternate temperature limits.
h. Any trucked or hauled pollutants, except at discharge points designated by the
Permittee.
i. Waste waters prohibited to be discharged to the POTW by the Dangerous
Waste Regulations (Chapter 173-303 WAC), unless authorized under the
Domestic Sewage Exclusion (WAC 173-303-071).
Page 20 of 35 Permit No. WA-002249-7
3. All of the following are prohibited from discharge to the POTW unless approved in
writing by the Department under extraordinary circumstances (such as a lack of
direct discharge alternatives due to combined sewer service or the need to augment
sewage flows due to septic conditions):
a. Noncontact cooling water in significant volumes.
b. Stormwater, and other direct inflow sources.
c. Wastewaters significantly affecting system hydraulic loading, which do not
require treatment, or would not be afforded a significant degree of treatment by
the system.
4. The Permittee shall notify the Department if any industrial user violates the
prohibitions listed in this section.
S7. RESIDUAL SOLIDS
Residual solids include screenings, grit, scum, primary sludge, waste activated sludge, and
other solid waste. The Permittee shall store and handle all residual solids in such a manner
so as to prevent their entry into state ground or surface waters. The Permittee shall not
discharge leachate from residual solids to state surface or ground waters.
S8. ACUTE TOXICITY
A. Effluent Limit for Acute Toxicity (Steamboat Slough discharge only)
The effluent limit for acute toxicity is no acute toxicity detected in a test
concentration representing the acute critical effluent concentration (ACEC).
The ACEC means the maximum concentration of effluent during critical conditions at
the boundary of the zone of acute criteria exceedance assigned pursuant to WAC
173-201A-100. The zone of acute criteria exceedance is authorized in Section S1.C. of
this permit. The ACEC equals 9.2% effluent.
In the event of failure to pass the test described in Subsection B of this section for
compliance with the effluent limit for acute toxicity, the Permittee is considered to be in
compliance with all permit requirements for acute whole effluent toxicity as long as the
requirements in Subsection C are being met to the satisfaction of the Department.
B. Monitoring for Compliance With an Effluent Limit for Acute Toxicity
The Permittee shall conduct monitoring to determine compliance with the effluent limit
for acute toxicity. The acute toxicity tests shall be performed using at a minimum 100%
effluent, the ACEC, and a control. Acute toxicity testing shall follow protocols,
monitoring requirements, and quality assurance/quality control procedures specified in
this section. Testing shall begin in November 2005. A written report shall be submitted
Page 21 of 35 Permit No. WA-002249-7
to the Department by December 15, 2005 and every three months (quarterly) thereafter
except for the summer low-flow season (July-October). The percent survival in 100%
effluent shall be reported along with all compliance monitoring results.
Compliance monitoring shall be conducted quarterly using each of the species and
protocols listed below on a rotating basis:
1) Fathead minnow, Pimephales promelas (96-hour static-renewal test, method:
EPA/600/4-90/027F)
2) Daphnid, Ceriodaphnia dubia, Daphnia pulex, or Daphnia magna (48-hour static
test, method: EPA/600/4-90/027F).
The Permittee is in violation of the effluent limit for acute toxicity in Subsection A and
shall immediately implement Subsection C if any acute toxicity test conducted for
compliance monitoring determines a statistically significant difference in survival
between the control and the ACEC using hypothesis testing at the 0.05 level of
significance (Appendix H, EPA/600/4-89/001). If the difference in survival between
the control and the ACEC is less than 10%, the hypothesis test shall be conducted at the
0.01 level of significance.
C. Response to Noncompliance With an Effluent Limit for Acute Toxicity
If a toxicity test conducted for compliance monitoring under Subsection B determines a
statistically significant difference in response between the ACEC and the control, the
Permittee shall begin additional compliance monitoring within one week from the time
of receiving the test results. This additional monitoring shall be conducted weekly for
four consecutive weeks using the same test and species as the failed compliance test.
Testing shall be conducted using a series of at least five effluent concentrations and a
control in order to be able to determine appropriate point estimates. One of these
effluent concentrations shall equal the ACEC and be compared statistically to the
nontoxic control in order to determine compliance with the effluent limit for acute
toxicity as described in Subsection B. The discharger shall return to the original
monitoring frequency in Subsection B after completion of the additional compliance
monitoring.
If the Permittee believes that a test indicating noncompliance will be identified by the
Department as an anomalous test result, the Permittee may notify the Department that
the compliance test result might be anomalous and that the Permittee intends to take
only one additional sample for toxicity testing and wait for notification from the
Department before completing the additional monitoring required in this subsection.
The notification to the Department shall accompany the report of the compliance test
result and identify the reason for considering the compliance test result to be
anomalous. The Permittee shall complete all of the additional monitoring required in
this subsection as soon as possible after notification by the Department that the
compliance test result was not anomalous. If the one additional sample fails to comply
with the effluent limit for acute toxicity, then the Permittee shall proceed without delay
Page 22 of 35 Permit No. WA-002249-7
to complete all of the additional monitoring required in this subsection. The one
additional test result shall replace the compliance test result upon determination by the
Department that the compliance test result was anomalous.
If all of the additional compliance monitoring conducted in accordance with this
subsection complies with the permit limit, the Permittee shall search all pertinent and
recent facility records (operating records, monitoring results, inspection records, spill
reports, weather records, production records, raw material purchases, pretreatment
records, etc.) and submit a report to the Department on possible causes and preventive
measures for the transient toxicity event which triggered the additional compliance
monitoring.
If toxicity occurs in violation of the acute toxicity limit during the additional
compliance monitoring, the Permittee shall submit a Toxicity Identification/Reduction
Evaluation (TI/RE) plan to the Department within sixty (60) days after the sample date.
The TI/RE plan shall be based on WAC 173-205-100(2) and shall be implemented in
accordance with WAC 173-205-100(3).
D. Sampling and Reporting Requirements
1. All reports for effluent characterization or compliance monitoring shall be
submitted in accordance with the most recent version of Department of Ecology
Publication # WQ-R-95-80, Laboratory Guidance and Whole Effluent Toxicity Test
Review Criteria, in regards to format and content. Reports shall contain bench
sheets and reference toxicant results for test methods. If the lab provides the
toxicity test data on floppy disk for electronic entry into the Department’s database,
then the Permittee shall send the disk to the Department along with the test report,
bench sheets, and reference toxicant results.
2. Testing shall be conducted on 24-hour composite effluent samples. Samples taken
for toxicity testing shall be cooled to 4 degrees Celsius while being collected and
shall be sent to the lab immediately upon completion. The lab shall begin the
toxicity testing as soon as possible but no later than 36 hours after sampling was
ended.
3. All samples and test solutions for toxicity testing shall have water quality
measurements as specified in Department of Ecology Publication # WQ-R-95-80,
Laboratory Guidance and Whole Effluent Toxicity Test Review Criteria, or most
recent version thereof.
4. All toxicity tests shall meet quality assurance criteria and test conditions in the
most recent versions of the EPA manual listed in Subsection A and the Department
of Ecology Publication # WQ-R-95-80, Laboratory Guidance and Whole Effluent
Toxicity Test Review Criteria. If test results are determined to be invalid or
anomalous by the Department, testing shall be repeated with freshly collected
effluent.
Page 23 of 35 Permit No. WA-002249-7
5. Control water and dilution water shall be laboratory water meeting the
requirements of the EPA manual listed in Subsection A or pristine natural water of
sufficient quality for good control performance.
6. The whole effluent toxicity tests shall be run on an unmodified sample of final
effluent.
7. The Permittee may choose to conduct a full dilution series test during compliance
monitoring in order to determine dose response. In this case, the series must have a
minimum of five effluent concentrations and a control. The series of
concentrations must include the ACEC.
8. All whole effluent toxicity tests, effluent screening tests, and rapid screening tests
that involve hypothesis testing and do not comply with the acute statistical power
standard of 29% as defined in WAC 173-205-020 must be repeated on a fresh
sample with an increased number of replicates to increase the power.
S9. CHRONIC TOXICITY
A. Effluent Characterization
The Permittee shall conduct chronic toxicity testing on the final effluent. The two
chronic toxicity tests listed below shall be conducted on each sample taken for effluent
characterization.
Testing shall be conducted during November 2005 and May 2006. Written reports shall
be submitted to the Department by December 15, 2005 and June 15, 2006.
The Permittee shall conduct chronic toxicity testing during effluent characterization on
a series of at least five concentrations of effluent in order to determine appropriate point
estimates. This series of dilutions shall include the ACEC. The Permittee shall
compare the ACEC to the control using hypothesis testing at the 0.05 level of
significance as described in Appendix H, EPA/600/4-89/001.
Chronic toxicity tests shall be conducted with the following two species and the most
recent version of the following protocols:
Saltwater Chronic Toxicity Test Species Method
Topsmelt Atherinops affinis EPA/600/R-95/136
Mysid shrimp Holmesimysis costata or
Mysidopsis bahia
EPA/600/R-95/136 or EPA/600/4-91/003
The Permittee shall use the West Coast mysid (Holmesimysis costata) for toxicity
testing unless the lab cannot obtain a sufficient quantity of a West Coast species in good
condition in which case the East Coast mysid (Mysidopsis bahia) may be substituted.
Page 24 of 35 Permit No. WA-002249-7
B. Effluent Limit for Chronic Toxicity (Steamboat Slough discharge only)
After completion of effluent characterization, the Permittee has an effluent limit for
chronic toxicity if any test conducted for effluent characterization shows a significant
difference between the control and the ACEC at the 0.05 level of significance using
hypothesis testing (Appendix H, EPA/600/4-89/001) and shall complete all applicable
requirements in Subsections C, D, and F.
If no significant difference is shown between the ACEC and the control in any of the
chronic toxicity tests, the Permittee has no effluent limit for chronic toxicity and only
Subsections E and F apply.
The effluent limit for chronic toxicity is no toxicity detected in a test concentration
representing the chronic critical effluent concentration (CCEC).
In the event of failure to pass the test described in Subsection C, of this section, for
compliance with the effluent limit for chronic toxicity, the Permittee is considered to
be in compliance with all permit requirements for chronic whole effluent toxicity as
long as the requirements in Subsection D are being met to the satisfaction of the
Department.
The CCEC means the maximum concentration of effluent allowable at the boundary of
the mixing zone assigned in Section S1.C. pursuant to WAC 173-201A-100. The
CCEC equals 3.7% effluent.
C. Monitoring for Compliance with an Effluent Limit for Chronic Toxicity
Monitoring to determine compliance with the effluent limit shall be conducted
biannually for the remainder of the permit term using each of the species listed in
Subsection A on a rotating basis and performed using at a minimum the CCEC, the
ACEC, and a control. The Permittee shall schedule the toxicity tests in the order listed
in the permit unless the Department notifies the Permittee in writing of another species
rotation schedule.
Compliance with the effluent limit for chronic toxicity means no statistically
significant difference in response between the control and the test concentration
representing the CCEC. The Permittee shall immediately implement Subsection D if
any chronic toxicity test conducted for compliance monitoring determines a
statistically significant difference in response between the control and the CCEC using
hypothesis testing at the 0.05 level of significance (Appendix H, EPA/600/4-89/001).
If the difference in response between the control and the CCEC is less than 20%, the
hypothesis test shall be conducted at the 0.01 level of significance.
In order to establish whether the chronic toxicity limit is eligible for removal from
future permits, the Permittee shall also conduct this same hypothesis test (Appendix H,
EPA/600/4-89/001) to determine if a statistically significant difference in response
exists between the ACEC and the control.
Page 25 of 35 Permit No. WA-002249-7
D. Response to Noncompliance With an Effluent Limit for Chronic Toxicity
If a toxicity test conducted for compliance monitoring under Subsection C determines a
statistically significant difference in response between the CCEC and the control, the
Permittee shall begin additional compliance monitoring within one week from the time of
receiving the test results. This additional monitoring shall be conducted monthly for three
consecutive months using the same test and species as the failed compliance test. Testing
shall be conducted using a series of at least five effluent concentrations and a control in
order to be able to determine appropriate point estimates. One of these effluent
concentrations shall equal the CCEC and be compared statistically to the nontoxic control
in order to determine compliance with the effluent limit for chronic toxicity as described in
Subsection C. The discharger shall return to the original monitoring frequency in
Subsection C after completion of the additional compliance monitoring.
If the Permittee believes that a test indicating noncompliance will be identified by the
Department as an anomalous test result, the Permittee may notify the Department that the
compliance test result might be anomalous and that the Permittee intends to take only
one additional sample for toxicity testing and wait for notification from the Department
before completing the additional monitoring required in this subsection. The notification
to the Department shall accompany the report of the compliance test result and identify
the reason for considering the compliance test result to be anomalous. The Permittee
shall complete all of the additional monitoring required in this subsection as soon as
possible after notification by the Department that the compliance test result was not
anomalous. If the one additional sample fails to comply with the effluent limit for
chronic toxicity, then the Permittee shall proceed without delay to complete all of the
additional monitoring required in this subsection. The one additional test result shall
replace the compliance test result upon determination by the Department that the
compliance test result was anomalous.
If all of the additional compliance monitoring conducted in accordance with this subsection
complies with the permit limit, the Permittee shall search all pertinent and recent facility
records (operating records, monitoring results, inspection records, spill reports, weather
records, production records, raw material purchases, pretreatment records, etc.) and submit
a report to the Department on possible causes and preventive measures for the transient
toxicity event which triggered the additional compliance monitoring.
If toxicity occurs in violation of the chronic toxicity limit during the additional
compliance monitoring, the Permittee shall submit a Toxicity Identification/Reduction
Evaluation (TI/RE) plan to the Department. The TI/RE plan submittal shall be within
sixty (60) days after the sample date for the third additional compliance monitoring
test. If the Permittee decides to forgo the rest of the additional compliance monitoring
tests required in this subsection because one of the first two additional compliance
monitoring tests failed to meet the chronic toxicity limit, then the Permittee shall
submit the TI/RE plan within sixty (60) days after the sample date for the first
additional monitoring test to violate the chronic toxicity limit. The TI/RE plan shall be
based on WAC 173-205-100(2) and shall be implemented in accordance with WAC
173-205-100(3).
Page 26 of 35 Permit No. WA-002249-7
E. Monitoring When There Is No Permit Limit for Chronic Toxicity
The Permittee shall test final effluent during May 2009 and November 2009, prior to
submission of the application for permit renewal. All species used in the initial chronic
effluent characterization or substitutes approved by the Department shall be used and
results submitted to the Department as a part of the permit renewal application process.
F. Sampling and Reporting Requirements
1. All reports for effluent characterization or compliance monitoring shall be
submitted in accordance with the most recent version of Department of Ecology
Publication #WQ-R-95-80, Laboratory Guidance and Whole Effluent Toxicity Test
Review Criteria, in regards to format and content. Reports shall contain bench
sheets and reference toxicant results for test methods. If the lab provides the
toxicity test data on floppy disk for electronic entry into the Department’s database,
then the Permittee shall send the disk to the Department along with the test report,
bench sheets, and reference toxicant results.
2. Testing shall be conducted on 24-hour composite effluent samples. Composite
samples taken for toxicity testing shall be cooled to 4 degrees Celsius while being
collected and shall be sent to the lab immediately upon completion. Grab samples
must be shipped on ice to the lab immediately upon collection. If a grab sample is
received at the testing lab within one hour after collection, it must have a
temperature below 20° C at receipt. If a grab sample is received at the testing lab
within 4 hours after collection, it must be below 12° C at receipt. All other samples
must be below 8° C at receipt. The lab shall begin the toxicity testing as soon as
possible but no later than 36 hours after sampling was ended. The lab shall store all
samples at 4° C in the dark from receipt until completion of the test.
3. All samples and test solutions for toxicity testing shall have water quality
measurements as specified in Department of Ecology Publication #WQ-R-95-80,
Laboratory Guidance and Whole Effluent Toxicity Test Review Criteria, or most
recent version thereof.
4. All toxicity tests shall meet quality assurance criteria and test conditions in the
most recent versions of the EPA manual listed in Subsection A and the Department
of Ecology Publication #WQ-R-95-80, Laboratory Guidance and Whole Effluent
Toxicity Test Review Criteria. If test results are determined to be invalid or
anomalous by the Department, testing shall be repeated with freshly collected
effluent.
5. Control water and dilution water shall be laboratory water meeting the
requirements of the EPA manual listed in Subsection A or pristine natural water of
sufficient quality for good control performance.
6. The whole effluent toxicity tests shall be run on an unmodified sample of final
effluent.
Page 27 of 35 Permit No. WA-002249-7
7. The Permittee may choose to conduct a full dilution series test during compliance
monitoring in order to determine dose response. In this case, the series must have a
minimum of five effluent concentrations and a control. The series of
concentrations must include the ACEC and the CCEC.
8. All whole effluent toxicity tests, effluent screening tests, and rapid screening tests
that involve hypothesis testing, and do not comply with the chronic statistical
power standard of 39% as defined in WAC 173-205-020, must be repeated on a
fresh sample with an increased number of replicates to increase the power.
S10. ADDITIONAL CHEMICAL ANALYSIS OF INFLUENT AND EFFLUENT
A. Additional Effluent Testing
To provide required data for EPA Form 3510-2A, Part B6 (NPDES application) for the
next permit cycle, the following additional tests shall be conducted on the final plant
effluent. Samples shall be collected for analysis annually during the term of this permit,
and results shall be reported with the next NPDES permit application.
Ammonia-N
Chlorine (Total Residual, TRC)
Dissolved Oxygen
Total Kjeldahl Nitrogen
NO3 + NO2-N
Oil & Grease
Total Phosphorus
Total Dissolved Solids
B. Priority Pollutant Scans
The Permittee shall conduct annual priority pollutant scans of the influent and final
treatment plant effluent. The samples analyzed shall be 24-hour composites. The
parameters to be tested are listed in EPA Form 3510-2A, Part D (NPDES application).
The results shall be submitted no later than forty-five (45) days following the
monitoring period. The first submission shall be no later than December 15, 2005, and
the results of all priority pollutant scans shall be submitted with the next NPDES permit
application.
C. Protocols
Sample analysis shall be conducted in accordance with 40 CFR Part 136.
D. Quality Assurance/Quality Control Procedures
The Permittee shall follow the quality assurance procedures of 40 CFR Part 136.
Page 28 of 35 Permit No. WA-002249-7
S11. OUTFALL EVALUATION
The Permittee shall inspect the submerged portion of the Steamboat Slough outfall line and
diffuser to document its integrity and continued function. If conditions allow for a
photographic verification, it shall be included in the report. The inspection report shall be
submitted to the Department by December 2009 along with the application for permit
renewal.
Page 29 of 35 Permit No. WA-002249-7
GENERAL CONDITIONS
G1. SIGNATORY REQUIREMENTS
All applications, reports, or information submitted to the Department shall be signed and
certified.
A. All permit applications shall be signed by either a principal executive officer or a
ranking elected official.
B. All reports required by this permit and other information requested by the Department
shall be signed by a person described above or by a duly authorized representative of
that person. A person is a duly authorized representative only if:
1. The authorization is made in writing by a person described above and submitted to
the Department.
2. The authorization specifies either an individual or a position having responsibility
for the overall operation of the regulated facility, such as the position of plant
manager, superintendent, position of equivalent responsibility, or an individual or
position having overall responsibility for environmental matters. (A duly
authorized representative may thus be either a named individual or any individual
occupying a named position.)
C. Changes to authorization. If an authorization under paragraph B.2, above, is no longer
accurate because a different individual or position has responsibility for the overall
operation of the facility, a new authorization satisfying the requirements of paragraph
B.2, above, must be submitted to the Department prior to or together with any reports,
information, or applications to be signed by an authorized representative.
D. Certification. Any person signing a document under this section shall make the
following certification:
“I certify under penalty of law, that this document and all
attachments were prepared under my direction or supervision in
accordance with a system designed to assure that qualified personnel
properly gathered and evaluated the information submitted. Based on
my inquiry of the person or persons who manage the system or those
persons directly responsible for gathering information, the information
submitted is, to the best of my knowledge and belief, true, accurate, and
complete. I am aware that there are significant penalties for submitting
false information, including the possibility of fine and imprisonment for
knowing violations.”
Page 30 of 35 Permit No. WA-002249-7
G2. RIGHT OF INSPECTION AND ENTRY
The Permittee shall allow an authorized representative of the Department, upon the
presentation of credentials and such other documents as may be required by law:
A. To enter upon the premises where a discharge is located or where any records must be
kept under the terms and conditions of this permit.
B. To have access to and copy - at reasonable times and at reasonable cost - any records
required to be kept under the terms and conditions of this permit.
C. To inspect - at reasonable times - any facilities, equipment (including monitoring and
control equipment), practices, methods, or operations regulated or required under this
permit.
D. To sample or monitor - at reasonable times - any substances or parameters at any
location for purposes of assuring permit compliance or as otherwise authorized by the
Clean Water Act.
G3. PERMIT ACTIONS
This permit may be modified, revoked and reissued, or terminated either at the request of
any interested person (including the Permittee) or upon the Department’s initiative.
However, the permit may only be modified, revoked and reissued, or terminated for the
reasons specified in 40 CFR 122.62, 122.64 or WAC 173-220-150 according to the
procedures of 40 CFR 124.5.
A. The following are causes for terminating this permit during its term, or for denying a
permit renewal application:
1. Violation of any permit term or condition.
2. Obtaining a permit by misrepresentation or failure to disclose all relevant facts.
3. A material change in quantity or type of waste disposal.
4. A determination that the permitted activity endangers human health or the
environment, or contributes to water quality standards violations and can only be
regulated to acceptable levels by permit modification or termination [40 CFR Part
122.64(3)].
5. A change in any condition that requires either a temporary or permanent reduction,
or elimination of any discharge or sludge use or disposal practice controlled by the
permit [40 CFR Part 122.64(4)].
6. Nonpayment of fees assessed pursuant to RCW 90.48.465.
7. Failure or refusal of the Permittee to allow entry as required in RCW 90.48.090.
Page 31 of 35 Permit No. WA-002249-7
B. The following are causes for modification but not revocation and reissuance except
when the Permittee requests or agrees:
1. A material change in the condition of the waters of the state.
2. New information not available at the time of permit issuance that would have
justified the application of different permit conditions.
3. Material and substantial alterations or additions to the permitted facility or
activities which occurred after this permit issuance.
4. Promulgation of new or amended standards or regulations having a direct bearing
upon permit conditions, or requiring permit revision.
5. The Permittee has requested a modification based on other rationale meeting the
criteria of 40 CFR Part 122.62.
6. The Department has determined that good cause exists for modification of a
compliance schedule, and the modification will not violate statutory deadlines.
7. Incorporation of an approved local pretreatment program into a municipality’s
permit.
C. The following are causes for modification or alternatively revocation and reissuance:
1. Cause exists for termination for reasons listed in A1 through A7 of this section, and
the Department determines that modification or revocation and reissuance is
appropriate.
2. The Department has received notification of a proposed transfer of the permit. A
permit may also be modified to reflect a transfer after the effective date of an
automatic transfer (General Condition G8) but will not be revoked and reissued
after the effective date of the transfer except upon the request of the new permittee.
G4. REPORTING PLANNED CHANGES
The Permittee shall, as soon as possible, but no later than sixty (60) days prior to the
proposed changes, give notice to the Department of planned physical alterations or additions
to the permitted facility, production increases, or process modification which will result in:
1) the permitted facility being determined to be a new source pursuant to 40 CFR 122.29(b);
2) a significant change in the nature or an increase in quantity of pollutants discharged; or
3) a significant change in the Permittee’s sludge use or disposal practices. Following such
notice, and the submittal of a new application or supplement to the existing application,
along with required engineering plans and reports, this permit may be modified, or revoked
and reissued pursuant to 40 CFR 122.62(a) to specify and limit any pollutants not previously
limited. Until such modification is effective, any new or increased discharge in excess of
permit limits or not specifically authorized by this permit constitutes a violation of the terms
and conditions of this permit.
Page 32 of 35 Permit No. WA-002249-7
G5. PLAN REVIEW REQUIRED
Prior to constructing or modifying any wastewater control facilities, an engineering report
and detailed plans and specifications shall be submitted to the Department for approval in
accordance with Chapter 173-240 WAC. Engineering reports, plans, and specifications
shall be submitted at least one hundred and eighty (180) days prior to the planned start of
construction unless a shorter time is approved by Ecology. Facilities shall be constructed
and operated in accordance with the approved plans.
G6. COMPLIANCE WITH OTHER LAWS AND STATUTES
Nothing in this permit shall be construed as excusing the Permittee from compliance with
any applicable federal, state, or local statutes, ordinances, or regulations.
G7. DUTY TO REAPPLY
The Permittee shall apply for permit renewal at least one hundred and eighty (180) days
prior to the specified expiration date of this permit.
G8. TRANSFER OF THIS PERMIT
In the event of any change in control or ownership of facilities from which the authorized
discharge emanate, the Permittee shall notify the succeeding owner or controller of the
existence of this permit by letter, a copy of which shall be forwarded to the Department.
A. Transfers by Modification
Except as provided in paragraph (B) below, this permit may be transferred by the
Permittee to a new owner or operator only if this permit has been modified or revoked
and reissued under 40 CFR 122.62(b)(2), or a minor modification made under 40 CFR
122.63(d), to identify the new Permittee and incorporate such other requirements as
may be necessary under the Clean Water Act.
B. Automatic Transfers
This permit may be automatically transferred to a new permittee if:
1. The Permittee notifies the Department at least thirty (30) days in advance of the
proposed transfer date.
2. The notice includes a written agreement between the existing and new Permittees
containing a specific date transfer of permit responsibility, coverage, and liability
between them.
3. The Department does not notify the existing Permittee and the proposed new
Permittee of its intent to modify or revoke and reissue this permit. A modification
under this subparagraph may also be minor modification under 40 CFR 122.63. If
this notice is not received, the transfer is effective on the date specified in the
written agreement.
Page 33 of 35 Permit No. WA-002249-7
G9. REDUCED PRODUCTION FOR COMPLIANCE
The Permittee, in order to maintain compliance with its permit, shall control production
and/or all discharges upon reduction, loss, failure, or bypass of the treatment facility until
the facility is restored or an alternative method of treatment is provided. This requirement
applies in the situation where, among other things, the primary source of power of the
treatment facility is reduced, lost, or fails.
G10. REMOVED SUBSTANCES
Collected screenings, grit, solids, sludges, filter backwash, or other pollutants removed in
the course of treatment or control of wastewaters shall not be resuspended or reintroduced to
the final effluent stream for discharge to state waters.
G11. DUTY TO PROVIDE INFORMATION
The Permittee shall submit to the Department, within a reasonable time, all information
which the Department may request to determine whether cause exists for modifying,
revoking and reissuing, or terminating this permit or to determine compliance with this
permit. The Permittee shall also submit to the Department upon request, copies of records
required to be kept by this permit.
G12. OTHER REQUIREMENTS OF 40 CFR
All other requirements of 40 CFR 122.41 and 122.42 are incorporated in this permit by
reference.
G13. ADDITIONAL MONITORING
The Department may establish specific monitoring requirements in addition to those
contained in this permit by administrative order or permit modification.
G14. PAYMENT OF FEES
The Permittee shall submit payment of fees associated with this permit as assessed by the
Department.
G15. PENALTIES FOR VIOLATING PERMIT CONDITIONS
Any person who is found guilty of willfully violating the terms and conditions of this permit
shall be deemed guilty of a crime, and upon conviction thereof shall be punished by a fine of
up to ten thousand dollars ($10,000) and costs of prosecution, or by imprisonment in the
discretion of the court. Each day upon which a willful violation occurs may be deemed a
separate and additional violation.
Any person who violates the terms and conditions of a waste discharge permit shall incur, in
addition to any other penalty as provided by law, a civil penalty in the amount of up to ten
thousand dollars ($10,000) for every such violation. Each and every such violation shall be
a separate and distinct offense, and in case of a continuing violation, every day's continuance
shall be deemed to be a separate and distinct violation.
Page 34 of 35 Permit No. WA-002249-7
G16. UPSET
Definition – “Upset” means an exceptional incident in which there is unintentional and
temporary noncompliance with technology-based permit effluent limitations because of
factors beyond the reasonable control of the Permittee. An upset does not include
noncompliance to the extent caused by operational error, improperly designed treatment
facilities, inadequate treatment facilities, lack of preventive maintenance, or careless or
improper operation.
An upset constitutes an affirmative defense to an action brought for noncompliance with
such technology-based permit effluent limitations if the requirements of the following
paragraph are met.
A Permittee who wishes to establish the affirmative defense of upset shall demonstrate,
through properly signed, contemporaneous operating logs, or other relevant evidence that:
1) an upset occurred and that the Permittee can identify the cause(s) of the upset;
2) the permitted facility was being properly operated at the time of the upset;
3) the Permittee submitted notice of the upset as required in Condition S3.E; and
4) the Permittee complied with any remedial measures required under S4.C of this permit.
In any enforcement proceeding, the Permittee seeking to establish the occurrence of an upset
has the burden of proof.
G17. PROPERTY RIGHTS
This permit does not convey any property rights of any sort, or any exclusive privilege.
G18. DUTY TO COMPLY
The Permittee shall comply with all conditions of this permit. Any permit noncompliance
constitutes a violation of the Clean Water Act and is grounds for enforcement action; for
permit termination, revocation and reissuance, or modification; or denial of a permit renewal
application.
G19. TOXIC POLLUTANTS
The Permittee shall comply with effluent standards or prohibitions established under Section
307(a) of the Clean Water Act for toxic pollutants within the time provided in the
regulations that establish those standards or prohibitions, even if this permit has not yet been
modified to incorporate the requirement.
G20. PENALTIES FOR TAMPERING
The Clean Water Act provides that any person who falsifies, tampers with, or knowingly
renders inaccurate any monitoring device or method required to be maintained under this
permit shall, upon conviction, be punished by a fine of not more than $10,000 per violation,
or by imprisonment for not more than two (2) years per violation, or by both. If a conviction
of a person is for a violation committed after a first conviction of such person under this
Condition, punishment shall be a fine of not more than $20,000 per day of violation, or by
imprisonment of not more than four (4) years, or by both.
Page 35 of 35 Permit No. WA-002249-7
G21. REPORTING ANTICIPATED NONCOMPLIANCE
The Permittee shall give advance notice to the Department by submission of a new
application or supplement thereto at least one hundred and eighty (180) days prior to
commencement of such discharges, of any facility expansions, production increases, or other
planned changes, such as process modifications, in the permitted facility or activity which
may result in noncompliance with permit limits or conditions. Any maintenance of
facilities, which might necessitate unavoidable interruption of operation and degradation of
effluent quality, shall be scheduled during noncritical water quality periods and carried out
in a manner approved by the Department.
G22. REPORTING OTHER INFORMATION
Where the Permittee becomes aware that it failed to submit any relevant facts in a permit
application, or submitted incorrect information in a permit application, or in any report to
the Department, it shall promptly submit such facts or information.
G23. COMPLIANCE SCHEDULES
Reports of compliance or noncompliance with, or any progress reports on, interim and final requirements contained in any compliance schedule of this permit shall be submitted no
later than fourteen (14) days following each schedule date.
APPENDIX B
CITY OF MARYSVILLE AGREEMENTS
APPENDIX C
PUMP STATION INVENTORY
PUMP STATION INVENTORY
Sunnyside Pump Station - 6213 - 52nd Street NE, Marysville, Washington
PUD Meter No. 126280
Wet well – approx. one day between pump starts at this time.
Main Electrical Panel, Cutler Hammer – Freedom Series 2100 Motor Control Center.
HSE 39462-002/P0C
12/99 H.BUS 600A/65
480V 3PH 3W 60HZ
SEC. 3-4 300A
Main 400A
Pump Controls – Superior Custom Controls
PUMPS – THREE
Wemco – Hydrostal Screw Centrifugal
Pumps 1 and 2, 890 GPM, Head 53.3 ft., RPM 1750
6x5 model – E5K-EEXR4
Wemco Ser. No. 99X21929, 99X21930
Pump 3, Small original pump replaced in 2010.
6X5 Model-M_EEXR4
Ser. No. 0DW07608-01
1730 RPM 920GPM @ 50 ft. TDH
High Crome Liner (regulable)
MOTORS – THREE
20.7 HP., 1728 RPM, 460-VOLTS
Model No. EEXR4-MYAK-XBLB-16
F.L. amps 27, HZ – 60, PH 3
S.F.I.O. Part No. 126317XP
Back Up Generator
Model No. OTC-3383933
Ser. No. J990008806
SPEC-K
Amps – 400
VOLTAGE – 480
Frequency – 60
Poles – 4
Transfer Switch Valves
P/N – 0306-3479-03 5 – 10 INCH CLOW 175 C W P
MAX-AC VOLTS – 600 1 – 6 INCH CLOW 175 C W P
PH 1 OR 3 1 – 12 INCH CLOW 175 C W P
HZ 50 OR 60 2 – 10 INCH KENNEDY CHECK VALVES
AC AMP CONT. – 150 1 – 6 INCH KENNEDY CHECK VALVE
OPR. VOLTS – 208/220/240
POLES - 3
7/20/11
PUMP STATION INVENTORY
Soper Hill Pump Station - 6914 Sunnyside Blvd, Marysville, Washington
PUD meter no. 126675
Controls – Superior Custom Control’s.
12544 27th Ave N.E.
Seattle, WA. 98125
Telephone, (206) 362 8866
On Site Generator, ONAN. Mod. No. DGFB-5564206
Ser. No. GO20391069
3 PH. 175 KW. RATED KVA 218.7
Transfer Switch, ONAN. Mod. No. OTPCC-5564280.
Ser. No. GO20392624
Milltronics Multiranger Plus.
PUMPS-TWO
WEMCO-HYDROSTAL SCREW CENTRIFUGAL PUMP
8X4 Model F4K-S-FE5B5
Ser. No. (S) O2DWO3680-01,-02
Address, WEMCO PUMP
440 West 800 South
Salt Lake City, UT 84101
Telephone, (801) 359-8731
Local Rep. APSCO 935 Kirkland Ave. Suite # 3.
Kirkland, Wa 98033
(425) 822-3335
WEMCO MOTOR-Wemco Hydrostal immersible motor
Model: FE5B5
60.4/20.9 HP, 1750/1150 RPM
3 PH. 60 HZ 460 VOLTS
Fiberglass prerotation basin, size 800
Discharge 6 in. D.I. pipe too valve vault, 6 in. swing checks (2), Clow, Mod: 106, 6 in.
Millcentric plug valves (2), series 600. No drain in valve vault
Meter vault, Two Milliken 10 in. 285 CWP DI valves.
Flow Meter, Danfoss Magflow.
Sump pump in vault.
7/20/11
!"#$%"&&’
’(&&%)
&*#*&& !"! #$%$&!#’("
&$)*+ #$%$,-$*
+#&& ""./"0 !12
&#$+""3 "
%(
’45 6 "4 /0 "!-
##(#)-6 -()+7
4 8 $9!
+0 8 :(6 ,$!
!-5 +9 8,-&$9 !;#-,
4’<
#%
’45-6 "="8
"8()+7 #6 !>/""1 !
&!7$6? $,*"
<$
&"%&# 6 $"/0 <"<
#)@ <"<
#0 = >""@
,+,-./.0’.1 2 3
"="/="0 -
PUMP STATION INVENTORY
Quilceda Glen Pump Station - 11910 - 51st Avenue NE, Marysville, WA.
P.U.D. Meter No. 485639
P.U.D. Account # 450033638
Wet well – 72 in. X 11 ft. Only able to use 10 in. of well. Even 10 in. surcharges an
already short collection system. Minimal retention time.
Main Electrical and control’s – Calvert Technologies.
2 Cutler Hamer disconnects, 230 volt, 30 amp.
Pumps controlled by Milltronics Hydroranger
Pumps – Two
Hydromatic
HP. 2
Model No. S4NX200CB
Ser. No. 508542
Phase 1, Volts 230, HZ 60.
FLA 16.2
Back Up - Portable Generator
Appleton male receptacle AR200 34RS
Cutler Hamer double throw safety switch, 60 amp, 250 volt.
Valves, in vault.
2 check valves – Clow Kennedy 4 in.
11071
2 gate valves – Mueller 4 in.
2360 AWWA 250W
All pipe and fittings in vault are 4-in. ductile iron.
PUMP STATION INVENTORY
Marysville West Pump Station - 2510 Marine View Drive, Marysville, Washington.
Wet Well: Retention time approximately 16 hours till overflow to Sturgeon Creek.
Main Electrical Panel: Square D.
Control Panel: Superior Custom Controls
PUMPS – 2
FAIRBANKS MORSE
Stage 1 Size 6
Model – 5413B28
Imp. 10 Total H.D. 23 ft.
Serial Number K2N0152370
RPM: 1150 GPM: 1150
MOTORS – 2
GENERAL ELECTRIC
Model Number SK6236XH205B
Horsepower: 10
Type K Code H
Frame: 256TP10
Nema Class B
Volts: 230 / 460
Cycles: 60 3PH.
F.L. Amps: 29 / 14.5
F.L. Speed: 1165
60C Rise Continuous
No. JDJ925367
Upper Bearing: 590-3493P11
Lower Bearing: 629-A310FLP1
Back Up – Portable Generator
PUMP STATION INVENTORY
Kellogg Ridge Pump Station – 6623 - 105th Street NE, Marysville, Washington
Wet well size – 72 inches x 14 ft
Retention Time – Unknown.
Main electrical panel, Square D – 100 amp, 480 volt.
Cat. No. NF412L1C
Pump Controls-Systems Interface Inc.
480 volt 3-PH
1—45 amp main breaker, Siemens- cat. No. ED43BO45
2—20 amp pump breakers, Siemens- cat. No. ED43BO20
Control panel—Systems Interface Inc.
Rugid Telemetry
Milltronics Transducer
Pumps – Two
Hydromatic – S4PX
Back Up – Portable Generator
Transfer Switch- Midwest
Check Valves in vault- 2 Mueller 4 in. 175 WP
Isolation Valves- 2 Milliken 4 in. 175 CWP DI
PUMP STATION INVENTORY
Ebey Slough Waterfront Park
PUD METER NO. 509747
Wet Well Size—5’W X 9’ D
Electrical Panel—Square “D”
Control Panel -Pentiar Pumps
Control Model 6204E01149937
Ashland Ohio
419-298-3042
Pumps—Two
Hydromatic-Grinder
Model No. HPGFHX300JC
Ser. No. G82806
Hp. 3, Volts/460/PH 3
RPM 1750 FLA 4.8 SFA 5.6
CL.ins-F / code B / Temp code T.4
Imp 7.46 / BC-O MFG date 11-04
Motor model No. GA8X300JC
Valves—two
Brass wheel valves six feet down in earth on PVC force main w/valve stacks.
Force main is 2 ½ in. PVC too man hole at 1st St.
!"#$%&#’()*++,*
($*-.. +*’$$*-+ ,.’
’’
!" # # ##
$%! %%
/$/&#’(%%%)*+
,&#’(%-./0/1/2.3445$6 7 7 */
,#*%&#’8)*9 +:
$3 %1 :;;6
%0 #
6 <=,1*34 -6$6 $
/ + >0 *6 /
5 $+
76 +6?5 1
-$0/..
&%0 *&
)!/1 &%4 =@ AB--B <$
&%4 =@ /A;B
1!#!C 3 )10 .
/1 7 !
D /D
PUMP STATION INVENTORY
Cedar Crest Vista Pump Station
Address – 8102 67th Ave. N.E.
PUD Meter No. – 438729
Wet Well – 72 in. X 20 ft.
12 – 16 hr. retention time.
Electrical – USEMCO Control Panel
No. 14843
P.O. Box 583
Tomah, Wisconsin
Telemetry – Systems Interface, Allen Bradley, Siemens Hydroranger 200.
Pumps – 2- upgraded March 2008
WEMCO HYDROSTAL – with prerotation basins, size 600
4X4 Model D3K-S DKXA4
Ser, No. 07DW06595-01,-02
150 GPM @ 40 ft. TDH, at 1755 rpm.
CW viewed from top of motor.
Motor – Wemcp-Hydrostal imersible
Model DK4A4, 7.9 hp. 3 ph, 60 HZ, 460 V.
Valves, in vault.
Check valves – 2 Muller 4 in. 1996 175 WP, Chat. Tenn.
Control Valves – 3 Gate Valves, Muller 86, 4 in. A2360, AWWA 250W, 200
(FM)
7/21/11
PUMP STATION INVENTORY
Carroll’s Creek Pump Station - 18111 - 25th Avenue NE, Arlington, WA.
PUD meter no. 482462
Wet well 10ft.X 24ft. Approx. 4 hr. retention time. Without power.
Main Control panel – Superior Custom Controls
Milltronics Multiranger Plus
PUMPS – TWO
HYDROMATIC – submersible
Model: S4PX750FC
Type: non-clog 4in.
HP. 7.5
Phase: 3
Voltage: 460
Pump speed: 1750 RPM.
Frequency: 60 HZ.
VALVES
Two – CAM-CETRIC plug valves 4 in.
Valmatic-CWP PSI 175
Mod. No. 5804RN
Ser. No. M218510
Two – WATEROUS check valves 4 in.
604
175-W
Ventilation Blower in valve vault
Dayton
13X11/16 in.
Mod. No. 3C494B
Back Up – Portable Generator
Transfer Switch – Cuttler Hammer
!"# $
%&’(&)
**++!,)#-.!
+//+!
+! !"!#$%&
!0
’(’)*+,,
!-
!.!+
"’
/’"0#/"1
2-$’
+ !+!0
1$/2 + !345 6 +)..)78
22 -2
+3 + !7 1($+
’!9 -09 $
4 /2 !’!,:!
PUMP STATION INVENTORY
88th Street Pump Station – 3801 - 88th Street NE, Marysville, Washington
PUD Meter No. 420444
Wet well - 12-20 hr. retention time
96 in. X 15 ft.
Main Electrical – International Control Systems
1911 61st Ave. N.E.
Arlington WA 98223
Hydroranger Plus (Milltronics)
PUMPS – 2
FLYGT – 3127.090 – 1025 15
9810089 484
FLS M21 – 12 – 4AL
Y ser/ Y11 7.5 KW – 10hp. Cos 0.89
460/230 V 13/25 A 1735R/min
VALVES – in vault
Check Valves – 2, Mueller 6 in.
175WP
2 – Kestone Ballcentric 6 in.
All pipe and fittings in vault – 6 in. ductile.
BACK UP GENERATOR – F. G. WILSON
Type – P95E Ser. No. – K3320A/001
KVA 112.5 Volts – 240/120
KW – 90 Amps – 270.6
HZ – 60 PF – 0.8
RPM – 1800 Phase – 3
STAT. CON. S/DELTA Amb. Temp. – 30 C
VENTALATION FAN
Blower 3C494
3-11/16 in. diameter
Daton motor- Mod. # 3K0390
½ HP. AMPS 9.0/4.5
VOLTS 113/230
RPM 1725
TRANSFER SWITCH Service, 1-800-800-ASCO
ASCO automatic switch co.
Florham Park, N.J. 07932
104 amps 480 volts 60 Hz. 3 phase
Cat. No. A300310491C
BOM 601351-003
Control Pnl. 473670-006 Wiring Dwg. 493577
PUMP STATION INVENTORY
51st Pump Station - 12209 - 51st Avenue NE, Marysville, Washington
PUD Meter No. - 498763
Wet well – approx. 30-min. storage time after high water alarm before overflow to Quilceda creek.
Control panel- TESCO 480 V, 3 phase, 200 amp, HZ 60.
Telemetry- Radio/Alan Bradley.
PUMPS – THREE
WEMCO HYDROSTAL—PREROTATION
10X10 MODEL F10K-SS-FE457
Ser. No. 03DW04146-01,-02,-03.
Conditions: 3100/600 GPM
Against: 22’/24’ TDH
At: 1170/870 RPM
MOTORS THREE
WEMCO-HYDROSTAL Immersible Motor
MODEL FE547
29.5/14.7 HP, 1150/870 RPM
3 PHASE, 60 HZ, 230/460 VOLT
SF 1.0
VALVES
3 check valves – in vault-12” WATEROUS 612 175-W
4 12” plug valves downstream, buried, between check valves and meter.
1 16” plug valve buried downstream of meter.
FLOW METER
In Vault
DANFOSS-SITRANS FM MAG FLOW-MAG 3100
Signal Converter-MAG 5000
MILLTRONICS HYDRORANGER 200
BACK UP GENERATOR – F.G. WILSON, PERKINS DEISEL
Type P 180 Ser. No. X3320B/001
KVA 225 Volts 480/277
KW 180 , Amps 270.6
HZ 60 , P.F. 0.8
RPM 1800 , Phase 3
Stat. Con. S/STAR amb. Temp. 30 C
TRANSFER SWITCH LAKE SHORE ELECTRIC
Trans-o-matic
Ser. No. 931-0833
Part No. 17330400
Amps 400, Volts 480
Ph. 3, wire 4, HZ 60
PUMP STATION INVENTORY
3rd Street Pump Station – 4932 - 61st Street NE, Marysville, Washington
PUD Meter No. 439162
Wet well – 24-hr. capacity without power.
Electrical – Superior Custom Controls
Telemetry – Rugid, Circuit No. VMNA .31810 A04
PUMPS – 2
FLIGT – submersible, 3 hp.
Product no. 3085. 092 – 6011
Factory code. 15
Serial No. 9730364
Curve code, first didgit=number of poles, 440
Motor No. M15 – 10 – 4AL
Stator con. YSER/Y/
Shaft Power, 2.2 KW - 3 HP
Power Factor, 0.83
Rated Voltage, 460/230
Rated Current, 4.3/8.7
Number of Phases, type of current, frequency 3-60
Operating duty, cont./int. S1 %
Rated speed, 1700 rpm
VALVES, - in vault.
Check valves – 2 Hillen DE Lelie,
DN 100 4in.
2 - Millikin 4in. 175CWP A126 CLB
All pipe and fittings in vault, 4in. ductile
Back Up – Portable Generator
PUMP STATION INVENTORY
West Trunk Pump Station
Wet Well Size-45’X12’-9”x24’ deep
Electrical controls-GE 8000 – 600 A 480 V 3 Phase
Pumps – Three – in dry pit.
Wemco Hydrostal Mod. E8K-HD-EE324 Ser. No. 9311624-1,2,3.
Motor Mod. EE3Z4-MXA-Y23C-16 Hp. 25.5 RPM 1748 Volts 460 FLA 41.5 HZ 60 SF 1.0
Isolation Valves
DeZerik 16” plug valves, three, Part no. 9253145
DeZerik 12” plug valves, three, Part no. 9253148
Check valves
MH 12”, three, 412095
Backup generator
Cummins/Onan Generator Set
Model: 125 DGEA
S/N C940538066
Transfer Switch
Onan
Model: OTCU 225G
Meter-Siemens
MAGFLOW MAG 5100 W
Inverter –Siemens
SITRANS FM MAGFLOW
MAG 6000
APPENDIX D
LAND USE DATA/LOADING TABLES
Marysville Sewer Comprehensive Plan
2011 Sewer Sub-Basin Land Use
Sub-Basin
Single
Family
Residential
Dwelling
Units
Multi Family
Residential
Dwelling
Units
Commercial
(acres)
Non-Sewered
Single
Family
Residential
Dwelling
Units
Non-Sewered
Multi Family
Residential
Dwelling
Units
Non-Sewered
Commercial
(acres)
A1 0 0 11.1 1 0 0.0
A10 202 0 0.0 33 16 0.0
A11 117 4 3.1 2 0 0.0
A12 181 0 0.0 44 0 0.0
A12-1 116 3 0.0 4 0 0.0
A12-2 267 0 0.0 13 0 0.0
A12-3 145 0 0.0 0 0 0.0
A12-4 97 0 0.0 9 0 0.0
A13 265 2 2.4 17 0 0.0
A14 66 0 0.0 25 0 0.0
A15 128 0 0.0 3 0 0.0
A16 98 13 0.0 65 0 8.4
A16-1 163 0 0.0 113 0 0.0
A17 78 8 0.6 65 0 0.0
A18 205 0 0.0 7 0 0.0
A18-1 6 0 0.0 102 0 0.0
A18-2 101 0 0.0 0 0 0.0
A18-3 50 0 0.0 17 0 0.0
A19 228 0 0.0 196 0 0.0
A2 18 155 1.0 2 0 0.0
A20 261 2 0.0 74 0 0.0
A21 86 0 56.5 7 0 0.0
A22 167 0 1.7 96 0 0.0
A23 167 31 0.5 6 0 0.0
A24 263 34 0.0 0 0 0.0
A24-1 2 0 1.0 1 0 0.0
A24-2 0 0 0.0 0 0 0.0
A24-3 0 0 0.0 0 0 0.0
A24-4 63 180 18.0 1 1 0.0
A24-5 2 0 0.0 4 0 0.0
A25 2 0 0.0 2 0 0.0
A25-1 2 0 0.0 1 0 0.0
A26 18 0 8.5 2 0 5.0
A27 5 0 31.7 3 0 5.4
A28 138 0 0.0 101 0 0.0
A4 83 57 0.7 31 6 0.0
A5 61 155 0.5 53 0 0.0
A6 202 330 2.2 185 10 1.0
A7 86 4 0.2 95 0 0.0
A8 77 6 3.4 50 14 0.0
A9 61 0 8.4 20 0 0.0
B1 105 75 7.5 177 4 2.4
B2 0 0 0.0 119 0 0.0
B3 52 7 6.5 44 18 0.0
B4 19 0 0.0 60 0 0.0
B5 12 0 0.0 58 0 0.0
CE1 42 4 0.0 26 3 0.0
P. 1 M:\MARYSVILLE\11447_Sewer_Comp_Plan\
Appendices\Appx F Land Use Table.xls
Marysville Sewer Comprehensive Plan
2011 Sewer Sub-Basin Land Use
Sub-Basin
Single
Family
Residential
Dwelling
Units
Multi Family
Residential
Dwelling
Units
Commercial
(acres)
Non-Sewered
Single
Family
Residential
Dwelling
Units
Non-Sewered
Multi Family
Residential
Dwelling
Units
Non-Sewered
Commercial
(acres)
CE2 66 26 0.2 93 0 0.0
CE3 94 0 0.0 30 0 0.0
CE4 62 0 0.0 13 0 0.0
CE5 43 0 0.0 65 0 0.0
CE5-1 72 0 0.0 1 0 0.0
CE5-2 0 130 99.4 0 0 0.0
CE5-3 228 6 0.0 6 0 0.0
CE5-4 38 0 3.1 0 0 3.9
CE5-5 27 28 0.0 1 0 0.0
CE5-6 78 0 0.0 0 0 0.0
CE5-7 433 0 14.1 53 0 0.0
CE6 152 0 0.0 53 0 0.0
CE7 258 0 0.0 5 0 0.0
CE8 124 0 0.0 0 0 0.0
CE9 115 0 0.0 3 0 0.0
CW1 283 189 48.0 44 13 0.0
CW10 124 2 1.7 72 0 3.4
CW11 14 0 15.6 100 0 0.0
CW11-1 35 0 28.1 347 0 0.0
CW12 41 3 18.6 34 0 4.3
CW13 35 95 33.3 22 0 0.0
CW14 45 28 17.4 52 8 0.0
CW15 20 1 3.8 537 13 5.8
CW2 144 31 10.6 1 0 0.5
CW3 241 100 9.0 1 0 0.0
CW4 36 126 30.1 2 18 2.7
CW5 2 6 25.5 1 0 0.1
CW6 24 282 3.1 19 5 0.6
CW7 79 37 34.1 3 0 2.6
CW8 120 160 24.4 18 0 0.1
CW9 1 0 15.4 0 0 1.1
D1 24 10 4.1 14 0 0.0
D10 96 0 0.0 0 0 0.0
D10-1 0 0 0.0 38 0 6.2
D10-2 130 0 0.0 55 0 0.0
D10-3 0 0 0.0 36 0 0.0
D10-4 0 0 0.0 44 0 0.0
D10-5 0 0 0.0 12 0 0.0
D10-6 167 0 0.0 58 40 0.0
D11 73 0 0.0 0 0 0.0
D12 226 0 0.0 0 0 0.0
D2 50 0 0.0 1 0 0.0
D3 85 0 5.7 4 0 0.0
D3-1 137 3 0.0 3 0 0.0
D3-10 250 8 0.0 7 0 0.0
D3-11 414 0 0.0 17 0 0.0
D3-12 388 2 0.0 71 0 0.0
P. 2 M:\MARYSVILLE\11447_Sewer_Comp_Plan\
Appendices\Appx F Land Use Table.xls
Marysville Sewer Comprehensive Plan
2011 Sewer Sub-Basin Land Use
Sub-Basin
Single
Family
Residential
Dwelling
Units
Multi Family
Residential
Dwelling
Units
Commercial
(acres)
Non-Sewered
Single
Family
Residential
Dwelling
Units
Non-Sewered
Multi Family
Residential
Dwelling
Units
Non-Sewered
Commercial
(acres)
D3-13 50 0 0.0 41 0 0.0
D3-2 133 0 0.0 1 0 0.0
D3-3 111 0 0.0 7 0 0.0
D3-4 81 4 0.0 16 0 0.0
D3-5 523 1 3.5 57 1 0.0
D3-6 41 1 0.0 17 1 0.0
D3-7 127 0 0.0 14 0 0.0
D3-8 460 0 0.0 2 0 0.0
D3-9 252 0 0.0 3 0 0.0
D4 140 1 0.0 1 1 0.0
D5 183 0 3.3 11 0 0.0
D5-1 0 0 6.1 0 0 0.0
D5-2 181 203 6.1 3 0 0.0
D6 211 0 0.0 3 0 0.0
D6-1 88 0 0.0 1 0 0.0
D6-2 752 0 3.2 19 0 0.0
D6-3 97 2 0.0 1 0 0.0
D6-4 157 0 0.0 1 0 0.0
D6-5 263 0 0.0 7 0 0.0
D7 49 0 0.0 4 0 0.0
D7-1 133 0 0.0 0 0 0.0
D7-2 146 0 0.0 0 0 0.0
D8 52 0 2.8 2 0 0.0
D9 145 0 0.0 3 0 0.0
D9-1 122 0 0.0 2 0 0.0
F1 7 0 0.0 19 0 0.0
F10 0 0 50.6 1 0 21.5
F11 1 0 23.3 0 0 0.0
F12 4 0 50.8 2 0 5.7
F13 1 0 35.9 0 0 0.0
F13-1 0 0 1.0 3 0 0.0
F13-2 36 0 0.0 3 0 0.0
F14 11 0 35.1 18 0 0.0
F15 83 0 34.1 4 0 0.0
F16 2 4 9.2 0 0 13.8
F17 4 0 20.9 9 0 0.0
F18 0 0 26.3 0 0 0.0
F19 0 0 48.5 0 0 0.0
F2 13 0 0.0 110 0 0.0
F20 160 42 52.7 1 0 0.0
F21 249 293 1.8 8 0 0.0
F22 26 75 30.4 197 14 0.0
F22-1 0 0 2.5 44 0 22.8
F3 69 18 0.0 0 0 0.0
F4 240 0 0.0 73 0 0.0
F5 22 58 18.5 28 0 0.0
F6 45 0 0.0 0 0 0.0
P. 3 M:\MARYSVILLE\11447_Sewer_Comp_Plan\
Appendices\Appx F Land Use Table.xls
Marysville Sewer Comprehensive Plan
2011 Sewer Sub-Basin Land Use
Sub-Basin
Single
Family
Residential
Dwelling
Units
Multi Family
Residential
Dwelling
Units
Commercial
(acres)
Non-Sewered
Single
Family
Residential
Dwelling
Units
Non-Sewered
Multi Family
Residential
Dwelling
Units
Non-Sewered
Commercial
(acres)
F7 21 0 15.1 11 0 0.0
F8 5 6 9.5 5 0 0.0
F9 0 0 19.0 0 0 0.0
G1 93 93 31.4 4 3 0.6
G2 121 104 6.4 44 10 0.0
G3 1 0 76.9 0 0 0.0
G4 0 0 22.5 10 0 0.0
G5 144 0 0.0 0 0 0.0
G6 130 0 0.0 0 0 0.0
G7 3 0 0.0 63 0 28.8
G8 0 0 11 10 0 0
Total:15,569 3,248 1,269 4,753 199 147
P. 4 M:\MARYSVILLE\11447_Sewer_Comp_Plan\
Appendices\Appx F Land Use Table.xls
Marysville 2011
Sewer Sub-Basin Flows
BASINS
(service
area)
Sewered
Single
Family
Units
Sewered
Multi
Family
Units
Single Family
Population
on Sewer
Multi-Family
Population
on Sewer
Total
Existing
Population
On Sewer
Residential
Wastewater
Flow (gpd)
School
Population
School
Wastewater
Flow (gpd)
Area
(acres)
Average
Flow (gpd)
Area
(acres)
Peak I/I
Flow (gpd)Remark
A1 0 0 0 0 0 0 0 11.1 30,034 0 11.1 12,206 0
A10 202 0 606 0 606 36,360 626 6,260 0.0 0 42,620 46.0 50,651 0
A11 117 4 351 8 359 21,540 0 3.1 8,239 21,540 16.7 18,365 0A121810543054332,580 0 0.0 0 32,580 32.6 35,901 0
A12-1 116 3 348 6 354 21,240 0 0.0 0 21,240 19.9 21,924 0
A12-2 267 0 801 0 801 48,060 0 0.0 0 48,060 31.7 34,898 0
A12-3 145 0 435 0 435 26,100 1,268 12,680 0.0 0 38,780 20.6 22,676 0
A12-4 97 0 291 0 291 17,460 0 0.0 0 17,460 11.3 12,418 0A132652795479947,940 0 2.4 6,414 47,940 47.1 51,767 0
A14 66 0 198 0 198 11,880 0 0.0 0 11,880 19.9 21,872 0
A15 128 0 384 0 384 23,040 0 0.0 0 23,040 131.8 144,973 0
A16 98 13 294 26 320 19,200 0 0.0 0 19,200 28.9 31,747 0
A16-1 163 0 489 0 489 29,340 0 0.0 0 29,340 18.9 20,777 0A177882341625015,000 0 0.6 1,620 15,000 32.5 35,804 0
A18 205 0 615 0 615 36,900 0 0.0 0 36,900 43.9 48,261 0
A18-1 6 0 18 0 18 1,080 0 0.0 0 1,080 2.4 2,609 0
A18-2 101 0 303 0 303 18,180 0 0.0 0 18,180 18.4 20,231 0
A18-3 50 0 150 0 150 9,000 0 0.0 0 9,000 8.0 8,844 0A192280684068441,040 511 5,110 0.0 0 46,150 63.4 69,762 0
A2 18 155 54 310 364 21,840 920 9,200 1.0 2,802 31,040 32.7 36,021 0
A20 261 2 783 4 787 47,220 0 0.0 0 47,220 57.5 63,214 0
A21 86 0 258 0 258 15,480 0 56.5 152,601 15,480 83.3 91,617 0
A22 167 0 501 0 501 30,060 0 1.7 4,692 30,060 34.4 37,869 0A23167315016256333,780 0 0.5 1,409 33,780 35.0 38,451 0
A24 263 34 789 68 857 51,420 0 0.0 0 51,420 5.3 5,785 0
A24-1 2 0 6 0 6 360 0 1.0 2,626 360 6.7 7,401 0
A24-2 0 0 0 0 0 0 0 0.0 0 0 0 0
A24-3 0 0 0 0 0 0 0 0.0 0 0 0 0A24-4 63 180 189 360 549 32,940 0 18.0 48,579 32,940 14.8 16,225 0
A24-5 2 0 6 0 6 360 0 0.0 0 360 2.3 2,537 0
A25 2 0 6 0 6 360 0 0.0 0 360 6.7 7,319 0
A25-1 2 0 6 0 6 360 0 0.0 0 360 20.4 22,397 0
A26 18 0 54 0 54 3,240 0 8.5 22,950 3,240 14.8 16,306 34,962 National Food CorpA275015015900031.7 85,653 900 43.0 47,249
A28 138 0 414 0 414 24,840 0 0.0 0 24,840 31.7 34,874 0
A4 83 57 249 114 363 21,780 0 0.7 1,986 21,780 15.7 17,317 0
A5 61 155 183 310 493 29,580 0 0.5 1,270 29,580 20.1 22,136 0
A6 202 330 606 660 1,266 75,960 0 2.2 5,904 75,960 64.0 70,420 0A7864258826615,960 603 6,030 0.2 540 21,990 30.2 33,194 0
A8 77 6 231 12 243 14,580 0 3.4 9,101 14,580 21.5 23,636 0
A9 61 0 183 0 183 10,980 0 8.4 22,809 10,980 25.3 27,831 0
B1 105 75 315 150 465 27,900 0 7.5 20,349 27,900 34.9 38,372 0
B2 0 0 0 0 0 0 0 0.0 0 0 0 0B35271561417010,200 0 6.5 17,668 10,200 15.9 17,520 0
B4 19 0 57 0 57 3,420 0 0.0 0 3,420 2.2 2,384 0
B5 12 0 36 0 36 2,160 0 0.0 0 2,160 2.0 2,198 0
CE1 42 4 126 8 134 8,040 0 0.0 0 8,040 10.1 11,147 0
CE2 66 26 198 52 250 15,000 0 0.2 540 15,000 14.4 15,847 0CE3940282028216,920 0 0.0 0 16,920 22.0 24,243 0
CE4 62 0 186 0 186 11,160 0 0.0 0 11,160 15.5 17,075 0
CE5 43 0 129 0 129 7,740 953 9,530 0.0 0 17,270 38.2 42,070 0
CE5-1 72 0 216 0 216 12,960 654 6,540 0.0 0 19,500 33.1 36,447 0
CE5-2 0 130 0 260 260 15,600 0 99.4 268,325 15,600 106.9 117,570 0CE5-3 228 6 684 12 696 41,760 0 0.0 0 41,760 52.3 57,485 0
CE5-4 38 0 114 0 114 6,840 0 3.1 8,424 6,840 13.9 15,237 0
CE5-5 27 28 81 56 137 8,220 0 0.0 0 8,220 10.0 10,994 0
CE5-6 78 0 234 0 234 14,040 0 0.0 0 14,040 15.6 17,205 0
CE5-7 433 0 1,299 0 1,299 77,940 1,611 16,110 14.1 38,189 94,050 104.2 114,648 0CE61520456045627,360 0 0.0 0 27,360 32.2 35,437 0
CE7 258 0 774 0 774 46,440 0 0.0 0 46,440 44.4 48,849 0
CE8 124 0 372 0 372 22,320 0 0.0 0 22,320 20.0 21,991 0
CE9 115 0 345 0 345 20,700 0 0.0 0 20,700 20.6 22,691 0
CW1 283 189 849 378 1,227 73,620 0 48.0 129,557 73,620 107.4 118,138 0CW101242372437622,560 0 1.7 4,596 22,560 28.4 31,227
Inflitration / Inflow
Fixed or
Pumped
Flow
(gpd)
Total Residential/
School Flow (gpd)
Residential Schools Commercial/
M:\Marysville\11447\Modeling\Flows\Node input 2011 for modela 2700 gpad.xls 1 of 3
Marysville 2011
Sewer Sub-Basin Flows
BASINS
(service
area)
Sewered
Single
Family
Units
Sewered
Multi
Family
Units
Single Family
Population
on Sewer
Multi-Family
Population
on Sewer
Total
Existing
Population
On Sewer
Residential
Wastewater
Flow (gpd)
School
Population
School
Wastewater
Flow (gpd)
Area
(acres)
Average
Flow (gpd)
Area
(acres)
Peak I/I
Flow (gpd)Remark
Inflitration / Inflow
Fixed or
Pumped
Flow
(gpd)
Total Residential/
School Flow (gpd)
Residential Schools Commercial/
CW11 14 0 42 0 42 2,520 0 15.6 42,131 2,520 19.7 21,689 16,367 Holiday Inn Exp (8263),Haggen (8104)
CW11-1 35 0 105 0 105 6,300 0 28.1 75,863 6,300 35.7 39,316
CW12 41 3 123 6 129 7,740 0 18.6 50,242 7,740 31.0 34,152 0
CW13 35 95 105 190 295 17,700 0 33.3 89,933 17,700 43.2 47,496 8,512 Fred Meyer
CW14 45 28 135 56 191 11,460 0 17.4 46,903 11,460 23.4 25,734 0CW15201602623,720 0 3.8 10,269 3,720 9.0 9,846 0
CW2 144 31 432 62 494 29,640 0 10.6 28,580 29,640 32.7 35,967 0
CW3 241 100 723 200 923 55,380 1,304 13,040 9.0 24,360 68,420 76.8 84,494 10,677 Marysville Care Center
CW4 36 126 108 252 360 21,600 0 30.1 81,262 21,600 39.5 43,489
CW5 2 6 6 12 18 1,080 0 25.5 68,860 1,080 26.4 29,093 10,548 Captain Dizzy Car WashCW6242827256463638,160 0 3.1 8,385 38,160 25.2 27,678 0
CW7 79 37 237 74 311 18,660 274 2,740 34.1 92,138 21,400 55.5 61,093 0
CW8 120 160 360 320 680 40,800 0 24.4 65,760 40,800 44.4 48,790 0
CW9 1 0 3 0 3 180 0 15.4 41,588 180 31.2 34,373 0
D1 24 10 72 20 92 5,520 0 4.1 11,070 5,520 21.1 23,164 0D10960288028817,280 0 0.0 0 17,280 20.9 23,012 0
D10-1 0 0 0 0 0 0 0 0.0 0 0 0 0
D10-2 130 0 390 0 390 23,400 0 0.0 0 23,400 23.8 26,186 0
D10-3 0 0 0 0 0 0 0 0.0 0 0 0 0
D10-4 0 0 0 0 0 0 0 0.0 0 0 0 0D10-5 0 0 0 0 0 0 0 0.0 0 0 0 0
D10-6 167 0 501 0 501 30,060 0 0.0 0 30,060 26.5 29,181 0
D11 73 0 219 0 219 13,140 0 0.0 0 13,140 27.1 29,791 0
D12 226 0 678 0 678 40,680 0 0.0 0 40,680 60.5 66,585 0
D2 50 0 150 0 150 9,000 0 0.0 0 9,000 9.7 10,628 0D3850255025515,300 0 5.7 15,347 15,300 28.5 31,384 0
D3-1 137 3 411 6 417 25,020 0 0.0 0 25,020 43.4 47,729 0
D3-10 250 8 750 16 766 45,960 0 0.0 0 45,960 48.5 53,401 0
D3-11 414 0 1,242 0 1,242 74,520 0 0.0 0 74,520 71.0 78,150 0
D3-12 388 2 1,164 4 1,168 70,080 0 0.0 0 70,080 92.5 101,765 0D3-13 50 0 150 0 150 9,000 0 0.0 0 9,000 19.3 21,275 0
D3-2 133 0 399 0 399 23,940 0 0.0 0 23,940 19.7 21,644 0
D3-3 111 0 333 0 333 19,980 0 0.0 0 19,980 25.4 27,895 0
D3-4 81 4 243 8 251 15,060 607 6,070 0.0 0 21,130 17.1 18,851 0
D3-5 523 1 1,569 2 1,571 94,260 658 6,580 3.5 9,409 100,840 103.5 113,825 0D3-6 41 1 123 2 125 7,500 0 0.0 0 7,500 17.6 19,385 0
D3-7 127 0 381 0 381 22,860 0 0.0 0 22,860 21.4 23,542 0
D3-8 460 0 1,380 0 1,380 82,800 0 0.0 0 82,800 60.1 66,141 0
D3-9 252 0 756 0 756 45,360 0 0.0 0 45,360 54.3 59,763 0
D4 140 1 420 2 422 25,320 0 0.0 0 25,320 27.0 29,728 0D51830549054932,940 0 3.3 8,910 32,940 39.4 43,341 0
D5-1 0 0 0 0 0 0 618 6,180 6.1 16,401 6,180 17.0 18,718 9,337 YMCA
D5-2 181 203 543 406 949 56,940 0 6.1 16,585 56,940 56.9 62,586 0
D6 211 0 633 0 633 37,980 0 0.0 0 37,980 50.7 55,809 0
D6-1 88 0 264 0 264 15,840 0 0.0 0 15,840 19.5 21,458 0D6-2 752 0 2,256 0 2,256 135,360 0 3.2 8,631 135,360 155.6 171,187 0
D6-3 97 2 291 4 295 17,700 0 0.0 0 17,700 28.2 30,989 0
D6-4 157 0 471 0 471 28,260 0 0.0 0 28,260 29.9 32,903 0
D6-5 263 0 789 0 789 47,340 0 0.0 0 47,340 40.3 44,283 0
D7 49 0 147 0 147 8,820 0 0.0 0 8,820 16.3 17,934 0D7-1 133 0 399 0 399 23,940 0 0.0 0 23,940 11.8 13,005 0
D7-2 146 0 438 0 438 26,280 0 0.0 0 26,280 20.2 22,180 0
D8 52 0 156 0 156 9,360 0 2.8 7,493 9,360 20.2 22,267 0
D9 145 0 435 0 435 26,100 0 0.0 0 26,100 42.9 47,186
D9-1 122 0 366 0 366 21,960 0 0.0 0 21,960 22.6 24,828F170210211,260 0 0.0 0 1,260 2.4 2,587 0
F10 0 0 0 0 0 0 0 50.6 136,704 0 48.5 53,396 0
F11 1 0 3 0 3 180 0 23.3 62,854 180 23.9 26,337 0
F12 4 0 12 0 12 720 0 50.8 137,065 720 50.2 55,175
F13 1 0 3 0 3 180 0 35.9 96,926 180 41.2 45,367 0F13-1 0 0 0 0 0 0 0 1.0 2,700 0 43.6 47,962 0
F13-2 36 0 108 0 108 6,480 0 0.0 0 6,480 19.3 21,184 0
F14 11 0 33 0 33 1,980 0 35.1 94,683 1,980 42.5 46,779 78,093 Pacific Coast Feather
M:\Marysville\11447\Modeling\Flows\Node input 2011 for modela 2700 gpad.xls 2 of 3
Marysville 2011
Sewer Sub-Basin Flows
BASINS
(service
area)
Sewered
Single
Family
Units
Sewered
Multi
Family
Units
Single Family
Population
on Sewer
Multi-Family
Population
on Sewer
Total
Existing
Population
On Sewer
Residential
Wastewater
Flow (gpd)
School
Population
School
Wastewater
Flow (gpd)
Area
(acres)
Average
Flow (gpd)
Area
(acres)
Peak I/I
Flow (gpd)Remark
Inflitration / Inflow
Fixed or
Pumped
Flow
(gpd)
Total Residential/
School Flow (gpd)
Residential Schools Commercial/
F15 83 0 249 0 249 14,940 0 34.1 92,148 14,940 44.9 49,429 0F1624681484009.2 24,736 840 24.5 26,930 0
F17 4 0 12 0 12 720 0 20.9 56,306 720 21.5 23,694
F18 0 0 0 0 0 0 0 26.3 70,935 0 54.3 59,719 0
F19 0 0 0 0 0 0 0 48.5 130,954 0 48.6 53,495 8,419 Medallion Hotel
F2 13 0 39 0 39 2,340 0 0.0 0 2,340 3.0 3,306 0F20160424808456433,840 0 52.7 142,361 33,840 74.6 82,051 0
F21 249 293 747 586 1,333 79,980 0 1.8 4,831 79,980 46.0 50,587 0
F22 26 75 78 150 228 13,680 0 30.4 82,109 13,680 47.1 51,827 0
F22-1 0 0 0 0 0 0 304 3,040 2.5 6,750 3,040 87.2 95,918 0
F3 69 18 207 36 243 14,580 0 0.0 0 14,580 32.3 35,504 0F42400720072043,200 0 0.0 0 43,200 50.8 55,848 0
F5 22 58 66 116 182 10,920 434 4,340 18.5 50,082 15,260 38.7 42,581 0
F6 45 0 135 0 135 8,100 0 0.0 0 8,100 9.1 10,059 0
F7 21 0 63 0 63 3,780 0 15.1 40,732 3,780 22.4 24,668 0
F8 5 6 15 12 27 1,620 0 9.5 25,650 1,620 14.6 16,032 0
F9 0 0 0 0 0 0 0 19.0 51,300 0 19.3 21,252 7,660 Northwest Composites
G1 93 93 279 186 465 27,900 0 31.4 84,897 27,900 64.8 71,310 0
G2 121 104 363 208 571 34,260 0 6.4 17,306 34,260 42.2 46,468 0
G3 1 0 3 0 3 180 0 76.9 207,602 180 48.4 53,186 0
G4 0 0 0 0 0 0 0 22.5 60,698 0 22.4 24,637 0
G5 144 0 432 0 432 25,920 0 0.0 0 25,920 29.0 31,925 0
G6 130 0 390 0 390 23,400 0 0.0 0 23,400 24.8 27,320 0
G7 3 0 9 0 9 540 1,126 11,260 0.0 0 11,800 7.0 7,689 0
G8 0 0 0 0 0 0 0 10.5 28,381 0 10.5 11,563 0
Totals:15,569 3,248 46,707 6,496 53,203 3,192,180 12,471 124,710 1,269 3,425,707 3,316,890 4,979 5,476,950 184,575
Unit
Person 60
Student/Staff 10
Commercial 2,700
Industrial 2,700
Peak I/I 1,100
Single Family 3.0
Multi Family 2.0
gpd/acre
people/residence
people/residence
Unit Flow Rate
gpd/person
gpd/stud. of staff
gpd/acre
Unit Flow Table
gpd/acre
Population Table
Sewered Population
Total Population
UGA Sewered Population
UGA Population
Non-UGA Population
Non-UGA Sewered Population
Total Sewered Population
M:\Marysville\11447\Modeling\Flows\Node input 2011 for modela 2700 gpad.xls 3 of 3
Marysville 2017Sewer Sub-Basin FlowsBASINS (service area)Total Existing Population On SewerResidential Wastewater Flow (gpd)School PopulationSchool Wastewater Flow (gpd)Area (acres)Commercial Flow (gpd)2017 Area (acres)Peak I/I Flow (gpd)RemarkA1183011.1 30,0348312.9 10,332 0A1076645,9637297,2860.0053,24953.642,8730A1142125,23603.18,23925,23619.415,5440A1269341,59200.0041,59238.030,3880A12-137022,17600.0022,17623.218,5570A12-295057,02000.0057,02036.929,5380A12-344126,4601,47614,7580.0041,21824.019,1940A12-435121,07200.0021,07213.110,5110A1386551,91802.46,41451,91854.843,8170A1422113,23000.0013,23023.118,5130A1545127,06600.0027,066108.086,4300A1646327,77308.422,80127,77333.626,8720A16-172643,58200.0043,58222.017,5870A1738122,88500.61,62022,88537.930,3060A1868741,23800.0041,23851.140,8500A18-11639,77300.009,7732.82,2080A18-230318,18000.0018,18021.417,1240A18-319811,89400.0011,8949.47,4860A1992655,5845955,9470.0061,53173.859,0490A239023,3881,07110,7071.02,80234,09537.029,5700A2096557,87600.0057,87666.953,5060A2127016,218091.5247,10116,21896.977,5480A2271743,00101.74,69243,00140.132,0530A2366439,816016.544,60939,81640.732,5460A2494156,46000.0056,4606.14,8970A24-17414069.0186,2264147.86,2640A24-200080.0216,00000.000A24-300072.0194,40000.000A24-455133,030043.0116,07933,03017.213,7340A24-5105760100.0270,0005762.72,1480A258468090.0243,0004687.76,1950A25-174140195.0526,50041423.718,9580A26563,348078.5211,9503,34817.313,80240,690National Food CorpA27181,062062.1167,7821,06250.039,9930A2855333,17400.0033,17436.929,5190A441524,87000.71,98624,87018.314,6580A557334,36200.51,27034,36223.418,7370A61,697101,79003.28,604101,79074.559,6060A744226,5077027,0180.254033,52535.128,0960A834420,66403.49,10120,66425.020,0070A924114,44908.422,80914,44929.423,5570B176245,70209.926,70745,70240.632,4800B21669,93600.009,9360.000B327616,54706.517,66816,54718.514,8300B41508,99000.008,9902.52,0180B51297,75200.007,7522.31,8600CE118310,99200.0010,99211.89,4350CE237022,18200.254022,18216.813,4140CE333920,34000.0020,34025.720,5200CE421913,12200.0013,12218.114,4530CE520011,9701,10911,0910.0023,06144.535,6090CE5-125315,1677617,6120.0022,77938.630,8500CE5-226015,600099.4268,32515,600112.089,6010CE5-372543,52400.0043,52460.848,6570CE5-41146,84007.018,9466,84016.112,8970CE5-51619,65000.009,65011.69,3050CE5-623714,22000.0014,22018.214,5630CE5-71,58695,1351,87518,75054.1146,189113,885121.397,0420CE654032,38200.0032,38237.529,9950CE779147,43000.0047,43051.741,3480CE837222,32000.0022,32023.318,6140CE934820,86201.02,70020,86224.019,2060Inflitration / Inflow2017 Fixed or Pumped Flow (gpd)SchoolsCommercial/ IndustrialTotal Residential/ School Flow (gpd)ResidentialM:\Marysville\11447\Modeling\Flows\Node input 2017 for modela 2700 gpad.xls1 of 3
Marysville 2017Sewer Sub-Basin FlowsBASINS (service area)Total Existing Population On SewerResidential Wastewater Flow (gpd)School PopulationSchool Wastewater Flow (gpd)Area (acres)Commercial Flow (gpd)2017 Area (acres)Peak I/I Flow (gpd)RemarkInflitration / Inflow2017 Fixed or Pumped Flow (gpd)SchoolsCommercial/ IndustrialTotal Residential/ School Flow (gpd)ResidentialCW11,50190,080048.0129,55790,080125.099,9960CW1051931,12805.113,69131,12833.026,4320CW1118811,282015.6 42,13111,28222.9 18,358 19,049Holiday Inn Exp (8263), Haggen (8104)CW11-1 60536,304028.175,86336,30441.633,2790CW121669,936023.964,5179,93636.128,9070CW1331518,888033.389,93318,88850.340,2039,907Fred MeyerCW1430218,125017.446,90318,12527.221,7820CW1583149,88909.625,93449,88910.48,3340CW249529,694011.932,09029,69438.130,4440CW31,07664,5371,51815,1779.024,36079,71489.471,51812,426Marysville Care CenterCW443826,308034.392,53926,30846.036,8110CW5191,134025.869,7501,13430.824,62512,276Captain Dizzy Car WashCW677146,27703.710,00546,27729.323,4280CW731418,8223193,18946.7126,05822,01164.651,7110CW873644,172025.568,73044,17251.641,2980CW93180024.566,20218035.928,7340D11086,45604.111,0706,45624.519,6070D1028817,28000.0017,28024.319,4780D10-1724,342023.062,0824,3420.000D10-249829,863066.0178,20029,86327.722,1650D10-31227,33800.007,3380.000D10-41197,11600.007,1160.000D10-51005,988011.029,7005,9880.000D10-685351,19800.0051,19830.924,7000D1121913,14000.0013,14031.525,2160D1272943,74000.0043,74070.456,3600D21669,95400.009,95411.28,9960D330218,14105.715,34718,14133.226,5640D3-149529,68200.0029,68250.540,4000D3-1090154,07500.0054,07556.545,2000D3-111,37782,63800.0082,63882.766,1480D3-121,45887,49000.0087,490107.786,1370D3-1323213,89800.0013,89822.518,0080D3-240924,53400.0024,53422.918,3200D3-339723,83800.0023,83829.523,6120D3-431418,8637067,0650.0025,92819.915,9560D3-51,909114,5197667,6583.59,409122,177120.496,3450D3-617010,20401.54,05010,20420.516,4080D3-746327,77400.0027,77424.919,9270D3-81,38282,90800.0082,90870.055,9840D3-987952,72200.0052,72263.250,5860D442425,41000.0025,41031.525,1620D556533,89403.38,91033,89445.936,6850D5-1007197,1936.116,4017,19319.815,84410,867YMCAD5-296157,64206.116,58557,64266.252,9750D667540,48200.0040,48259.047,2390D6-127116,25400.0016,25422.718,1630D6-22,510150,60603.28,631150,606181.1144,8990D6-330218,11400.0018,11432.826,2300D6-447228,31400.0028,31434.827,8500D6-592855,681020.054,00055,68146.937,4820D71519,03600.009,03619.015,1800D7-139923,94000.0023,94013.811,0070D7-243826,28000.0026,28023.518,7740D81619,64802.87,4939,64823.618,8470D947728,60200.0028,60249.939,9400D9-142925,72500.0025,72526.321,0160F1513,05300.003,0532.72,1900F10154078.1210,9515456.545,1960F113180029.379,05418027.922,2920F12148280106.5287,56482858.446,7020M:\Marysville\11447\Modeling\Flows\Node input 2017 for modela 2700 gpad.xls2 of 3
Marysville 2017Sewer Sub-Basin FlowsBASINS (service area)Total Existing Population On SewerResidential Wastewater Flow (gpd)School PopulationSchool Wastewater Flow (gpd)Area (acres)Commercial Flow (gpd)2017 Area (acres)Peak I/I Flow (gpd)RemarkInflitration / Inflow2017 Fixed or Pumped Flow (gpd)SchoolsCommercial/ IndustrialTotal Residential/ School Flow (gpd)ResidentialF133180070.9191,42618048.038,4000F13-142500121.0326,70025050.740,5960F13-21307,792066.0178,2007,79222.417,9310F14492,952085.1229,6832,95249.539,59690,888Pacific Coast FeatherF1525315,156064.1173,19215,15652.341,8380F1614840051.0137,63284028.522,7940F17201,206040.9110,3061,20625.120,0560F1800038.3103,335039.631,6990F1900048.5130,954052.542,0169,798Medallion HotelF21388,28000.008,2803.52,7980F2065839,468074.7201,76139,46886.869,4500F211,56393,753019.853,43193,75353.542,8190F2246828,062030.482,10928,06254.843,8690F22-1613,6743543,538105.3284,2237,212101.581,1880F324314,58000.0014,58037.630,0510F478647,14200.0047,14259.147,2720F525115,0475055,05123.563,58220,09845.136,0420F61358,10000.008,10010.68,5150F7895,318029.178,5325,31826.120,8800F8382,303018.5 49,9502,30317.0 13,570 0F900031.0 83,700022.5 17,989 8,915 Northwest CompositesG155032,972037.0 99,99632,97275.4 60,360 0G273544,104011.4 30,80644,10449.2 39,332 0G33180076.9 207,60218056.3 45,019 0G49540027.5 74,19854026.1 20,854 0G543225,92000.0025,92033.8 27,023 0G639023,40000.0023,40028.9 23,124 0G7985,889 1,310 13,105 28.8 77,76418,9938.1 6,508 0G814835010.5 28,38183512.2 9,787 0Totals:65,0243,901,41714,514145,1432,9638,000,8084,046,5605,7084,566,294214,817Population TableUnitPerson60Student/Staff10Commercial 2,700 Industrial 2,700 Peak I/I800Single Family3.0Sewered PopulationMulti Family2.0gpd/acregpd/acrepeople/residencepeople/residenceUnit Flow Tablegpd/acreUnit Flow Rategpd/persongpd/stud. of staffUGA Sewered Population 59,656Non-UGA Sewered Population 2,594Total Sewered Population 62,250Total Population72,616UGA Population 69,338Non-UGA Population 3,278M:\Marysville\11447\Modeling\Flows\Node input 2017 for modela 2700 gpad.xls3 of 3
Marysville 2031Sewer Sub-Basin FlowsBASINS (service area)Total Existing Population On SewerResidential Wastewater Flow (gpd)School PopulationSchool Wastewater Flow (gpd)Area (acres)Average Flow (gpd)2031 Area (acres)Peak I/I Flow (gpd)RemarkA1231,400011.1 30,0341,40017.2 13,726 0A1090053,9799689,6790.0063,65871.256,9560A1145327,18903.18,23927,18925.820,6510A1280948,56400.0048,56450.540,3700A12-135921,54600.0021,54630.824,6530A12-294656,77200.0056,77249.139,2420A12-341925,1371,96119,6050.0044,74231.925,4990A12-442225,30800.0025,30817.513,9640A1385651,35702.46,41451,35772.858,2110A1425915,56100.0015,56130.724,5940A1557734,63600.0034,636108.086,4300A1668040,81208.422,80140,81244.635,6990A16-11,02361,38900.0061,38929.223,3640A1752331,35000.61,62031,35050.340,2610A1866740,01400.0040,01467.854,2680A18-141624,96600.0024,9663.72,9330A18-228817,27100.0017,27125.320,2020A18-334220,53400.0020,53412.49,9450A191,27176,2667907,9010.0084,16798.178,4450A237422,4581,42214,2251.02,80236,68337.029,5700A201,06463,84000.0063,84088.971,0830A2127116,245091.5247,10116,245128.8103,0220A2287852,66801.74,69252,66853.242,5820A231,00260,144016.544,60960,14454.043,2370A2489453,63700.0053,6378.16,5060A24-19513069.0186,22651310.48,3220A24-200080.0216,00000.000A24-300072.0194,40000.000A24-452631,578043.0116,07931,57822.818,2450A24-5171,0260100.0270,0001,0263.62,8530A2511684090.0243,00068410.38,2310A25-195130195.0526,50051331.525,1850A26573,420078.5211,9503,42022.918,33654,057National Food CorpA27231,368062.1167,7821,36866.453,1300A2872743,60500.0043,60549.039,2160A446427,81600.71,98627,81624.319,4730A565038,98800.51,27038,98831.124,8920A61,994119,64303.28,604119,64399.079,1850A766039,6159329,3230.254048,93846.737,3260A844626,73303.49,10126,73333.226,5780A928517,10008.422,80917,10035.828,6650B11,08264,92309.926,70764,92353.943,1490B243025,82100.0025,8210.000B346728,04406.517,66828,04424.619,7010B427616,58700.0016,5873.42,6810B536321,80800.0021,8083.12,4720CE123013,79400.0013,79415.712,5350CE253732,20500.254032,20522.317,8200CE338222,91400.0022,91434.127,2610CE423414,02200.0014,02224.019,2000CE531919,1521,47314,7350.0033,88759.147,3060CE5-126215,7321,01110,1120.0025,84451.240,9840CE5-224714,820099.4268,32514,820112.089,6010CE5-370142,06600.0042,06680.864,6410CE5-41086,49807.018,9466,49821.417,1340CE5-51629,69000.009,69015.512,3620CE5-622513,50900.0013,50924.219,3470CE5-72,949176,9152,49124,90954.1146,189201,824161.1128,9190CE661837,10700.0037,10749.839,8490CE776145,65700.0045,65768.654,8760CE835321,20400.0021,20427.321,8280CE933620,17801.02,70020,17831.925,5150CW11,57594,506048.0129,55794,506166.1132,8430CW1063738,19005.113,69138,19043.935,11402031 Fixed or Pumped Flow (gpd)ResidentialSchoolsCommercial/ Total Residential/ School Flow (gpd)Inflitration / InflowM:\Marysville\11447\Modeling\Flows\Node input 2031 for modela 2700 gpad Aug.xls1 of 3
Marysville 2031Sewer Sub-Basin FlowsBASINS (service area)Total Existing Population On SewerResidential Wastewater Flow (gpd)School PopulationSchool Wastewater Flow (gpd)Area (acres)Average Flow (gpd)2031 Area (acres)Peak I/I Flow (gpd)Remark2031 Fixed or Pumped Flow (gpd)ResidentialSchoolsCommercial/ Total Residential/ School Flow (gpd)Inflitration / InflowCW1150230,096015.6 42,13130,09630.5 24,389 25,306Holiday Inn Exp (8263), Haggen (8104)CW11-1 2,097125,838028.175,863125,83855.344,2100CW1222513,509023.964,51713,50948.038,4030CW1334320,577033.389,93320,57752.441,91913,161Fred MeyerCW1472043,212017.446,90343,21236.228,9380CW152,985179,07509.625,934179,07513.811,0720CW247228,329011.932,09028,32950.640,4440CW31,06063,6122,01620,1629.024,36083,774101.681,29216,508Marysville Care CenterCW447628,557034.392,53928,55761.148,9020CW5201,197025.869,7501,19733.626,91616,309Captain Dizzy Car WashCW683349,98903.710,00549,98938.931,1240CW730418,2404244,23646.7126,05822,47676.461,0850CW873544,118025.568,73044,11868.654,8630CW93171024.566,20217135.928,7340D11307,80904.111,0707,80932.626,0480D1027416,41600.0016,41632.325,8770D10-179147,487023.062,08247,4870.000D10-21,59195,473066.0178,20095,47336.829,4460D10-386852,05600.0052,0560.000D10-471242,74400.0042,7440.000D10-529517,712011.029,70017,7120.000D10-61,48889,27900.0089,27941.032,8140D1120812,48300.0012,48334.127,2670D1269341,55300.0041,55388.871,0360D21609,57600.009,57614.911,9510D331618,98105.715,34718,98144.135,2900D3-155333,17400.0033,17467.153,6700D3-1088453,06700.0053,06775.160,0480D3-111,34280,54100.0080,541109.887,8780D3-122,294137,66900.00137,669143.0114,4320D3-1353131,86000.0031,86029.923,9230D3-239023,42700.0023,42730.424,3390D3-343025,82100.0025,82139.231,3680D3-451330,7919399,3850.0040,17626.521,1980D3-52,503150,1951,01710,1743.59,409160,369160.0127,9940D3-636822,07501.54,05022,07527.221,7980D3-751030,60900.0030,60933.126,4720D3-81,31779,00200.0079,00293.074,3740D3-984150,44500.0050,44579.863,8110D440624,33900.0024,33938.931,1260D555933,51603.38,91033,51659.247,3610D5-1009569,5556.116,4019,55526.321,04814,436YMCAD5-291955,11906.116,58555,11978.562,7890D664738,81700.0038,81776.361,0590D6-125915,56100.0015,56126.821,4670D6-22,423145,35003.28,631145,350240.6192,4970D6-328917,32800.0017,32837.930,3450D6-445027,01800.0027,01846.236,9980D6-51,38983,326020.054,00083,32662.249,7950D71519,06300.009,06323.518,8240D7-137922,74300.0022,74318.314,6230D7-241624,96600.0024,96631.224,9410D81579,40502.87,4939,40528.422,6920D945927,53100.0027,53166.353,0600D9-142225,30800.0025,30834.927,9190F11307,77900.007,7793.62,9090F103171078.1210,95117175.160,0420F113171029.379,05417137.029,6150F12171,0260106.5287,5641,02677.662,0440F133171070.9191,42617163.851,0140F13-141324,7930121.0326,70024,79367.453,9320F13-21549,234066.0178,2009,23429.823,8210F14834,959085.1229,6834,95965.852,602120,744Pacific Coast FeatherM:\Marysville\11447\Modeling\Flows\Node input 2031 for modela 2700 gpad Aug.xls2 of 3
Marysville 2031Sewer Sub-Basin FlowsBASINS (service area)Total Existing Population On SewerResidential Wastewater Flow (gpd)School PopulationSchool Wastewater Flow (gpd)Area (acres)Average Flow (gpd)2031 Area (acres)Peak I/I Flow (gpd)Remark2031 Fixed or Pumped Flow (gpd)ResidentialSchoolsCommercial/ Total Residential/ School Flow (gpd)Inflitration / InflowF1524814,877064.1173,19214,87769.555,5820F1613798051.0137,63279837.930,2820F17372,223040.9110,3062,22333.326,6440F1800038.3103,335039.631,6990F1900048.5130,954052.542,01613,017Medallion HotelF235121,03300.0021,0334.63,7180F201,08865,270074.7201,76165,270115.392,2640F211,745104,709019.853,431104,70971.156,8840F2285651,357030.482,10951,35772.858,2790F22-11,14668,7534704,700105.3284,22373,454134.8107,8580F323113,85100.0013,85139.231,3410F489253,52300.0053,52378.562,8000F556233,7036716,71023.563,58240,41359.947,8820F61287,69500.007,69513.210,5790F721312,808029.178,53212,80834.727,7390F81358,102018.5 49,9508,10222.5 18,028 0F900031.0 83,700029.9 23,898 11,844 Northwest CompositesG170942,567037.0 99,99642,567100.2 80,187 0G21,40684,359011.4 30,80684,35965.3 52,253 0G33171076.9 207,60217174.8 59,807 0G4291,710027.5 74,1981,71034.6 27,704 0G541024,62400.0 024,62444.9 35,899 0G637122,23000.0 022,23038.4 30,720 0G733520,111 1,741 17,410 28.8 77,76437,52110.8 8,646 0G8663,975010.5 28,3813,97516.3 13,002 0Totals:86,7325,203,89519,282192,8222,9638,000,8085,396,7177,3405,871,741285,382 19,554,649 5.405.870.2919.55Population Table6010Commercial 2,700 1,000 8003.0Sewered Population2.0Unit Flow Rategpd/persongpd/stud. of staffpeople/residencepeople/residenceUnit Flow Tablegpd/acreStudent/StaffIndustrialgpd/acrePeak I/Igpd/acreSingle FamilyMulti FamilyTotal Population84,989UGA Population 87,757Non-UGA Population 3,278UnitPerson84,989Non-UGA Sewered Population 3,278Total Sewered Population 87,757UGA Sewered PopulationM:\Marysville\11447\Modeling\Flows\Node input 2031 for modela 2700 gpad Aug.xls3 of 3
Marysville 2031
Sewer Sub-Basin Flows
BASINS
(service
area)
Total
Existing
Population
On Sewer
Residential
Wastewater
Flow (gpd)
School
Population
School
Wastewater
Flow (gpd)
Area
(acres)
Average
Flow (gpd)
2031 Area
(acres)
Peak I/I
Flow (gpd)Remark
A1 23 1,400 0 11.1 30,034 1,400 17.2 13,726 0
A10 900 53,979 968 9,679 0.0 0 63,658 71.2 56,956 0
A11 453 27,189 0 3.1 8,239 27,189 25.8 20,651 0A1280948,564 0 0.0 0 48,564 50.5 40,370 0
A12-1 359 21,546 0 0.0 0 21,546 30.8 24,653 0
A12-2 946 56,772 0 0.0 0 56,772 49.1 39,242 0
A12-3 419 25,137 1,961 19,605 0.0 0 44,742 31.9 25,499 0
A12-4 422 25,308 0 0.0 0 25,308 17.5 13,964 0A1385651,357 0 2.4 6,414 51,357 72.8 58,211 0
A14 259 15,561 0 0.0 0 15,561 30.7 24,594 0
A15 577 34,636 0 0.0 0 34,636 108.0 86,430 0
A16 680 40,812 0 8.4 22,801 40,812 44.6 35,699 0
A16(Future)3,484 209,040 0 0.0 0 209,040 1182.0 945,600 0A16-1 1,023 61,389 0 0.0 0 61,389 29.2 23,364 0
A17 523 31,350 0 0.6 1,620 31,350 50.3 40,261 0
A18 667 40,014 0 0.0 0 40,014 67.8 54,268 0
A18(Future)531 31,860 0 0.0 0 31,860 180.0 144,000 0
A18-1 416 24,966 0 0.0 0 24,966 3.7 2,933 0A18-2 288 17,271 0 0.0 0 17,271 25.3 20,202 0
A18-3 342 20,534 0 0.0 0 20,534 12.4 9,945 0
A18-3(Future)473 28,380 0 0.0 0 28,380 160.0 128,000 0
A19 1,271 76,266 790 7,901 0.0 0 84,167 98.1 78,445 0
A2 374 22,458 1,422 14,225 1.0 2,802 36,683 37.0 29,570 0A201,064 63,840 0 0.0 0 63,840 88.9 71,083 0
A21 271 16,245 0 91.5 247,101 16,245 128.8 103,022 0
A22 878 52,668 0 1.7 4,692 52,668 53.2 42,582 0
A23 1,002 60,144 0 16.5 44,609 60,144 54.0 43,237 0
A24 894 53,637 0 0.0 0 53,637 8.1 6,506 0A24(Future)5,993 359,580 0 0.0 0 359,580 2034.0 1,627,200 0
A24-1 9 513 0 69.0 186,226 513 10.4 8,322 0
A24-2 0 0 0 80.0 216,000 0 0.0 0 0
A24-3 0 0 0 72.0 194,400 0 0.0 0 0
A24-4 526 31,578 0 43.0 116,079 31,578 22.8 18,245 0A24-5 17 1,026 0 100.0 270,000 1,026 3.6 2,853 0
A25 11 684 0 90.0 243,000 684 10.3 8,231 0
A25-1 9 513 0 195.0 526,500 513 31.5 25,185 0
A26 57 3,420 0 78.5 211,950 3,420 22.9 18,336 54,057 National Food Corp
A27 23 1,368 0 62.1 167,782 1,368 66.4 53,130 0A2872743,605 0 0.0 0 43,605 49.0 39,216 0
A4 464 27,816 0 0.7 1,986 27,816 24.3 19,473 0
A5 650 38,988 0 0.5 1,270 38,988 31.1 24,892 0
A6 1,994 119,643 0 3.2 8,604 119,643 99.0 79,185 0
A7 660 39,615 932 9,323 0.2 540 48,938 46.7 37,326 0A844626,733 0 3.4 9,101 26,733 33.2 26,578 0
A9 285 17,100 0 8.4 22,809 17,100 35.8 28,665 0
B1 1,082 64,923 0 9.9 26,707 64,923 53.9 43,149 0
B2 430 25,821 0 0.0 0 25,821 0.0 0 0
B3 467 28,044 0 6.5 17,668 28,044 24.6 19,701 0B427616,587 0 0.0 0 16,587 3.4 2,681 0
B5 363 21,808 0 0.0 0 21,808 3.1 2,472 0
CE1 230 13,794 0 0.0 0 13,794 15.7 12,535 0
CE2 537 32,205 0 0.2 540 32,205 22.3 17,820 0
CE3 382 22,914 0 0.0 0 22,914 34.1 27,261 0CE423414,022 0 0.0 0 14,022 24.0 19,200 0
CE5 319 19,152 1,473 14,735 0.0 0 33,887 59.1 47,306 0
CE5-1 262 15,732 1,011 10,112 0.0 0 25,844 51.2 40,984 0
CE5-2 247 14,820 0 99.4 268,325 14,820 112.0 89,601 0
CE5-3 701 42,066 0 0.0 0 42,066 80.8 64,641 0CE5-3(Future)1,092 65,520 0 0.0 0 65,520 370.0 296,000 0
CE5-4 108 6,498 0 7.0 18,946 6,498 21.4 17,134 0
CE5-5 162 9,690 0 0.0 0 9,690 15.5 12,362 0
CE5-6 225 13,509 0 0.0 0 13,509 24.2 19,347 0
CE5-7 2,949 176,915 2,491 24,909 54.1 146,189 201,824 161.1 128,919 0CE661837,107 0 0.0 0 37,107 49.8 39,849 0
Inflitration / Inflow 2031
Fixed or
Pumped
Flow
(gpd)
Residential Schools Commercial/
Total Residential/
School Flow (gpd)
M:\Marysville\11447\Modeling\Flows\Node input 2031 for modela 2700 gpad w planning areas Aug.xls 1 of 3
Marysville 2031
Sewer Sub-Basin Flows
BASINS
(service
area)
Total
Existing
Population
On Sewer
Residential
Wastewater
Flow (gpd)
School
Population
School
Wastewater
Flow (gpd)
Area
(acres)
Average
Flow (gpd)
2031 Area
(acres)
Peak I/I
Flow (gpd)Remark
Inflitration / Inflow 2031
Fixed or
Pumped
Flow
(gpd)
Residential Schools Commercial/
Total Residential/
School Flow (gpd)
CE7 761 45,657 0 0.0 0 45,657 68.6 54,876 0CE835321,204 0 0.0 0 21,204 27.3 21,828 0
CE9 336 20,178 0 1.0 2,700 20,178 31.9 25,515 0
CW1 1,575 94,506 0 48.0 129,557 94,506 166.1 132,843 0
CW10 637 38,190 0 5.1 13,691 38,190 43.9 35,114 0
CW11 502 30,096 0 15.6 42,131 30,096 30.5 24,389 25,306 Holiday Inn Exp (8263),Haggen (8104)
CW11-1 2,097 125,838 0 28.1 75,863 125,838 55.3 44,210 0
CW12 225 13,509 0 23.9 64,517 13,509 48.0 38,403 0
CW13 343 20,577 0 33.3 89,933 20,577 52.4 41,919 13,161 Fred Meyer
CW14 720 43,212 0 17.4 46,903 43,212 36.2 28,938 0CW152,985 179,075 0 9.6 25,934 179,075 13.8 11,072 0
CW2 472 28,329 0 11.9 32,090 28,329 50.6 40,444 0
CW3 1,060 63,612 2,016 20,162 9.0 24,360 83,774 101.6 81,292 16,508 Marysville Care Center
CW4 476 28,557 0 34.3 92,539 28,557 61.1 48,902 0
CW5 20 1,197 0 25.8 69,750 1,197 33.6 26,916 16,309 Captain Dizzy Car WashCW683349,989 0 3.7 10,005 49,989 38.9 31,124 0
CW7 304 18,240 424 4,236 46.7 126,058 22,476 76.4 61,085 0
CW8 735 44,118 0 25.5 68,730 44,118 68.6 54,863 0
CW9 3 171 0 24.5 66,202 171 35.9 28,734 0
D1 130 7,809 0 4.1 11,070 7,809 32.6 26,048 0D1027416,416 0 0.0 0 16,416 32.3 25,877 0
D10-1 791 47,487 0 23.0 62,082 47,487 0.0 0 0
D10-2 1,591 95,473 0 66.0 178,200 95,473 36.8 29,446 0
D10-3 868 52,056 0 0.0 0 52,056 0.0 0 0
D10-4 712 42,744 0 0.0 0 42,744 0.0 0 0D10-5 295 17,712 0 11.0 29,700 17,712 0.0 0 0
D10-6 1,488 89,279 0 0.0 0 89,279 41.0 32,814 0
D11 208 12,483 0 0.0 0 12,483 34.1 27,267 0
D12 693 41,553 0 0.0 0 41,553 88.8 71,036 0
D2 160 9,576 0 0.0 0 9,576 14.9 11,951 0D331618,981 0 5.7 15,347 18,981 44.1 35,290 0
D3-1 553 33,174 0 0.0 0 33,174 67.1 53,670 0
D3-10 884 53,067 0 0.0 0 53,067 75.1 60,048 0
D3-11 1,342 80,541 0 0.0 0 80,541 109.8 87,878 0
D3-12 2,294 137,669 0 0.0 0 137,669 143.0 114,432 0D3-13 531 31,860 0 0.0 0 31,860 29.9 23,923 0
D3-2 390 23,427 0 0.0 0 23,427 30.4 24,339 0
D3-3 430 25,821 0 0.0 0 25,821 39.2 31,368 0
D3-4 513 30,791 939 9,385 0.0 0 40,176 26.5 21,198 0
D3-5 2,503 150,195 1,017 10,174 3.5 9,409 160,369 160.0 127,994 0D3-6 368 22,075 0 1.5 4,050 22,075 27.2 21,798 0
D3-7 510 30,609 0 0.0 0 30,609 33.1 26,472 0
D3-8 1,317 79,002 0 0.0 0 79,002 93.0 74,374 0
D3-9 841 50,445 0 0.0 0 50,445 79.8 63,811 0
D4 406 24,339 0 0.0 0 24,339 38.9 31,126 0D555933,516 0 3.3 8,910 33,516 59.2 47,361 0
D5-1 0 0 956 9,555 6.1 16,401 9,555 26.3 21,048 14,436 YMCA
D5-2 919 55,119 0 6.1 16,585 55,119 78.5 62,789 0
D6 647 38,817 0 0.0 0 38,817 76.3 61,059 0
D6-1 259 15,561 0 0.0 0 15,561 26.8 21,467 0D6-2 2,423 145,350 0 3.2 8,631 145,350 240.6 192,497 0
D6-3 289 17,328 0 0.0 0 17,328 37.9 30,345 0
D6-4 450 27,018 0 0.0 0 27,018 46.2 36,998 0
D6-5 1,389 83,326 0 20.0 54,000 83,326 62.2 49,795 0
D7 151 9,063 0 0.0 0 9,063 23.5 18,824 0D7-1 379 22,743 0 0.0 0 22,743 18.3 14,623 0
D7-2 416 24,966 0 0.0 0 24,966 31.2 24,941 0
D8 157 9,405 0 2.8 7,493 9,405 28.4 22,692 0
D9 459 27,531 0 0.0 0 27,531 66.3 53,060 0
D9-1 422 25,308 0 0.0 0 25,308 34.9 27,919 0F11307,779 0 0.0 0 7,779 3.6 2,909 0
F10 3 171 0 78.1 210,951 171 75.1 60,042 0
F11 3 171 0 29.3 79,054 171 37.0 29,615 0
M:\Marysville\11447\Modeling\Flows\Node input 2031 for modela 2700 gpad w planning areas Aug.xls 2 of 3
Marysville 2031
Sewer Sub-Basin Flows
BASINS
(service
area)
Total
Existing
Population
On Sewer
Residential
Wastewater
Flow (gpd)
School
Population
School
Wastewater
Flow (gpd)
Area
(acres)
Average
Flow (gpd)
2031 Area
(acres)
Peak I/I
Flow (gpd)Remark
Inflitration / Inflow 2031
Fixed or
Pumped
Flow
(gpd)
Residential Schools Commercial/
Total Residential/
School Flow (gpd)
F12 17 1,026 0 106.5 287,564 1,026 77.6 62,044 0F133171070.9 191,426 171 63.8 51,014 0
F13(Future)28,405 1,704,300 0 0.0 0 1,704,300 2153.0 1,722,400 0
F13-1 413 24,793 0 121.0 326,700 24,793 67.4 53,932 0
F13-2 154 9,234 0 66.0 178,200 9,234 29.8 23,821 0
F14 83 4,959 0 85.1 229,683 4,959 65.8 52,602 120,744 Pacific Coast FeatherF1524814,877 0 64.1 173,192 14,877 69.5 55,582 0
F16 13 798 0 51.0 137,632 798 37.9 30,282 0
F17 37 2,223 0 40.9 110,306 2,223 33.3 26,644 0
F18 0 0 0 38.3 103,335 0 39.6 31,699 0
F19 0 0 0 48.5 130,954 0 52.5 42,016 13,017 Medallion HotelF235121,033 0 0.0 0 21,033 4.6 3,718 0
F20 1,088 65,270 0 74.7 201,761 65,270 115.3 92,264 0
F21 1,745 104,709 0 19.8 53,431 104,709 71.1 56,884 0
F22 856 51,357 0 30.4 82,109 51,357 72.8 58,279 0
F22(Future)28,291 1,697,460 0 0.0 0 1,697,460 2144.0 1,715,200 0F22-1 1,146 68,753 470 4,700 105.3 284,223 73,454 134.8 107,858 0
F3 231 13,851 0 0.0 0 13,851 39.2 31,341 0
F4 892 53,523 0 0.0 0 53,523 78.5 62,800 0
F5 562 33,703 671 6,710 23.5 63,582 40,413 59.9 47,882 0
F6 128 7,695 0 0.0 0 7,695 13.2 10,579 0F721312,808 0 29.1 78,532 12,808 34.7 27,739 0
F8 135 8,102 0 18.5 49,950 8,102 22.5 18,028 0
F9 0 0 0 31.0 83,700 0 29.9 23,898 11,844 Northwest Composites
G1 709 42,567 0 37.0 99,996 42,567 100.2 80,187 0
G2 1,406 84,359 0 11.4 30,806 84,359 65.3 52,253 0
G3 3 171 0 76.9 207,602 171 74.8 59,807 0
G4 29 1,710 0 27.5 74,198 1,710 34.6 27,704 0
G5 410 24,624 0 0.0 0 24,624 44.9 35,899 0
G6 371 22,230 0 0.0 0 22,230 38.4 30,720 0
G7 335 20,111 1,741 17,410 28.8 77,764 37,521 10.8 8,646 0
G8 66 3,975 0 10.5 28,381 3,975 16.3 13,002 0
Totals:65,024 9,300,035 19,282 192,822 2,963 8,000,808 9,492,857 15,563 12,450,141 285,382
6010
Commercial 2,700
1,000800
3.0
2.0
gpd/acre
people/residence
people/residence
Single Family
Multi Family
Peak I/IIndustrial
Unit Flow Rate
gpd/persongpd/stud. of staff
gpd/acre
Unit Flow Table
Person
gpd/acre
Unit
Student/Staff
Population Table
159,575Total Planning Population
88,032UGA Population
71,543Non-UGA Population
M:\Marysville\11447\Modeling\Flows\Node input 2031 for modela 2700 gpad w planning areas Aug.xls 3 of 3
Marysville Sewer Comprehensive Plan
2011 Model Input
Sub-Basin Load 1:
Residential Input1
(gpm)
Load 2:
Commercial
Input (gpm)
Load 3:
I/I Input
(gpm)
Load 4:
Fixed Flow
(gpm)
Input Node
A1 0.0 20.9 8.5 0.0 S-MH-3559
A10 10.8 0.0 0.0 0.0 S-MH-2323
A10 9.4 0.0 17.6 0.0 S-MH-2141
A10 9.4 0.0 17.6 0.0 S-MH-2332
A11 15.0 5.7 12.8 0.0 S-MH-2189
A12 11.3 0.0 12.5 0.0 S-MH-2290
A12 11.3 0.0 12.5 0.0 S-MH-2198
A12-1 14.8 0.0 15.2 0.0 S-MH-2300
A12-2 33.4 0.0 24.2 0.0 S-MH-2225
A12-3 15.5 0.0 0.0 0.0 S-MH-3632
A12-3 5.9 0.0 7.9 0.0 S-MH-2259
A12-3 5.7 0.0 7.9 0.0 S-MH-2235
A12-4 12.1 0.0 8.6 0.0 MH-231
A13 23.5 2.2 24.0 0.0 S-MH-2315
A13 9.8 2.2 12.0 0.0 S-MH-3791
A14 8.3 0.0 15.2 0.0 S-MH-2386
A15 8.0 0.0 50.3 0.0 S-MH-2396
A15 8.0 0.0 50.3 0.0 S-MH-2419
A16 6.7 0.0 11.0 0.0 S-MH-2402
A16 6.7 0.0 11.0 0.0 S-MH-2401
A16-1 20.4 0.0 14.4 0.0 S-MH-4810
A16-1 20.4 0.0 14.4 0.0 S-MH-4742
A17 10.4 1.1 24.9 0.0 S-MH-2739
A18 9.9 0.0 13.6 0.0 S-MH-2743
A18 7.9 0.0 9.9 0.0 S-MH-2742
A18 7.9 0.0 9.9 0.0 S-MH-2856
A18-1 0.8 0.0 1.8 0.0 S-MH-2915
A18-2 12.6 0.0 14.0 0.0 S-MH-2865
A18-3 6.3 0.0 6.1 0.0 S-MH-2840
A19 32.0 0.0 48.4 0.0 S-MH-2733
A2 21.6 1.9 25.0 0.0 S-MH-336
A20 10.9 0.0 14.6 0.0 S-MH-2887
A20 10.9 0.0 14.6 0.0 MH-4
A20 10.9 0.0 14.6 0.0 S-MH-2727
A21 5.6 0.0 27.9 0.0 S-MH-2597
A21 2.7 53.0 14.0 0.0 S-MH-2980
A21 2.4 53.0 21.7 0.0 S-MH-2772
A22 8.7 0.0 8.8 0.0 S-MH-2795
A22 8.7 1.6 8.8 0.0 S-MH-2781
A22 3.6 1.6 8.8 0.0 S-MH-3595
A23 11.7 0.8 13.3 0.0 S-MH-2919
A23 11.7 0.2 13.4 0.0 S-MH-2969
A24 35.7 0.0 4.0 0.0 S-MH-3016
A24-1 0.1 0.9 2.6 0.0 S-MH-2815
A24-1 0.1 0.9 2.6 0.0 S-MH-3022
A24-2 0.0 0.0 0.0 0.0 S-MH-3614
A24-2 0.0 0.0 0.0 0.0 S-MH-3619
A24-3 0.0 0.0 0.0 0.0 S-MH-3622
A24-3 0.0 0.0 0.0 0.0 S-MH-3617
A24-4 7.6 0.0 3.8 0.0 S-MH-3080
A24-4 7.6 33.7 3.7 0.0 S-MH-3099
A24-4 7.6 0.0 3.7 0.0 S-MH-3077
A24-5 0.3 0.0 1.8 0.0 S-MH-2814
A25 0.3 0.0 5.1 0.0 S-MH-3837
A25-1 0.3 0.0 15.6 0.0 S-MH-3143
A26 0.9 4.0 3.8 24.3 S-MH-3422
A26 0.7 8.0 3.8 0.0 S-MH-3838
A26 0.7 4.0 3.8 0.0 S-MH-3139
A27 0.5 59.5 26.2 0.0 S-MH-3415
A27 0.1 0.0 6.6 0.0 S-MH-3403
A28 11.5 0.0 16.1 0.0 S-MH-3430
A28 5.8 0.0 8.1 0.0 S-MH-3443
A4 15.1 1.4 12.0 0.0 S-MH-357
A5 20.5 0.9 15.4 0.0 S-MH-277
A6 18.1 2.0 16.3 0.0 MH-22
A6 17.3 2.0 16.3 0.0 S-MH-3768
A6 17.3 0.0 16.3 0.0 S-MH-1548
A7 8.9 0.0 23.1 0.0 S-MH-1455
A7 6.4 0.4 0.0 0.0 S-MH-1494
A8 10.1 6.3 16.4 0.0 S-MH-1795
A9 7.6 15.8 19.3 0.0 S-MH-2333
B1 9.8 7.1 13.3 0.0 S-MH-750
B1 9.6 7.1 13.3 0.0 S-MH-800
(1) Residential flows shown are prior
to peaking. All residential flow was peaked within the model.P. 1 M:\Marysville\11447\
Modeling\Flows\Node input 2011 for modela 2700 gpad.xls]
Marysville Sewer Comprehensive Plan
2011 Model Input
Sub-Basin Load 1:
Residential Input1
(gpm)
Load 2:
Commercial
Input (gpm)
Load 3:
I/I Input
(gpm)
Load 4:
Fixed Flow
(gpm)
Input Node
B2 0.0 0.0 0.0 0.0 S-MH-795
B3 7.1 12.3 12.2 0.0 S-MH-789
B4 2.4 0.0 1.7 0.0 S-MH-1648
B5 1.5 0.0 1.5 0.0 MH-216
CE1 5.6 0.0 7.7 0.0 S-MH-1522
CE2 10.4 0.4 11.0 0.0 S-MH-1751
CE3 11.8 0.0 16.8 0.0 S-MH-1745
CE4 7.8 0.0 11.9 0.0 S-MH-1743
CE5 8.3 0.0 0.0 0.0 S-MH-1753
CE5 3.7 0.0 29.2 0.0 S-MH-1688
CE5-1 10.6 0.0 12.5 0.0 S-MH-1679
CE5-1 2.9 0.0 12.8 0.0 S-MH-1671
CE5-2 10.8 186.3 81.6 0.0 S-MH-1657
CE5-3 29.0 0.0 39.9 0.0 S-MH-1964
CE5-4 4.8 5.9 10.6 0.0 S-MH-3757
CE5-5 5.7 0.0 7.6 0.0 S-MH-1973
CE5-6 9.8 0.0 11.9 0.0 S-MH-1943
CE5-7 65.3 26.5 79.6 0.0 S-MH-4642
CE6 19.0 0.0 24.6 0.0 S-MH-2074
CE7 32.3 0.0 33.9 0.0 S-MH-2117
CE8 15.5 0.0 15.3 0.0 S-MH-2062
CE9 14.4 0.0 15.8 0.0 S-MH-2281
CW1 25.7 90.0 27.4 0.0 S-MH-3577
CW1 25.4 0.0 54.7 0.0 S-MH-483
CW10 15.7 3.2 21.7 0.0 S-MH-1513
CW11 1.8 29.3 15.1 11.4 S-MH-1765
CW11-1 2.2 0.0 13.7 0.0 S-MH-1775
CW11-1 2.2 52.7 13.7 0.0 S-MH-4716
CW12 5.4 34.9 23.7 0.0 S-MH-1537
CW13 12.3 62.5 33.0 5.9 S-MH-1800
CW14 5.6 16.3 8.9 0.0 S-MH-1852
CW14 2.3 16.3 8.9 0.0 S-MH-1849
CW15 1.3 7.1 3.4 0.0 S-MH-1834
CW15 1.3 0.0 3.4 0.0 S-MH-4377
CW2 13.8 9.9 16.7 0.0 S-MH-481
CW2 6.8 9.9 8.3 0.0 S-MH-477
CW3 47.5 16.9 58.7 7.4 S-MH-308
CW4 15.0 56.4 30.2 0.0 S-MH-449
CW5 0.8 47.8 20.2 7.3 S-MH-4089
CW6 26.5 5.8 19.2 0.0 S-MH-1369
CW7 14.9 64.0 42.4 0.0 S-MH-246
CW8 14.2 0.0 16.9 0.0 S-MH-1564
CW8 14.1 45.7 16.9 0.0 S-MH-1567
CW9 0.1 28.9 23.9 0.0 S-MH-1568
D1 3.8 7.7 16.1 0.0 S-MH-533
D10 12.0 0.0 16.0 0.0 S-MH-2007
D10-1 0.0 0.0 0.0 0.0 S-MH-3916
D10-2 16.3 0.0 18.2 0.0 S-MH-4192
D10-3 0.0 0.0 0.0 0.0 S-MH-4546
D10-4 0.0 0.0 0.0 0.0 S-MH-4864
D10-5 0.0 0.0 0.0 0.0 S-MH-905
D10-6 20.9 0.0 20.3 0.0 S-MH-4545
D11 9.1 0.0 20.7 0.0 S-MH-1924
D12 28.3 0.0 46.2 0.0 S-MH-3732
D2 6.3 0.0 7.4 0.0 S-MH-624
D3 10.6 10.7 21.8 0.0 S-MH-641
D3-1 8.7 0.0 16.6 0.0 S-MH-1305
D3-1 8.7 0.0 16.6 0.0 S-MH-635
D3-10 16.0 0.0 18.5 0.0 S-MH-40
D3-10 16.0 0.0 18.5 0.0 S-MH-975
D3-11 51.8 0.0 54.3 0.0 S-MH-4872
D3-12 48.7 0.0 70.7 0.0 S-MH-110
D3-13 6.3 0.0 14.8 0.0 S-MH-1318
D3-2 16.6 0.0 15.0 0.0 S-MH-1209
D3-3 13.9 0.0 19.4 0.0 S-MH-1216
D3-4 14.7 0.0 13.1 0.0 S-MH-3697
D3-5 31.5 3.3 35.6 0.0 S-MH-3382
D3-5 21.0 1.6 23.7 0.0 S-MH-3357
D3-5 17.5 1.6 19.8 0.0 S-MH-3381
D3-6 5.2 0.0 13.5 0.0 S-MH-3309
D3-7 15.9 0.0 16.3 0.0 S-MH-3294
D3-8 28.8 0.0 23.0 0.0 MH-162
(1) Residential flows shown are prior
to peaking. All residential flow was peaked within the model.P. 2 M:\Marysville\11447\
Modeling\Flows\Node input 2011 for modela 2700 gpad.xls]
Marysville Sewer Comprehensive Plan
2011 Model Input
Sub-Basin Load 1:
Residential Input1
(gpm)
Load 2:
Commercial
Input (gpm)
Load 3:
I/I Input
(gpm)
Load 4:
Fixed Flow
(gpm)
Input Node
D3-8 28.8 0.0 23.0 0.0 S-MH-3672
D3-9 15.8 0.0 20.8 0.0 S-MH-3677
D3-9 15.7 0.0 20.8 0.0 S-MH-3705
D4 17.6 0.0 20.6 0.0 S-MH-844
D5 22.9 6.2 30.1 0.0 S-MH-669
D5-1 4.3 11.4 13.0 6.5 S-MH-852
D5-2 19.8 11.5 21.7 0.0 S-MH-853
D5-2 19.7 0.0 21.7 0.0 S-MH-916
D6 26.4 0.0 38.8 0.0 S-MH-706
D6-1 11.0 0.0 14.9 0.0 S-MH-717
D6-2 94.0 6.0 118.9 0.0 S-MH-906
D6-3 12.3 0.0 21.5 0.0 S-MH-898
D6-4 19.6 0.0 22.8 0.0 S-MH-1006
D6-5 32.9 0.0 30.8 0.0 S-MH-1071
D7 6.1 0.0 12.5 0.0 S-MH-1609
D7-1 16.6 0.0 9.0 0.0 S-MH-1591
D7-2 18.3 0.0 15.4 0.0 S-MH-1593
D8 6.5 5.2 15.5 0.0 S-MH-2001
D9 18.1 0.0 32.8 0.0 S-MH-924
D9-1 15.3 0.0 17.2 0.0 S-MH-1169
F1 0.9 0.0 1.8 0.0 S-MH-2362
F10 0.0 19.0 24.8 0.0 S-MH-2705
F10 0.0 75.9 12.3 0.0 MH-102
F11 0.1 43.6 18.3 0.0 S-MH-2589
F12 0.3 47.6 19.2 0.0 S-MH-2719
F12 0.3 47.6 19.2 0.0 S-MH-2596
F13 0.1 67.3 31.5 0.0 S-MH-3462
F13-1 0.0 0.9 16.7 0.0 S-MH-4564
F13-1 0.0 0.9 16.7 0.0 S-MH-4568
F13-2 4.5 0.0 14.7 0.0 S-MH-4576
F14 0.6 32.9 10.8 54.2 S-MH-3847
F14 0.4 0.0 10.8 0.0 S-MH-3845
F14 0.4 32.9 10.8 0.0 S-MH-3467
F15 3.6 25.6 11.4 0.0 S-MH-3470
F15 3.5 25.6 11.5 0.0 S-MH-3044
F15 3.3 12.8 11.5 0.0 S-MH-3638
F16 0.3 8.6 9.4 0.0 S-MH-3527
F16 0.3 8.6 9.4 0.0 S-MH-3525
F17 0.3 19.6 8.2 0.0 S-MH-3531
F17 0.2 19.6 8.2 0.0 S-MH-3533
F18 0.0 24.6 20.7 0.0 S-MH-3538
F18 0.0 24.6 20.7 0.0 S-MH-3109
F19 0.0 36.4 18.6 0.0 S-MH-3536
F19 0.0 54.6 18.6 5.8 S-MH-3498
F2 1.6 0.0 2.3 0.0 S-MH-2363
F20 18.1 98.9 25.9 0.0 S-MH-3506
F20 5.4 0.0 31.1 0.0 S-MH-3510
F21 55.5 3.4 35.1 0.0 S-MH-3205
F22 3.2 0.0 12.0 0.0 S-MH-3155
F22 3.2 57.0 12.0 0.0 S-MH-3148
F22 3.2 0.0 11.9 0.0 S-MH-4910
F22-1 2.1 4.7 66.6 0.0 S-MH-3239
F3 10.1 0.0 24.7 0.0 S-MH-2364
F4 30.0 0.0 38.8 0.0 S-MH-2708
F5 8.5 34.8 23.7 0.0 S-MH-2357
F5 2.1 34.8 5.9 0.0 S-MH-2356
F6 5.6 0.0 7.0 0.0 S-MH-3860
F7 2.6 28.3 17.1 0.0 MH-166
F8 1.1 17.8 11.1 0.0 S-MH-2760
F9 0.0 35.6 14.8 5.3 S-MH-2684
G1 19.4 59.0 49.5 0.0 S-MH-428
G2 11.9 12.0 16.1 0.0 S-MH-420
G2 11.9 0.0 16.1 0.0 S-MH-464
G3 0.1 144.2 36.9 0.0 S-MH-2476
G4 0.0 42.2 17.1 0.0 S-MH-2540
G5 18.0 0.0 22.2 0.0 S-MH-2482
G6 16.3 0.0 19.0 0.0 S-MH-2509
G7 8.2 0.0 5.3 0.0 S-MH-2548
G8 0.0 19.7 8.0 0.0 S-MH-2550
Total (gpm):2,324 2,414 3,818 128
(1) Residential flows shown are prior
to peaking. All residential flow was peaked within the model.P. 3 M:\Marysville\11447\
Modeling\Flows\Node input 2011 for modela 2700 gpad.xls]
Marysville Sewer Comprehensive Plan
2017 Model Input
Sub-Basin Load 1:
Residential Input1
(gpm)
Load 2:
Commercial
Input (gpm)
Load 3:
I/I Input
(gpm)
Load 4:
Fixed Flow
(gpm)
Input Node
A1 0.1 20.9 7.2 0.0 S-MH-3559
A10 13.5 0.0 0.0 0.0 S-MH-2323
A10 11.7 0.0 14.9 0.0 S-MH-2141
A10 11.7 0.0 14.9 0.0 S-MH-2332
A11 17.5 5.7 10.8 0.0 S-MH-2189
A12 14.4 0.0 10.6 0.0 S-MH-2290
A12 14.4 0.0 10.6 0.0 S-MH-2198
A12-1 15.4 0.0 12.9 0.0 S-MH-2300
A12-2 39.6 0.0 20.5 0.0 S-MH-2225
A12-3 6.1 0.0 6.7 0.0 S-MH-3632
A12-3 6.2 0.0 6.7 0.0 S-MH-2259
A12-3 16.4 0.0 0.0 0.0 S-MH-2235
A12-4 14.6 0.0 7.3 0.0 MH-231
A13 10.6 2.2 10.1 0.0 S-MH-2315
A13 25.4 2.2 20.3 0.0 S-MH-3791
A14 9.2 0.0 12.9 0.0 S-MH-2386
A15 9.4 0.0 30.0 0.0 S-MH-2396
A15 9.4 0.0 30.0 0.0 S-MH-2419
A16 9.6 0.0 9.3 0.0 S-MH-2402
A16 9.6 15.8 9.3 0.0 S-MH-2401
A16-1 30.3 0.0 12.2 0.0 S-MH-4810
A16-1 30.3 0.0 12.2 0.0 S-MH-4742
A17 15.9 1.1 21.0 0.0 S-MH-2739
A18 8.8 0.0 8.4 0.0 S-MH-2743
A18 11.0 0.0 11.5 0.0 S-MH-2742
A18 8.8 0.0 8.4 0.0 S-MH-2856
A18-1 6.8 0.0 1.5 0.0 S-MH-2915
A18-2 12.6 0.0 11.9 0.0 S-MH-2865
A18-3 8.3 0.0 5.2 0.0 S-MH-2840
A19 42.7 0.0 41.0 0.0 S-MH-2733
A2 23.7 1.9 20.5 0.0 S-MH-336
A20 13.4 0.0 12.4 0.0 S-MH-2887
A20 13.4 0.0 12.4 0.0 MH-4
A20 13.4 0.0 12.4 0.0 S-MH-2727
A21 2.6 0.0 18.4 0.0 S-MH-2597
A21 5.9 85.8 23.6 0.0 S-MH-2980
A21 2.8 85.8 11.8 0.0 S-MH-2772
A22 12.4 0.0 7.4 0.0 S-MH-2795
A22 12.4 1.6 7.4 0.0 S-MH-2781
A22 5.1 1.6 7.4 0.0 S-MH-3595
A23 13.8 24.8 11.3 0.0 S-MH-2919
A23 13.8 6.2 11.3 0.0 S-MH-2969
A24 39.2 0.0 3.4 0.0 S-MH-3016
A24-1 0.1 64.7 2.2 0.0 S-MH-2815
A24-1 0.1 64.7 2.2 0.0 S-MH-3022
A24-2 0.0 0.0 0.0 0.0 S-MH-3614
A24-2 0.0 150.0 0.0 0.0 S-MH-3619
A24-3 0.0 135.0 0.0 0.0 S-MH-3622
A24-3 0.0 0.0 0.0 0.0 S-MH-3617
A24-4 7.6 0.0 3.2 0.0 S-MH-3080
A24-4 7.6 80.6 3.2 0.0 S-MH-3099
A24-4 7.7 0.0 3.2 0.0 S-MH-3077
A24-5 0.4 187.5 1.5 0.0 S-MH-2814
A25 0.3 168.8 4.3 0.0 S-MH-3837
A25-1 0.3 365.6 13.2 0.0 S-MH-3143
A26 0.7 36.8 3.2 0.0 S-MH-3422
A26 0.9 73.6 3.2 28.3 S-MH-3838
A26 0.7 36.8 3.2 0.0 S-MH-3139
A27 0.6 116.5 22.2 0.0 S-MH-3415
A27 0.1 0.0 5.6 0.0 S-MH-3403
A28 7.7 0.0 6.8 0.0 S-MH-3430
A28 15.3 0.0 13.7 0.0 S-MH-3443
A4 17.3 1.4 10.2 0.0 S-MH-357
A5 23.9 0.9 13.0 0.0 S-MH-277
A6 23.2 3.0 13.8 0.0 MH-22
A6 24.3 3.0 13.8 0.0 S-MH-3768
A6 23.2 0.0 13.8 0.0 S-MH-1548
A7 13.6 0.0 19.5 0.0 S-MH-1455
A7 9.7 0.4 0.0 0.0 S-MH-1494
A8 14.4 6.3 13.9 0.0 S-MH-1795
A9 10.0 15.8 16.4 0.0 S-MH-2333
B1 16.1 9.3 11.3 0.0 S-MH-750
B1 15.7 9.3 11.3 0.0 S-MH-800
(1) Residential flows shown are prior
to peaking. All residential flow was peaked within the model.P. 1 M:\Marysville\11447\
Modeling\Flows\Node input 2017 for modela 2700 gpad.xls
Marysville Sewer Comprehensive Plan
2017 Model Input
Sub-Basin Load 1:
Residential Input1
(gpm)
Load 2:
Commercial
Input (gpm)
Load 3:
I/I Input
(gpm)
Load 4:
Fixed Flow
(gpm)
Input Node
B2 6.9 0.0 0.0 0.0 S-MH-795
B3 11.5 12.3 10.3 0.0 S-MH-789
B4 6.2 0.0 1.4 0.0 S-MH-1648
B5 5.4 0.0 1.3 0.0 MH-216
CE1 7.6 0.0 6.6 0.0 S-MH-1522
CE2 15.4 0.4 9.3 0.0 S-MH-1751
CE3 14.1 0.0 14.3 0.0 S-MH-1745
CE4 9.1 0.0 10.0 0.0 S-MH-1743
CE5 11.1 0.0 0.0 0.0 S-MH-1753
CE5 4.9 0.0 24.7 0.0 S-MH-1688
CE5-1 12.4 0.0 10.6 0.0 S-MH-1679
CE5-1 3.4 0.0 10.8 0.0 S-MH-1671
CE5-2 10.8 186.3 62.2 0.0 S-MH-1657
CE5-3 30.2 0.0 33.8 0.0 S-MH-1964
CE5-4 4.8 13.2 9.0 0.0 S-MH-3757
CE5-5 6.7 0.0 6.5 0.0 S-MH-1973
CE5-6 9.9 0.0 10.1 0.0 S-MH-1943
CE5-7 79.1 101.5 67.4 0.0 S-MH-4642
CE6 22.5 0.0 20.8 0.0 S-MH-2074
CE7 32.9 0.0 28.7 0.0 S-MH-2117
CE8 15.5 0.0 12.9 0.0 S-MH-2062
CE9 14.5 1.9 13.3 0.0 S-MH-2281
CW1 31.1 90.0 46.3 0.0 S-MH-3577
CW1 31.4 0.0 23.2 0.0 S-MH-483
CW10 21.6 9.5 18.4 0.0 S-MH-1513
CW11 7.8 29.3 12.7 13.2 S-MH-1765
CW11-1 12.6 0.0 11.6 0.0 S-MH-1775
CW11-1 12.6 52.7 11.6 0.0 S-MH-4716
CW12 6.9 44.8 20.1 0.0 S-MH-1537
CW13 13.1 62.5 27.9 6.9 S-MH-1800
CW14 8.9 16.3 7.6 0.0 S-MH-1852
CW14 3.7 16.3 7.6 0.0 S-MH-1849
CW15 17.3 18.0 2.9 0.0 S-MH-1834
CW15 17.3 0.0 2.9 0.0 S-MH-4377
CW2 6.8 11.1 7.0 0.0 S-MH-481
CW2 13.8 11.1 14.1 0.0 S-MH-477
CW3 55.4 16.9 49.7 8.6 S-MH-308
CW4 18.3 64.3 25.6 0.0 S-MH-449
CW5 0.8 48.4 17.1 8.5 S-MH-4089
CW6 32.1 6.9 16.3 0.0 S-MH-1369
CW7 15.3 87.5 35.9 0.0 S-MH-246
CW8 15.4 0.0 14.3 0.0 S-MH-1564
CW8 15.3 47.7 14.3 0.0 S-MH-1567
CW9 0.1 46.0 20.0 0.0 S-MH-1568
D1 4.5 7.7 13.6 0.0 S-MH-533
D10 12.0 0.0 13.5 0.0 S-MH-2007
D10-1 3.0 43.1 0.0 0.0 S-MH-3916
D10-2 20.7 123.8 15.4 0.0 S-MH-4192
D10-3 5.1 0.0 0.0 0.0 S-MH-4865
D10-4 4.9 0.0 0.0 0.0 S-MH-4864
D10-5 4.2 20.6 0.0 0.0 S-MH-1088
D10-6 35.6 0.0 17.2 0.0 S-MH-4545
D11 9.1 0.0 17.5 0.0 S-MH-1924
D12 30.4 0.0 39.1 0.0 S-MH-3732
D2 6.9 0.0 6.2 0.0 S-MH-624
D3 12.6 10.7 18.4 0.0 S-MH-641
D3-1 10.3 0.0 14.0 0.0 S-MH-1305
D3-1 10.3 0.0 14.0 0.0 S-MH-635
D3-10 18.8 0.0 15.7 0.0 S-MH-40
D3-10 18.8 0.0 15.7 0.0 S-MH-975
D3-11 57.4 0.0 45.9 0.0 S-MH-4872
D3-12 60.8 0.0 59.8 0.0 S-MH-110
D3-13 9.7 0.0 12.5 0.0 S-MH-1318
D3-2 17.0 0.0 12.7 0.0 S-MH-1209
D3-3 16.6 0.0 16.4 0.0 S-MH-1216
D3-4 18.0 0.0 11.1 0.0 S-MH-3697
D3-5 25.5 3.3 20.1 0.0 S-MH-3382
D3-5 38.2 1.6 30.1 0.0 S-MH-3357
D3-5 21.2 1.6 16.7 0.0 S-MH-3381
D3-6 7.1 2.8 11.4 0.0 S-MH-3309
D3-7 19.3 0.0 13.8 0.0 S-MH-3294
D3-8 28.8 0.0 19.4 0.0 MH-162
(1) Residential flows shown are prior
to peaking. All residential flow was peaked within the model.P. 2 M:\Marysville\11447\
Modeling\Flows\Node input 2017 for modela 2700 gpad.xls
Marysville Sewer Comprehensive Plan
2017 Model Input
Sub-Basin Load 1:
Residential Input1
(gpm)
Load 2:
Commercial
Input (gpm)
Load 3:
I/I Input
(gpm)
Load 4:
Fixed Flow
(gpm)
Input Node
D3-8 28.8 0.0 19.4 0.0 S-MH-3672
D3-9 18.3 0.0 17.6 0.0 S-MH-3677
D3-9 18.3 0.0 17.6 0.0 S-MH-3705
D4 17.6 0.0 17.5 0.0 S-MH-844
D5 23.5 6.2 25.5 0.0 S-MH-669
D5-1 5.0 11.4 11.0 7.5 S-MH-852
D5-2 20.0 11.5 18.4 0.0 S-MH-853
D5-2 20.0 0.0 18.4 0.0 S-MH-916
D6 28.1 0.0 32.8 0.0 S-MH-706
D6-1 11.3 0.0 12.6 0.0 S-MH-717
D6-2 104.6 6.0 100.6 0.0 S-MH-906
D6-3 12.6 0.0 18.2 0.0 S-MH-898
D6-4 19.7 0.0 19.3 0.0 S-MH-1006
D6-5 38.7 37.5 26.0 0.0 S-MH-1071
D7 6.3 0.0 10.5 0.0 S-MH-1609
D7-1 16.6 0.0 7.6 0.0 S-MH-1591
D7-2 18.3 0.0 13.0 0.0 S-MH-1593
D8 6.7 5.2 13.1 0.0 S-MH-2001
D9 19.9 0.0 27.7 0.0 S-MH-924
D9-1 17.9 0.0 14.6 0.0 S-MH-1169
F1 2.1 0.0 1.5 0.0 S-MH-2362
F10 0.0 29.3 21.0 0.0 S-MH-2705
F10 0.0 117.2 10.4 0.0 MH-102
F11 0.1 54.9 15.5 0.0 S-MH-2589
F12 0.3 99.8 16.2 0.0 S-MH-2719
F12 0.3 99.8 16.2 0.0 S-MH-2596
F13 0.1 132.9 26.7 0.0 S-MH-3462
F13-1 0.1 113.4 14.1 0.0 S-MH-4564
F13-1 0.1 113.4 14.1 0.0 S-MH-4568
F13-2 5.4 123.8 12.5 0.0 S-MH-4576
F14 0.8 79.8 9.1 63.1 S-MH-3847
F14 0.6 0.0 9.2 0.0 S-MH-3845
F14 0.6 79.8 9.2 0.0 S-MH-3467
F15 3.4 48.1 9.7 0.0 S-MH-3470
F15 3.5 48.1 9.7 0.0 S-MH-3044
F15 3.6 24.1 9.6 0.0 S-MH-3638
F16 0.3 47.8 7.9 0.0 S-MH-3527
F16 0.3 47.8 7.9 0.0 S-MH-3525
F17 0.4 38.3 7.0 0.0 S-MH-3531
F17 0.4 38.3 7.0 0.0 S-MH-3533
F18 0.0 35.9 11.0 0.0 S-MH-3538
F18 0.0 35.9 11.0 0.0 S-MH-3109
F19 0.0 36.4 14.6 0.0 S-MH-3536
F19 0.0 54.6 14.6 6.8 S-MH-3498
F2 5.8 0.0 1.9 0.0 S-MH-2363
F20 6.3 140.1 26.3 0.0 S-MH-3506
F20 21.1 0.0 21.9 0.0 S-MH-3510
F21 65.1 37.1 29.7 0.0 S-MH-3205
F22 6.5 0.0 10.1 0.0 S-MH-3155
F22 6.5 57.0 10.2 0.0 S-MH-3148
F22 6.5 0.0 10.2 0.0 S-MH-4910
F22-1 5.0 197.4 56.4 0.0 S-MH-3239
F3 10.1 0.0 20.9 0.0 S-MH-2364
F4 32.7 0.0 32.8 0.0 S-MH-2708
F5 11.2 44.2 20.0 0.0 S-MH-2357
F5 2.8 44.2 5.0 0.0 S-MH-2356
F6 5.6 0.0 5.9 0.0 S-MH-3860
F7 3.7 54.5 14.5 0.0 MH-166
F8 1.6 34.7 9.4 0.0 S-MH-2760
F9 0.0 58.1 12.5 6.2 S-MH-2684
G1 22.9 69.4 41.9 0.0 S-MH-428
G2 15.3 21.4 13.7 0.0 S-MH-420
G2 15.3 0.0 13.7 0.0 S-MH-464
G3 0.1 144.2 31.3 0.0 S-MH-2476
G4 0.4 51.5 14.5 0.0 S-MH-2540
G5 18.0 0.0 18.8 0.0 S-MH-2482
G6 16.3 0.0 16.1 0.0 S-MH-2509
G7 13.2 54.0 4.5 0.0 S-MH-2548
G8 0.6 19.7 6.8 0.0 S-MH-2550
Total (gpm):2,840.5 5,600.3 3,183.2 149.2
(1) Residential flows shown are prior
to peaking. All residential flow was peaked within the model.P. 3 M:\Marysville\11447\
Modeling\Flows\Node input 2017 for modela 2700 gpad.xls
Marysville Sewer Comprehensive Plan
2031 Model Input
Sub-Basin Load 1: Residential
Input1 (gpm)
Load 2:
Commercial
Input (gpm)
Load 3: I/I
Input (gpm)
Load 4: Fixed
Flow (gpm)
Input Node
A1 1.0 20.9 9.5 0.0 S-MH-3559
A10 16.2 0.0 0.0 0.0 S-MH-2323
A10 14.0 0.0 19.8 0.0 S-MH-2141
A10 14.0 0.0 19.8 0.0 S-MH-2332
A11 18.9 5.7 14.3 0.0 S-MH-2189
A12 16.9 0.0 14.0 0.0 S-MH-2290
A12 16.9 0.0 14.0 0.0 S-MH-2198
A12-1 15.0 0.0 17.1 0.0 S-MH-2300
A12-2 39.4 0.0 27.3 0.0 S-MH-2225
A12-3 6.6 0.0 8.9 0.0 S-MH-3632
A12-3 6.8 0.0 8.9 0.0 S-MH-2259
A12-3 17.8 0.0 0.0 0.0 S-MH-2235
A12-4 17.6 0.0 9.7 0.0 MH-231
A13 10.5 2.2 13.5 0.0 S-MH-2315
A13 25.2 2.2 27.0 0.0 S-MH-3791
A14 10.8 0.0 17.1 0.0 S-MH-2386
A15 12.0 0.0 30.0 0.0 S-MH-2396
A15 12.0 0.0 30.0 0.0 S-MH-2419
A16 14.2 0.0 12.4 0.0 S-MH-2402
A16 14.2 15.8 12.4 0.0 S-MH-2401
A16-1 42.6 0.0 16.2 0.0 S-MH-4810
A16-1 42.6 0.0 16.2 0.0 S-MH-4742
A17 21.8 1.1 28.0 0.0 S-MH-2739
A18 8.6 0.0 11.2 0.0 S-MH-2743
A18 10.7 0.0 15.3 0.0 S-MH-2742
A18 8.6 0.0 11.2 0.0 S-MH-2856
A18-1 17.3 0.0 2.0 0.0 S-MH-2915
A18-2 12.0 0.0 14.0 0.0 S-MH-2865
A18-3 14.3 0.0 6.9 0.0 S-MH-2840
A19 58.4 0.0 54.5 0.0 S-MH-2733
A2 25.5 1.9 20.5 0.0 S-MH-336
A20 14.8 0.0 16.4 0.0 S-MH-2887
A20 14.8 0.0 16.4 0.0 MH-4
A20 14.8 0.0 16.4 0.0 S-MH-2727
A21 2.6 0.0 24.4 0.0 S-MH-2597
A21 5.9 85.8 31.4 0.0 S-MH-2980
A21 2.8 85.8 15.7 0.0 S-MH-2772
A22 15.2 0.0 9.9 0.0 S-MH-2795
A22 15.2 1.6 9.9 0.0 S-MH-2781
A22 6.2 1.6 9.9 0.0 S-MH-3595
A23 20.8 24.8 15.0 0.0 S-MH-2919
A23 20.9 6.2 15.0 0.0 S-MH-2969
A24 37.2 0.0 4.5 0.0 S-MH-3016
A24-1 0.2 64.7 2.9 0.0 S-MH-2815
A24-1 0.2 64.7 2.9 0.0 S-MH-3022
A24-2 0.0 0.0 0.0 0.0 S-MH-3614
A24-2 0.0 150.0 0.0 0.0 S-MH-3619
A24-3 0.0 135.0 0.0 0.0 S-MH-3622
A24-3 0.0 0.0 0.0 0.0 S-MH-3617
A24-4 7.3 0.0 4.2 0.0 S-MH-3080
A24-4 7.3 80.6 4.2 0.0 S-MH-3099
A24-4 7.3 0.0 4.2 0.0 S-MH-3077
A24-5 0.7 187.5 2.0 0.0 S-MH-2814
A25 0.5 168.8 5.7 0.0 S-MH-3837
A25-1 0.4 365.6 17.5 0.0 S-MH-3143
A26 0.7 36.8 4.2 0.0 S-MH-3422
A26 1.0 73.6 4.2 37.5 S-MH-3838
A26 0.7 36.8 4.2 0.0 S-MH-3139
A27 0.8 116.5 29.5 0.0 S-MH-3415
A27 0.2 0.0 7.4 0.0 S-MH-3403
A28 10.1 0.0 9.1 0.0 S-MH-3430
A28 20.2 0.0 18.2 0.0 S-MH-3443
A4 19.3 1.4 13.5 0.0 S-MH-357
A5 27.1 0.9 17.3 0.0 S-MH-277
A6 27.3 3.0 18.3 0.0 MH-22
A6 28.6 3.0 18.3 0.0 S-MH-3768
A6 27.3 0.0 18.3 0.0 S-MH-1548
A7 19.8 0.0 25.9 0.0 S-MH-1455
A7 14.2 0.4 0.0 0.0 S-MH-1494
A8 18.6 6.3 18.5 0.0 S-MH-1795
A9 11.9 15.8 19.9 0.0 S-MH-2333
B1 22.8 9.3 15.0 0.0 S-MH-750
B1 22.3 9.3 15.0 0.0 S-MH-800
(1) Residential flows shown are prior
to peaking. All residential flow was peaked within the model.P.1
M:\Marysville\11447\
Modeling\Flows\Node input 2031 for modela 2700 gpad Aug.xls
Marysville Sewer Comprehensive Plan
2031 Model Input
Sub-Basin Load 1: Residential
Input1 (gpm)
Load 2:
Commercial
Input (gpm)
Load 3: I/I
Input (gpm)
Load 4: Fixed
Flow (gpm)
Input Node
B2 17.9 0.0 0.0 0.0 S-MH-795
B3 19.5 12.3 13.7 0.0 S-MH-789
B4 11.5 0.0 1.9 0.0 S-MH-1648
B5 15.1 0.0 1.7 0.0 MH-216
CE1 9.6 0.0 8.7 0.0 S-MH-1522
CE2 22.4 0.4 12.4 0.0 S-MH-1751
CE3 15.9 0.0 18.9 0.0 S-MH-1745
CE4 9.7 0.0 13.3 0.0 S-MH-1743
CE5 16.3 0.0 0.0 0.0 S-MH-1753
CE5 7.2 0.0 32.9 0.0 S-MH-1688
CE5-1 14.1 0.0 14.1 0.0 S-MH-1679
CE5-1 3.9 0.0 14.4 0.0 S-MH-1671
CE5-2 10.3 186.3 62.2 0.0 S-MH-1657
CE5-3 29.2 0.0 44.9 0.0 S-MH-1964
CE5-4 4.5 13.2 11.9 0.0 S-MH-3757
CE5-5 6.7 0.0 8.6 0.0 S-MH-1973
CE5-6 9.4 0.0 13.4 0.0 S-MH-1943
CE5-7 140.2 101.5 89.5 0.0 S-MH-4642
CE6 25.8 0.0 27.7 0.0 S-MH-2074
CE7 31.7 0.0 38.1 0.0 S-MH-2117
CE8 14.7 0.0 15.2 0.0 S-MH-2062
CE9 14.0 1.9 17.7 0.0 S-MH-2281
CW1 32.7 90.0 61.5 0.0 S-MH-3577
CW1 33.0 0.0 30.8 0.0 S-MH-483
CW10 26.5 9.5 24.4 0.0 S-MH-1513
CW11 20.9 29.3 16.9 17.6 S-MH-1765
CW11-1 43.7 0.0 15.4 0.0 S-MH-1775
CW11-1 43.7 52.7 15.4 0.0 S-MH-4716
CW12 9.4 44.8 26.7 0.0 S-MH-1537
CW13 14.3 62.5 29.1 9.1 S-MH-1800
CW14 21.2 16.3 10.0 0.0 S-MH-1852
CW14 8.8 16.3 10.0 0.0 S-MH-1849
CW15 62.2 18.0 3.8 0.0 S-MH-1834
CW15 62.2 0.0 3.8 0.0 S-MH-4377
CW2 6.5 11.1 9.3 0.0 S-MH-481
CW2 13.1 11.1 18.8 0.0 S-MH-477
CW3 58.2 16.9 56.5 11.5 S-MH-308
CW4 19.8 64.3 34.0 0.0 S-MH-449
CW5 0.8 48.4 18.7 11.3 S-MH-4089
CW6 34.7 6.9 21.6 0.0 S-MH-1369
CW7 15.6 87.5 42.4 0.0 S-MH-246
CW8 15.3 0.0 19.0 0.0 S-MH-1564
CW8 15.3 47.7 19.0 0.0 S-MH-1567
CW9 0.1 46.0 20.0 0.0 S-MH-1568
D1 5.4 7.7 18.1 0.0 S-MH-533
D10 11.4 0.0 18.0 0.0 S-MH-2007
D10-1 33.0 43.1 0.0 0.0 S-MH-3916
D10-2 66.3 123.8 20.4 0.0 S-MH-4192
D10-3 36.2 0.0 0.0 0.0 S-MH-4546
D10-4 29.7 0.0 0.0 0.0 S-MH-4864
D10-5 12.3 20.6 0.0 0.0 S-MH-905
D10-6 62.0 0.0 22.8 0.0 S-MH-4545
D11 8.7 0.0 18.9 0.0 S-MH-1924
D12 28.9 0.0 49.3 0.0 S-MH-3732
D2 6.7 0.0 8.3 0.0 S-MH-624
D3 13.2 10.7 24.5 0.0 S-MH-641
D3-1 11.5 0.0 18.6 0.0 S-MH-1305
D3-1 11.5 0.0 18.6 0.0 S-MH-635
D3-10 18.4 0.0 20.8 0.0 S-MH-40
D3-10 18.4 0.0 20.8 0.0 S-MH-975
D3-11 55.9 0.0 61.0 0.0 S-MH-4872
D3-12 95.6 0.0 79.5 0.0 S-MH-110
D3-13 22.1 0.0 16.6 0.0 S-MH-1318
D3-2 16.3 0.0 16.9 0.0 S-MH-1209
D3-3 17.9 0.0 21.8 0.0 S-MH-1216
D3-4 27.9 0.0 14.7 0.0 S-MH-3697
D3-5 33.4 3.3 26.7 0.0 S-MH-3382
D3-5 50.1 1.6 40.0 0.0 S-MH-3357
D3-5 27.8 1.6 22.2 0.0 S-MH-3381
D3-6 15.3 2.8 15.1 0.0 S-MH-3309
D3-7 21.3 0.0 18.4 0.0 S-MH-3294
D3-8 27.4 0.0 25.8 0.0 MH-162
(1) Residential flows shown are prior
to peaking. All residential flow was peaked within the model.P.2
M:\Marysville\11447\
Modeling\Flows\Node input 2031 for modela 2700 gpad Aug.xls
Marysville Sewer Comprehensive Plan
2031 Model Input
Sub-Basin Load 1: Residential
Input1 (gpm)
Load 2:
Commercial
Input (gpm)
Load 3: I/I
Input (gpm)
Load 4: Fixed
Flow (gpm)
Input Node
D3-8 27.4 0.0 25.8 0.0 S-MH-3672
D3-9 17.5 0.0 22.2 0.0 S-MH-3677
D3-9 17.5 0.0 22.2 0.0 S-MH-3705
D4 16.9 0.0 21.6 0.0 S-MH-844
D5 23.3 6.2 32.9 0.0 S-MH-669
D5-1 6.6 11.4 14.6 10.0 S-MH-852
D5-2 19.1 11.5 21.8 0.0 S-MH-853
D5-2 19.2 0.0 21.8 0.0 S-MH-916
D6 27.0 0.0 42.4 0.0 S-MH-706
D6-1 10.8 0.0 14.9 0.0 S-MH-717
D6-2 100.9 6.0 133.7 0.0 S-MH-906
D6-3 12.0 0.0 21.1 0.0 S-MH-898
D6-4 18.8 0.0 25.7 0.0 S-MH-1006
D6-5 57.9 37.5 34.6 0.0 S-MH-1071
D7 6.3 0.0 13.1 0.0 S-MH-1609
D7-1 15.8 0.0 10.2 0.0 S-MH-1591
D7-2 17.3 0.0 17.3 0.0 S-MH-1593
D8 6.5 5.2 15.8 0.0 S-MH-2001
D9 19.1 0.0 36.8 0.0 S-MH-924
D9-1 17.6 0.0 19.4 0.0 S-MH-1169
F1 5.4 0.0 2.0 0.0 S-MH-2362
F10 0.1 29.3 27.9 0.0 S-MH-2705
F10 0.0 117.2 13.8 0.0 MH-102
F11 0.1 54.9 20.6 0.0 S-MH-2589
F12 0.4 99.8 21.5 0.0 S-MH-2719
F12 0.4 99.8 21.5 0.0 S-MH-2596
F13 0.1 132.9 35.4 0.0 S-MH-3462
F13-1 8.6 113.4 18.7 0.0 S-MH-4564
F13-1 8.6 113.4 18.7 0.0 S-MH-4568
F13-2 6.4 123.8 16.5 0.0 S-MH-4576
F14 1.4 79.8 12.1 83.9 S-MH-3847
F14 1.0 0.0 12.2 0.0 S-MH-3845
F14 1.0 79.8 12.2 0.0 S-MH-3467
F15 3.3 48.1 12.9 0.0 S-MH-3470
F15 3.4 48.1 12.9 0.0 S-MH-3044
F15 3.6 24.1 12.8 0.0 S-MH-3638
F16 0.3 47.8 10.5 0.0 S-MH-3527
F16 0.3 47.8 10.5 0.0 S-MH-3525
F17 0.8 38.3 9.3 0.0 S-MH-3531
F17 0.7 38.3 9.3 0.0 S-MH-3533
F18 0.0 35.9 11.0 0.0 S-MH-3538
F18 0.0 35.9 11.0 0.0 S-MH-3109
F19 0.0 36.4 14.6 0.0 S-MH-3536
F19 0.0 54.6 14.6 9.0 S-MH-3498
F2 14.6 0.0 2.6 0.0 S-MH-2363
F20 10.5 140.1 35.0 0.0 S-MH-3506
F20 34.9 0.0 29.1 0.0 S-MH-3510
F21 72.7 37.1 39.5 0.0 S-MH-3205
F22 11.9 0.0 13.4 0.0 S-MH-3155
F22 11.9 57.0 13.5 0.0 S-MH-3148
F22 11.9 0.0 13.5 0.0 S-MH-4910
F22-1 51.0 197.4 74.9 0.0 S-MH-3239
F3 9.6 0.0 21.8 0.0 S-MH-2364
F4 37.2 0.0 43.6 0.0 S-MH-2708
F5 22.5 44.2 26.6 0.0 S-MH-2357
F5 5.6 44.2 6.7 0.0 S-MH-2356
F6 5.3 0.0 7.3 0.0 S-MH-3860
F7 8.9 54.5 19.3 0.0 MH-166
F8 5.6 34.7 12.5 0.0 S-MH-2760
F9 0.0 58.1 16.6 8.2 S-MH-2684
G1 29.6 69.4 55.7 0.0 S-MH-428
G2 29.3 21.4 18.1 0.0 S-MH-420
G2 29.3 0.0 18.1 0.0 S-MH-464
G3 0.1 144.2 41.5 0.0 S-MH-2476
G4 1.2 51.5 19.2 0.0 S-MH-2540
G5 17.1 0.0 24.9 0.0 S-MH-2482
G6 15.4 0.0 21.3 0.0 S-MH-2509
G7 26.1 54.0 6.0 0.0 S-MH-2548
G8 2.8 19.7 9.0 0.0 S-MH-2550
Total (gpm):3,790 5,600 4,094 198
(1) Residential flows shown are prior
to peaking. All residential flow was peaked within the model.P.3
M:\Marysville\11447\
Modeling\Flows\Node input 2031 for modela 2700 gpad Aug.xls
Marysville Sewer Comprehensive Plan
Buildout Model Input
Sub-Basin Load 1: Residential
Input1 (gpm)
Load 2:
Commercial
Input (gpm)
Load 3: I/I
Input (gpm)
Load 4: Fixed
Flow (gpm)
Input Node
A1 1.0 20.9 9.5 0.0 S-MH-3559
A10 16.2 0.0 0.0 0.0 S-MH-2323
A10 14.0 0.0 19.8 0.0 S-MH-2141
A10 14.0 0.0 19.8 0.0 S-MH-2332
A11 18.9 5.7 14.3 0.0 S-MH-2189
A12 16.9 0.0 14.0 0.0 S-MH-2290
A12 16.9 0.0 14.0 0.0 S-MH-2198
A12-1 15.0 0.0 17.1 0.0 S-MH-2300
A12-2 39.4 0.0 27.3 0.0 S-MH-2225
A12-3 6.6 0.0 8.9 0.0 S-MH-3632
A12-3 6.8 0.0 8.9 0.0 S-MH-2259
A12-3 17.8 0.0 0.0 0.0 S-MH-2235
A12-4 17.6 0.0 9.7 0.0 MH-231
A13 10.5 2.2 13.5 0.0 S-MH-2315
A13 25.2 2.2 27.0 0.0 S-MH-3791
A14 10.8 0.0 17.1 0.0 S-MH-2386
A15 12.0 0.0 30.0 0.0 S-MH-2396
A15 12.0 0.0 30.0 0.0 S-MH-2419
A16 14.2 0.0 12.4 0.0 S-MH-2402
A16 14.2 15.8 12.4 0.0 S-MH-2401
A16(Future)97.3 0.0 440.0 0.0 S-MH-4739
A16(Future)47.9 0.0 216.7 0.0 S-MH-3789
A16-1 42.6 0.0 16.2 0.0 S-MH-4810
A16-1 42.6 0.0 16.2 0.0 S-MH-4742
A17 21.8 1.1 28.0 0.0 S-MH-2739
A18 8.6 0.0 11.2 0.0 S-MH-2743
A18 10.7 0.0 15.3 0.0 S-MH-2742
A18 8.6 0.0 11.2 0.0 S-MH-2856
A18(Future)22.1 0.0 100.0 0.0 S-MH-2882
A18-1 17.3 0.0 2.0 0.0 S-MH-2915
A18-2 12.0 0.0 14.0 0.0 S-MH-2865
A18-3 14.3 0.0 6.9 0.0 S-MH-2840
A18-3(Future)19.7 0.0 88.9 0.0 S-MH-2843
A19 58.4 0.0 54.5 0.0 S-MH-2733
A2 25.5 1.9 20.5 0.0 S-MH-336
A20 14.8 0.0 16.4 0.0 S-MH-2887
A20 14.8 0.0 16.4 0.0 MH-4
A20 14.8 0.0 16.4 0.0 S-MH-2727
A21 2.6 0.0 24.4 0.0 S-MH-2597
A21 5.9 85.8 31.4 0.0 S-MH-2980
A21 2.8 85.8 15.7 0.0 S-MH-2772
A22 15.2 0.0 9.9 0.0 S-MH-2795
A22 15.2 1.6 9.9 0.0 S-MH-2781
A22 6.2 1.6 9.9 0.0 S-MH-3595
A23 20.8 24.8 15.0 0.0 S-MH-2919
A23 20.9 6.2 15.0 0.0 S-MH-2969
A24 37.2 0.0 4.5 0.0 S-MH-3016
A24(Future)249.7 0.0 1,130.0 0.0 S-MH-2816
A24-1 0.2 64.7 2.9 0.0 S-MH-2815
A24-1 0.2 64.7 2.9 0.0 S-MH-3022
A24-2 0.0 0.0 0.0 0.0 S-MH-3614
A24-2 0.0 150.0 0.0 0.0 S-MH-3619
A24-3 0.0 135.0 0.0 0.0 S-MH-3622
A24-3 0.0 0.0 0.0 0.0 S-MH-3617
A24-4 7.3 0.0 4.2 0.0 S-MH-3080
A24-4 7.3 80.6 4.2 0.0 S-MH-3099
A24-4 7.3 0.0 4.2 0.0 S-MH-3077
A24-5 0.7 187.5 2.0 0.0 S-MH-2814
A25 0.5 168.8 5.7 0.0 S-MH-3837
A25-1 0.4 365.6 17.5 0.0 S-MH-3143
A26 0.7 36.8 4.2 0.0 S-MH-3422
A26 1.0 73.6 4.2 37.5 S-MH-3838
A26 0.7 36.8 4.2 0.0 S-MH-3139
A27 0.8 116.5 29.5 0.0 S-MH-3415
A27 0.2 0.0 7.4 0.0 S-MH-3403
A28 10.1 0.0 9.1 0.0 S-MH-3430
A28 20.2 0.0 18.2 0.0 S-MH-3443
A4 19.3 1.4 13.5 0.0 S-MH-357
A5 27.1 0.9 17.3 0.0 S-MH-277
A6 27.3 3.0 18.3 0.0 MH-22
A6 28.6 3.0 18.3 0.0 S-MH-3768
A6 27.3 0.0 18.3 0.0 S-MH-1548
A7 19.8 0.0 25.9 0.0 S-MH-1455
A7 14.2 0.4 0.0 0.0 S-MH-1494
A8 18.6 6.3 18.5 0.0 S-MH-1795
A9 11.9 15.8 19.9 0.0 S-MH-2333
B1 22.8 9.3 15.0 0.0 S-MH-750
B1 22.3 9.3 15.0 0.0 S-MH-800
(1) Residential flows shown are prior
to peaking. All residential flow was peaked within the model.P.1 M:\Marysville\11447\Modeling\
Flows\Node input 2031 for modela 2700 gpad w planning areas Aug.xls
Marysville Sewer Comprehensive Plan
Buildout Model Input
Sub-Basin Load 1: Residential
Input1 (gpm)
Load 2:
Commercial
Input (gpm)
Load 3: I/I
Input (gpm)
Load 4: Fixed
Flow (gpm)
Input Node
B2 17.9 0.0 0.0 0.0 S-MH-795
B3 19.5 12.3 13.7 0.0 S-MH-789
B4 11.5 0.0 1.9 0.0 S-MH-1648
B5 15.1 0.0 1.7 0.0 MH-216
CE1 9.6 0.0 8.7 0.0 S-MH-1522
CE2 22.4 0.4 12.4 0.0 S-MH-1751
CE3 15.9 0.0 18.9 0.0 S-MH-1745
CE4 9.7 0.0 13.3 0.0 S-MH-1743
CE5 16.3 0.0 0.0 0.0 S-MH-1753
CE5 7.2 0.0 32.9 0.0 S-MH-1688
CE5-1 14.1 0.0 14.1 0.0 S-MH-1679
CE5-1 3.9 0.0 14.4 0.0 S-MH-1671
CE5-2 10.3 186.3 62.2 0.0 S-MH-1657
CE5-3 29.2 0.0 44.9 0.0 S-MH-1964
CE5-3(Future)45.5 0.0 205.6 0.0 S-MH-2055
CE5-4 4.5 13.2 11.9 0.0 S-MH-3757
CE5-5 6.7 0.0 8.6 0.0 S-MH-1973
CE5-6 9.4 0.0 13.4 0.0 S-MH-1943
CE5-7 140.2 101.5 89.5 0.0 S-MH-4642
CE6 25.8 0.0 27.7 0.0 S-MH-2074
CE7 31.7 0.0 38.1 0.0 S-MH-2117
CE8 14.7 0.0 15.2 0.0 S-MH-2062
CE9 14.0 1.9 17.7 0.0 S-MH-2281
CW1 32.7 90.0 61.5 0.0 S-MH-3577
CW1 33.0 0.0 30.8 0.0 S-MH-483
CW10 26.5 9.5 24.4 0.0 S-MH-1513
CW11 20.9 29.3 16.9 17.6 S-MH-1765
CW11-1 43.7 0.0 15.4 0.0 S-MH-1775
CW11-1 43.7 52.7 15.4 0.0 S-MH-4716
CW12 9.4 44.8 26.7 0.0 S-MH-1537
CW13 14.3 62.5 29.1 9.1 S-MH-1800
CW14 21.2 16.3 10.0 0.0 S-MH-1852
CW14 8.8 16.3 10.0 0.0 S-MH-1849
CW15 62.2 18.0 3.8 0.0 S-MH-1834
CW15 62.2 0.0 3.8 0.0 S-MH-4377
CW2 6.5 11.1 9.3 0.0 S-MH-481
CW2 13.1 11.1 18.8 0.0 S-MH-477
CW3 58.2 16.9 56.5 11.5 S-MH-308
CW4 19.8 64.3 34.0 0.0 S-MH-449
CW5 0.8 48.4 18.7 11.3 S-MH-4089
CW6 34.7 6.9 21.6 0.0 S-MH-1369
CW7 15.6 87.5 42.4 0.0 S-MH-246
CW8 15.3 0.0 19.0 0.0 S-MH-1564
CW8 15.3 47.7 19.0 0.0 S-MH-1567
CW9 0.1 46.0 20.0 0.0 S-MH-1568
D1 5.4 7.7 18.1 0.0 S-MH-533
D10 11.4 0.0 18.0 0.0 S-MH-2007
D10-1 33.0 43.1 0.0 0.0 S-MH-3916
D10-2 66.3 123.8 20.4 0.0 S-MH-4192
D10-3 36.2 0.0 0.0 0.0 S-MH-4546
D10-4 29.7 0.0 0.0 0.0 S-MH-4864
D10-5 12.3 20.6 0.0 0.0 S-MH-905
D10-6 62.0 0.0 22.8 0.0 S-MH-4545
D11 8.7 0.0 18.9 0.0 S-MH-1924
D12 28.9 0.0 49.3 0.0 S-MH-3732
D2 6.7 0.0 8.3 0.0 S-MH-624
D3 13.2 10.7 24.5 0.0 S-MH-641
D3-1 11.5 0.0 18.6 0.0 S-MH-1305
D3-1 11.5 0.0 18.6 0.0 S-MH-635
D3-10 18.4 0.0 20.8 0.0 S-MH-40
D3-10 18.4 0.0 20.8 0.0 S-MH-975
D3-11 55.9 0.0 61.0 0.0 S-MH-4872
D3-12 95.6 0.0 79.5 0.0 S-MH-110
D3-13 22.1 0.0 16.6 0.0 S-MH-1318
D3-2 16.3 0.0 16.9 0.0 S-MH-1209
D3-3 17.9 0.0 21.8 0.0 S-MH-1216
D3-4 27.9 0.0 14.7 0.0 S-MH-3697
D3-5 33.4 3.3 26.7 0.0 S-MH-3382
D3-5 50.1 1.6 40.0 0.0 S-MH-3357
D3-5 27.8 1.6 22.2 0.0 S-MH-3381
D3-6 15.3 2.8 15.1 0.0 S-MH-3309
D3-7 21.3 0.0 18.4 0.0 S-MH-3294
D3-8 27.4 0.0 25.8 0.0 MH-162
D3-8 27.4 0.0 25.8 0.0 S-MH-3672
D3-9 17.5 0.0 22.2 0.0 S-MH-3677
D3-9 17.5 0.0 22.2 0.0 S-MH-3705
D4 16.9 0.0 21.6 0.0 S-MH-844
(1) Residential flows shown are prior
to peaking. All residential flow was peaked within the model.P.2 M:\Marysville\11447\Modeling\
Flows\Node input 2031 for modela 2700 gpad w planning areas Aug.xls
Marysville Sewer Comprehensive Plan
Buildout Model Input
Sub-Basin Load 1: Residential
Input1 (gpm)
Load 2:
Commercial
Input (gpm)
Load 3: I/I
Input (gpm)
Load 4: Fixed
Flow (gpm)
Input Node
D5 23.3 6.2 32.9 0.0 S-MH-669
D5-1 6.6 11.4 14.6 10.0 S-MH-852
D5-2 19.1 11.5 21.8 0.0 S-MH-853
D5-2 19.2 0.0 21.8 0.0 S-MH-916
D6 27.0 0.0 42.4 0.0 S-MH-706
D6-1 10.8 0.0 14.9 0.0 S-MH-717
D6-2 100.9 6.0 133.7 0.0 S-MH-906
D6-3 12.0 0.0 21.1 0.0 S-MH-898
D6-4 18.8 0.0 25.7 0.0 S-MH-1006
D6-5 57.9 37.5 34.6 0.0 S-MH-1071
D7 6.3 0.0 13.1 0.0 S-MH-1609
D7-1 15.8 0.0 10.2 0.0 S-MH-1591
D7-2 17.3 0.0 17.3 0.0 S-MH-1593
D8 6.5 5.2 15.8 0.0 S-MH-2001
D9 19.1 0.0 36.8 0.0 S-MH-924
D9-1 17.6 0.0 19.4 0.0 S-MH-1169
F1 5.4 0.0 2.0 0.0 S-MH-2362
F10 0.1 29.3 27.9 0.0 S-MH-2705
F10 0.0 117.2 13.8 0.0 MH-102
F11 0.1 54.9 20.6 0.0 S-MH-2589
F12 0.4 99.8 21.5 0.0 S-MH-2719
F12 0.4 99.8 21.5 0.0 S-MH-2596
F13 0.1 132.9 35.4 0.0 S-MH-3462
F13(Future)887.7 0.0 897.1 0.0 S-MH-4581
F13(Future)295.9 0.0 299.0 0.0 S-MH-4575
F13-1 8.6 113.4 18.7 0.0 S-MH-4564
F13-1 8.6 113.4 18.7 0.0 S-MH-4568
F13-2 6.4 123.8 16.5 0.0 S-MH-4576
F14 1.4 79.8 12.1 83.9 S-MH-3847
F14 1.0 0.0 12.2 0.0 S-MH-3845
F14 1.0 79.8 12.2 0.0 S-MH-3467
F15 3.3 48.1 12.9 0.0 S-MH-3470
F15 3.4 48.1 12.9 0.0 S-MH-3044
F15 3.6 24.1 12.8 0.0 S-MH-3638
F16 0.3 47.8 10.5 0.0 S-MH-3527
F16 0.3 47.8 10.5 0.0 S-MH-3525
F17 0.8 38.3 9.3 0.0 S-MH-3531
F17 0.7 38.3 9.3 0.0 S-MH-3533
F18 0.0 35.9 11.0 0.0 S-MH-3538
F18 0.0 35.9 11.0 0.0 S-MH-3109
F19 0.0 36.4 14.6 0.0 S-MH-3536
F19 0.0 54.6 14.6 9.0 S-MH-3498
F2 14.6 0.0 2.6 0.0 S-MH-2363
F20 10.5 140.1 35.0 0.0 S-MH-3506
F20 34.9 0.0 29.1 0.0 S-MH-3510
F21 72.7 37.1 39.5 0.0 S-MH-3205
F22 11.9 0.0 13.4 0.0 S-MH-3155
F22 11.9 57.0 13.5 0.0 S-MH-3148
F22 11.9 0.0 13.5 0.0 S-MH-4910
F22(Future)1,178.8 0.0 1,191.1 0.0 S-MH-4569
F22-1 51.0 197.4 74.9 0.0 S-MH-3239
F3 9.6 0.0 21.8 0.0 S-MH-2364
F4 37.2 0.0 43.6 0.0 S-MH-2708
F5 22.5 44.2 26.6 0.0 S-MH-2357
F5 5.6 44.2 6.7 0.0 S-MH-2356
F6 5.3 0.0 7.3 0.0 S-MH-3860
F7 8.9 54.5 19.3 0.0 MH-166
F8 5.6 34.7 12.5 0.0 S-MH-2760
F9 0.0 58.1 16.6 8.2 S-MH-2684
G1 29.6 69.4 55.7 0.0 S-MH-428
G2 29.3 21.4 18.1 0.0 S-MH-420
G2 29.3 0.0 18.1 0.0 S-MH-464
G3 0.1 144.2 41.5 0.0 S-MH-2476
G4 1.2 51.5 19.2 0.0 S-MH-2540
G5 17.1 0.0 24.9 0.0 S-MH-2482
G6 15.4 0.0 21.3 0.0 S-MH-2509
G7 26.1 54.0 6.0 0.0 S-MH-2548
G8 2.8 19.7 9.0 0.0 S-MH-2550
Totals:6,635 5,600 8,662 198
(1) Residential flows shown are prior
to peaking. All residential flow was peaked within the model.P.3 M:\Marysville\11447\Modeling\
Flows\Node input 2031 for modela 2700 gpad w planning areas Aug.xls
APPENDIX E
HYDRAULIC MODEL RESULTS
"
"
"
"
"
"
"
!(
!(
!(
!(
!(!(!(!(
!(!(!(
!(
!(
!(
!(!(
!(
!(
!(!(!(!(!(
!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(!(!(
!(
!(!(!(!(
!(!(
!(!(
!(
!(!(!(
!(
!(
!(
!(
!(!(!(!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(!(!(!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(
!(!(!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(!(!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(!(!(!(
!(
!(!(
!(
!(!(!(!(!(!(
!(!(!(
!(!(!(!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(
!(!(
!(!(!(!(
!(!(
!(!(
!(!(
!(
!(
!(
!(
!(!(!(!(
!(!(
!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(!(!(!(!(!(!(
!(
!(
!(
!(!(!(!(!(!(
!(!(!(
!(
!(!(!(!(!(!(
!(
!(!(!(!(!(!(!(!(!(
!(!(
!(
!(
!(!(
!(!(!(
!(!(!(!(!(!(!(!(
!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(!(!(
!(!(!(!(!(!(
!(!(
!(
!(!(!(
!(
!(!(!(
!(
!(!(
!(
!(
!(
!(!(!(
!(!(
!(!(!(!(!(!(
!(
!(
!(!(!(!(!(!(!(
!(
!(!(
!(
!(!(
!(!(!(!(!(!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(!(
!(!(!(
!(
!(!(!(
!(!(
!(!(
!(!(
!(!(!(!(!(
!(
!(
!(
!(!(
!(!(!(!(!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(
!(
!(!(!(!(!(!(
!(
!(
!(
!(!(!(
!(
!(!(!(!(!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(!(!(
!(
!(
!(!(!(!(
!(
!(
!(!(
!(!(
!(
!(!(
!(!(
!(
!(!(!(
!(!(
!(!(
!(
!(!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(
!(
!(!(
!(
!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(
!(!(!(!(
!(!(
!(
!(!(!(
!(
!(!(!(!(!(
!(
!(!(
!(!(
!(!(!(
!(!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(!(
!(
!(!(!(!(!(!(!(
!(!(!(!(
!(!(!(!(!(!(
!(
!(!(!(!(!(!(
!(
!(!(!(!(!(!(!(
!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(!(
!(!(
!(
!(
!(!(!(
!(!(!(!(!(
!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(!(!(!(!(!(
!(
!(!(
!(
!(!(
!(
!(!(
!(
!(
!(!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(!(!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(
!(!(
!(!(
!(!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(!(!(
!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(!(
!(!(!(!(!(!(
!(!(!(!(
!(
!(!(
!(!(
!(
!(!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(
!(
!(!(
!(
!(
!(!(
!(!(
!(
!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(!(
!(
!(
!(
!(
!(
!(!(!(!(
!(
!(!(!(!(!(!(!(!(
!(!(!(!(
!(!(
!(
!(
!(!(!(!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(!(!(!(!(!(!(
!(
!(!(
!(!(!(
!(
!(!(
!(!(!(!(!(
!(!(!(
!(
!(!(
!(!(!(!(!(!(
!(!(
!(
!(!(!(!(!(!(!(!(!(!(
!(!(!(!(!(!(
!(!(!(
!(!(
!(!(!(!(
!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(!(!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(!(!(!(
!(!(!(!(
!(!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(!(!(!(
!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(!(!(!(!(!(!(!(
!(!(!(
!(
!(I-5SR-9CE5-7
G7
CW1
D3-5
D6-2
CW15
F22-1
A6
G3
F13-1
B1
D3-12
A25-1
A19
D10-2
G1
D10-6
A24-5
CW11-1
F4
D6-5
A21
F20 A26
F12
D1
F22
F21
D10-3
F14
A20
A23
A10
A16
D10-4
A7
D3-11
G2
F5
D6
A15
G4
G8
A13
A25
A22
D10-1
F15
D3-8
D9
F13
F10
B2 D12
D3
D5
A24
A18
CW3
A28
F7
D3-1
F13-2
A27
A24-4
A8
A17
CW11
CE5-2
A5
D3-4
A24-2
A24-3
D3-10
B3
D3-9
D5-2
CE5
CE7
CE6
G5
CW7
D3-6
F16
A12
F2
D3-13
CW2
F3
F17
CW14
F9
A24-1
CW8
D3-3
B5
G6
F19
D4
D6-4
CE5-3CE2
CW12
A2
CW10
A16-1
A9
CW4
F8
A12-2
D3-7
D3-2
D2
D10-5
A4
F18
F11
CE3
B4
D8
D9-1
D10
A1
A18-1
CE5-1
A11
A12-3
D5-1
D11
CW13
D7
A14
CE9
D6-3
A18-3
CE5-4
CW9
D7-2
CW5
F1
D6-1
CE1
F6
D7-1
CE5-6
CW6
A12-4
CE8
CE4
A12-1
A18-2
CE5-5
CITY OF MARYSVILLE
SEWER COMPREHENSIVE PLAN
FIGURE 7-4
MODEL RESULTS (2011)
M:\MARYSVILLE\11447_Sewer_Comp_Plan\Figures\Fig 7-4 Model Results 2011.mxd
Legend
!(Modeled Manhole
!(Surcharged Manhole (<0.5')
!(Surcharged Manhole (>0.5')
"Modeled Pump Station
Modeled Force Main
Sanitary Sewer Pipe
Deficient Sewer Pipe
Subbasin
Parcel
³
0 3,600 7,2001,800
Feet
Note: Pipeline identification labels are
shown on Exhibit IV and surcharge
results may be found in Appendix G.
Marysville Sewer Comprehensive Plan
2011 Modeled Pipe Deficiencies
City Pipe
Number
Diameter
(inches)
Length
(Ft)Material
Slope
(ft/ft)
Upstream
Manhole
Downstream
Manhole
Upstream
Invert (ft)
Downstream
Invert (ft)
Peakable
(Residential)
Flow (gpm)
Unpeakable
(Commercial /
I&I) Flow
(gpm)
Total Flow
(gpm)
Design
Capacity
(gpm)
Modeled
Flow to
Design
Flow Ratio
Velocity
(ft/s)
Upstream
Surcharge
Depth (ft)
S-LINE-1010 15 360 Concrete 0.0000 S-MH-708 S-MH-706 48.61 48.61 130.3 190.5 634.9 91.9 6.91 1.15 0.17
S-LINE-1011 15 102 Concrete 0.0000 S-MH-704 S-MH-703 47.09 47.09 156.7 229.3 751.3 91.9 8.17 1.36 0.07
S-LINE-11994 15 333 PVC 0.0040 S-MH-6727 S-MH-3546 12.09 10.80 43.3 1,863.0 2,020.8 1,809.4 1.12 3.67 3.05
S-LINE-11995 15 157 PVC 0.0040 S-MH-3546 S-MH-3547 10.70 10.12 43.3 1,863.0 2,020.8 1,766.9 1.14 3.67 2.83
S-LINE-11996 15 353 PVC 0.0020 S-MH-3547 S-MH-3548 10.02 9.48 43.3 1,863.0 2,020.8 1,137.0 1.78 3.67 2.74
S-LINE-1462 24 374 Unknown 0.0000 S-MH-3608 S-MH-3802 24.67 24.57 236.6 1,212.4 1,958.7 1,680.5 1.17 1.39 0.04
S-LINE-2097 12 338 PVC 0.0010 S-MH-1606 S-MH-1605 51.61 51.23 130.3 190.5 634.9 537.6 1.18 1.80 0.15
S-LINE-2099 12 36 PVC 0.0010 S-MH-900 S-MH-857 51.80 51.78 89.3 153.6 468.0 377.9 1.24 1.33 0.15
S-LINE-2185 18 389 Concrete 0.0010 S-MH-1746 S-MH-1748 51.06 50.75 251.7 622.7 1,410.8 1,334.5 1.06 1.78 0.04
S-LINE-2197 12 100 PVC 0.0010 S-MH-1754 S-MH-1755 55.30 55.14 133.7 449.9 905.1 614.3 1.47 2.57 0.19
S-LINE-2198 12 203 DI 0.0020 S-MH-1753 S-MH-1754 55.80 55.30 133.7 449.9 905.1 795.7 1.14 2.57 0.34
S-LINE-2199 12 242 DI 0.0030 S-MH-1651 S-MH-1753 56.45 55.80 125.4 449.9 878.8 830.9 1.06 2.49 0.42
S-LINE-2203 12 407 DI 0.0030 S-MH-1657 S-MH-1651 57.50 56.45 125.4 449.9 878.8 814.4 1.08 2.49 0.60
S-LINE-2214 12 98 PVC 0.0010 S-MH-2034 S-MH-1661 62.01 61.94 114.6 182.0 576.6 428.5 1.35 1.64 0.06
S-LINE-2544 12 133 Unknown 0.0000 S-MH-1998 S-MH-1999 63.13 63.08 114.6 182.0 576.6 310.9 1.86 1.64 0.12
S-LINE-475 48 74 Clay 0.0000 S-MH-540 S-MH-541 20.94 20.94 707.4 6,190.9 8,139.0 2,044.3 3.98 1.44 0.01
S-LINE-5004 12 220 PVC 0.0010 S-MH-4594 S-MH-4596 110.05 109.81 81.1 265.7 554.1 544.6 1.02 1.57 0.01
S-LINE-5005 12 273 PVC 0.0000 S-MH-3506 S-MH-4594 110.15 110.05 81.1 265.7 554.1 301.4 1.84 1.57 0.25
S-LINE-510 18 258 Unknown 0.0010 S-MH-379 S-MH-4089 26.98 26.75 89.4 1,274.0 1,588.7 1,411.4 1.13 2.00 0.06
S-LINE-5113 21 372 Unknown 0.0020 S-MH-3574 S-MH-3575 6.26 5.44 294.2 3,623.8 4,527.3 3,347.9 1.35 4.19 0.69
S-LINE-5116 24 58 Unknown 0.0010 S-MH-3591 S-MH-3870 3.43 3.36 294.2 3,623.8 4,527.3 3,477.4 1.30 3.21 0.49
S-LINE-5117 24 395 Unknown 0.0010 S-MH-3870 S-MH-3594 3.36 3.01 294.2 3,623.8 4,527.3 3,030.5 1.49 3.21 0.44
S-LINE-5119 21 75 Unknown 0.0040 S-MH-3585 S-MH-3574 6.61 6.36 294.2 3,623.8 4,527.3 4,231.3 1.07 4.19 0.63
S-LINE-5218 15 417 Unknown 0.0000 S-MH-3581 S-MH-3582 8.81 8.78 43.3 1,863.0 2,020.8 246.6 8.20 3.67 2.10
S-LINE-624 18 315 Unknown 0.0020 S-MH-4862 S-MH-327 12.22 11.53 199.8 1,588.7 2,232.5 2,161.6 1.03 2.82 0.05
S-LINE-6493 30 24 PVC 0.0000 S-MH-4552 S-MH-4551 93.28 93.28 81.1 300.9 589.3 583.7 1.01 0.27 0.00
S-LINE-661 21 307 Concrete 0.0000 MH-13 S-MH-432 13.44 13.30 0.1 1,710.3 1,710.6 1,522.7 1.12 1.59 1.77
S-LINE-664 21 319 Unknown 0.0000 S-MH-328 S-MH-469 11.83 11.81 0.1 1,710.3 1,710.6 568.2 3.01 1.59 3.09
S-LINE-675 24 368 Concrete 0.0010 S-MH-651 S-MH-624 21.77 21.57 666.7 1,848.4 3,698.7 2,373.4 1.56 2.62 0.29
S-LINE-703 21 259 Concrete 0.0000 S-MH-591 S-MH-597 40.83 40.80 349.4 480.5 1,528.9 767.4 1.99 1.42 0.09
S-LINE-711 18 252 Concrete 0.0010 S-MH-670 S-MH-671 43.09 42.84 349.4 480.5 1,528.9 1,488.9 1.03 1.93 0.02
S-LINE-712 18 123 Concrete 0.0000 S-MH-669 S-MH-670 43.16 43.16 349.4 480.5 1,528.9 149.5 10.23 1.93 0.13
S-LINE-717 18 423 Concrete 0.0010 S-MH-700 S-MH-697 45.62 45.28 326.5 444.2 1,432.4 1,340.2 1.07 1.81 0.05
S-LINE-731 12 289 PVC 0.0020 S-MH-717 S-MH-702 47.24 46.76 169.8 214.9 773.9 653.4 1.18 2.20 0.20
S-LINE-852 12 219 PVC 0.0020 S-MH-733 S-MH-717 47.61 47.24 158.8 200.0 728.0 659.0 1.11 2.07 0.28
M:\MARYSVILLE\11447_Sewer_Comp_Plan\Appendices\Appx G pipe_deficiencies_2011.xls
"
"
"
"
"
"
"
!(
!(
!(
!(
!(!(!(!(
!(!(!(
!(
!(
!(
!(!(
!(
!(
!(!(!(!(!(
!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(!(!(
!(
!(!(!(!(
!(!(
!(!(
!(
!(!(!(
!(
!(
!(
!(
!(!(!(!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(!(!(!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(
!(!(!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(!(!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(!(!(!(
!(
!(!(
!(
!(!(!(!(!(!(
!(!(!(
!(!(!(!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(
!(!(!(!(
!(!(
!(!(
!(!(
!(
!(
!(
!(
!(!(!(!(
!(!(
!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(!(!(!(!(!(!(
!(
!(
!(
!(!(!(!(!(!(
!(!(!(
!(
!(!(!(!(!(!(
!(
!(!(!(!(!(!(!(!(!(
!(!(
!(
!(
!(!(
!(!(!(
!(!(!(!(!(!(!(!(
!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(!(!(
!(!(!(!(!(!(
!(!(
!(
!(!(!(
!(
!(!(!(
!(
!(!(
!(
!(
!(
!(!(!(
!(!(
!(!(!(!(!(!(
!(
!(
!(!(!(!(!(!(!(
!(
!(!(
!(
!(!(
!(!(!(!(!(!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(!(
!(!(!(
!(
!(!(!(
!(!(
!(!(
!(!(
!(!(!(!(!(
!(
!(
!(
!(!(
!(!(!(!(!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(
!(
!(!(!(!(!(!(
!(
!(
!(
!(!(!(
!(
!(!(!(!(!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(!(!(
!(
!(
!(!(!(!(
!(
!(
!(!(
!(!(
!(
!(!(
!(!(
!(
!(!(!(
!(!(
!(!(
!(
!(!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(
!(
!(!(
!(
!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(
!(!(!(!(
!(!(
!(
!(!(!(
!(
!(!(!(!(!(
!(
!(!(
!(!(
!(!(!(
!(!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(!(
!(
!(!(!(!(!(!(!(
!(!(!(!(
!(!(!(!(!(!(
!(
!(!(!(!(!(!(
!(
!(!(!(!(!(!(!(
!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(!(
!(!(
!(
!(
!(!(!(
!(!(!(!(!(
!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(!(!(!(!(!(
!(
!(!(
!(
!(!(
!(
!(!(
!(
!(
!(!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(!(!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(
!(!(
!(!(
!(!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(!(!(
!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(!(
!(!(!(!(!(!(
!(!(!(!(
!(
!(!(
!(!(
!(
!(!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(
!(
!(!(
!(
!(
!(!(
!(!(
!(
!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(!(
!(
!(
!(
!(
!(
!(!(!(!(
!(
!(!(!(!(!(!(!(!(
!(!(!(!(
!(!(
!(
!(
!(!(!(!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(!(!(!(!(!(!(
!(
!(!(
!(!(!(
!(
!(!(
!(!(!(!(!(
!(!(!(
!(
!(!(
!(!(!(!(!(!(
!(!(
!(
!(!(!(!(!(!(!(!(!(!(
!(!(!(!(!(!(
!(!(!(
!(!(
!(!(!(!(
!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(!(!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(!(!(!(
!(!(!(!(
!(!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(!(!(!(
!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(!(!(!(!(!(!(!(
!(!(!(
!(
!(I-5SR-9CE5-7
G7
CW1
D3-5
D6-2
CW15
F22-1
A6
G3
F13-1
B1
D3-12
A25-1
A19
D10-2
G1
D10-6
A24-5
CW11-1
F4
D6-5
A21
F20 A26
F12
D1
F22
F21
D10-3
F14
A20
A23
A10
A16
D10-4
A7
D3-11
G2
F5
D6
A15
G4
G8
A13
A25
A22
D10-1
F15
D3-8
D9
F13
F10
B2 D12
D3
D5
A24
A18
CW3
A28
F7
D3-1
F13-2
A27
A24-4
A8
A17
CW11
CE5-2
A5
D3-4
A24-2
A24-3
D3-10
B3
D3-9
D5-2
CE5
CE7
CE6
G5
CW7
D3-6
F16
A12
F2
D3-13
CW2
F3
F17
CW14
F9
A24-1
CW8
D3-3
B5
G6
F19
D4
D6-4
CE5-3CE2
CW12
A2
CW10
A16-1
A9
CW4
F8
A12-2
D3-7
D3-2
D2
D10-5
A4
F18
F11
CE3
B4
D8
D9-1
D10
A1
A18-1
CE5-1
A11
A12-3
D5-1
D11
CW13
D7
A14
CE9
D6-3
A18-3
CE5-4
CW9
D7-2
CW5
F1
D6-1
CE1
F6
D7-1
CE5-6
CW6
A12-4
CE8
CE4
A12-1
A18-2
CE5-5
CITY OF MARYSVILLE
SEWER COMPREHENSIVE PLAN
FIGURE 7-5
MODEL RESULTS (2017)
M:\MARYSVILLE\11447_Sewer_Comp_Plan\Figures\Fig 7-5 Model Results 2017.mxd
Legend
!(Modeled Manhole
!(Surcharged Manhole (<0.5')
!(Surcharged Manhole (>0.5')
"Modeled Pump Station
Modeled Force Main
Sanitary Sewer Pipe
Deficient Sewer Pipe
Subbasin
Parcel
³
0 3,500 7,0001,750
Feet
Note: Pipeline identification labels are
shown on Exhibit IV and surcharge
results may be found in Appendix G.
Marysville Sewer Comprehensive Plan
2017 Modeled Pipe Deficiencies
City Pipe
Number
Diameter
(inches) Length (Ft)Material Slope (ft/ft)
Upstream
Manhole
Downstream
Manhole
Upstream
Invert (ft)
Downstream
Invert (ft)
Peakable
(Residential)
Flow (gpm)
Unpeakable
(Commercial /
I&I) Flow
(gpm)
Total Flow
(gpm)
Design
Capacity
(gpm)
Modeled
Flow to
Design Flow
Ratio
Velocity
(ft/s)
Upstream
Surcharge
Depth (ft)
S-LINE-1010 15 360 Concrete 0.0000 S-MH-708 S-MH-706 48.61 48.61 137.2 161.8 628.1 91.9 6.83 1.14 0.17
S-LINE-1011 15 101 Concrete 0.0000 S-MH-704 S-MH-703 47.09 47.09 165.3 194.6 740.9 91.9 8.06 1.35 0.07
S-LINE-11994 15 333 PVC 0.0040 S-MH-6727 S-MH-3546 12.09 10.80 54.0 1,871.5 2,067.7 1,809.4 1.14 3.75 3.38
S-LINE-11995 15 157 PVC 0.0040 S-MH-3546 S-MH-3547 10.70 10.12 54.0 1,871.5 2,067.7 1,766.9 1.17 3.75 3.07
S-LINE-11996 15 353 PVC 0.0020 S-MH-3547 S-MH-3548 10.02 9.48 54.0 1,871.5 2,067.7 1,137.0 1.82 3.75 2.95
S-LINE-1462 24 367 Unknown 0.0000 S-MH-3608 S-MH-3802 24.67 24.57 280.0 1,169.0 2,035.3 1,680.5 1.21 1.44 0.05
S-LINE-2097 12 338 PVC 0.0010 S-MH-1606 S-MH-1605 51.61 51.23 137.2 161.8 628.1 537.6 1.17 1.78 0.14
S-LINE-2099 12 36 PVC 0.0010 S-MH-900 S-MH-857 51.80 51.78 96.0 130.7 466.3 377.9 1.23 1.32 0.13
S-LINE-2185 18 389 Concrete 0.0010 S-MH-1746 S-MH-1748 51.06 50.75 281.9 638.0 1,509.2 1,334.5 1.13 1.90 0.09
S-LINE-2195 12 58 PVC 0.0040 S-MH-1755 S-MH-4607 55.14 54.92 152.6 490.0 1,000.4 987.5 1.01 2.84 0.01
S-LINE-2197 12 109 PVC 0.0010 S-MH-1754 S-MH-1755 55.30 55.14 152.6 490.0 1,000.4 614.3 1.63 2.84 0.27
S-LINE-2198 12 203 DI 0.0020 S-MH-1753 S-MH-1754 55.80 55.30 152.6 490.0 1,000.4 795.7 1.26 2.84 0.57
S-LINE-2199 12 242 DI 0.0030 S-MH-1651 S-MH-1753 56.45 55.80 141.5 490.0 969.1 830.9 1.17 2.75 0.81
S-LINE-2203 12 407 DI 0.0030 S-MH-1657 S-MH-1651 57.50 56.45 141.5 490.0 969.1 814.4 1.19 2.75 1.25
S-LINE-2214 12 98 PVC 0.0010 S-MH-2034 S-MH-1661 62.01 61.94 130.7 241.5 687.2 428.5 1.60 1.95 0.11
S-LINE-2371 8 219 PVC 0.0000 S-MH-3769 S-MH-1422 45.74 45.67 24.3 16.8 106.2 97.2 1.09 0.68 0.01
S-LINE-2488 15 161 PVC 0.0000 S-MH-1834 S-MH-1838 47.90 47.89 47.2 88.1 259.9 229.1 1.14 0.47 0.00
S-LINE-2544 12 133 Unknown 0.0000 S-MH-1998 S-MH-1999 63.13 63.08 130.7 241.5 687.2 310.9 2.21 1.95 0.20
S-LINE-3188 21 420 Concrete 0.0020 S-MH-2362 S-MH-2384 63.13 62.48 193.4 2,507.9 3,133.6 2,805.2 1.12 2.90 0.17
S-LINE-3191 21 347 Concrete 0.0020 S-MH-2363 S-MH-2362 63.72 63.13 191.3 2,506.4 3,126.2 2,940.3 1.06 2.90 0.25
S-LINE-3200 21 407 Concrete 0.0010 MH-221 S-MH-2383 68.72 68.20 128.7 2,337.4 2,776.7 2,548.8 1.09 2.57 0.11
S-LINE-3201 21 14 Concrete 0.0010 S-MH-2383 S-MH-2382 68.20 68.18 142.7 2,450.8 2,933.3 2,695.1 1.09 2.72 0.00
S-LINE-3295 21 466 Concrete 0.0020 S-MH-3792 S-MH-3793 66.89 66.07 175.4 2,483.6 3,058.5 2,991.2 1.02 2.83 0.04
S-LINE-3300 21 264 Concrete 0.0010 S-MH-3861 S-MH-3860 69.84 69.51 123.1 2,331.5 2,753.1 2,521.1 1.09 2.55 0.07
S-LINE-3586 18 497 Concrete 0.0020 S-MH-2757 MH-102 80.08 79.03 117.8 1,963.7 2,368.5 2,172.8 1.09 2.99 0.21
S-LINE-3588 18 479 Concrete 0.0010 S-MH-2701 S-MH-2761 76.69 76.00 117.8 2,141.6 2,546.4 1,794.2 1.42 3.21 0.96
S-LINE-3589 18 467 Concrete 0.0020 S-MH-2761 S-MH-2684 76.00 74.89 117.8 2,141.6 2,546.4 2,304.7 1.11 3.21 0.25
S-LINE-3597 18 369 Concrete 0.0030 S-MH-2760 S-MH-2759 73.67 72.64 119.4 2,262.5 2,672.3 2,497.5 1.07 3.37 0.16
S-LINE-3604 18 360 Concrete 0.0030 MH-1422 MH-166 71.43 70.33 119.4 2,262.5 2,672.3 2,613.1 1.02 3.37 0.06
S-LINE-3833 18 481 Concrete 0.0020 S-MH-2589 S-MH-2757 80.90 80.08 117.8 1,963.7 2,368.5 1,951.8 1.21 2.99 0.60
S-LINE-3881 12 233 Concrete 0.0000 MH-212 S-MH-2713 85.83 85.82 0.3 116.0 117.1 105.0 1.12 0.33 0.00
S-LINE-4246 30 178 Concrete 0.0000 S-MH-3025 S-MH-3024 83.10 83.08 174.8 2,118.3 2,691.5 1,956.7 1.38 1.22 0.02
S-LINE-4479 10 274 PVC 0.0010 S-MH-3203 S-MH-3204 112.20 111.96 65.1 66.8 302.8 291.8 1.04 1.24 1.68
S-LINE-4555 10 298 PVC 0.0010 S-MH-3242 S-MH-3241 112.73 112.55 5.0 253.8 272.2 242.3 1.12 1.11 1.19
S-LINE-475 48 74 Clay 0.0000 S-MH-540 S-MH-541 20.94 20.94 875.3 6,116.8 8,459.5 2,044.3 4.14 1.50 0.01
S-LINE-4849 14 331
Asbestos
Cement 0.0000 S-MH-3424 S-MH-3425 112.45 112.36 25.3 309.9 403.0 398.8 1.01 0.84 0.00
S-LINE-5004 12 208 PVC 0.0010 S-MH-4594 S-MH-4596 110.05 109.81 97.5 508.9 849.3 544.6 1.56 2.41 0.35
S-LINE-5005 12 283 PVC 0.0000 S-MH-3506 S-MH-4594 110.15 110.05 97.5 508.9 849.3 301.4 2.82 2.41 1.05
S-LINE-5007 12 200 PVC 0.0010 S-MH-4595 S-MH-3506 110.40 110.20 91.2 342.5 662.9 507.0 1.31 1.88 1.14
S-LINE-5008 12 307 PVC 0.0010 S-MH-3510 S-MH-3505 110.81 110.55 91.2 342.5 662.9 466.6 1.42 1.88 1.45
S-LINE-5009 12 317 PVC 0.0010 S-MH-3521 S-MH-3510 111.16 110.85 70.1 320.6 574.1 501.4 1.15 1.63 1.51
S-LINE-5010 12 307 PVC 0.0010 S-MH-3513 S-MH-3521 111.52 111.18 70.1 320.6 574.1 533.6 1.08 1.63 1.55
S-LINE-5012 12 188 PVC 0.0010 S-MH-3522 S-MH-3513 111.86 111.64 70.1 320.6 574.1 548.5 1.05 1.63 1.45
S-LINE-5013 12 113 PVC 0.0010 S-MH-3204 S-MH-3522 111.96 111.86 70.1 320.6 574.1 477.0 1.20 1.63 1.49
S-LINE-510 18 258 Unknown 0.0010 S-MH-379 S-MH-4089 26.98 26.75 147.5 1,311.4 1,807.4 1,411.4 1.28 2.28 0.15
S-LINE-5113 21 372 Unknown 0.0020 S-MH-3574 S-MH-3575 6.26 5.44 391.2 3,648.0 4,807.0 3,347.9 1.44 4.45 0.88
S-LINE-5116 24 60 Unknown 0.0010 S-MH-3591 S-MH-3870 3.43 3.36 391.2 3,648.0 4,807.0 3,477.4 1.38 3.41 0.60
p.1 M:\MARYSVILLE\11447_Sewer_Comp_Plan\Appendices\Appx G pipe_deficiencies_2017.xls
Marysville Sewer Comprehensive Plan
2017 Modeled Pipe Deficiencies
City Pipe
Number
Diameter
(inches) Length (Ft)Material Slope (ft/ft)
Upstream
Manhole
Downstream
Manhole
Upstream
Invert (ft)
Downstream
Invert (ft)
Peakable
(Residential)
Flow (gpm)
Unpeakable
(Commercial /
I&I) Flow
(gpm)
Total Flow
(gpm)
Design
Capacity
(gpm)
Modeled
Flow to
Design Flow
Ratio
Velocity
(ft/s)
Upstream
Surcharge
Depth (ft)
S-LINE-5117 24 395 Unknown 0.0010 S-MH-3870 S-MH-3594 3.36 3.01 391.2 3,648.0 4,807.0 3,030.5 1.59 3.41 0.54
S-LINE-5119 21 71 Unknown 0.0040 S-MH-3585 S-MH-3574 6.61 6.36 391.2 3,648.0 4,807.0 4,231.3 1.14 4.45 0.86
S-LINE-5218 15 417 Unknown 0.0000 S-MH-3581 S-MH-3582 8.81 8.78 54.0 1,871.5 2,067.7 246.6 8.39 3.75 2.22
S-LINE-5974 18 333 PVC 0.0010 S-MH-4289 S-MH-4290 49.16 48.84 29.9 67.2 177.0 146.5 1.21 0.22 0.15
S-LINE-624 18 330 Unknown 0.0020 S-MH-4862 S-MH-327 12.22 11.53 274.7 1,617.0 2,468.9 2,161.6 1.14 3.11 0.22
S-LINE-6493 30 24 PVC 0.0000 S-MH-4552 S-MH-4551 93.28 93.28 97.7 763.9 1,104.9 583.7 1.89 0.50 0.00
S-LINE-6534 12 185 PVC 0.0030 S-MH-4586 S-MH-4584 108.26 107.76 97.5 508.9 849.3 833.5 1.02 2.41 0.02
S-LINE-661 21 307 Concrete 0.0000 MH-13 S-MH-432 13.44 13.30 0.5 1,711.4 1,713.2 1,522.7 1.13 1.59 2.09
S-LINE-664 21 315 Unknown 0.0000 S-MH-328 S-MH-469 11.83 11.81 0.5 1,711.4 1,713.2 568.2 3.02 1.59 3.42
S-LINE-675 24 368 Concrete 0.0010 S-MH-651 S-MH-624 21.77 21.57 745.4 1,774.9 3,814.3 2,373.4 1.61 2.71 0.32
S-LINE-703 21 259 Concrete 0.0000 S-MH-591 S-MH-597 40.83 40.80 379.9 467.1 1,596.2 767.4 2.08 1.48 0.10
S-LINE-711 18 252 Concrete 0.0010 S-MH-670 S-MH-671 43.09 42.84 379.9 467.1 1,596.2 1,488.9 1.07 2.01 0.04
S-LINE-712 18 121 Concrete 0.0000 S-MH-669 S-MH-670 43.16 43.16 379.9 467.1 1,596.2 149.5 10.68 2.01 0.14
S-LINE-713 18 308 Concrete 0.0010 S-MH-679 S-MH-669 43.47 43.16 356.4 435.4 1,502.3 1,499.7 1.00 1.89 0.14
S-LINE-714 18 343 Concrete 0.0010 S-MH-682 S-MH-679 43.86 43.52 356.4 435.4 1,502.3 1,488.3 1.01 1.89 0.10
S-LINE-716 18 182 Concrete 0.0010 S-MH-692 S-MH-690 44.44 44.26 356.4 435.4 1,502.3 1,486.6 1.01 1.89 0.01
S-LINE-717 18 423 Concrete 0.0010 S-MH-700 S-MH-697 45.62 45.28 356.4 435.4 1,502.3 1,340.2 1.12 1.89 0.09
S-LINE-731 12 289 PVC 0.0020 S-MH-717 S-MH-702 47.24 46.76 191.1 240.8 860.0 653.4 1.32 2.44 0.36
S-LINE-7446 12 114 PVC 0.0010 S-MH-3505 S-MH-4595 110.51 110.40 91.2 342.5 662.9 498.0 1.33 1.88 1.22
S-LINE-852 12 219 PVC 0.0020 S-MH-733 S-MH-717 47.61 47.24 179.8 228.2 815.5 659.0 1.24 2.31 0.56
p.2 M:\MARYSVILLE\11447_Sewer_Comp_Plan\Appendices\Appx G pipe_deficiencies_2017.xls
"
"
"
"
"
"
"
!(
!(
!(
!(
!(!(!(!(
!(!(!(
!(
!(
!(
!(!(
!(
!(
!(!(!(!(!(
!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(!(!(
!(
!(!(!(!(
!(!(
!(!(
!(
!(!(!(
!(
!(
!(
!(
!(!(!(!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(!(!(!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(
!(!(!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(!(!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(!(!(!(
!(
!(!(
!(
!(!(!(!(!(!(
!(!(!(
!(!(!(!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(
!(!(!(!(
!(!(
!(!(
!(!(
!(
!(
!(
!(
!(!(!(!(
!(!(
!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(!(!(!(!(!(!(
!(
!(
!(
!(!(!(!(!(!(
!(!(!(
!(
!(!(!(!(!(!(
!(
!(!(!(!(!(!(!(!(!(
!(!(
!(
!(
!(!(
!(!(!(
!(!(!(!(!(!(!(!(
!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(!(!(
!(!(!(!(!(!(
!(!(
!(
!(!(!(
!(
!(!(!(
!(
!(!(
!(
!(
!(
!(!(!(
!(!(
!(!(!(!(!(!(
!(
!(
!(!(!(!(!(!(!(
!(
!(!(
!(
!(!(
!(!(!(!(!(!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(!(
!(!(!(
!(
!(!(!(
!(!(
!(!(
!(!(
!(!(!(!(!(
!(
!(
!(
!(!(
!(!(!(!(!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(
!(
!(!(!(!(!(!(
!(
!(
!(
!(!(!(
!(
!(!(!(!(!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(!(!(
!(
!(
!(!(!(!(
!(
!(
!(!(
!(!(
!(
!(!(
!(!(
!(
!(!(!(
!(!(
!(!(
!(
!(!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(
!(
!(!(
!(
!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(
!(!(!(!(
!(!(
!(
!(!(!(
!(
!(!(!(!(!(
!(
!(!(
!(!(
!(!(!(
!(!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(!(
!(
!(!(!(!(!(!(!(
!(!(!(!(
!(!(!(!(!(!(
!(
!(!(!(!(!(!(
!(
!(!(!(!(!(!(!(
!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(!(
!(!(
!(
!(
!(!(!(
!(!(!(!(!(
!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(!(!(!(!(!(
!(
!(!(
!(
!(!(
!(
!(!(
!(
!(
!(!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(!(!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(
!(!(
!(!(
!(!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(!(!(
!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(!(
!(!(!(!(!(!(
!(!(!(!(
!(
!(!(
!(!(
!(
!(!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(
!(
!(!(
!(
!(
!(!(
!(!(
!(
!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(!(
!(
!(
!(
!(
!(
!(!(!(!(
!(
!(!(!(!(!(!(!(!(
!(!(!(!(
!(!(
!(
!(
!(!(!(!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(!(!(!(!(!(!(
!(
!(!(
!(!(!(
!(
!(!(
!(!(!(!(!(
!(!(!(
!(
!(!(
!(!(!(!(!(!(
!(!(
!(
!(!(!(!(!(!(!(!(!(!(
!(!(!(!(!(!(
!(!(!(
!(!(
!(!(!(!(
!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(!(!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(!(!(!(
!(!(!(!(
!(!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(!(!(!(
!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(!(!(!(!(!(!(!(
!(!(!(
!(
!(I-5SR-9CE5-7
G7
CW1
D3-5
D6-2
CW15
F22-1
A6
G3
F13-1
B1
D3-12
A25-1
A19
D10-2
G1
D10-6
A24-5
CW11-1
F4
D6-5
A21
F20 A26
F12
D1
F22
F21
D10-3
F14
A20
A23
A10
A16
D10-4
A7
D3-11
G2
F5
D6
A15
G4
G8
A13
A25
A22
D10-1
F15
D3-8
D9
F13
F10
B2 D12
D3
D5
A24
A18
CW3
A28
F7
D3-1
F13-2
A27
A24-4
A8
A17
CW11
CE5-2
A5
D3-4
A24-2
A24-3
D3-10
B3
D3-9
D5-2
CE5
CE7
CE6
G5
CW7
D3-6
F16
A12
F2
D3-13
CW2
F3
F17
CW14
F9
A24-1
CW8
D3-3
B5
G6
F19
D4
D6-4
CE5-3CE2
CW12
A2
CW10
A16-1
A9
CW4
F8
A12-2
D3-7
D3-2
D2
D10-5
A4
F18
F11
CE3
B4
D8
D9-1
D10
A1
A18-1
CE5-1
A11
A12-3
D5-1
D11
CW13
D7
A14
CE9
D6-3
A18-3
CE5-4
CW9
D7-2
CW5
F1
D6-1
CE1
F6
D7-1
CE5-6
CW6
A12-4
CE8
CE4
A12-1
A18-2
CE5-5
CITY OF MARYSVILLE
SEWER COMPREHENSIVE PLAN
FIGURE 7-6
MODEL RESULTS (2031)
M:\MARYSVILLE\11447_Sewer_Comp_Plan\Figures\Fig 7-6 Model Results 2031.mxd
Legend
!(Modeled Manhole
!(Surcharged Manhole (<0.5')
!(Surcharged Manhole (>0.5')
"Modeled Pump Station
Modeled Force Main
Sanitary Sewer Pipe
Deficient Sewer Pipe
Subbasin
Parcel
³
0 3,400 6,8001,700
Feet
Note: Pipeline identification labels are
shown on Exhibit IV and surcharge
results may be found in Appendix G.
Marysville Sewer Comprehensive Plan
2031 Modeled Pipe Deficiencies
City Pipe
Number
Diameter
(inches)Length (Ft)Material Slope (ft/ft)
Upstream
Manhole
Downstream
Manhole
Upstream
Invert (ft)
Downstream
Invert (ft)
Peakable
(Residential)
Flow (gpm)
Unpeakable
(Commercial /
I&I) Flow
(gpm)
Total Flow
(gpm)
Design
Capacity
(gpm)
Modeled
Flow to
Design Flow
Ratio
Velocity
(ft/s)
Upstream
Surcharge
Depth (ft)
S-LINE-2488 15 161 PVC 0.0000 S-MH-1834 S-MH-1838 47.90 47.89 168.1 93.7 647.9 229.1 2.83 1.18 0.07
S-LINE-2414 10 85 PVC 0.0000 MH-170 S-MH-1845 46.60 46.58 14.3 100.7 153.3 151.2 1.01 0.63 0.001
S-LINE-1909 18 274 Unknown 0.0010 S-MH-1558 MH-110 40.15 39.90 248.3 1,072.1 1,850.8 1,427.9 1.30 2.33 0.227
S-LINE-1910 18 340 Unknown 0.0010 MH-110 S-MH-1568 39.90 39.43 248.3 1,072.1 1,850.8 1,757.6 1.05 2.33 0.054
S-LINE-1912 18 396 Unknown 0.0020 S-MH-1567 S-MH-1566 38.79 38.17 263.7 1,204.8 2,026.2 1,870.5 1.08 2.56 0.112
S-LINE-664 21 315 Unknown 0.0000 S-MH-328 S-MH-469 11.83 11.81 1.3 1,406.4 1,411.2 568.2 2.48 1.31 2.234
S-LINE-5218 15 417 Unknown 0.0000 S-MH-3581 S-MH-3582 8.81 8.78 89.5 1,589.1 1,904.1 246.6 7.72 3.46 1.8
S-LINE-510 18 258 Unknown 0.0010 S-MH-379 S-MH-4089 26.98 26.75 294.6 1,353.7 2,258.3 1,411.4 1.60 2.85 0.363
S-LINE-554 18 295 Unknown 0.0020 S-MH-458 S-MH-380 25.83 25.22 295.4 1,432.1 2,338.8 2,149.6 1.09 2.95 0.117
S-LINE-545 18 373 Unknown 0.0020 S-MH-353 S-MH-562 23.95 23.15 330.1 1,460.6 2,458.3 2,189.2 1.12 3.10 0.557
S-LINE-547 18 383 Unknown 0.0020 S-MH-562 S-MH-563 23.15 22.45 330.1 1,460.6 2,458.3 2,020.9 1.22 3.10 0.342
S-LINE-616 18 197 CI 0.0020 S-MH-440 S-MH-441 19.75 19.37 330.1 1,460.6 2,458.3 2,249.2 1.09 3.10 0.077
S-LINE-620 18 329 PVC 0.0030 S-MH-350 S-MH-346 16.91 16.07 349.9 1,558.9 2,608.6 2,388.6 1.09 3.29 0.168
S-LINE-624 18 330 Unknown 0.0020 S-MH-4862 S-MH-327 12.22 11.53 427.7 1,694.1 2,949.8 2,161.6 1.37 3.72 0.603
S-LINE-635 21 307 PVC 0.0010 S-MH-326 S-MH-324 10.54 10.13 427.7 1,694.1 2,949.8 2,605.9 1.13 2.73 0.192
S-LINE-5109 21 240 PVC 0.0010 S-MH-324 S-MH-3551 10.13 9.79 427.7 1,694.1 2,949.8 2,683.9 1.10 2.73 0.074
S-LINE-5119 21 71 Unknown 0.0040 S-MH-3585 S-MH-3574 6.61 6.36 582.9 3,465.5 5,112.5 4,231.3 1.21 4.74 1.123
S-LINE-5113 21 372 Unknown 0.0020 S-MH-3574 S-MH-3575 6.26 5.44 582.9 3,465.5 5,112.5 3,347.9 1.53 4.74 1.105
S-LINE-5116 24 60 Unknown 0.0010 S-MH-3591 S-MH-3870 3.43 3.36 582.9 3,465.5 5,112.5 3,477.4 1.47 3.63 0.744
S-LINE-5117 24 395 Unknown 0.0010 S-MH-3870 S-MH-3594 3.36 3.01 582.9 3,465.5 5,112.5 3,030.5 1.69 3.63 0.662
S-LINE-5227 24 141 Unknown 0.0020 S-MH-3594 S-MH-3868 3.01 2.66 582.9 3,465.5 5,112.5 5,072.3 1.01 3.63 0.008
S-LINE-2099 12 36 PVC 0.0010 S-MH-900 S-MH-857 51.80 51.78 92.2 163.4 487.0 377.9 1.29 1.38 0.186
S-LINE-2097 12 338 PVC 0.0010 S-MH-1606 S-MH-1605 51.61 51.23 131.6 204.0 652.5 537.6 1.21 1.85 0.183
S-LINE-1010 15 360 Concrete 0.0000 S-MH-708 S-MH-706 48.61 48.61 131.6 204.0 652.5 91.9 7.10 1.19 0.182
S-LINE-1011 15 101 Concrete 0.0000 S-MH-704 S-MH-703 47.09 47.09 158.6 246.4 773.8 91.9 8.42 1.41 0.072
S-LINE-852 12 219 PVC 0.0020 S-MH-733 S-MH-717 47.61 47.24 207.1 286.8 951.3 659.0 1.44 2.70 1.18
S-LINE-731 12 289 PVC 0.0020 S-MH-717 S-MH-702 47.24 46.76 217.9 301.7 996.1 653.4 1.52 2.83 0.775
S-LINE-717 18 423 Concrete 0.0010 S-MH-700 S-MH-697 45.62 45.28 376.5 548.1 1,668.2 1,340.2 1.25 2.10 0.19
S-LINE-1707 18 226 Concrete 0.0010 S-MH-697 S-MH-692 44.72 44.49 376.5 548.1 1,668.2 1,508.0 1.11 2.10 0.345
S-LINE-716 18 182 Concrete 0.0010 S-MH-692 S-MH-690 44.44 44.26 376.5 548.1 1,668.2 1,486.6 1.12 2.10 0.342
S-LINE-715 18 297 Concrete 0.0010 S-MH-690 S-MH-682 44.21 43.91 376.5 548.1 1,668.2 1,502.4 1.11 2.10 0.344
S-LINE-714 18 343 Concrete 0.0010 S-MH-682 S-MH-679 43.86 43.52 376.5 548.1 1,668.2 1,488.3 1.12 2.10 0.322
S-LINE-713 18 308 Concrete 0.0010 S-MH-679 S-MH-669 43.47 43.16 376.5 548.1 1,668.2 1,499.7 1.11 2.10 0.282
S-LINE-712 18 121 Concrete 0.0000 S-MH-669 S-MH-670 43.16 43.16 399.8 587.2 1,769.0 149.5 11.83 2.23 0.206
S-LINE-711 18 252 Concrete 0.0010 S-MH-670 S-MH-671 43.09 42.84 399.8 587.2 1,769.0 1,488.9 1.19 2.23 0.105
S-LINE-1462 24 367 Unknown 0.0000 S-MH-3608 S-MH-3802 24.67 24.57 347.1 2,093.3 3,135.6 1,680.5 1.87 2.22 0.523
S-LINE-990 24 491 Concrete 0.0010 S-MH-3802 S-MH-3801 24.57 24.27 347.1 2,093.3 3,135.6 2,516.5 1.25 2.22 0.272
S-LINE-989 24 400 Concrete 0.0000 S-MH-642 S-MH-641 22.47 22.27 358.6 2,111.9 3,184.6 2,276.5 1.40 2.26 0.875
S-LINE-703 21 259 Concrete 0.0000 S-MH-591 S-MH-597 40.83 40.80 399.8 587.2 1,769.0 767.4 2.31 1.64 0.13
S-LINE-675 24 368 Concrete 0.0010 S-MH-651 S-MH-624 21.77 21.57 833.4 2,847.0 5,097.9 2,373.4 2.15 3.62 0.729
S-LINE-2549 12 141 Unknown 0.0020 S-MH-1993 S-MH-1992 65.23 64.94 190.0 283.0 899.1 727.1 1.24 2.55 2.343
S-LINE-2547 12 181 Unknown 0.0030 S-MH-1992 S-MH-1995 64.94 64.42 190.0 283.0 899.1 859.4 1.05 2.55 2.187
S-LINE-2546 12 183 Unknown 0.0020 S-MH-1995 S-MH-1994 64.42 63.97 190.0 283.0 899.1 795.1 1.13 2.55 2.135
S-LINE-2545 12 355 Unknown 0.0020 S-MH-1994 S-MH-1998 63.97 63.13 190.0 283.0 899.1 779.9 1.15 2.55 2.007
S-LINE-2544 12 133 Unknown 0.0000 S-MH-1998 S-MH-1999 63.13 63.08 190.0 283.0 899.1 310.9 2.89 2.55 1.725
S-LINE-2543 12 179 Unknown 0.0030 S-MH-1999 S-MH-1997 63.08 62.60 190.0 283.0 899.1 830.3 1.08 2.55 1.354
S-LINE-2540 12 208 Unknown 0.0030 S-MH-1997 S-MH-2034 62.60 62.01 190.0 283.0 899.1 853.9 1.05 2.55 1.269
S-LINE-2214 12 98 PVC 0.0010 S-MH-2034 S-MH-1661 62.01 61.94 190.0 283.0 899.1 428.5 2.10 2.55 1.201
S-LINE-2213 12 283 PVC 0.0020 S-MH-1661 S-MH-1658 61.94 61.32 190.0 283.0 899.1 750.5 1.20 2.55 0.962
S-LINE-2203 12 407 DI 0.0030 S-MH-1657 S-MH-1651 57.50 56.45 200.3 531.5 1,176.7 814.4 1.45 3.34 3.094
S-LINE-2199 12 242 DI 0.0030 S-MH-1651 S-MH-1753 56.45 55.80 200.3 531.5 1,176.7 830.9 1.42 3.34 1.941
S-LINE-2198 12 203 DI 0.0020 S-MH-1753 S-MH-1754 55.80 55.30 216.6 531.5 1,222.3 795.7 1.54 3.47 1.281
S-LINE-2197 12 109 PVC 0.0010 S-MH-1754 S-MH-1755 55.30 55.14 216.6 531.5 1,222.3 614.3 1.99 3.47 0.595
S-LINE-2195 12 58 PVC 0.0040 S-MH-1755 S-MH-4607 55.14 54.92 216.6 531.5 1,222.3 987.5 1.24 3.47 0.119
S-LINE-2185 18 389 Concrete 0.0010 S-MH-1746 S-MH-1748 51.06 50.75 353.6 725.7 1,785.2 1,334.5 1.34 2.25 0.355
S-LINE-2184 18 388 Concrete 0.0010 S-MH-1748 S-MH-1729 50.75 50.30 353.6 725.7 1,785.2 1,609.9 1.11 2.25 0.107
S-LINE-2371 8 219 PVC 0.0000 S-MH-3769 S-MH-1422 45.74 45.67 28.6 21.3 126.5 97.2 1.30 0.81 0.049
S-LINE-475 48 74 Clay 0.0000 S-MH-540 S-MH-541 20.94 20.94 1,098.5 6,323.4 9,133.2 2,044.3 4.47 1.62 0.015
S-LINE-5234 30 29 DI 0.0010 S-MH-533 S-MH-532 11.92 11.90 845.5 2,881.1 5,158.5 4,847.6 1.06 2.34 0.037
S-LINE-431 30 277 DI 0.0010 S-MH-532 S-MH-529 11.90 11.69 845.5 2,881.1 5,158.5 5,082.5 1.02 2.34 0.034
S-LINE-484 30 237 Unknown 0.0010 S-MH-527 S-MH-549 11.30 11.12 845.5 2,881.1 5,158.5 5,087.1 1.01 2.34 0.025
P.1 M:\MARYSVILLE\11447_Sewer_Comp_Plan\Appendices\Appx G pipe_deficiencies_2031.xls
Marysville Sewer Comprehensive Plan
2031 Modeled Pipe Deficiencies
City Pipe
Number
Diameter
(inches)Length (Ft)Material Slope (ft/ft)
Upstream
Manhole
Downstream
Manhole
Upstream
Invert (ft)
Downstream
Invert (ft)
Peakable
(Residential)
Flow (gpm)
Unpeakable
(Commercial /
I&I) Flow
(gpm)
Total Flow
(gpm)
Design
Capacity
(gpm)
Modeled
Flow to
Design Flow
Ratio
Velocity
(ft/s)
Upstream
Surcharge
Depth (ft)
S-LINE-5156 30 235 PVC 0.0010 S-MH-3563 MH-1361 10.75 10.57 845.5 2,881.1 5,158.5 5,108.7 1.01 2.34 0.018
S-LINE-5159 30 271 PVC 0.0010 MH-1361 MH-1362 10.57 10.37 845.5 2,881.1 5,158.5 5,014.6 1.03 2.34 0.013
S-LINE-4555 10 298 PVC 0.0010 S-MH-3242 S-MH-3241 112.73 112.55 51.0 272.3 457.8 242.3 1.89 1.87 5.784
S-LINE-4479 10 274 PVC 0.0010 S-MH-3203 S-MH-3204 112.20 111.96 72.7 76.6 338.3 291.8 1.16 1.38 5.805
S-LINE-5013 12 113 PVC 0.0010 S-MH-3204 S-MH-3522 111.96 111.86 123.7 348.9 772.4 477.0 1.62 2.19 5.554
S-LINE-5012 12 188 PVC 0.0010 S-MH-3522 S-MH-3513 111.86 111.64 123.7 348.9 772.4 548.5 1.41 2.19 5.39
S-LINE-5010 12 307 PVC 0.0010 S-MH-3513 S-MH-3521 111.52 111.18 123.7 348.9 772.4 533.6 1.45 2.19 5.292
S-LINE-5009 12 317 PVC 0.0010 S-MH-3521 S-MH-3510 111.16 110.85 123.7 348.9 772.4 501.4 1.54 2.19 4.936
S-LINE-5008 12 307 PVC 0.0010 S-MH-3510 S-MH-3505 110.81 110.55 158.6 378.0 905.4 466.6 1.94 2.57 4.547
S-LINE-7446 12 114 PVC 0.0010 S-MH-3505 S-MH-4595 110.51 110.40 158.6 378.0 905.4 498.0 1.82 2.57 3.863
S-LINE-5005 12 283 PVC 0.0000 S-MH-3506 S-MH-4594 110.15 110.05 169.1 553.1 1,110.2 301.4 3.68 3.15 3.217
S-LINE-5004 12 208 PVC 0.0010 S-MH-4594 S-MH-4596 110.05 109.81 169.1 553.1 1,110.2 544.6 2.04 3.15 1.953
S-LINE-4849 14 331
Asbestos
Cement 0.0000 S-MH-3424 S-MH-3425 112.45 112.36 33.0 337.0 457.9 398.8 1.15 0.95 0.029
S-LINE-4246 30 178 Concrete 0.0000 S-MH-3025 S-MH-3024 83.10 83.08 217.3 2,198.9 2,891.7 1,956.7 1.48 1.31 0.024
S-LINE-3881 12 233 Concrete 0.0000 MH-212 S-MH-2713 85.83 85.82 0.4 121.3 122.8 105.0 1.17 0.35 3.893
S-LINE-3833 18 481 Concrete 0.0020 S-MH-2589 S-MH-2757 80.90 80.08 209.5 2,094.7 2,765.9 1,951.8 1.42 3.49 6.637
S-LINE-3586 18 497 Concrete 0.0020 S-MH-2757 MH-102 80.08 79.03 209.5 2,094.7 2,765.9 2,172.8 1.27 3.49 5.8
S-LINE-3587 18 410 Concrete 0.0030 MH-102 S-MH-2702 79.03 77.75 209.5 2,225.7 2,896.9 2,641.3 1.10 3.65 5.138
S-LINE-3588 18 479 Concrete 0.0010 S-MH-2701 S-MH-2761 76.69 76.00 209.6 2,282.9 2,954.3 1,794.2 1.65 3.73 5.775
S-LINE-3589 18 467 Concrete 0.0020 S-MH-2761 S-MH-2684 76.00 74.89 209.6 2,282.9 2,954.3 2,304.7 1.28 3.73 4.583
S-LINE-3596 18 378 Concrete 0.0030 S-MH-2684 S-MH-2760 74.89 73.67 209.6 2,365.8 3,037.2 2,685.6 1.13 3.83 3.857
S-LINE-3597 18 369 Concrete 0.0030 S-MH-2760 S-MH-2759 73.67 72.64 215.2 2,413.0 3,100.0 2,497.5 1.24 3.91 3.507
S-LINE-1171 18 362 Concrete 0.0030 S-MH-2759 MH-1422 72.64 71.43 215.2 2,413.0 3,100.0 2,733.0 1.13 3.91 2.94
S-LINE-3604 18 360 Concrete 0.0030 MH-1422 MH-166 71.43 70.33 215.2 2,413.0 3,100.0 2,613.1 1.19 3.91 2.583
S-LINE-3300 21 264 Concrete 0.0010 S-MH-3861 S-MH-3860 69.84 69.51 224.1 2,486.8 3,198.4 2,521.1 1.27 2.96 2.195
S-LINE-3196 21 390 Concrete 0.0020 S-MH-3860 MH-221 69.51 68.72 229.4 2,494.1 3,220.4 3,209.3 1.00 2.98 1.99
S-LINE-3200 21 407 Concrete 0.0010 MH-221 S-MH-2383 68.72 68.20 229.4 2,494.1 3,220.4 2,548.8 1.26 2.98 1.979
S-LINE-3201 21 14 Concrete 0.0010 S-MH-2383 S-MH-2382 68.20 68.18 257.5 2,615.8 3,420.0 2,695.1 1.27 3.17 1.663
S-LINE-3296 21 454 Concrete 0.0020 S-MH-2708 S-MH-3792 67.91 66.89 294.7 2,659.4 3,564.2 3,379.9 1.06 3.30 1.757
S-LINE-3295 21 466 Concrete 0.0020 S-MH-3792 S-MH-3793 66.89 66.07 294.7 2,659.4 3,564.2 2,991.2 1.19 3.30 1.634
S-LINE-3294 21 472 Concrete 0.0020 S-MH-3793 S-MH-3794 66.07 65.17 294.7 2,659.4 3,564.2 3,113.7 1.15 3.30 1.282
S-LINE-3293 21 478 Concrete 0.0020 S-MH-3794 S-MH-2364 65.17 64.12 294.7 2,659.4 3,564.2 3,342.0 1.07 3.30 0.995
S-LINE-3194 21 173 Concrete 0.0020 S-MH-2364 S-MH-2363 64.12 63.72 304.3 2,681.2 3,611.2 3,428.8 1.05 3.35 0.842
S-LINE-3191 21 347 Concrete 0.0020 S-MH-2363 S-MH-2362 63.72 63.13 318.9 2,683.8 3,652.1 2,940.3 1.24 3.38 0.796
S-LINE-3188 21 420 Concrete 0.0020 S-MH-2362 S-MH-2384 63.13 62.48 324.3 2,685.8 3,668.3 2,805.2 1.31 3.40 0.469
S-LINE-3185 21 45 Concrete 0.0020 S-MH-2403 S-MH-2405 44.97 44.87 324.3 2,685.8 3,668.3 3,361.4 1.09 3.40 0.02
S-LINE-5007 12 200 PVC 0.0010 S-MH-4595 S-MH-3506 110.40 110.20 158.6 378.0 905.4 507.0 1.79 2.57 3.608
S-LINE-5738 8 112 PVC 0.0040 S-MH-4096 S-MH-55 260.20 259.71 91.3 61.0 381.7 359.7 1.06 2.44 0.064
S-LINE-5737 8 245 PVC 0.0040 S-MH-219 S-MH-4096 261.30 260.20 91.3 61.0 381.7 364.4 1.05 2.44 0.175
S-LINE-164 8 111 PVC 0.0040 S-MH-215 S-MH-216 267.58 267.13 91.3 61.0 381.7 346.2 1.10 2.44 0.099
S-LINE-163 8 242 0.0040 S-MH-214 S-MH-215 268.66 267.61 91.3 61.0 381.7 358.2 1.07 2.44 0.216
S-LINE-160 8 158 PVC 0.0050 S-MH-63 S-MH-212 271.22 270.47 91.3 61.0 381.7 374.7 1.02 2.44 0.031
S-LINE-6493 30 24 PVC 0.0000 S-MH-4552 S-MH-4551 93.28 93.28 186.3 817.3 1,423.0 583.7 2.44 0.65 0.001
S-LINE-6504 15 301 PVC 0.0010 S-MH-4562 S-MH-4561 101.85 101.43 177.7 685.2 1,266.6 1,085.9 1.17 2.30 0.155
S-LINE-6505 15 301 PVC 0.0020 S-MH-4563 S-MH-4562 102.40 101.90 177.7 685.2 1,266.6 1,184.8 1.07 2.30 0.179
S-LINE-6535 12 396 PVC 0.0030 S-MH-4584 S-MH-4583 107.66 106.52 169.1 553.1 1,110.2 860.3 1.29 3.15 0.768
S-LINE-6534 12 185 PVC 0.0030 S-MH-4586 S-MH-4584 108.26 107.76 169.1 553.1 1,110.2 833.5 1.33 3.15 1.059
S-LINE-6533 12 262 PVC 0.0040 S-MH-4587 S-MH-4586 109.28 108.36 169.1 553.1 1,110.2 950.1 1.17 3.15 1.302
S-LINE-7441 12 87 PVC 0.0040 S-MH-4596 S-MH-4587 109.71 109.33 169.1 553.1 1,110.2 1,059.6 1.05 3.15 1.291
S-LINE-618 18 213 PVC 0.0020 S-MH-351 S-MH-350 17.49 17.01 349.9 1,558.9 2,608.6 2,244.1 1.16 3.29 0.241
S-LINE-5974 18 333 PVC 0.0010 S-MH-4289 S-MH-4290 49.16 48.84 105.9 71.9 438.9 146.5 3.00 0.55 2.569
S-LINE-11994 15 333 PVC 0.0040 S-MH-6727 S-MH-3546 12.09 10.80 89.5 1,589.1 1,904.1 1,809.4 1.05 3.46 2.283
S-LINE-11995 15 157 PVC 0.0040 S-MH-3546 S-MH-3547 10.70 10.12 89.5 1,589.1 1,904.1 1,766.9 1.08 3.46 2.236
S-LINE-11996 15 353 PVC 0.0020 S-MH-3547 S-MH-3548 10.02 9.48 89.5 1,589.1 1,904.1 1,137.0 1.68 3.46 2.239
S-LINE-3242 8 190 DI 0.0010 S-MH-2406 S-MH-2344 57.19 56.96 62.2 3.8 229.4 189.2 1.21 1.46 0.109
P.2 M:\MARYSVILLE\11447_Sewer_Comp_Plan\Appendices\Appx G pipe_deficiencies_2031.xls
"
"
"
"
"
"
"
!(
!(
!(
!(
!(!(!(!(
!(!(!(
!(
!(
!(
!(!(
!(
!(
!(!(!(!(!(
!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(!(!(
!(
!(!(!(!(
!(!(
!(!(
!(
!(!(!(
!(
!(
!(
!(
!(!(!(!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(!(!(!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(
!(!(!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(!(!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(!(!(!(
!(
!(!(
!(
!(!(!(!(!(!(
!(!(!(
!(!(!(!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(
!(!(!(!(
!(!(
!(!(
!(!(
!(
!(
!(
!(
!(!(!(!(
!(!(
!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(!(!(!(!(!(!(
!(
!(
!(
!(!(!(!(!(!(
!(!(!(
!(
!(!(!(!(!(!(
!(
!(!(!(!(!(!(!(!(!(
!(!(
!(
!(
!(!(
!(!(!(
!(!(!(!(!(!(!(!(
!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(!(!(
!(!(!(!(!(!(
!(!(
!(
!(!(!(
!(
!(!(!(
!(
!(!(
!(
!(
!(
!(!(!(
!(!(
!(!(!(!(!(!(
!(
!(
!(!(!(!(!(!(!(
!(
!(!(
!(
!(!(
!(!(!(!(!(!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(!(
!(!(!(
!(
!(!(!(
!(!(
!(!(
!(!(
!(!(!(!(!(
!(
!(
!(
!(!(
!(!(!(!(!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(
!(
!(!(!(!(!(!(
!(
!(
!(
!(!(!(
!(
!(!(!(!(!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(!(!(
!(
!(
!(!(!(!(
!(
!(
!(!(
!(!(
!(
!(!(
!(!(
!(
!(!(!(
!(!(
!(!(
!(
!(!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(
!(
!(!(
!(
!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(
!(!(!(!(
!(!(
!(
!(!(!(
!(
!(!(!(!(!(
!(
!(!(
!(!(
!(!(!(
!(!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(
!(!(!(!(
!(!(!(!(!(!(
!(
!(!(!(!(!(!(
!(
!(
!(!(!(!(!(!(!(
!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(!(
!(!(
!(
!(
!(!(!(
!(!(!(!(!(
!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(!(!(!(!(!(
!(
!(!(
!(
!(!(
!(
!(!(
!(
!(
!(!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(!(!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(
!(!(
!(!(
!(!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(!(!(
!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(!(
!(!(!(!(!(!(
!(!(!(!(
!(
!(!(
!(!(
!(
!(!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(
!(
!(!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(
!(
!(
!(
!(
!(
!(!(!(!(
!(
!(!(!(!(!(!(!(!(
!(!(!(!(
!(!(
!(
!(
!(!(!(!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(!(!(!(!(!(!(
!(
!(!(
!(!(!(
!(
!(!(
!(!(!(!(!(
!(!(!(
!(
!(!(
!(!(!(!(!(!(
!(!(
!(
!(!(!(!(!(!(!(!(!(!(
!(!(!(!(!(!(
!(!(!(
!(!(
!(!(!(!(
!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(!(!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(!(!(!(
!(!(!(!(
!(!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(!(!(!(
!(!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(!(!(!(!(!(!(
!(
!(!(!(!(!(!(!(!(
!(!(!(
!(
!(I-5SR-9CE5-7
G7
CW1
D3-5
D6-2
CW15
F22-1
A6
G3
F13-1
B1
D3-12
A25-1
A19
D10-2
G1
D10-6
A24-5
CW11-1
F4
D6-5
A21
F20 A26
F12
D1
F22
F21
D10-3
F14
A20
A23
A10
A16
D10-4
A7
D3-11
G2
F5
D6
A15
G4
G8
A13
A25
A22
D10-1
F15
D3-8
D9
F13
F10
B2 D12
D3
D5
A24
A18
CW3
A28
F7
D3-1
F13-2
A27
A24-4
A8
A17
CW11
CE5-2
A5
D3-4
A24-2
A24-3
D3-10
B3
D3-9
D5-2
CE5
CE7
CE6
G5
CW7
D3-6
F16
A12
F2
D3-13
CW2
F3
F17
CW14
F9
A24-1
CW8
D3-3
B5
G6
F19
D4
D6-4
CE5-3CE2
CW12
A2
CW10
A16-1
A9
CW4
F8
A12-2
D3-7
D3-2
D2
D10-5
A4
F18
F11
CE3
B4
D8
D9-1
D10
A1
A18-1
CE5-1
A11
A12-3
D5-1
D11
CW13
D7
A14
CE9
D6-3
A18-3
CE5-4
CW9
D7-2
CW5
F1
D6-1
CE1
F6
D7-1
CE5-6
CW6
A12-4
CE8
CE4
A12-1
A18-2
CE5-5
CITY OF MARYSVILLE
SEWER COMPREHENSIVE PLAN
FIGURE 7-7
MODEL RESULTS
(Buildout w/ Improvements)
M:\MARYSVILLE\11447_Sewer_Comp_Plan\Figures\Fig 7-7 Model Results Buildout.mxd
Legend
!(Modeled Manhole
!(Surcharged Manhole (<0.5')
!(Surcharged Manhole (>0.5')
"Modeled Pump Station
Modeled Force Main
Sanitary Sewer Pipe
Deficient Sewer Pipe
Subbasin
Parcel
³
0 3,400 6,8001,700
Feet
Note: Pipeline identification labels are
shown on Exhibit IV and surcharge
results may be found in Appendix G.
Marysville Sewer Comprehensive Plan
Buildout Modeled Pipe Deficiencies
City Pipe
Number
Diameter
(inches) Length (Ft)Material Slope (ft/ft)
Upstream
Manhole
Downstream
Manhole
Upstream
Invert (ft)
Downstream
Invert (ft)
Peakable
(Residential)
Flow (gpm)
Unpeakable
(Commercial /
I&I) Flow
(gpm)
Total Flow
(gpm)
Design
Capacity
(gpm)
Modeled
Flow to
Design Flow
Ratio
Velocity
(ft/s)
Upstream
Surcharge
Depth (ft)
S-LINE-1010 15 360 Concrete 0.0000 S-MH-708 S-MH-706 48.61 48.61 131.6 204.0 652.5 91.9 7.10 1.19 0.18
S-LINE-1011 15 101 Concrete 0.0000 S-MH-704 S-MH-703 47.09 47.09 158.6 246.4 773.8 91.9 8.42 1.41 0.07
S-LINE-11996 15 353 PVC 0.0020 S-MH-3547 S-MH-3548 10.02 9.48 89.5 1,589.1 1,904.1 1,343.7 1.42 3.46 1.79
S-LINE-1462 30 367 Unknown 0.0000 S-MH-3608 S-MH-3802 24.67 24.57 347.1 2,093.3 3,135.6 3,047.0 1.03 1.42 0.01
S-LINE-160 8 158 PVC 0.0050 S-MH-63 S-MH-212 271.22 270.47 91.3 61.0 381.7 374.7 1.02 2.44 0.03
S-LINE-163 8 242 0.0040 S-MH-214 S-MH-215 268.66 267.61 91.3 61.0 381.7 358.2 1.07 2.44 0.22
S-LINE-164 8 111 PVC 0.0040 S-MH-215 S-MH-216 267.58 267.13 91.3 61.0 381.7 346.2 1.10 2.44 0.10
S-LINE-1909 18 274 Unknown 0.0010 S-MH-1558 MH-110 40.15 39.90 248.3 1,072.1 1,850.8 1,427.9 1.30 2.33 0.23
S-LINE-1910 18 340 Unknown 0.0010 MH-110 S-MH-1568 39.90 39.43 248.3 1,072.1 1,850.8 1,757.6 1.05 2.33 0.05
S-LINE-1912 18 396 Unknown 0.0020 S-MH-1567 S-MH-1566 38.79 38.17 263.7 1,204.8 2,026.2 1,870.5 1.08 2.56 0.11
S-LINE-2028 18 237 Concrete 0.0020 S-MH-1523 S-MH-1522 45.52 45.07 421.5 944.1 2,183.3 2,059.9 1.06 2.75 0.06
S-LINE-2097 12 338 PVC 0.0010 S-MH-1606 S-MH-1605 51.61 51.23 131.6 204.0 652.5 537.6 1.21 1.85 0.18
S-LINE-2099 12 36 PVC 0.0010 S-MH-900 S-MH-857 51.80 51.78 92.2 163.4 487.0 377.9 1.29 1.38 0.19
S-LINE-2184 18 388 Concrete 0.0010 S-MH-1748 S-MH-1729 50.75 50.30 399.1 931.3 2,111.2 1,609.9 1.31 2.66 0.33
S-LINE-2185 18 389 Concrete 0.0010 S-MH-1746 S-MH-1748 51.06 50.75 399.1 931.3 2,111.2 1,334.5 1.58 2.66 0.80
S-LINE-2187 18 384 Concrete 0.0020 S-MH-1743 S-MH-1745 52.46 51.87 383.2 912.4 2,050.2 1,853.0 1.11 2.59 0.91
S-LINE-2197 15 109 PVC 0.0010 S-MH-1754 S-MH-1755 55.30 55.14 216.6 531.5 1,222.3 1,113.8 1.10 2.22 0.63
S-LINE-2213 12 283 PVC 0.0020 S-MH-1661 S-MH-1658 61.94 61.32 190.0 283.0 899.1 886.9 1.01 2.55 0.02
S-LINE-2214 12 98 PVC 0.0010 S-MH-2034 S-MH-1661 62.01 61.94 190.0 283.0 899.1 506.4 1.78 2.55 0.17
S-LINE-2371 8 219 PVC 0.0000 S-MH-3769 S-MH-1422 45.74 45.67 28.6 21.3 126.5 97.2 1.30 0.81 0.05
S-LINE-2414 10 85 PVC 0.0000 MH-170 S-MH-1845 46.60 46.58 14.3 100.7 153.3 151.2 1.01 0.63 0.00
S-LINE-2488 15 161 PVC 0.0000 S-MH-1834 S-MH-1838 47.90 47.89 168.1 93.7 647.9 229.1 2.83 1.18 0.07
S-LINE-2544 12 133 Unknown 0.0000 S-MH-1998 S-MH-1999 63.13 63.08 190.0 283.0 899.1 367.4 2.45 2.55 0.25
S-LINE-2549 12 141 Unknown 0.0020 S-MH-1993 S-MH-1992 65.23 64.94 190.0 283.0 899.1 859.3 1.05 2.55 0.03
S-LINE-3036 12 85 PVC 0.0020 MH-234 S-MH-2201 63.47 63.26 168.0 302.6 856.6 796.9 1.08 2.43 0.03
S-LINE-3037 12 453 PVC 0.0030 S-MH-2290 MH-234 64.71 63.47 168.0 302.6 856.6 838.8 1.02 2.43 0.09
S-LINE-3052 10 245 PVC 0.0030 S-MH-2306 S-MH-2305 66.73 65.97 96.7 244.2 582.0 549.2 1.06 2.38 0.10
S-LINE-3053 10 140 PVC 0.0030 S-MH-2307 S-MH-2306 67.15 66.73 96.7 244.2 582.0 540.0 1.08 2.38 0.17
S-LINE-3055 8 224 PVC 0.0040 MH-156 S-MH-2260 76.83 75.95 72.1 235.3 495.1 340.8 1.45 3.16 2.12
S-LINE-3056 8 272 PVC 0.0040 S-MH-2260 S-MH-2259 75.95 74.81 72.1 235.3 495.1 352.1 1.41 3.16 1.13
S-LINE-3084 10 314 PVC 0.0030 S-MH-2235 S-MH-2307 67.98 67.15 96.7 244.2 582.0 506.9 1.15 2.38 0.44
S-LINE-3242 8 190 DI 0.0010 S-MH-2406 S-MH-2344 57.19 56.96 62.2 3.8 229.4 189.2 1.21 1.46 0.11
S-LINE-3806 36 372 Concrete 0.0010 S-MH-2742 S-MH-2741 66.52 66.32 2,078.5 5,747.6 10,530.1 6,959.9 1.51 3.32 0.50
S-LINE-3850 36 302 Concrete 0.0010 S-MH-2739 S-MH-2738 65.67 65.32 2,100.3 5,776.7 10,598.1 10,218.6 1.04 3.34 0.03
S-LINE-3851 36 359 Concrete 0.0010 S-MH-2741 S-MH-2740 66.32 66.11 2,078.5 5,747.6 10,530.1 7,259.8 1.45 3.32 0.24
S-LINE-3959 24 454 Concrete 0.0010 S-MH-2817 S-MH-2818 87.86 87.53 380.2 1,963.4 3,093.3 2,744.8 1.13 2.19 0.09
S-LINE-4246 30 178 Concrete 0.0000 S-MH-3025 S-MH-3024 83.10 83.08 467.0 2,198.9 3,558.6 1,956.7 1.82 1.62 0.05
S-LINE-431 30 277 DI 0.0010 S-MH-532 S-MH-529 11.90 11.69 845.5 2,894.1 5,171.5 5,082.5 1.02 2.35 0.04
S-LINE-438 30 294 Unknown 0.0010 S-MH-528 S-MH-527 11.53 11.30 845.5 2,894.1 5,171.5 5,163.0 1.00 2.35 0.03
S-LINE-4479 10 274 PVC 0.0010 S-MH-3203 S-MH-3204 112.20 111.96 72.7 76.6 338.3 291.8 1.16 1.38 0.33
S-LINE-4555 10 298 PVC 0.0010 S-MH-3242 S-MH-3241 112.73 112.55 51.0 272.3 457.8 242.3 1.89 1.87 0.47
S-LINE-475 48 74 Clay 0.0000 S-MH-540 S-MH-541 20.94 20.94 1,289.2 7,185.7 10,338.9 2,044.3 5.06 1.83 0.02
S-LINE-484 30 237 Unknown 0.0010 S-MH-527 S-MH-549 11.30 11.12 845.5 2,894.1 5,171.5 5,087.1 1.02 2.35 0.03
S-LINE-4849 14 331
ASBESTOS
CEMENT 0.0000 S-MH-3424 S-MH-3425 112.45 112.36 33.0 337.0 457.9 398.8 1.15 0.95 0.03
S-LINE-5004 15 208 PVC 0.0010 S-MH-4594 S-MH-4596 110.05 109.81 169.1 553.1 1,110.2 987.5 1.12 2.02 0.07
S-LINE-5005 15 283 PVC 0.0000 S-MH-3506 S-MH-4594 110.15 110.05 169.1 553.1 1,110.2 546.5 2.03 2.02 0.38
S-LINE-5008 15 307 PVC 0.0010 S-MH-3510 S-MH-3505 110.81 110.55 158.6 378.0 905.4 846.0 1.07 1.64 0.33
S-LINE-510 18 258 Unknown 0.0010 S-MH-379 S-MH-4089 26.98 26.75 294.6 1,353.7 2,258.3 1,411.4 1.60 2.85 0.36
S-LINE-5109 21 240 PVC 0.0010 S-MH-324 S-MH-3551 10.13 9.79 427.7 1,694.1 2,949.8 2,683.9 1.10 2.73 0.07
P.1 M:\MARYSVILLE\11447_Sewer_Comp_Plan\Appendices\Appx G pipe_deficiencies_buildout.xls
Marysville Sewer Comprehensive Plan
Buildout Modeled Pipe Deficiencies
City Pipe
Number
Diameter
(inches) Length (Ft)Material Slope (ft/ft)
Upstream
Manhole
Downstream
Manhole
Upstream
Invert (ft)
Downstream
Invert (ft)
Peakable
(Residential)
Flow (gpm)
Unpeakable
(Commercial /
I&I) Flow
(gpm)
Total Flow
(gpm)
Design
Capacity
(gpm)
Modeled
Flow to
Design Flow
Ratio
Velocity
(ft/s)
Upstream
Surcharge
Depth (ft)
S-LINE-5113 24 372 Unknown 0.0020 S-MH-3574 S-MH-3575 6.26 5.44 582.9 3,465.5 5,112.5 4,779.8 1.07 3.63 0.13
S-LINE-5154 30 230 PVC 0.0010 S-MH-3571 S-MH-3563 10.93 10.75 845.5 2,894.1 5,171.5 5,163.9 1.00 2.35 0.02
S-LINE-5156 30 235 PVC 0.0010 S-MH-3563 MH-1361 10.75 10.57 845.5 2,894.1 5,171.5 5,108.7 1.01 2.35 0.02
S-LINE-5159 30 271 PVC 0.0010 MH-1361 MH-1362 10.57 10.37 845.5 2,894.1 5,171.5 5,014.6 1.03 2.35 0.01
S-LINE-5218 15 417 Unknown 0.0000 S-MH-3581 S-MH-3582 8.81 8.78 89.5 1,589.1 1,904.1 246.6 7.72 3.46 1.80
S-LINE-5227 24 141 Unknown 0.0020 S-MH-3594 S-MH-3868 3.01 2.66 582.9 3,465.5 5,112.5 5,072.3 1.01 3.63 0.01
S-LINE-5234 30 29 DI 0.0010 S-MH-533 S-MH-532 11.92 11.90 845.5 2,894.1 5,171.5 4,847.6 1.07 2.35 0.05
S-LINE-545 18 373 Unknown 0.0020 S-MH-353 S-MH-562 23.95 23.15 330.1 1,460.6 2,458.3 2,189.2 1.12 3.10 0.56
S-LINE-547 18 383 Unknown 0.0020 S-MH-562 S-MH-563 23.15 22.45 330.1 1,460.6 2,458.3 2,020.9 1.22 3.10 0.34
S-LINE-554 18 295 Unknown 0.0020 S-MH-458 S-MH-380 25.83 25.22 295.4 1,432.1 2,338.8 2,149.6 1.09 2.95 0.12
S-LINE-5737 8 245 PVC 0.0040 S-MH-219 S-MH-4096 261.30 260.20 91.3 61.0 381.7 364.4 1.05 2.44 0.18
S-LINE-5738 8 112 PVC 0.0040 S-MH-4096 S-MH-55 260.20 259.71 91.3 61.0 381.7 359.7 1.06 2.44 0.06
S-LINE-5974 18 333 PVC 0.0010 S-MH-4289 S-MH-4290 49.16 48.84 105.9 71.9 438.9 146.5 3.00 0.55 2.57
S-LINE-616 18 197 CI 0.0020 S-MH-440 S-MH-441 19.75 19.37 330.1 1,460.6 2,458.3 2,249.2 1.09 3.10 0.08
S-LINE-618 18 213 PVC 0.0020 S-MH-351 S-MH-350 17.49 17.01 349.9 1,558.9 2,608.6 2,244.1 1.16 3.29 0.24
S-LINE-620 18 329 PVC 0.0030 S-MH-350 S-MH-346 16.91 16.07 349.9 1,558.9 2,608.6 2,388.6 1.09 3.29 0.17
S-LINE-635 21 307 PVC 0.0010 S-MH-326 S-MH-324 10.54 10.13 427.7 1,694.1 2,949.8 2,605.9 1.13 2.73 0.19
S-LINE-6493 30 24 PVC 0.0000 S-MH-4552 S-MH-4551 93.28 93.28 1,074.0 1,714.4 4,480.0 583.7 7.68 2.03 0.01
S-LINE-6494 30 95 PVC 0.0000 S-MH-4553 S-MH-4552 93.42 93.38 1,074.0 1,714.4 4,480.0 3,787.7 1.18 2.03 0.02
S-LINE-6504 15 301 PVC 0.0010 S-MH-4562 S-MH-4561 101.85 101.43 177.7 685.2 1,266.6 1,085.9 1.17 2.30 0.16
S-LINE-6505 15 301 PVC 0.0020 S-MH-4563 S-MH-4562 102.40 101.90 177.7 685.2 1,266.6 1,184.8 1.07 2.30 0.18
S-LINE-6603 18 59 PVC 0.0010 S-MH-4610 S-MH-4611 52.85 52.77 373.5 899.1 2,011.3 1,740.7 1.16 2.54 1.32
S-LINE-664 21 315 Unknown 0.0000 S-MH-328 S-MH-469 11.83 11.81 1.3 1,406.4 1,411.2 568.2 2.48 1.31 1.18
S-LINE-675 30 368 Concrete 0.0010 S-MH-651 S-MH-624 21.77 21.57 833.4 2,860.0 5,110.9 4,303.3 1.19 2.32 0.08
S-LINE-6778 12 324 PVC 0.0030 S-MH-4720 S-MH-4719 67.79 66.83 139.9 456.2 930.7 872.7 1.07 2.64 0.14
S-LINE-6779 12 337 PVC 0.0030 S-MH-4721 S-MH-4720 68.82 67.89 139.9 456.2 930.7 842.3 1.11 2.64 0.25
S-LINE-6780 12 268 PVC 0.0030 S-MH-4722 S-MH-4721 69.76 68.92 139.9 456.2 930.7 897.6 1.04 2.64 0.22
S-LINE-6783 12 121 PVC 0.0020 S-MH-4725 S-MH-4722 70.14 69.86 139.9 456.2 930.7 771.3 1.21 2.64 0.25
S-LINE-6784 12 149 PVC 0.0020 S-MH-4726 S-MH-4725 70.57 70.24 139.9 456.2 930.7 754.5 1.23 2.64 0.32
S-LINE-6785 12 129 PVC 0.0020 S-MH-4729 S-MH-4726 70.96 70.67 139.9 456.2 930.7 760.2 1.22 2.64 0.37
S-LINE-6788 12 278 PVC 0.0020 S-MH-4730 S-MH-4729 71.67 71.06 139.9 456.2 930.7 751.0 1.24 2.64 0.60
S-LINE-6793 12 136 PVC 0.0020 S-MH-4735 S-MH-4730 72.04 71.77 139.9 456.2 930.7 714.4 1.30 2.64 0.69
S-LINE-6794 12 135 PVC 0.0020 S-MH-4736 S-MH-4735 72.42 72.14 139.9 456.2 930.7 730.2 1.28 2.64 0.77
S-LINE-6797 12 221 PVC 0.0020 S-MH-4739 S-MH-4736 72.98 72.52 139.9 456.2 930.7 731.5 1.27 2.64 0.96
S-LINE-703 21 259 Concrete 0.0000 S-MH-591 S-MH-597 40.83 40.80 399.8 600.2 1,782.0 767.4 2.32 1.65 0.13
S-LINE-711 18 252 Concrete 0.0010 S-MH-670 S-MH-671 43.09 42.84 399.8 600.2 1,782.0 1,759.6 1.01 2.25 0.01
S-LINE-712 18 121 Concrete 0.0000 S-MH-669 S-MH-670 43.16 43.16 399.8 600.2 1,782.0 176.7 10.09 2.25 0.12
S-LINE-717 18 423 Concrete 0.0010 S-MH-700 S-MH-697 45.62 45.28 376.5 561.1 1,681.2 1,583.9 1.06 2.12 0.05
S-LINE-7446 15 114 PVC 0.0010 S-MH-3505 S-MH-4595 110.51 110.40 158.6 378.0 905.4 903.0 1.00 1.64 0.33
P.2 M:\MARYSVILLE\11447_Sewer_Comp_Plan\Appendices\Appx G pipe_deficiencies_buildout.xls
APPENDIX F
EFFLUENT TSS AND CBOD TRENDING CHARTS
! ! !" #!$%$%$%# $%&’$%($%#!$)$)$)# $)&’$)($)#!$*$*$*# $*&’$*($*#!$+$+$+# $+&’$+($+#!$$$# $&’$($ !" "! !
!!"#$#$#$"#$%#$&#$"#’#’#’"#’%#’&#’"#(#(#("#(%#(&#("#)#)#)"#)%#)&#)"#!#!#!"#!%#!&#!
APPENDIX G
CMOM CHECKLIST
Page i
About the CMOM Program Self Assessment Checklist
Introduction
A sanitary sewer collection system is a vital element of any community’s infrastructure
and a critical component of the wastewater treatment process. The nation’s sanitary
sewer infrastructure has been built over the last 100 years or more using a variety of
materials, design standards, installation techniques, and maintenance practices. As this
valuable infrastructure ages, the importance of preventive and predictive maintenance
increases.
What is CMOM?
CMOM stands for “capacity, management, operations, and maintenance.” It is a
flexible, dynamic framework for municipalities to identify and incorporate
widely-accepted wastewater industry practices to:
• Better manage, operate, and maintain collection systems
• Investigate capacity constrained areas of the collection system
• Respond to sanitary sewer overflow (SSO) events
The CMOM approach helps municipal wastewater utility operators provide a high level
of service to customers and reduce regulatory non-compliance. CMOM can help
utilities optimize use of human and material resources by shifting maintenance activities
from “reactive” to “predictive” - often leading to cost savings through avoided overtime,
emergency construction costs, increased insurance premiums, and the possibility of
lawsuits. CMOM information and documentation can also help improve
communications with the public, other municipal works, and regional planning
organizations, and regulators.
In CMOM planning, the utility selects performance goal targets, and designs CMOM
activities to meet the goals. The CMOM planning framework covers operation and
maintenance (O&M) planning, capacity assessment and assurance, capital
improvement planning, and financial management planning. Information collection and
management practices are used to track how well each CMOM activity is meeting the
performance goals, and whether overall system efficiency is improving. On an ongoing
basis, activities are reviewed and adjusted to better meet the change. For instance, an
initial goal may be to develop a geographic information system (GIS) of the system.
Once the GIS is complete, a new goal might be to use the GIS to track emergency calls
and use the information to improve maintenance planning.
An important component of a successful CMOM program is to periodically collect
information on current systems and activities and develop a “snapshot-in-time” analysis.
From this analysis, the utility establishes its performance goals and plans its CMOM
program activities.
Additional information describing CMOM can be found at www.epa.gov/npdes/sso or
www.epa.gov/region4/water/wpeb/pdfs/self-audit_review2-3.pdf.
About this Checklist (Continued)
Page ii
What is the purpose of the CMOM program checklist?
This document is a screening-level tool that can help utilities evaluate CMOM programs
and identify general areas of strength and weakness. Completing this CMOM
assessment will allow the utility to flag CMOM program areas that need improvement
and establish priorities for additional, more detailed assessments. In addition, the
checklist will allow the utility to compare annual performance (e.g., percent of
employees meeting training standards).
This document is not intended to be all-inclusive. It addresses the types of
practices EPA believes should be considered by most utilities when
implementing a CMOM program. However, the ways in which utilities use the
information gathered through the checklist will depend on the complexity and site-
specific issues facing individual collection systems. When reviewing the questions,
utilities should use their judgment to determine if the question is reasonable for their
collection system size and design.
How do I use this checklist?
The questions on the checklist will request answer in three different formats:
• Check yes, no, or not applicable (N/A)
• Fill in the blank, and
• Check all that apply.
At the end of each section, additional space is provided to allow for comments on or
explanations of the answers recorded (information that will be useful to the utility in
follow-on planning). Each utility should make an effort to answer all the questions that
are applicable to its system. If a particular question takes a significant amount of time to
answer, this could be an indication of an area of weakness. Utilities should plan to
invest approximately one day to complete the checklist.
This document is designed to help utilities perform an initial evaluation of CMOM
activities. It is not intended to serve as an absolute indicator of a successful
CMOM program, nor will all of the questions apply to every utility. By working
through these questions, utilities will be able to identify strengths and areas for
improvements for in their CMOM programs. If a utility has a significant number of “no”
answers or very few items selected in the checklist, this could indicate an area of
weakness. The utility manager then can make a more detailed evaluation, including
identifying specific actions needed to address areas for improvement.
Page 1
General Information
CHECKLIST COMPLETED BY:
Date
Name
Daytime telephone Number
UTILITY CONTACT INFORMATION
Utility Name: City of Marysville
LOCATION:
80 Columbia Avenue
Street Address
Street Address (continued)
Marysville Washington 98270
City State Zip
STAFF:
Name
Title
Email
Phone ( ) - Fax ( ) -
PERMITTED TREATMENT & COLLECTION FACILITIES
Permittee/Co-Permittee/Jurisdictions
City of Marysville
PERMIT COVERAGE
WWTP Effluent
Collection System
Wet-Weather Facility
NPDES or State Permit #
WA-002249-7
Collection System Description
Page 2
SYSTEM INVENTORY
# of treatment facilities
Conveyance
& Pumping
Treatment
Facilities WWTP design capacity
12.7 Gravity Sewers Force Mains Pump Stations
MGD Pipes and pumps Length/quantity
210.5 14
Miles Miles Miles
Average daily flow 4.73
MGD Age of system 0 - 25 years old
% % %
Average dry weather flow
4.16 Percent Percent Percent
MGD 26 - 50 years old
% % %
Percent Percent Percent
Access &
Maintenance Manholes 51 - 75 years old % % %
Number Percent Percent Percent
Number of air vacuum
relief valves
>76 years old % % %
Number Percent Percent Percent
Number of inverted siphons _____________________
Service Area Characteristics
Service area 6,050 Number of Service Connections
ACRES Residential Commercial Industrial TOTAL
15,103 + 860 + = 15,963
Service population 53,203 NUMBER NUMBER NUMBER NUMBER
PEOPLE
Annual precipitation 42±
INCHES
At main line connection only Beyond porperty line/clean out
From main line to property line or easement/cleanout
Other: ________________________________
Combined Sewer Systems
What percent of sewer system is served by combined sewers (i.e., sanitary
sewage and storm water in the same pipe)?
0%
PERCENT
1
Number
Collection System Description
Page 3
Gravity
Sewers
Force
Mains
PIPE DIAMETER
8 inches or less* 66% %
PERCENT PERCENT
9 - 18 inches 27% %
PERCENT PERCENT
19 - 36 inches 6% %
PERCENT PERCENT
>36 inches 2% %
PERCENT PERCENT
*Assumed <6 = FM. Also, approx. 2% unknown
PIPE MATERIALS
Prestressed concrete cylinder pipe (PCCP) % %
PERCENT PERCENT
High density polyethylene (HDPE) 0.3% %
PERCENT PERCENT
Reinforced concrete pipe (RCP) 0.2% %
PERCENT PERCENT
Polyvinyl chloride (PVC) 74% N/A
PERCENT PERCENT
Vitrified clay pipe (VCP) 0.5% N/A
PERCENT PERCENT
Ductile iron 0.8% %
PERCENT PERCENT
Non-reinforced concrete pipe 15% %
PERCENT PERCENT
Asbestos cement pipe 0.1% %
PERCENT PERCENT
Cast iron 0.04% %
PERCENT PERCENT
Brick % %
PERCENT PERCENT
Fiberglass % %
PERCENT PERCENT
Other (Explain) Unknown 8.4% %
PERCENT PERCENT
Engineering Design (ED)
Page 4
ED-01 Is there a document, which includes design criteria and standard construction details? Yes No
ED-02 Is there a document that describes the procedures that the utility follows in construction design review? Yes No
ED-03 Are WWTP and O&M staff involved in the design review process? Yes No
ED-04 Is there a procedure for testing and inspecting new or rehabilitated system elements both
during and after the construction is completed? Yes No
ED-05 Are construction sites supervised by qualified personnel (such as professional engineers or certified engineering technicians) to ascertain that the construction is taking place in accordance with the agreed upon plans and specifications?
Yes No
ED-06 Are new manholes tested for inflow and infiltration? Yes No
ED-07 Are new gravity sewers checked suing closed circuit TV inspection? Yes No
ED-08 Does the utility have documentation on private service lateral design and inspection
standards? Yes No
ED-09 Does the utility attempt to standardize equipment and sewer system components?
Yes No
Satellite Communities and Sewer Use Ordinance (SUO)
Page 5
SUO-01 Does the utility receive flow from satellite communities? IF NO, GO TO PAGE 6 Yes No
SUO-02 What is the total area from satellite communities that contribute flow to the collection system?
(Acres or square miles) _________________
SUO-03 Does the utility require satellite communities to enter into an agreement? IF NO, GO TO QUESTION SUO-06. Yes No
SUO-04 Does the agreement include the requirements listed in the sewer use ordinance (SUO)? Yes No
SUO-05 Do the agreements have a date of termination and allow for renewal under different terms? Yes No
SUO -06 Does the utility maintain the legal authority to control the maximum flow introduced into the
collection system from satellite communities? Yes No
SUO -07 Are standards, inspections, and approval for new connections clearly documented in a SUO? Yes No
SUO -08 Does the SUO require satellite communities to adopt the same industrial and commercial regulator discharge limits as the utility? Yes No
SUO -09 Does the SUO require satellite communities to adopt the same inspection and sampling schedules
as required by the pretreatment ordinance? Yes No
SUO-10 Does the SUO require that satellite communities or the utility to issue control permits for significant industrial users? Yes No
SUO-11 Does the SUO contain provisions for addressing overstrength wastewater from satellite communities? Yes No
SUO-12 Does the SUO contain procedures for the following? (Check all that apply)
Inspection standards Pretreatment requirements Building/sewer permit issues
SUO-13 Does the SUO contain general prohibitions of the following materials? (Check all that apply)
Fire and explosion hazards Corrosive materials Obstructive materials
Oils or petroleum Material which may cause interference at the wastewater treatment plant
SUO-14 Does the SUO contain procedures and enforcement actions for the following? (Check all that apply)
Fats, oils, and grease (FOG) Stormwater connections to sanitary lines (downspouts)
Infiltration/Inflow Defects in service laterals located on private property
Building structures over the sewer lines Sump pumps, air conditioner connections
Organizational Structure (OC)
Page 6
OC-01 Is an organizational chart available that shows the overall personnel structure for the utility,
including operation and maintenance staff. Yes No
OC-02 Are up-to-date job descriptions available that delineate responsibilities and authority for each position? Yes No
OC-03 Are the following items discussed in the job descriptions? (Check all that apply)
Nature of work to be performed Examples of the types of work
Minimum requirements for the position List of licenses required for the position
Necessary special qualifications or certifications Performance measures or promotion potential
OC-04 What percent of staff positions are currently vacant? %
OC-05 On average how long do positions remain vacant? (months)
OC-06 What percent of utility work is contracted out? %
Internal Communications (IC)
Page 7
IC-01 Which of the following methods are used to communicate with utility staff? (Check all that apply)
Regular meetings Bulletin boards Email Other (cell phones, radio)
IC-02 How often are staff meetings held? (e.g., Daily, Weekly, Monthly, etc.) WEEKLY
IC-03 Are incentives offered to employees for performance improvements? Yes No
IC-04 Does the utility have an “Employee of the Month/Quarter/Year” program? Yes No
IC-05 How often are performance reviews conducted? (e.g., Semi-Annually, Annually, etc.) ANNUALLY
IC-06 Does the utility regularly communicate/coordinate with other municipal departments? Yes No
Budgeting (BUD)
Page 8
BUD-01 What is the average annual fee for residential users? $________________
BUD-02 How often are user charges evaluated and adjusted? (e.g. annually, biannually, etc.) _________________
BUD-03 Are utility-generated funds used for non-utility programs? Yes No
BUD-04 Are costs for collection system operation and maintenance (O&M) separated from other utility services such as water, stormwater, and treatment plant? IF NO, GO TO QUESTION
BUD-07.
Yes No
BUD-05 What is your average annual (O&M) budget? $________________
BUD-06 What percentage of the utility’s overall budget is allocated to maintenance of the collection
system?
$________________
BUD-07 Does the utility have a Capital Improvement Program (CIP) that provides for system
repairs/replacements on a prioritized basis? Yes No
BUD-08 What is your average annual CIP budget? $________________
BUD-09 What percentage of the maintenance budget is allotted to the following maintenance>
Predictive maintenance
(tracking design, life span, and scheduled parts replacements) Preventive maintenance
(identifying and fixing system weaknesses which, if left unaddressed, could lead to
overflows) Corrective maintenance
(fixing system components that are functioning but not at 100% capacity/efficiency;
for example partially blocked lines)
Emergency maintenance (reactive maintenance, overflows, equipment breakdowns)
_______________%
_______________%
_______________%
_______________%
BUD-10 Does the utility have a budgeted program for the replacement of under-capacity pipes? Yes No
BUD-11 Does the utility have a budgeted program for the replacement of over-capacity pipes? Yes No
Training (TR)
Page 9
TR-01 Does the utility have a formal job knowledge, skills, and abilities (KSA) training program? Yes No
TR-02 Does the training program address the fundamental mission, goals, and policies of the utility? Yes No
TR-03 Does the utility have mandatory training requirements identified for key employees? Yes No
TR-04 What percentage of employees met or exceeded their annual training goals during the past year? _______________%
TR-05 Does the utility provide training in the following areas? (Check all that apply)
Safety Traffic control Public relations
Routine line maintenance Record keeping SSO/Emergency Response
Safety Electrical and instrumentation Pump Station operations and
maintenance
Other Pipe repair CCTV and trench/shoring
Bursting CIP
TR-06 Are operator and maintenance certification programs used? IF NO, GO TO QUESTION TR-08 Yes No
TR-07 Are operator and maintenance certification programs required? Yes No
TR-08 Is on-the-job training progress and performance measured? Yes No
TR-09 Which of the following methods are used to assess the effectiveness of the training?
None Periodic testing Drills Demonstrations
TR-10 What percentage of the training offered by the utility is in the form of the following?
Manufacturer training ____________% In-house classroom training _____________%
On-the-job training ____________% Industry-wide training _____________%
Safety (SAF)
Page 10
SAF-01 Does the utility have a written safety policy? Yes No
SAF-02 How often are safety procedures reviewed and revised? (e.g., Semiannually, Annually, etc.) Yes No
SAF-03 Does the utility have a safety committee? Yes No
SAF-04 Are regular safety meetings held with the utility employees? Yes No
SAF-05 Does the utility have a safety training program? Yes No
SAF-06 Are records of employee safety training kept up to date? Yes No
SAF-07 Does the utility have written procedures for the following? (check all that apply)
Lockout/tagout Biological hazards in wastewater
Material safety data sheets (MSDS) Traffic control and work site safety
Chemical handling Electrical and mechanical systems
Confined spaces permit program Pneumatic and hydraulic safety systems
Trenching and excavations safety
SAF-08 What is your agency’s lost-time injury rate? % or hours
SAF-09 Are the following equipment items available and in adequate supply? (Check all that apply)
Rubber/disposable gloves Full body harness
Confined space ventilation equipment Protective clothing
Hard hats, safety glasses, rubber boots Traffic/public access control equipment
Antibacterial soap and first aid kit 5-minute escape breathing devices
Tripods or non-entry rescue equipment Life preservers for lagoons
Fire extinguishers Safety buoy at activated sludge plants
Equipment to enter manholes Fiberglass or wooden ladders for electrical work
Portable crane/hoist Respirators and/or self contained breathing apparatus
Atmospheric testing equipment and gas detectors Methane gas or optical vector (OVA) analyzer
Oxygen Sensors Lower explosion limit (LEL) metering
H2S
SAF-10 Are safety monitors clearly identified? Yes No
Customer Service (CS)
Page 11
CS-01 Does the utility have a customer service and public relations program? IF NO GO TO QUESTION CS-03 Yes No
CS-02 Does the customer service program include giving formal presentations on the wastewater field to the following?
Schools and universities Local officials Media Building Inspector(s)
Community gatherings Businesses Citizens Public utility officials
CS-03 Are employees of the utility specifically trained in customer service? Yes No
CS-04 Are there sample correspondence Q/A’s, or “scripts” to help guide staff through written or
oral responses to customers? Yes No
CS-05 What methods are used to notify the public of major construction or maintenance work? (Check all that apply)
Door hangers Newspapers Fliers Signs Other None
Public radio or TV announcements
CS-06 Is a homeowner notified prior to construction that his/her property may be affected? Yes No
CS-07 Do you provide information to residents on cleanup and safety procedures following basement backups and overflows from manholes when they occur? Yes No
CS-08 Does the utility have a customer service evaluation program to obtain feedback from the
community? Yes No
CS-09 Do customer service records include the following information? (Check all that apply)
Personnel who received the complaint or request Name, address, and telephone number of customer
Nature of the complaint or request Location of the problem
To whom the follow-up action was assigned Date the follow up action was assigned
Date of the complaint or request Cause of the problem
Date the complaint or request was resolved Feedback to customer
Total days to end the problem
CS-10 Does the utility have a goal for how quickly customer complaints (or emergency calls) are
resolved? IF NO, GO TO THE NEXT PAGE. Yes No
CS-11 What percentage of customer complaints (or emergency calls) are resolved within the timeline goals? ___________%
Equipment and Collection System Maintenance (ESM)
Page 12
ESM-01 Is a maintenance card or record kept for each piece of mechanical equipment within the
collection system? IF NO, GO TO QUESTION ESM-03 Yes No
ESM-02 Do maintenance records include the following information? (Check all that apply)
Maintenance recommendations Maintenance schedule
Instructions on conducting the specific maintenance activity A record of maintenance on the equipment to date
Other observations on the equipment
ESM-03 Are dated tags used to show out-of-service equipment? Yes No
ESM-04 Is there an established system for prioritizing equipment maintenance needs? Yes No
ESM-05 What percent of repair funds are spent on emergency repairs? ________________%
ESM-06 Are corrective repair work orders backlogged more than six months? Yes No
ESM-07 Do collection system personnel coordinate with state, county, and local personnel on
repairs, before the street is paved? Yes No
Equipment Parts Inventory (EPI)
Page 13
EPI-01 Have critical spare parts been identified? Yes No
EPI-02 Are adequate supplies on hand to allow for two point repairs in any part of the system? Yes No
EPI-03 Is there a part standardizations policy in place? Yes No
EPI-04 Does the utility have a central location for storing spare parts? Yes No
EPI-05 Does the utility maintain a stock of spare parts on its maintenance vehicles? Yes No
EPI-06 Does the utility have a system in place to track and maintain an accurate inventory of spare
parts? Yes No
EPI-07 For those parts which are not kept in inventory, does the utility have a readily available source or supplier? Yes No
Management Information Systems (MIS)
Page 14
MIS-01 Does the utility have a management information system (MIS) in place for tracking
maintenance activities? (Either electronic or good paper files) IF NO, GO TO PAGE 15 Yes No
MIS-02 Are the MIS records maintained for a period of at least three years? Yes No
MIS-03 Is the MIS able to distinguish activities taken in response to an overflow event? Yes No
MIS-04 Are there written instructions for managing and tracking the following information?
Complaint work orders Scheduled inspections Compliance/overflow tracking
Schedule work orders Sewer System inventory Equipment tools/tracking
Customer service Safety incidents Parts inventory
Scheduled preventative maintenance Scheduled monitoring/sampling
MIS-05 Do the written instructions for tracking procedures include the following information? (Check all that apply)
Accessing data and information Updating the MIS
Instructions for using the tracking system Developing and printing reports
MIS-06 How often is the management information system updated? (Check one)
Immediately Within one week of the “incident”
Monthly As time permits
System Mapping (MAP)
Page 15
MAP-01 Are “as-built” plans (record drawings) or maps available for use by field crews in the office
and in the field? Yes No
MAP-02 Is there a procedure for field crews to record changes or inaccuracies in the maps and update the mapping system? Yes No
MAP-03 Do the maps show the date the map was drafted and the date of the last revision? Yes No
MAP-04 Do the sewer line maps include the following? (Check all that apply)
Scale Street names Pipe material
North arrow SSOs occurences/SCOs outfalls Pipe diameter
Date the map was drafted Flow monitors Installation date
Date of last revision Force mains Slope
Service area boundaries Pump stations Manhole rim
Property lines Lined sewers Manhole coordinates (GIS)
Other landmarks (roads, water Main, trunk, and interceptor sewers Manhole invert elevations bodies, etc.)
Manhole and other access points Easement lines and dimensions Distance between manholes
Location of building laterals
MAP-05 Are the following sewer attributes recorded? (Check all that apply)
Size Invert elevations Separate/combined sewers
Shape Material Installation date
MAP-06 Are the following manhole attributes recorded? (Check all that apply)
Shape Depth Age
Type (e.g., precast, cast-in-place, etc.) Material
MAP-07 Is there a systematic numbering and identification method/system established to identify sewer system manholes, sewer lines, and other items (pump stations, etc.) Yes No
Internal TV Inspection (TVI)
Page 16
TVI-01 Does the utility have a standardized pipeline condition assessment program? Yes No
TVI-02 Is internal TV inspection used to perform condition assessment? IF NO, GO TO PAGE 17 Yes No
TVI-03 Are there written operation procedures and guidelines for the internal TV inspection
program? Yes No
TVI-04 Do the internal TV record logs include the following? (Check all that apply)
Pipe size, type, length, and joint spacing Internal TV operator name
Distance recorded by internal TV Cleanliness of the line
Results of the internal TV inspection
(including structural rating)
Location and identification of line
being televised by manholes
TVI-05 Is a rating system used to determine the severity of the defects found during the inspection
process? Yes No
TVI-06 Is there documentation explaining the codes used for internal TV results reporting? Yes No
TVI-07 Approximately what percent of the total defects determined by TV inspection during the past 5 years were the following?
Failed coatings or linings % Line deflection %
House connection leaks % Joint separation %
Illegal connections % Crushed pipes %
Pipe corrosion (H2S) % Collapsed pipes %
Fats, oil, and grease % Offset joints %
Broken pipes % Root intrusions %
Debris % Minor cracks %
Other %
TVI-08 Are main line and lateral repairs checked by internal TV inspection after the repair(s) have
been made? Yes No
Sewer Cleaning (CLN)
Page 17
CLN-01 What is the system cleaning frequency? (the entire system is cleaned every “X” years) __________________
CLN-02 What is the utility’s plan for system cleaning (% or frequency in years)? __________________
CLN-03 What percent of the sewer lines are cleaned, even high/repeat cleaning trouble spots,
during the past year? ________________%
CLN-04 Is there a program to identify sewer line segments, with chronic problems, that should be
cleaned on a more frequent schedule? Yes No
CLN-05 Does the utility have a root control program? Yes No
CLN-06 Does the utility have a fats, oils, and grease (FOG) program? Yes No
CLN-07 What is the average number of stoppages experienced per mile of sewer pipe per year? ________________%
CLN-08 Has the number of stoppages increased, decreased, or stayed the same over the past 5 years?
Increased Decreased Stayed the same
CLN-09 Are stoppages plotted on maps and correlated with other data such as pipe size and material or location? Yes No
CLN-10 Do the sewer cleaning records include the following information? (Check all that apply)
Date and time Method of cleaning Identity of cleaning crew
Cause of stoppage
Location of stoppage or routine
cleaning activity
Further actions
necessary/initiated
CLN-11 If sewer cleaning is done by a contractor are videos taken of before and after cleaning? Yes No
Manhole Inspection and Assessment (MAN)
Page 18
MAN-01 Does the utility have a routine manhole inspection and assessment program? IF NO, GO
TO QUESTION MAN-06 Yes No
MAN-02 Are the results and observations from the routine manhole inspections recorded? Yes No
MAN-03 Does the utility have a goal for the number of manholes inspected annually? Yes No
MAN-04 How many manholes were inspected during the past year? _________________
MAN-05 Do the records for manhole/pipe inspection include the following? (Check all that apply)
Conditions of the frame and cover Presence of corrosion
Evidence of surcharge If repair is necessary
Offsets or misalignments Manhole identifying number/location
Atmospheric hazards measurements Wastewater flow characteristics (flowing freely or
(especially hydrogen sulfide) backed up)
Details on the root cause of cracks or breaks in Accumulations of grease, debris, or grit the manhole or pipe including blockages
Recording conditions of corbel, walls, bench, tough Presence of infiltration, location, and estimated quantity and pipe seals)
Inflow from manhole covers
MAN-06 Does the utility have a grouting program? Yes No
PUMP STATIONS (PS)
Page 19
PS-01 Are Standard Operation Procedures (SOPs) and Standard Maintenance Procedures (SMPs)
used for each pump station? Yes No
PS-02 Are there enough trained personnel to properly maintain all pump stations? Yes No
PS-03 Is there an emergency operating procedure for each pump station? Yes No
PS-04 Is there an alarm system to notify personnel of pump station failures and overflow? Yes No
PS-05 Percent of pump stations with backup power sources 35%
PS-06 Does the utility use the following methods when loss of power occurs? (Check all that apply)
On-site electrical generators Portable electric generators Alternate power source
Other Vacuum trucks to bypass pump station
PS-07 Is there a procedure for manipulating pump operations (manually or automatically) during wet
weather to increase in-line storage of wet weather flows? Yes No
PS-08 Are wet well operating levels set to limit pump start/stops? Yes No
PS-09 Are the lead, lag, and backup pumps rotated regularly? Yes No
PS-10 Are operation logs maintained for all pump stations? Yes No
PS-11 Are the original manuals that contain the manufacturers recommended maintenance schedules for all pump station equipment easily available? Yes No
PS-12 On average, how often were pump stations inspected during the past year? Yes No
PS-13 Are records maintained for each inspection? Yes No
PS-14 Average annual labor hours spent on pump station inspection __________________
PS-15 Percent of pump stations with pump capacity redundancy ________________%
PS-16 Percent of pump stations with dry weather capacity limitations ________________%
PS-17 Percent of pump stations with wet weather capacity limitations ________________%
PS-18 Percent of pump stations calibrated annually ________________%
PS-19 Percent of pump stations with permanent flow meters ________________%
Capacity Assessment (CA)
Page 20
CA-01 Does the utility have a flow-monitoring program? Yes No
CA-02 Does the utility have a comprehensive capacity assessment and planning program? Yes No
CA-03 Are flows measured prior to allowing new connections? Yes No
CA-04 Do you have a tool (hydraulic model, spreadsheet, etc.) for assessing whether adequate
capacity exists in the sewer system? IF NO, GO TO QUESTION CA-06 Yes No
CA-05 Does you capacity assessment tool produce results consistent with conditions observed in the system? Yes No
CA-06 What is the ratio of peak wet weather flow to average dry weather flow at the wastewater treatment plant? 2.5
CA-07 How many permanent flow meters are currently in the system? (Include meters at pump
stations and wastewater treatment plants)
8
CA-08 How frequently are the flow meters checked? (e.g. Daily, weekly, monthly, etc.) __________________
CA-09 Do the flow meter checks include the following? (check all that apply)
Independent water level Velocity reading Down loading data
Checking the desiccant Cleaning away debris Battery condition
CA-10 Are records maintained for each inspection? IF NO, GO TO QUESTION CA-12. Yes No
CA-11 Do the flow monitoring records include the following? (Check all that apply)
Descriptive location of flow meter Frequency of flow meter inspection
Type of flow meter Frequency of flow meter calibration
CA-12 Does the utility maintain any rain gauges or have access to local rainfall data? Yes No
CA-13 Does the utility have any wet weather capacity problems? Trunk F appears to have some problems. Yes No
CA-14 Are low points or flood-plain areas monitored during rain events? Yes No
CA-15 Does the utility have any dry weather capacity problems? Yes No
CA-16 Is flow monitoring used for billing purposes, capacity analysis, and/or inflow and infiltration
investigations? Yes No
Tracking SSOs (TRK)
Page 21
TRK-01 How many SSO events have been reported in the last 5 years? _________________
TRK-02 What percent of the SSOs were less than 1,000 gallons in the past 5 years? ________________%
TRK-03 Does the utility document and report all SSOs regardless of size? Yes No
TRK-04 Does the utility document basement backups? Yes No
TRK-05 Are there areas that experience frequent basement or street flooding? Yes No
TRK-06 Approximately what percent of SSOs discharges were from each of the following in the least 5 years?
Manholes % Main and trunk sewers % Structural bypasses %
Pump Stations % Lateral and branch sewers %
TRK-07 Approximately what percent of SSOs discharges were caused by the following in the last 5 years?
Debris buildup % Root intrusion % Excessive infiltration
and inflow %
Collapsed pipe % Capacity limitations % Fats, oil, and grease %
Vandalism %
TRK-07A What percentage of SSOs were released to:
Soil % Basements % Paved areas %
Surface water (rivers/lakes/streams) % Coastal, ocean, beaches %
TRK-07B For surface water releases, what percent are to areas that could affect:
Contract recreation (beaches, swimming areas) % Drinking water sources %
Shellfish growing areas %
TRK-08 How many chronic SSO locations are in the collection system? __________________
TRK-09 Are pipes with chronic SSOs being monitored for sufficient capacity and/or structural condition? Yes No
TRK-10 Prior to collapse, are structurally deteriorating pipelines being monitored for renewal or
replacement? Yes No
Overflow Emergency Response Plan (OERP)
Page 22
OERP-01 Does the utility have a documented OERP available for utility staff to use? IF NO, GO TO
QUESTION OERP-04 Yes No
OERP-02 How often is the OERP reviewed and updated? (Annually, Biannually, etc.) _________________
OERP-03 Are specific responsibilities detailed in the OERP for personnel who respond to emergencies? Yes No
OERP-04 Are staffing continuously trained and drilled to respond to emergency situations? Yes No
OERP-05 Do work crews have immediate access to tools and equipment during emergencies? Yes No
OERP-06 Does the utility have standard procedures for notifying state agencies, local health
departments, the NPDES authority, the public, and drinking water authorities of significant
overflow events?
Yes No
OERP-07 Does the procedure include a current list of the names, titles, phone numbers, and responsibilities of all personnel involved? Yes No
OERP-08 Does the utility have a public notification plan? Yes No
OERP-09 Does the utility have procedures to limit public access to an contact with areas affected with
SSOs? (Procedure can be delegated to another authority) Yes No
OERP-10 Does the utility use containment techniques to protect the storm drainage systems? Yes No
OERP-11 Do the overflow records include the following information? (Check all that apply)
Date and time Location Any remediation efforts
Cause(s) How it was stopped Estimated flow/volume discharged
Names of affected receiving water(s) Duration of overflow
OERP-12 Does the utility have signage to keep public from effected area? Yes No
Smoke and Dye Testing (SDT)
Page 23
SDT-01 Does the utility have a smoke-testing program to identify sources of inflow and infiltration? Yes No
SDT-01A Does the utility have a smoke testing program to identify sources of inflow and infiltration in
legal connectors? Yes No
SDT-01B Does the utility have a smoke-testing program to identify sources of inflow and infiltration in house laterals (private service laterals)? Yes No
SDT-02 Are there written procedures for the frequency and schedule of smoke testing? Yes No
SDT-03 Is there a documented procedure for isolating line segments? Yes No
SDT-04 Is there a documented procedure for notifying local residents that smoke testing will be
conducted in their area? Yes No
SDT-05 What is the guideline for the maximum amount of the line to be tested at one time? (Feet or Miles) ___________________
SDT-06 Are there guidelines for the weather conditions under which smoke testing should be conducted? Yes No
SDT-07 Does the utility have a goal fro the percent of the system smoke tested each year? Yes No
SDT-08 What percent of the system has been smoke tested over the past year? __________________%
SDT-09 Do the written records contain location, address, and description of the smoking element
that produced a positive result? Yes No
SDT-10 Does the utility have a dye-testing program? Yes No
SDT-11 Are there written procedures for dye testing? Yes No
SDT-12 Does the utility have a goal for the percent of the system dye tested each year? Yes No
SDT-13 What percent of the main collection system has been dye tested over the past year? __________________%
SDT-14 Does the utility share smoke and dye testing equipment with another utility? Yes No
Hydrogen Sulfide Monitoring and Control (HSMC)
Page 24
HSMC-01 How would you rate the systems vulnerability for hydrogen sulfide corrosion? (Check only one)
Not a problem Only in a few isolated areas A major problem
HSMC-02 Does the utility have a corrosion control program? Yes No
HSMC-03 Does the utility take hydrogen sulfide corrosion into consideration when designing new or replacement sewers? Yes No
HSMC-04 Does the utility have written procedures for the application of chemical dosages? Yes No
HSMC-05 Are the chemical dosages, dates, and locations documented? Yes No
HSMC-06 Does the utility document where odor is a continual problem in the system? Yes No
HSMC-07 Does the utility have program in place for renewing or replacing severely corroded sewer
lines to prevent collapse? Yes No
HSMC-08 Are the following methods used for hydrogen sulfide control? (Check all that apply)
Aeration Chlorine Potassium permanganate
Iron salts Sodium hydroxide Biofiltration
Enzymes Hydrogen peroxide Other
Activated charcoal canisters
HSMC-09 Does the system contain air relief valves at the high points of the force main system? Yes No
HSMC-10 How often are the valves maintained and inspected? (Weekly, Monthly, etc.) ___________________
HSMC-11 Does the utility enforce pretreatment requirements? Yes No
Infrastructure Security
Page 25
Although outside the scope of a CMOM program, municipal wastewater utilities should also consider security vulnerabilities. To
reduce the threat of both intentional and natural disasters, the utility should take steps to implement appropriate countermeasures
and develop or update emergency response plans.
APPENDIX H
COST ESTIMATES
11/17/2011 WHISKEY RIDGE SEWER EXTENSION PROJECT
#S0903
Section Item Description Quantity Units Unit Prices Total Price
1-04.4 1 Minor Change 1 LS $20,000.00 $20,000.00
1-05.5 2 Surveying and As-builts 1 LS $15,000.00 $15,000.00
1-07.15(1)3 SPCC Plan 1 LS $2,500.00 $2,500.00
1-09.7 4 Mobilization 1 LS $68,800.00 $68,800.00
1-10.5 5 Project Temporary Traffic Control 1 LS $15,000.00 $15,000.00
2-01.5 6 Clearing and Grubbing 1 LS $10,000.00 $10,000.00
2-03.5 7 Imported Trench Backfill (Densmore only, top 4' only)2500 TON $15.00 $37,500.00
2-09.5 8 Shoring 1 LS $20,000.00 $20,000.00
4-04.5 9 Crushed Surfacing Base Course (Soper, 87th backfill)1500 TON $30.00 $45,000.00
4-04.5 10 Crushed Surfacing Top Course 100 TON $50.00 $5,000.00
4-06.5 11 Asphalt Treated Base (8" Soper, 8" 87th, 4" Densmore)400 TON $80.00 $32,000.00
5-04.5 12 Planing Bituminous Pavement 3350 SY $4.00 $13,400.00
5-04.5 13 500 TON $95.00 $47,500.00
7-05.5 14 Manhole 54 In. Diam. Type 1 13 EA $5,500.00 $71,500.00
7-05.5 15 Manhole 54 In. Diam. Type 3 1 EA $5,000.00 $5,000.00
7-05.5 16 Manhole Additional Height 56 VF $350.00 $19,600.00
7-05.5 17 Connection to Existing 1 EA $2,000.00 $2,000.00
7-08.5 18 Dewatering 1 FA $50,000.00 $50,000.00
7-08.5 19 Removal and Replacement of Unsuitable Material 250 CY $50.00 $12,500.00
7-17.5 20 Drainage Cutoff Collar 12 EA $2,000.00 $24,000.00
7-17.5 21 PVC Sanitary Sewer Pipe 12" Diam.4300 LF $75.00 $322,500.00
8-01.5 22 Temporary Erosion and Water Pollution Control 1 LS $25,000.00 $25,000.00
8-02.5 23 Property Restoration 1 LS $35,000.00 $35,000.00
8-02.5 24 Wetland Mitigation 1 LS $25,000.00 $25,000.00
8-22.5 25 Restore Pavement Markings 1 LS $5,000.00 $5,000.00
Subtotal Amount $928,800.00
Design and Construction Management $185,760.00
States Sales Tax at 8.6% $79,876.80
Construction Total:$1,194,436.80
HMA Cl. 1/2", PG 64-22 (full overlay Soper Hill Rd and
83rd, partial overlay 87th, half road overlay Densmore)
Item Quantity Unit Cost Total
1 Mobilization/Demobilization 1 LS 30,000$ 30,000$
2 Surveying, Staking and As-Built Dwgs 1 LS 5,000$ 5,000$
3 Environmental Controls 1 LS 3,000$ 3,000$
4 Trench Excavation Safety Systems 1 LS 5,000$ 5,000$
5 Dewatering 1 LS 6,000$ 6,000$
6 Temporary Bypass Pumping 1 LS 7,000$ 7,000$
7 Traffic Control 1 LS 6,000$ 6,000$
8 Locate Existing Utilities 1 LS 3,000$ 3,000$
9 Removal of Structures and Obstructions 1 LS 16,000$ 16,000$
10 18" PVC (Including bedding, backfill)510 LF 120$ 61,200$
in improved RoW 510
in unimp easmnt 0
11 48" Precast Manhole (Basic to 8')2 EA 3,500$ 7,000$
48" Precast Manhole (Height Over 8')14 VF 200$ 2,800$
12 Connection to Existing Manhole 2 EA 2,500$ 5,000$
13 Special Excavation of Unsuitable Material 10 CY 35$ 350$
14 Foundation Gravel 70 TN 20$ 1,400$
15 Gravel Base (Trench Backfill)1,900 TN 20$ 38,000$
16 Asphalt Treated Base (Trench Patch 170 TN 100$ 17,000$
17 Planing Bituminous Pavement 1,000 SY 4$ 4,000$
18 Hot Mix Asphalt 130 TN 100$ 13,000$
19 Sawcutting 1,040 LF 3$ 3,120$
Subtotal 233,870$
Contingency (20%)46,774$
Subtotal 280,644$
Sales Tax (8.6%)24,135$
Total 304,779$
Total Construction Cost (Rounded)310,000$
Design, CM, Permitting (30%)100,000$
Total Project Cost (Rounded)410,000$
71st Street NE Sewer Upsizing - 64th Ave NE to 66th Ave. NE
Project SS-D (Basin D6-1)
City of Marysville
2011 Sanitary Sewer Comprehensive Plan
Preliminary Cost Estimate
City of Marysville
2011 Sanitary Sewer Comprehensive Plan
Preliminary Cost Estimate
Item Quantity Unit Cost Total
1 Mobilization/Demobilization 1 LS 85,000$ 85,000$
2 Surveying, Staking and As-Built Dwgs 1 LS 16,000$ 16,000$
3 Environmental Controls 1 LS 10,000$ 10,000$
4 Trench Excavation Safety Systems 1 LS 16,000$ 16,000$
5 Dewatering 1 LS 20,000$ 20,000$
6 Temporary Bypass Pumping 1 LS 40,000$ 40,000$
7 Traffic Control 1 LS 12,000$ 12,000$
8 Locate Existing Utilities 1 LS 10,000$ 10,000$
9 Removal of Structures and Obstructions 1 LS 62,000$ 62,000$
10 24" PVC (Including bedding, backfill)1,995 LF 165$ 329,175$
in improved ROW 1,195
in unimproved easement 0
11 72" Precast Manhole (Basic to 8')7 EA 8,000$ 56,000$
12 Special Excavation of Unsuitable Material 600 CY 35$ 21,000$
13 Foundation Gravel 560 TN 20$ 11,200$
14 Gravel Base (Trench Backfill)1,600 TN 20$ 32,000$
15 Asphalt Treated Base-Trench Patch 260 TN 100$ 26,000$
16 Planing Bituminous Pavement 1,000 SY 4$ 4,000$
17 Hot Mix Asphalt 230 TN 100$ 23,000$
18 Sawcutting 4,010 LF 3$ 12,030$
Subtotal 785,405$
Contingency (20%)157,081$
Subtotal 942,486$
Sales Tax (8.6%)81,054$
Total 1,023,540$
Total Construction Cost (Rounded)1,030,000$
Design, CM, Permitting (30%)310,000$
Total Project Cost (Rounded)1,340,000$
Trunk G Rehabilitation - Cedar to Columbia Avenue
Project SS-e (Basin CW1)
WHISKEY RIDGE AREA SEWER SYSTEM
#S0903
Lift Station and Forcemain
Section Item Description Quantity Units Unit Prices Total Price
1 Mobilization (8% max)1 LS $49,240.00 $49,240.00
2 Mechanical (Pumps, Piping, Wet Well, Dry Well, Etc)1 LS $250,000.00 $250,000.00
3 Electrical and Instrumentation 1 LS $75,000.00 $75,000.00
4 Structure 1 LS $75,000.00 $75,000.00
5 EG 1 LS $50,000.00 $50,000.00
6 Site Improvements 1 LS $35,000.00 $35,000.00
7 Miscellaneous 1 LS $15,000.00 $15,000.00
8 8" Sanitary Sewer Force Main 1650 LF $70.00 $115,500.00
Construction Subtotal $664,740.00
States Sales Tax at 8.6% $57,167.64
Site Acquisition $100,000.00
Permitting $10,000.00
Survey/Engineering (15%) $99,711.00
Contingency (10%)$66,474.00
Total:$998,092.64
City of Marysville
Sewer System CIP
West Trunk Pump Station
Preliminary Cost Estimate
Item Description Quantity Unit Unit Cost Amount
1 Mobilization & Demobilization 1 LS $11,000 $11,000
2 Trench Safety System 1 LS $2,500 $2,500
3 Pump Replacement 3 EA $35,000 $105,000
4 Electrical and Instrumentation 1 LS $30,000 $30,000
Subtotal $148,500
Contingency (20%)$29,700
Subtotal $178,200
Sales Tax (8.6%)$15,325
Total Construction Cost $193,525
Engineering & Administration (15%)$29,029
Total $222,554
Total Project Cost $225,000
City of Marysville
Sewer System CIP
Cedarcrest Vista Pump Station Emergency Generator Installation
Preliminary Cost Estimate
Item Description Quantity Unit Unit Cost Amount
1 Mobilization & Demobilization 1 LS $9,000 $9,000
2 Generator 1 EA $100,000 $100,000
3 Electrical 1 LS $10,000 $10,000
4 Site Improvements 1 LS $2,500 $2,500
Subtotal $121,500
Contingency (20%)$24,300
Subtotal $145,800
Sales Tax (8.6%)$12,539
Total Construction Cost $158,339
Engineering & Administration (10%)$15,834
Total $174,173
Total Project Cost $175,000
City of Marysville
Sewer System CIP
Carroll's Creek Pump Station Emergency Generator Installation
Preliminary Cost Estimate
Item Description Quantity Unit Unit Cost Amount
1 Mobilization & Demobilization 1 LS $9,000 $9,000
2 Generator 1 EA $100,000 $100,000
3 Electrical 1 LS $10,000 $10,000
4 Site Improvements 1 LS $2,500 $2,500
Subtotal $121,500
Contingency (20%)$24,300
Subtotal $145,800
Sales Tax (8.6%)$12,539
Total Construction Cost $158,339
Engineering & Administration (10%)$15,834
Total $174,173
Total Project Cost $175,000
City of Marysville
Sewer System CIP
Biosolids Removal
Preliminary Cost Estimate
Item Description Quantity Unit Unit Cost Amount
1 Permitting and Sampling 1 LS $15,000 $15,000
2 Mobilization and Demobilization 1 LS $50,000 $50,000
3 Dredging and Dewatering 5600 TN $376 $2,105,600
4 Hauling and Land Application 5600 TN $45 $252,000
Subtotal $2,422,600
Contigency (20%)$484,520
Subtotal $2,907,120
Sales Tax (8.5%)$247,105
Total Construction Cost $3,154,225
Engineering & Administration (8%)$252,338
Total $3,406,563
Total Project Cost $3,400,000
City of Marysville
Sewer System CIP
Screen Replacement for Mechanical Screens
Preliminary Cost Estimate
Item Description Quantity Unit Unit Cost Amount
1 Mobilization & Demobilization 1 LS $25,000 $25,000
2 1/2-Inch Bar Screen(1)2 EA $150,000 $300,000
Subtotal $325,000
Contigency (20%)$65,000
Subtotal $390,000
Sales Tax (8.6%)$33,540
Total Construction Cost $423,540
Engineering & Administration (15%)$63,531
Total $487,071
Total Project Cost $500,000
APPENDIX I
SEPA CHECKLIST
!"#$
%&’(&’&)*%&’(’+*)+"",-
!"
##"$%&""&$’(
)*+
!"##"
"$"%"&%’#$""!"%"’""
$%!$%("$%"%!")$!
$"%"%""&)$#$$*+" !$+
$$$,-.%*" !"%"#/
0 *12 -
,)*+
"’""’"!$"&"&"%&!!""*
% !""$"&%&!!$%!*""%’*
$&"%!’*$#+"""!"!$&&"* !""%!
*&""0 "*!$3 "+%!$’*"*
% !"$"!"*4$’*5 4$"5 "*"
!""*$!""$"6 " !""* !""
!"""’&!##!""!"7 #""
$"#$$’$"#+%!$%%("!
8 8 9:9 .;::
-./+
/0)*)*)##
*#***# ##*#1
)** 2 )1 #3 )#
##*1 ##*1 *#
4 **-5 +
"’"%0 ""!# !""&"*$4$"5
+6 88++<6 =/(6 /1 ><6<6 <?+<6 8
>0 "%"’"*$"4 0 54 5 $4
"5"!$&$"4 "54 "5 $4%%$##5 "
0)#
!&#’"%$"3 9 "%%"-#*"-"%
%%*#@
A "*#%0 *"!&""$"
$$
#$*#"7
$!$#;B 3 ."7
!&!$#"
C !!#$#*&
!&%!"%%*#*@
$8 D "
>""!$
"!"&%$$%;B &.#
"!""**$##")"#%!%!""!"’"
*$"""")$""$"%)$"7 %3 "#$"$&!$#"
$$!$#’#$$""$0 ""$%#""$#""$
$0 !""
#
6 "$#$#*%!0 *&""
"$"
6
*&$%#%"!"$**"*"""
$$"$!$$%
6
"%!$&%%’""!&%*
"$’’"&%("
"$.,"$*#!"E C:::
"$:.:"$*#!"EC::::
"$.::"$*#!"E :::::
"$#::"$*#!"E C::::
F+$!":"E C:::
F+$!":"E-C:::
F+$!"#:"E C::::
&*
("0 "#3 %* !.%)
"""$"%!8 8 .%
&*$
.%!"&$!$"!&%’"
3 7
0 ""$"%#3 "%,3 %%#
’"0 $.0 " !$
’"$0 &"!&$+%%"""!$&
"$$&.3 "!& !"#3 $
*’"$%!8 8 ** !"
$%"$$&3 *&""!$%#3
"!"
5
’" !"""%!"%!"0
$%$%%"%$G !!"!$$$%"
$"&!""%%"G !&"’$3 !"*"$
$$%"&$$#%&"#%$""
#"8 %6 #%86 8 %
#%8 &#$"!&#%1 #3 *%!
$$"%$$"%!"!"&%$*1 #3
#""%$!$!$#
$""%"$$"&$&1 #3 $"
$!"!%("$,:-:.""%!$&EC::
$"%&"!&$*
<2 <(/8 2G /+6
2 HD <=68
6 %"$0 %&@ *8
6 %@ *8
$$""$!&%$"@
*8 )1
+9**:
;()1
8 $;!%(
’(’&;!%
8 ’"$@9)!’!(""
C # !"#’"@ *8 )1
9 "$#"$!!$#"#%&@ 5 #*#*)
’&!("%#!(&!("#
- 8 !"%%!!$$"3 "%!$$*"
"I+%"3 - /)* 6))
)##)#*
##*#
; /"%!’*&!"&$*&$$
$""#5 )##1 3 1 )15
*
, 8 !’**"$#%#"%""$
%%#$&!"I+%"3 /##
5 ))< /)1
###)1 #*
: /"#""*&$$%!"%’*-
0)# /7 *#)1 0)#
#**5 1 *5
D &%$"%!"!$#"$!""$"7 %0
$"" !"""’""’!$"&""%!
"G !$$""*""#/$#"$%"%
!$$$"%%0 $"/*8
#)#1 #**##
#)!(" ,##*
,5 )#3 )#1 #
)#
/%"D "!%%%%"!$"$"%
!"$0 !$#"$$""%$"*"$#%’*+%
"*!$!#%$#&!$"%""$#
$""$#%"&&!"!$"!&
" !$&#! !$$!"$$""!&$*
""’"/5 )#<
2 6A+<6(6 //(6
D $"%"@ >#"""
!!"/*3 *
*)1 )#*
& """""3 "I /
1 #<1 )"!=
#"%""%!$"%3 "$#
!’I +%!’*""%%#!!"""%
$%$/5 **<
-)/)#>
-#)*)#
#1 # >-#)##
/)*)#1
>*)##
$ "!%$""%!"&""$
I +%"$"&/*<
*)1 #)
8 "&!"$3 !"%%##$#
"$+$"!%%-*#)
?##*0)1 ####)5
%!$"!""!%#"!!"I +%"#
$"&)1 ####)5
#&!*%"*&$*!""!%"%
0 "!%3 "&!$#"I 5
#))* /1 ####)
5
"$"!"$!""%@
/1 ####)5
+
"%"""*!$"!%"$!"
!&$"$!"*$"’$!#"!$*
0 "$I +%#$"&$#3 !"%
’*)#)##3 )*)
0)#)) /1
####)5
&%%.""!"%"""$%%!"I
+%"#$"&-
"$"!"$!""""%@
4 #))#))#)0)
0)##
!%@
+""!%*&$$%"!$#
.!$$"""""*’"$"*$"I +%"$"&
$$"+%"*"%*"
1 1 #4 )3 *))##
1 #)*< 1
)##5 </ /
@)##1 *;0)
3 !A *< /#
1 "0)1 )"A *< >
#1 )
0 !*’$0 *::%
$"&$*"I+%""$"&$&"
/#*5 !((<*#1 #
1 ###)5
"!%%$$$#*!$&$$
%"!%**$"$$%"*!$&
%%$+$"!%%-*5 1
#*# /1 ####)5
" !"!%**$*"$""I D #
$"!"$3 !"%’*
-
C 8 ""*::.%$I +%""
:"((&*#1 ##**
5
9 8 ""$"#%*"""!%*"I+%"
$"&%*"$$!%$"#-#*
)*))*
#**)#1 <-7
&D !$@
#!$*&*$***&$"#$#!$*"I D
#$"!"$3 !"%’*?)#
#)1 1 ####)5
8 "&*"*&$"#$#!$%"’""!"
%%3 @8 ""*#)$!"#%*#")#!!)
8 "&#"7 %""!&%"!"""!&%!""
&"$%&!&%"!""""3 $"
-1
!%%!$#"*@
8 "&"!%!%%!$#"*$$%$
$""%!$ !"%’**"*%*I "
*%**"I+%"$"&
/####*)**1
##5 *1
!$*""#!$"!%*"I+%"#$"&
.* 5 *
0))
$ "$"!$!"!%#!$$!%%*"%@
8 ))#1 7 *#*
8 ###1 ##
"
’"%#%!$"@
J3J $$!!"@ $"
J3J #@%$
J3J "!&"
J3J #""
J3J "!
JJ #
J3J *""@ &!!&!!""’!’&&#
J3J *"@*#""%
JJ "%#
& ’$$!%#*&$$I
#*1 ####)5
/"$$#$""’*&"
- /1 ####)5
$"$$"#!"%""!""
#"%@
&1 0)###
C "
&$"$"*&&"$"
’*&"@/1 ####)5
&$"@ *’#"#&$"
"@$&’&""#
%"@&"""!#"%"
&/"$$#$""’*&"
- /1 ####)5
+""%#!I +%"3
- /1 ####)5
$"$"!"*$%%@
/1 ####)5
9 #$6 !"!"
’$"%#!#"*$""*&!"$
$0 K"#$"I 8 "&**&!"$%#
!%!#6)1 0)#)0) 0)
**))#0)
&!$!0 %%!"%"#&$0 "I +%"
#$"&-
’$"%#"%!"!$$"%""I /"
"$"!"$!#"%
/3 *1 1 #B
)0)
-1
7 $"!$#3 "!3 ""’%%
$3 ""7 $!"*"!$!""!%""I +%"
$"&7))*5 **
#)*)#*1 )
8 "&"#""#& !$
#)1 #)
)
"$"!"$!7 $"%
#)1 #)
)
;6 "
"%"3 "*%%!0 %3 @ %%
!I 1 ***#**
5
"$"%"*!$&$&""$*0
".#.&""%3 @ %%"!I +$
*!""*!$%")0)&
** C )*))#1 #8 # :
1 #**))
"$"!"$!""%@ )
0)0)#*# /***
##))# /)#1 ###
5
;/$$="
"!!"%"$$0 "I :#)
3)*###)
#&*&
&1 ""&!"$%#!!I +%"$"&/1 ####)
5
8 "&"!!""##)#
)1 ))3 ))<
$ "!!"&$"$I +%"*I - /1 ###
#)5
"!7 #""%%"I D *
1 #1 <7 #3)*&
*)&*3 #)#))
#)1 )
%"!"$"#%"I /
*<
<8
#+%&*"!""#$"#%"I
1 #*<4?# /
)#6 8 *##)
1 ##
1 "%"&""%$"4 ""5 I +%"
"%-1 /1 ####)5
3 **!$"$*’$0 I
-1 /1 ####)5
0 3 **!$$0 $"I
-1 /1 ####)5
’"$"!"$$!$""%@
-1 /1 ####)5
"$"!""!""&*3 "#$0 $
$!""$"%@ 5 )*)
<#)#B
,1 !"#
3 *!"#!"*!$&$$%I +$
*#$$*.!"#-1 /1 ###
#)5
& 3 *!"%*!$&$I+$*#
$$*.!"#-1 /1 ####)
5
"$"!"$!!"#"%@-1
/1 ####)5
:""
""#%"$"!!"!$#")*
"3 &!$#""$I 6 #)#
)#)1)##
1)# )*)#1 ####)5
&*"$*!$&$&"!$I -
1 /1 ####)5
"$"!"$!""%@/1 ###
#)5 5 1 )15 1 <
7
/#$D
%##*"$!I %$*!$
!I-*5 #
&!$##%%"$0 &"%7 $%*
*"I-1 /1 ####)5
3 "#%%.""!"%##%%!"I-
1 /1 ####)5
$"$"!"$!#$#"%@ -
1 /1 ####)5
$"#$$%!"$I -
1 /1 ####)5
& !$"$0 $"3 "#!""I +%"$"&
-
"$"!"$!"!$#
!"&$$&0 %@ ,
1 #))#
)
1 "$!!"
"&0 ""$"$%"
"#""’*&3 "I+%"#$"&-
1 /1 ####)5
&D $"&$’"$%"#"%
!!’*&3 "-1 /1
####)5
"$"!"$!"%@ -1 /1
####)5
"
+$%!&""$#*""#"$$"&"$""
3 "#"""*""%5 #
)&*&#)1 /1
####)5
& +""!"$&!&"I +%*"3
$""""I /#1 )
/ 3 1 ####)5
1 *’#""*!$$0 I 1 **!$
0 I -1 /1 ####)5
$" !*$""""3 "#
$"""!$#$*"I+%"#$"&$*
!&3 0)
###
0 !"!$%*
"I+%"#$"&-1
%1 *!"$*!$&#$&$0 I+%
’*$*’!"*!$!-1
#"$"!"$!""%@-
1 /1 ####)5
C !&"
!$0 "!"$$%!&""%3 @%
""I +%"#$"&
/1 *)#0)##*)1
/###**))##
*<#
&"$"!"$!$"!&""%@-
9 ="
!"!&"@ !#"*
%!""""*"""*1
&8 "&!""$%0 !$#
"$#"!""$
*#&$$-1 /1 ####)
5
+D6 =
#!@JJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJ
8 !&$@JJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJ
EXHIBITS
!!!
!!
!!
!!
!
!
!!
!!
!!!!!!
!!!
!
!!
!!!!!
!!!!!!
!!
!!!
!
!!!
!!!
!
!!!
!!!!!!
!
!
!
!!!
!!!
!
!!!!!!!!!!!!!
!
!!!
!!
!!
!!!
!!
!
!
!!!
!
!!!!!!!
!!!!!!
!
!!!
!
!!
!
!!!
!
!
!
!
!!
!!!
!!!!!
!
!
!!!
!!!
!!!!!!
!!
!!
!
!!
!!
!
!!
!!
!!!!
!
!
!
!
!!!
!
!
!
!!
!
!!!!!!!!
!
!!
!
!
!!
!!!!
!
!!!!!
!!!
!!
!!
!!
!
!!
!
!
!
!
!
!
!!!!
!
!!
!
!
!
!
!!
!!
!
!
!
!!
!!
!
!!
!
!
!
!!!!!
!
!
!
!!
!
!
!
!
!
!
!!!
!
!
!
!
!
!!!!
!!!!
!
!!
!!
!
!!
!!
!!!
!!
!!
!
!
!
!
!
!
!
!!
!!
!!
!
!!
!!
!
!
!
!!
!
!
!!
!!!!
!
!
!
!!!
!!!!
!
!
!
!
!!
!!
!
!
!!
!
!!
!
!
!
!
!
!!
!
!!
!
!!!!!
!
!
!
!!!
!
!
!
!
!!!!
!
!!
!!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!!!!!
!
!
!
!!!
!
!
!
!!!
!
!
!!
!
!
!
!!
!!
!!
!
!!
!
!
!!
!!!
!!
!
!!!
!!!!!!!!
!
!
!
!
!!!
!
!!!
!!
!
!!!!!!!!!!
!!!
!
!
!!
!!
!
!
!!!!
!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!!!!!
!!!
!!
!!
!
!!!
!!!
!
!!!!
!
!!!!!!!!!!
!
!
!
!
!
!!
!
!
!!
!!
!!
!
!
!
!
!!
!!!!
!!
!
!
!!!!!!
!
!
!
!!!!!!
!!!
!
!
!!
!
!!!!!!!
!
!!
!!
!!
!!
!
!
!
!!
!!
!
!
!
!!
!
!
!
!
!
!!
!!
!
!!
!
!
!
!
!
!
!
!
!
!!!
!!
!
!
!
!
!!
!
!!
!
!!!!
!!!!
!!!
!!
!
!!
!!!!!
!
!!
!
!
!!!
!
!
!!
!!
!
!
!!
!
!!
!
!!
!
!!!
!
!!!!!!
!!
!!
!
!!
!!!!
!!!
!!!!
!!!!!
!!!
!!!
!!
!!
!
!!
!!!!!!!!!
!!!
!
!!!!!!!!!!!!!!
!
!!
!
!
!!!
!!
!!!
!!
!!
!
!
!!!
!!!
!!
!
!!!!!!!
!
!!!
!
!
!
!
!!
!
!
!!
!
!!
!!
!
!
!!
!
!
!
!
!!
!
!
!
!
!!!
!!
!!!
!!!!
!
!!!!
!!!!!
!!
!!
!!!!!
!
!
!!!
!
!
!
!
!
!
!!
!!!!!!!
!!
!!!!
!!!!!!
!!
!!!!!
!
!
!!
!!!!
!!!!
!!!!!
!
!
!!
!!
!
!
!!!
!
!!
!!
!!
!!!!
!
!!
!
!
!!
!
!
!
!!!
!
!!
!!
!!
!!!!!!!!!!!!
!!!
!!!!
!
!
!
!!
!
!
!!
!!!
!
!
!
!!!!
!!!!
!
!!
!!!!!!
!!
!
!!
!
!
!!!
!
!
!
!!!
!!!!
!!!
!!!!
!
!!
!!
!!!
!!!
!
!
!
!!!
!
!
!
!
!!!! !!
!!!!!
!!
!
!
!
!!!!!!!!!!!!!!!!!!
!
!
!
!
!
!
!!!
!!!!
!
!!!!!!!
!!
!!!!
!
!
!
!!
!
!
!
!!
!!
!
!!!
!!!
!!!
!!
!
!
!
!!!
!
!
!!
!!
!
!!!
!
!!!
!
!
!!
!
!!
!!
!
!!!!!
!!!!!!!!
!!!!
!
!
!!!
!
!!
!
!!
!!
!!!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!!
!!!
!
!
!
!
!!
!
!
!
!!
!
!
!
!
!
!
!
!
!!!
!
!
!
!
!
!!
!!!
!!
!!!
!
!
!
!!
!
!!!!
!!
!!
!
!!
!!!
!
!
!!!
!
!
!
!
!
!
!
!!
!
!!!
!
!!
!
!!
!
!
!!!!
!!!
!!!
!
!
!
!
!
!
!!!
!!
!
!
!
!!!!!
!
!
!
!
!
!!!
!!!
!
!!
!!
!
!!
!
!
!!
!
!!!!
!!!
!
!
!!!
!
!
!!!
!!!
!
!
!
!
!
!
!!!!!!!
!
!
!
!
!
!
!
!!!
!
!
!!!!!!!
!
!
!
!
!!!
!
!
!
!
!!!
!
!
!!
!!!
!
!
!!
!!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!!!!!!
!!!!!!
!!!!
!!!!
!
!
!
!!!!
!!
!
!!
!!
!
!!!!
!!!!
!
!!!
!
!
!!!
!!!!!!!!!
!
!!!!
!
!
!
!
!!!
!
!!
!!!
!
!!
!
!!!!!
!!
!
!!
!
!
!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!!!
!
!
!
!!!
!!!!!
!
!!
!!!!!!
!!
!!
!
!
!
!
!
!
!
!
!
!!!
!!
!
!!!
!!
!!!!!!!!!!
!!
!
!
!!!
!!
!
!!!
!
!
!!!!!
!
!
!
!!
!!
!
!!
!
!
!
!
!
!!
!
!!
!!!
!!!!!
!
!
!!
!!!!
!!!!
!
!
!
!!
!
!!
!!
!!
!
!!
!
!!!!!
!!
!!!!
!
!
!
!
!!!!
!
!
!
!!
!
!
!
!
!
!!!!!
!
!
!
!!
!!
!
!
!
!!
!
!!
!
!
!
!
!
!!
!
!
!!
!!!!
!!!!
!!
!
!!
!!!!!!!!!!!!!!
!
!! ! !!!
!
!!!!
!
!!!!!!!
!
!!
!
!
!!
!
!!
!!
!
!!!
!!
!!!!!
!!!
!!!!!
!!!!!
!
!!!!!!!!
!!!
!
!!!
!!
!!!
!!!
!!
!
!
!
!
!!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!!!
!!
!
!
!!!
!!!!!!
!
!!
!
!
!!!
!!!
!!!!!
!
!!
!
!!!!
!!!!
!
!!!!!
!
!
!
!
!
!!
!
!
!!
!
!!!
!!
!
!
!!!!!
!!!!
!!!!
!!!
!!!!!!
!!
!!
!!
!!!
!
!!!
!!!
!!!!!!
!
!
!
!
!
!!
!!!!!
!!!!
!
!!
!!
!!!
!!
!!
!!
!
!
!!
!!!!
!!!
!
!
!!!
!!
!!!!!!
!
!
!!!!!!!!!!
!
!!
!!
!!
!
!!!
!!
!
!!
!
!!!
!
!
!
!!!!!
!!
!!!
!!
!!
!!!!
!
!!!!!!
!
!
!
!
!
!
!
!
!
!!!!
!
!
!
!
!!!!!!
!
!
!
!!!!
!
!
!!!!
!!
!
!!
!
!
!!!!
!
!!!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!!
!!
!!
!!!
!!
!
!!
!
!!
!!
!!
!!!!
!
!
!!
!
!
!!!
!
!
!
!
!
!
!!!
!!
!
!
!!!
!
!!
!!
!!
!!!!!
!!
!
!
!!
!!!!!
!
!
!
!
!
!!!!!!
!
!
!
!!!!!
!!
!!
!
!!!
!
!
!
!
!!!!!
!!
!!
!!
!
!!
!!
!
!!
!
!!!!
!!
!
!
!
!!!
!!!
!
!
!
!
!
!
!
!
!
!
!!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!!!
!
!
!
!!
!!
!
!!!!!
!
!
!
!
!
!
!
!!
!!!
!!!
!!!!!!!
!
!!!
!!!!!!
!
!
!
!!!!
!
!!
!!!!!!!
!!
!
!!
!
!
!
!
!
!!
!!!!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!!!!!
!
!!!
!!
!
!!!!!
!
!!!
!!!!
!!!!
!
!!
!
!
!!
!!!
!
!!!
!!!
!!
!!!!
!!!!!
!
!!
!!!
!!
!!!!!!!
!
!!!!!
!
!
!
!
!!!
!!
!!!
!
!
!
!
!
!
!
!
!
!!
!!
!
!
!
!
!
!!!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!!!
!
!
!
!
!!!!
!
!
!!
!
!!
!!
!
!!!!!
!!!!!!!
!
!!!!!
!
!
!!!
!!
!
!
!
!
!
!
!
!!
!!
!
!!
!!
!!
!
!
!!!
!
!
!!!
!!
!
!
!!
!
!
!!!!
!!!
!
!!!
!
!!
!!!!
!
!
!
!!
!
!!
!!!!!!!!!
!!!!
!!!!!
!!
!
!
!!!!
!!!!
!!
!
!!!
!!
!
!!!!
!
!!!!!!
!!
!
!!!
!
!
!!
!
!
!
!
!
!
!
!
!
!!
!!!
!!!!!!
!
!
!
!!!
!
!
!
!
!!
!!!
!
!
!!
!!!!!!!
!
!
!
!
!
!
!
!!
!!
!
!!!!!
!!!!!!
!!!
!!
!!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!!!!!!!
!
!
!!
!!
!
!
!!!!
!
!
!
!
!
!
!
!
!
!!
!!
!!!!
!!!!!
!
!!!
!!
!
!
!
!!
!
!
!
!!
!!
!
!!
!
!!
!!!!!!!!
!!!!!!!
!!!
!
!!!!!!!
!
!
!
!
!!!
!
!!
!
!!
!!
!
!!
!
!!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!!!!
!!
!
!!
!
!
!
!
!
!!
!
!!
!
!!
!
!!
!!!
!
!
!
!
!!!
!
!
!
!
!!!!
!!
!
!
!
!
!!!!
!!
!!!!!!!!
!!!
!!
!!!
!!!
!
!!
!
!
!
!
!
!
!!
!!!
!
!!
!
!!
!
!!!!!
!!!!!!!
!
!
!
!
!
!!!!
!!
!
!!
!
!!!!
!
!!!
!!
!!!
!
!
!
!!! !!
!!
!!!!!!!!!!
!
!!!!!!
!!!!!!
!
!
!!
!
!!!!!!!
!!
!
!!!!!!
!!
!!
!!!
!!!
!
!
!
!
!
!!!!
!!
!!!!!!
!
!!!!!!
!
!
!!!!
!!!!!
!!!!!
!
!
!
!!!
!!!!
!!!!!!!!!!
!
!!!!!!!!!
!
!!!!
!!!!!
!!
!
!!!!
!!
!!!!
!!
!
!!!!
!
!
!!!
!
!
!
!!!!
!
!
!!
!
!!
!!
!
!!!!!!
!!!
!!
!!
!
!!
!
!!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!!
!
!
!!!
!!
!!!!!!!
!
!
!!
!
!
!!!
!!!
!
!
!
!
!
!!
!
!
!!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!!!
!
!
!
!!!
!!!
!
!
!!
!!
!
!
!
!!
!
!
!!
!
!!!!
!
!!!
!!
!
!!!
!!
!
!
!
!
!!
!
!!!
!
!
!!!!
!
!!!!
!
!
!
!!
!
!
!
!
!
!
!
!!
!
!
!
!!!!
!
!
!!!!
!
!
!
!
!
!!
!!
!
!
!!
!
!
!
!!!!!
!!
!
!!!!
!!
!
!
!
!
!!
!
!
!
!
!!!
!
!!!
!
!
!!
!
!
!
!
!!!
!
!
!
!
!!
!
!
!
!
!
!!
!!!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!!!
!!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!!
!
!
!!
!!!!!
!
!
!
!!!
!
!
!!!
!
!
!!!
!
!
!
!
!
!
!
!
!
!
!!
!!!!!!!
!!!
!!
!!!!!
!!!
!!
!!
!!!!
!
!
!!
!
!
!
!
!
!!
!
!
!!
!
!!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!!
!!!!
!!!!
!
!
!!
!
!
!!!!!!!!
!!
!
!!
!!
!!!!
!!!!
!!
!
!!
!!!
!!!
!
!
!!!!
!!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!!
!!!
!
!!!!
!
!
!
!!!!!
!
!
!
!!!
!
!
!!
!!!!
!
!
!
!!
!!!
!
!!
!
!
!
!
!
!!
!
!
!!!!
!
!!
!!!
!
!
!!
!!
!
!
!
!!!!
!!!!!
!!
!
!
!
!
!
!!
!
!
!!!!
!!!
!!
!
!
!
!!!
!!
!
!!
!!!!!
!
!!!!!!
!
!
!!!
!!!!!
!!
!!!!
!
!!!
!
!
!
!
!
!
!
!
!
!
!
!!!!
!!!
!
!!
!!
!
!
!
!
!
!
!
!!!!!!
!!!
!
!
!!
!
!!
!
!!
!
!
!
!
!
!
!!
!!
!!!!!!
!
!
!!!!!!
!!!
!
!!!!
!!!
!
!!!!
!
!
!
!!!!!
!!
!!!!
!
!!!!
!!
!
!
!
!
!!!!!!
!
!!!!
!
!!
!!
!
!!
!
!
!
!!!
!
!
!
!
!
!!
!!
!!
!!
!!!!!
!
!!
!
!
!!!
!
!!
!!!
!!
!!
!
!
!!!!!
!
!!
!!
!
!!
!
! !!!
!!!
!!!
!!!!!!!!!
!!
!!!
!!
!
!!!
!
!
!!!!
!
!
!
!
!
!
!!
!!!
!!
!!!
!!
!!
!
!
!!!!!
!!!!
!!!!!!
!!!!!
!
!
!
!
!
!!!!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!!
!
!!!!!
!!
!
!
!
!!!
!
!!
!
!!
!!!!!
!!!
!
!!!
!!
!
!
!!!!!!
!
!!!!!
!
!!
!!!
!!!
!
!
!!!!!!
!!!
!!!!!!!
!
!
!!
!
!
!
!
!
!
!!!!
!!!!
!!
!!
!!!!
!
!
!
!!
!
!!!!
!
!!!
!!!!!
!!!!
!
!!
!
!
!
!!
!!!!
!
!!!
!!
!
!!
!
!
!
!!
!
!!
!!!!!!
!
!!!
!!!!
!
!!!!!!
!
!
!!
!!!!
!
!!!
!
!
!
!
!
!
!
!
!
!!
!!
!
!
!
!
!
!!
!
!
!
!
!
!
!!!
!!
!
!
!!
!
!
!
!
!!
!
!
!!
!!!!!
!
!!!
!!
!
!!!
!!!
!!
!
!!!!
!!
!!
!
!
!!
!!
!
!
!
!
!!
!
!
!!!!!!!!!!
!!
!
!!
!!
!
!
!!
!
!!!!
!!!!!!
!!
!!!
!!!!
!
!
!
!!!!!
!!!
!!
!!
!!!
!!
!!!!
!
!!!!
!!!!
!
!!
!
!
!!!
!!!!!!!!
!!!!!!!!!!!!
!
!!!!
!!
!!!
!
!!!!!!
!!
!!
!
!
!
!
!!!!!!!
!
!
!
!
!
!
!
!
!
!!
!!!!
!!
!!
!
!
!!!!!
!
!
!
!
!!
!
!
!!!!!!!!!!!!
!!
!!
!!
!!!
!!
!!!!!!!!!!!!!
!!!
!
!!
!!!!
!!!!
!!!!
!
!!!!
!
!!
!!
!
!
!!!!!
!
!
!
!!!!!
!
!!
!
!
!!!!!
!
!
!
!
!!
!
!
!!
!!!!!!!!!!!!!!
!!!!!!
!
!!
!
!!!
!
!!!!
!!!
!
!
!
!
!!!!
!
!
!
!
!!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!!
!
!!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!!!
!
!
!
!
!!!!!!
!
!
!
!
!
!
!
!
!
!
!
!!!
!
!
!!
!
!!!
!!
!!!!
!
!!
!
!
!
!
!!
!!!!
!
!
!!!!!!!
!!!!!!
!!
!
!!!
!!
!!!
!!!
!!
!
!!
!!!
!!
!!!!!!!!!
!!
!
!!
!!!!!!
!!!
!
!!
!!
!!!!!!!!!!!!!!!
!
!
!
!
!!!!
!!!
!
!
!
!!
!
!
!!!!!
!
!
!
!!!!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!!!!
!
!
!!!
!!
!!
!
!!!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!!!!
!
!
!
!
!!
!
!
!
!
!
!
!!
!
!
!!
!
!
!
!
!!
!
!!
!
!
!!!!!!!!!!
!!!
!
!
!
!
!
!
!
!
!
!!!
!!!!!!!
!
!
!
!
!
!!
!
!
!
!!!!!
!!!!!
!
!
!
!
!
!!!
!
!
!!!!
!
!!!!
!
!!
!
!!!!!!
!!
!
!!!!
!!!!!!!
!
!
!
!
!!!
!
!
!
!
!
!
!
!!!!!
!!
!!!!
!!
!
!
!!
!
!
!
!
!
!!
!
!!
!
!
!!!!!!!!!!!!!!!!!!!
!
!
!
!
!!!
!!!
!!!!!
!!!
!!!!!!!!
!
!
!
!!!!!!
!!!
!
!!!!!!
!
!!!!!!!!!
!!
!
!
!!
!!!
!!!!
!!!!
!!!!!
!!!!
!
!
!
!
!
!
!!
!
!
!
!
!
!!
!
!
!
!
!!!
!!!!!!
!
!
!
!!!
!
!!!
!
!!
!
!
!
!
!
!
!!
!!!!!!
!
!
!!!!!!!
!
!!
!
!!
!!!!!!!!
!
!
!!!!
!!!!!!!!!!
!!!
!!!
!
!!!
!!
!!
!
!
!!!!!
!
!
!
!!
!
!!!!!
!!!!!!!!!!!!!!!!!!!
!!
!
!!!!!
!
!
!
!
!!!
!
!!!!!
!
!!!!!!!!!
!
!
!
!
!!!!!!
!
!
!
!!
!
!
!
!
!
!
!
!
!!!!
!
!
!!
!!
!
!!
!!
!
!!!
!!
!!
!
!!
!
!
!!!!!!!!
!
!
!
!
!
!
!!!
!
!
!!!!!!
!!!
!!!!!!!!!!!
!
!!
!
!
!
!
!!
!
!!!!!!!!
!
!
!
!
!
!
!
!!
!!!!!
!!!!
!
!
!
!!!
!
!!!!!
!
!!
!
!
!
!
!
!!!
!
!
!
!!
!
!
!
!
!!!
!
!!!!
!
!!
!!!!
!!!!
!!
!
!!!!!!
!
!!!!!!!
!!!
!
!
!!!!!!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!!
!!
!
!
!
!
!!!
!!!!!
!
!
!
!!!
!
!
!
!
!
!
!!
!!!!!!!!!!
!
!!
!
!
!
!
!!
!
!
!!
!
!
!
!!
!
!
!
!
!
!!
!!!!!!!
!!!
!
!
!
!
!!!!!!!!
!
!
!
!
!!
!!
!
!
!
!
!!!!!!!!!
!
!!!
!!
!!!!!!!!!!!!!
!
!
!
!
!
!
!
!
!!!!!!
!
!!!!!
!!!!
!
!
!
!!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!!!!!!!
!
!
!
!
!
!
!
!!!!!
!
!!
!
!
!
!
!!
!
!
!!!!!!!
!
!
!
!
!!!!!
!
!
!
!
!
!!!!
!
!!!!!!!!
!!!!
!!
!
!
!!!!
!
!!!
!
!
!
!
!
!
!
!!
!!
!
!
!
!
!
!!!
!!!!!!
!!!!!!
!
!
!!
!!
!
!
!!
!!!!!
!!!
!
!!
!!!!!!
!!
!
!!!!!!!!!!
!!!!!!
!!
!
!!
!!!!
!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!!!
!!
!
!
!
!
!
!
!
!!!!
!!!!
!!!
!!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!!
!
!
!!
!
!
!
!
!
!!!!
!
!
!!!!!!!!!!!!!!!!!!
!!
!!
!
!
!
!
!
!
!!
!
!
!!!!!!!!
!
!
!!
!!!!!
!!!
!
!
CE5-7
(536 acres)
CW15
(367 acres)
CW1
(346 acres)
F22-1
(330 acres)
D3-5
(322 acres)
CW11-1
(308 acres)
D6-2
(289 acres)
F13-1(270 acres)
D3-12
(262 acres)
A25-1
(258 acres)
D10-2
(247 acres)
D10-6
(241 acres)
A24-5
(234 acres)
G7
(215 acres)
D10-3
(191 acres)
D6-5
(178 acres)
D10-4
(172 acres)
A19(166 acres)
D3-11
(161 acres)
A6
(160 acres)
D10-1
(156 acres)
A21
(151 acres)
G3
(149 acres)
A26
(141 acres)
F21
(137 acres)
F20
(135 acres)
F12
(128 acres)
B1
(128 acres)
F22
(125 acres)
A20
(124 acres)
A23
(121 acres)
G1
(121 acres)
A10
(119 acres)
F14
(120 acres)
A16
(118 acres)
F13-2(117 acres)
D3-8
(114 acres)
A24-4
(113 acres)
CE5-2
(112 acres)
F4
(97 acres)
D3-1
(97 acres)
CW11
(109 acres)
A15
(108 acres)
A13
(107 acres)
F15
(95 acres)
D1
(95 acres)
A25
(106 acres)
A22
(105 acres)
A24-2
(104 acres)
D3-13
(92 acres)
A24-3
(103 acres)
D3-10
(102 acres)
CW3
(102 acres)
CW14
(89 acres)
D12
(89 acres)
A24-1(87 acres)
F13
(86 acres)
F10
(85 acres)
A24
(85 acres)
A18
(84 acres)
CE5-3
(84 acres)
D3-4
(84 acres)
A28
(83 acres)
CW12(82 acres)
A27
(80 acres)
CW10
(80 acres)
D3-9(80 acres)
D5-2
(78 acres)G8
(78 acres)
A16-1
(78 acres)
A7
(77 acres)
CW7
(76 acres)
D6
(76 acres)
CW2
(75 acres)
D3-6
(74 acres)
A17
(74 acres)
F5
(70 acres)
CW8
(70 acres)
A12-2
(70 acres)
CE5
(70 acres)
CE7
(69 acres)
CE6
(68 acres)
D3-3
(68 acres)
D9
(67 acres)
D6-4
(66 acres)
D10-5
(65 acres)
B2
(63 acres)
A12
(62 acres)
CW4
(62 acres)
D3
(60 acres)
D5
(59 acr
e
s)F16(59 acres)CE5-1
(59 acres)
CE2
(58 acres)
A18-1
(57 acres)F17(56 acres)D3-7
(55 acres)
D3-2
(55 acres)
A12-3
(55 acres)
F7
(53 acres)
F19
(53 acres)CW13(52 acres)A5
(50 acres)
CE5-4
(48 acres)
B3
(48 acres)
D9-1
(47 acres)
A18-3
(46 acres)
D5-1
(43 acres)
F2
(40 acres)
D10
(40 acres)
F18
(40 acres)
F3
(39 acres)
F11
(38 acres)
F9
(38 acres)
A2
(37 acres)
A11
(36 acres)
CW9
(36 acres)
A9
(36 acres)
D11
(34 acres)
CW5
(34 acres)
D7-2
(33 acres)
F8
(30 acres)
A4
(30 acres)
B4
(29 acres)
A1
(27 acres)
D7
(24 acres)
CE1
(23 acres)
G2
(80 acres)
G4
(78 acres)A8(53 acres)CW6
(53 acres)
G5
(46 acres)
CE3
(44 acres)
G6
(41 acres)A12-4(40 acres)B5
(40 acres)D4(39 acres)D6-3
(38 acres)CE9(35 acres)A14
(34 acres)
D2
(32 acres)
A12-1
(31 acres)D8(28 acres)CE8
(27 acres)
D6-1
(27 acres)CE4(26 acres)A18-2(25 acres)CE5-6
(24 acres)
CE5-5
(24 acres)
D7-1
(22 acres)
F1
(17 acres)
F6(13 acres)
A24 (FUTURE)
(2554 acres)
A18 (FUTURE)
(262 acres)
A18-3 (FUTURE)
(164 acres)
A16 (FUTURE)
(1635 acres)
CE5-3 (FUTURE)
(391 acres)
F13 (FUTURE)
(2288 acres)
F22 (FUTURE)
(2546 acres)67TH51STI-583RDSR 964TH
108TH
STATE3RDGROVE
87TH100TH
152ND
BURL
INGTON
NORTHERN
84TH
60TH200TH
44TH19THSR531
4TH
71ST188TH
11TH23RD2NDCEDAR77THBEACHSUNNYSIDE136TH
132ND
7TH 55TH148TH
WADE
79TH25THMC RAE
156TH
MARINE 76THRAILROAD112TH
93RDTWIN LAKESQUINN40TH56TH58TH86TH43RD140THSMOKEY POINT59TH46THUNIONF
O
R
T
Y
F
I
V
E
74TH 36TH21ST62NDDENSMORE11TH AVE NEF
O
R
T
Y
F
I
V
E
R
O
A
D
123RD15TH
47TH138TH
142ND
81ST1ST
168TH
50TH9TH95TH
143RD
41ST20TH94TH
DELTAPACIFICSHOULTESA119TH
61ST17TH69TH57TH49TH
35TH
96TH HI
LLTOP
144TH
98TH
72ND
104TH
113TH5TH
31ST8TH92ND
128TH
158TH
53RD26TH166TH
6TH
73RD10TH182ND
176TH
75TH66TH121ST
88TH
109TH
97TH
116TH
157TH
155TH
45TH103RD54TH164TH
1
6
2
ND
MAPLE
LAKEW
O
O
D
COLUMBIA48THOLD T
UL
A
LI
P18TH 135TH
165TH
151ST
169TH27TH
63RD174TH
SR 529129TH
MC PHERSON
89TH39TH180TH37TH134TH
33
R
D
C
106TH ALDER68TH
179TH
194TH
105TH
65TH80TH
30
T
H
124TH
120TH
107TH
172ND ST NW
85TH38TH192ND
141ST
131ST
70TH2
2
ND
198TH
90TH
189TH
127TH
78TH29TH52ND122ND118TH133RD
91ST
178TH
101ST
150TH
139TH
SUN
N
Y
S
I
D
E
S
C
H
O
O
L
125TH
184TH
JOHNSON
T
R
A
C
T
S
L
A
K
EWO
O
D
RO
A
D
102ND
177TH
161ST
B
LIBERTY
175TH
SOPER HILL
99THMERIDIAN42NDQUIL SCENIC111TH
115TH
82ND
SHO
RT
170TH
13
0TH146TH173RD
145TH
HIGHLAND126TH
PARKSIDE
147TH
KIMBERLY
D
117TH
HILAND VIEW
ARMAR
SUNNY RIDGEGLENWOOD A160TH
STURG
E
O
N
JUDSONSPRING LANE28TH54THDELTA40TH103RD
135TH
66TH
84TH54TH
75TH52ND
49TH52ND
70TH78TH
59TH
130TH
65TH 42ND140TH
1ST
95TH
69TH
40TH
70TH BURLINGTON NORTHERN60TH 74TH99TH43RDSMOKEY POINT
37TH68TH100TH 48TH135TH
69TH89TH
74TH72ND65TH63RD5TH
58TH48TH38TH47TH
71ST53RD45TH53RD41ST66TH 81ST135
T
H
96TH
81ST 59TH69TH54
T
H
ALDER176TH
39TH49TH78TH67TH
126TH
95TH
81ST
82ND
17
T
H
74TH40TH
59TH188TH
79
TH47TH54TH
33RD56TH67TH29TH38TH76TH
83RD
140TH
38TH67TH
148TH
52ND129TH
141ST
113TH
76TH41ST
9TH20TH 77TH55TH54TH65TH
17
5
T
H
130TH
61ST40TH129TH
33RD72ND83RD
98TH
51ST38TH57TH92ND
66TH59TH72ND57TH55TH72ND108TH57TH54TH
75TH44TH2ND 78TH54TH54TH55TH44TH66TH70TH56TH57TH
91ST
74TH7
6
TH72ND73RD
136TH
122ND42ND
68TH
57TH53RD
69TH11TH
56TH
55TH
126TH
79TH83RD73RD25TH
125TH60TH 69TH6TH 81ST59TH64TH8TH
128TH
103RD
63RD67TH79TH62
N
D 66TH27TH102ND
67TH
71STSPRING
LANE
66TH
66T
H
66TH71ST
76THI-573RD39TH
55TH
180TH
133R
D
67T
H50TH43RD
61ST 67TH80TH
60TH
SR 979TH51ST38TH
79TH71ST50TH42ND6TH
77
T
H
83RD 44TH71ST83RD156TH
162ND
1
7
7
T
H
47TH55TH65TH50THALDER66TH73RD76TH
72ND140TH
45TH104TH
70TH123RD
74TH55TH43RD27TH75TH42ND28TH178TH45TH
63RD69TH
134TH45TH
57TH65TH46TH46TH
133RD
31ST54TH55TH55TH
108TH
88TH44TH146TH
77
T
H45TH
64TH103RD
107TH 72ND105TH
134TH
58TH
92ND
158T
H
81S
T23RD 58TH47TH62ND103RD
88TH 73RD52ND47TH40TH11TH58TH 75
TH
73RD
99TH31ST98TH
49TH46TH66TH 73RD
125TH
BURLINGTON NORTHERN5TH
70TH72ND
68TH120TH
19TH19TH23RD90TH
69TH
55TH36TH97TH
84TH
168TH
62ND49TH56TH146TH
128TH
89TH
63RD69TH169TH
68TH61
S
T
74TH
156TH 39TH55TH
54TH
72ND47TH
69TH55TH49TH
144TH
31ST55TH49TH 53RD49TH179T
H
71ST84TH
7
3
R
D
67TH
107TH
75TH45TH
54TH57TH
104TH
61
S
T
JOHNSON T
R
A
C
T
S
75TH55TH176TH67TH
49TH
126TH
70TH25TH95TH
145TH
143RD
74TH
60TH
10TH
73RD
162ND
92ND37TH11TH 59TH74TH44TH69TH2ND26TH75TH57TH
129TH29TH
76TH
58TH119TH
59TH53RD
SR531
21ST177TH
73RD3
0
TH48TH36TH
75TH 59TH75TH54
TH
49TH46TH51ST 58TH45TH93RD
88TH87TH5TH64TH83RD3RD
65TH19TH142ND
128TH
52ND HILLTOP38TH44TH46TH76TH47TH140TH
47TH38TH
105TH
121ST2ND
98TH
99TH
116TH
1
4
5
TH
57TH75TH
52ND132ND
70TH
156TH 36TH121ST
44TH60TH81ST61ST
COLUMBIA62ND
64TH60TH
56TH
72ND 49TH134TH
93RD
58TH73RD36TH48TH77TH
LEGEND
!MODELED MANHOLES
MODELED SEWER LINES
!EXISTING MANHOLE
EXISTING SEWER LINES
SEWERED AREA
MODELED SUB-AREAS
FUTURE LANDUSE
COMMERCIAL
FREEWAY SERVICE
HIGH DENS RESIDENT
INDUSTRIAL
LOCAL COMMER FARMLAN
LOW DENSITY RESID4-6
MEDIUM DENSITY RES
MIXED USE
MULTIPLE RESIDENTIAL
N/A
OPEN SPACE
OTHER
PUBLIC/INSTITUTIONAL
RIVERWAY COMER FARML
RU RES 10 RSRCE TRAN
RURAL RESID RR/5 AC
RURAL RESID RR/5BA
RURAL RESIDENT 10ACR
SINGLE RESIDENTIAL
TULALIP
URBAN COMMERCIAL-UC
SEWERED AREA OUTSIDE UGA
SEWER SERVICE AREA PER MARYSVILLE / ARLINGTON AGREEMENT
UGA
ULTIMATE PLANNING BOUNDARY
CITY OF MARYSVILLE
SEWER COMPREHENSIVE PLAN
EXHIBIT I: EXISTING SEWER SYSTEM
AND LAND USE / SUB-AREAS
M:\MARYSVILLE\11447\Figures\Ex I LANDUSE24X36.MXDµ
0 1,800 3,600900Feet
SCALE 1" = 1800'
!!
!
!!
!!
!!
!
!
!!
!!
!!!!!!
!!!
!
!!
!!!
!!
!!!!!!
!!
!!!
!
!!
!
!!!
!
!!!
!!!!!!
!
!
!
!!!
!!!
!
!!!!
!!!!!!!!!
!
!!!
!!
!!
!!!
!!
!
!
!!!
!
!!!!
!
!!
!!!!
!!
!
!!!
!
!!
!
!!!
!
!
!
!
!!
!!!
!!!!!
!
!
!!!
!!!
!!!!!!
!!
!!
!
!!
!!
!
!!
!!
!!!
!
!
!
!
!
!!!
!
!
!
!!
!
!!!!!!!!
!
!!
!
!
!!
!!!!
!
!!!!!
!!
!
!!
!!
!!
!
!!
!
!
!
!
!
!
!!!!
!
!!
!
!
!
!
!!
!!
!
!
!
!!
!!
!
!!
!
!
!
!!!!!
!
!
!
!!
!
!
!
!
!
!
!!!
!
!
!
!
!
!!!!
!!!!
!
!!
!!
!
!!
!!
!!!
!!
!
!
!
!
!
!
!
!
!
!!
!!
!
!
!
!!
!!
!
!
!
!!
!
!
!!
!!!!
!
!
!
!!!
!!!!
!
!
!
!
!!
!!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!!
!
!!!!!
!
!
!
!!
!
!
!
!
!
!!!!
!
!!!!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!!!!!
!
!
!
!!!
!
!
!
!!!
!
!
!
!
!
!
!
!!
!!
!!
!
!!
!
!
!!
!!!
!!
!
!
!!
!!!!!!!!
!
!
!
!
!!!
!
!!!
!!
!
!!!!!!!!
!!
!!!
!
!
!!
!!
!
!
!!!!
!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!!!!!
!!!
!!
!!
!
!!!
!
!!
!
!!!!
!
!!!!!!!!!!
!
!
!
!
!
!!
!
!
!!
!!
!!
!
!
!
!
!!
!!!!
!!
!
!
!!!!!
!
!
!
!
!!!!!!
!!!
!
!
!!
!
!!!!!!!
!
!!
!!
!!
!!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!!
!!
!
!!
!
!
!
!
!
!
!
!
!
!!!
!!
!
!
!
!
!!
!
!!
!
!!!!
!!!!
!
!!
!!
!
!
!
!!!!!
!
!!
!
!
!!!
!
!
!!
!!
!
!
!!
!
!!
!
!!
!
!!!
!
!!!!!
!
!
!
!!
!
!!
!!!!
!!!
!!!!
!!!!!
!!!
!!!
!!
!!
!
!!
!!!!!!!!!
!!!
!
!!!!!!!!!!!!!!
!
!!
!
!
!!!
!!
!!!
!!
!!
!
!
!!!
!!!
!!
!
!!!!!!!
!
!!!
!
!
!
!
!!
!
!
!!
!
!!
!!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!!!
!!
!!!
!!!!
!
!!!!
!
!
!!!
!!
!!
!!!!!
!
!
!!!
!
!
!
!
!
!
!
!
!!!
!!!!
!!
!!!!
!!!!!!
!!
!!!!!
!
!
!!
!!!
!
!
!!!
!!!!!
!
!
!!
!!
!
!
!!!
!
!!
!!
!!
!!!!
!
!!
!
!
!!
!
!
!
!!!
!
!!
!!
!!
!!!!!!!!!!!!
!!!
!!!!
!
!
!
!!
!
!
!!
!!
!
!
!
!
!!!!
!!!!
!
!!
!!!!!!
!!
!
!
!
!
!
!!!
!
!
!
!!!
!!!!
!!!
!!!!
!
!!
!!
!!!
!!!
!
!
!
!!!
!
!
!
!
!!!!!!
!!!!
!
!
!
!
!
!
!
!!!!!!!!!!!!!!!!!
!
!
!
!
!
!
!!!
!!!!
!
!!
!!!!!
!!
!!
!!!
!
!
!!
!
!
!
!!
!!
!
!!!
!!!
!!!
!!
!
!
!
!!!
!
!
!!
!!
!
!!
!
!
!!!
!
!
!!
!
!!
!!
!
!!!!!
!!!!!!!!
!!
!!
!
!
!!!
!
!!
!
!!
!
!
!!!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!!
!!!
!
!
!
!
!!
!
!
!
!!
!
!
!
!
!
!
!
!
!!!
!
!
!
!
!
!!
!!!
!!
!!!
!
!
!
!!
!
!!!!
!!
!!
!
!!
!!!
!
!
!!!
!
!
!
!
!
!
!
!!
!
!!!
!
!!
!
!!
!
!
!!!!
!!!
!!!
!
!
!
!
!
!
!!!
!!
!
!
!
!!!!!
!
!
!
!
!
!!!
!!!
!
!!
!!
!
!!
!
!
!!
!
!!!!
!
!!
!
!
!!!
!
!
!!!
!!!
!
!
!
!
!
!
!!!!!!!
!
!
!
!
!
!
!
!!!
!
!
!!!!!!!
!
!
!
!
!!
!
!
!
!
!
!!!
!
!
!!
!!!
!
!
!!
!!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!!!!!!
!!!!!!
!!!!
!!!!
!
!
!
!!!!
!!
!
!!
!!
!
!!!!
!!!!
!
!!!
!
!
!!!
!!!!!!!!!
!
!!!!
!
!
!
!
!
!!
!
!!
!!!
!
!!
!
!!!!!
!!
!
!!
!
!
!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!!!
!
!
!
!
!!
!!!!!
!
!!
!!!!!!
!!
!!
!
!
!
!
!
!
!
!
!
!!!
!!
!
!!!
!!
!!!!!!!!!!
!!
!
!
!!!
!!
!
!!!
!
!
!!!
!
!
!
!
!
!!
!!
!
!!
!
!
!
!
!
!
!
!
!!
!!!
!!!!!
!
!
!!
!!!
!
!!!!
!
!
!
!!
!
!!
!!
!!
!
!!
!
!
!!!!
!!
!!!!
!
!
!
!
!!!!
!
!
!
!!
!
!
!
!
!
!!!!!
!
!
!
!!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!!
!
!
!!
!!!!
!
!!!
!!
!
!!
!!!!!!!!!!!!!!
!
!! ! !!!
!
!!!!
!
!!!!!!
!
!
!!
!
!
!!
!
!!
!
!
!
!!!
!!
!!!
!!
!!!
!
!!!!
!!!
!!
!
!!!!!!!!
!!!
!
!!!
!!
!!!
!!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!!!
!
!
!
!
!!!
!!!!!!
!
!!
!
!
!!
!
!!!
!!!!!
!
!!
!
!!
!!
!!!!
!
!!!!!
!
!
!
!
!
!!
!
!
!!
!
!!!
!!
!
!
!!!!!
!!!!
!!!!
!!!
!!!!!!
!!
!!
!!
!!!
!
!!!
!!!
!!!!!!
!
!
!
!
!
!!
!!!!!!!!!
!
!!
!!
!!!
!!
!
!
!!
!
!
!
!
!!!!
!!!
!
!
!!!
!!
!!!!!!
!
!
!!!!!!!!!!
!
!!
!!
!!
!
!!!
!!
!
!
!
!
!!!
!
!
!
!!!!!
!!
!!!
!!
!!
!!!!
!
!!!
!!!
!
!
!
!
!
!
!
!
!
!
!!!
!
!
!
!
!!!!
!!
!
!
!
!!!!
!
!
!!
!!
!!
!
!!
!
!
!!!!
!
!!!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!!
!!
!!
!
!!
!!
!
!!
!
!!
!!
!!
!!!!
!
!
!
!
!
!
!!!
!
!
!
!
!
!
!!!
!
!
!
!
!!!
!
!!
!!
!!
!!!!!
!!
!
!
!!
!!!!!
!
!
!
!
!
!!!!!!
!
!
!
!!!!!
!!
!!
!
!
!!
!
!!
!
!!!!
!
!!
!!
!!
!
!!
!!
!
!!
!
!
!!!
!!
!
!
!
!!!
!!!
!
!
!
!
!
!
!
!
!
!
!!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!!
!
!
!
!!
!!
!
!!!!!
!
!
!
!
!
!
!
!!
!!!
!!!
!!!
!!!!
!
!!!
!!!!!!
!
!
!
!!!!
!
!!
!!!!!!!
!!
!
!!
!
!
!
!
!
!!
!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!!!!!
!
!!!
!!
!
!!!!!
!
!!!
!!!!
!!!!
!
!!
!
!
!!
!!!
!
!!!
!!!
!!
!!!!
!!!!!
!
!!
!!!
!!
!!!!!!!
!
!!!!!
!
!
!
!
!
!!
!!
!!!
!
!
!
!
!
!
!
!
!
!!
!!
!
!
!
!
!
!!!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!!!
!
!
!
!
!!!!
!
!
!!
!
!!
!!
!
!!!
!!
!!!!!!!
!
!!!!!
!
!
!!!
!!
!
!
!
!
!
!
!
!!
!!
!
!!
!!
!!
!
!
!!!
!
!
!!
!
!!
!
!
!!
!
!
!!!!
!!!
!
!!!
!
!!
!!!!
!
!
!
!!
!
!!
!!!!!!!!!
!!!!
!!!!!
!
!
!
!
!!!
!
!!!!
!!
!
!!!
!!
!
!!!!
!
!!
!!!!
!!
!
!!!
!
!
!!
!
!
!
!
!
!!
!
!
!!
!!!
!!!!!!
!
!
!
!!!
!
!
!
!
!!
!!!
!
!
!!
!!!!!!!
!
!
!
!
!
!
!
!!
!!
!
!!!!!
!!!!!!
!!!
!!
!!
!
!
!
!
!!!
!
!!
!
!
!
!
!
!!!!!!!
!
!
!!
!!
!
!
!!!!
!
!
!
!
!
!
!
!
!
!!
!!
!!
!!
!
!!!!
!
!!!
!!
!
!
!
!!
!
!
!
!!
!!
!
!!
!
!!
!!!!!!!!
!!!!!!!
!!!
!
!!!!!!!
!
!
!
!
!!!
!
!
!
!
!!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!!!!
!!
!
!!
!
!
!
!
!
!!
!
!!
!
!!
!
!!
!!!
!
!
!
!
!!!
!
!
!
!
!!!!
!!
!
!
!
!
!!!!
!!
!!!!!!!!
!
!!
!
!
!!!
!!
!
!
!!
!
!
!
!
!
!
!!
!!!
!
!!
!
!!
!
!!!!!
!!!!!!!
!
!
!
!
!
!!!!
!
!
!
!!
!
!!!!
!
!!!
!!
!!!
!
!
!
!!!!!
!
!
!!!!!!!!!!
!
!!!!!!
!!!!!!
!
!
!
!
!
!!!!!!
!
!!
!
!!!
!
!
!
!!
!!
!!!
!
!!
!
!
!
!
!
!!!!
!!
!!!!!!
!
!!!!!!
!
!
!!!!
!!!!!
!!!!!
!
!
!
!!!
!!!!
!!!!!!!!!!
!
!!!!!!!!!
!
!!!!
!!!!!
!!!
!!!!
!!
!!!!
!!
!
!!!!
!
!
!!!
!
!
!
!!!!
!
!
!!
!
!!
!
!
!
!!!!!!
!!!
!!
!!
!
!!
!
!!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!!!
!!
!!!!!!!
!
!
!!
!
!
!!!
!!!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!!!
!
!
!
!!!
!!!
!
!
!!
!!
!
!
!
!!
!
!
!!
!
!!!
!
!
!!!
!!
!
!!!
!!
!
!
!
!
!!
!
!!!
!
!
!!!!
!
!!!!
!
!
!
!!
!
!
!
!
!
!
!
!!
!
!
!
!!!!
!
!
!!!!
!
!
!
!
!
!!
!
!
!
!
!!
!
!
!
!!!!!
!
!
!
!!!!
!!
!
!
!
!
!!
!
!
!
!
!!
!
!
!!!
!
!
!!
!
!
!
!
!!!
!
!
!
!
!!
!
!
!
!
!
!!
!!!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!!!
!!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!!
!
!
!!
!!!!!
!
!
!
!!!
!
!
!!!
!
!
!!!
!
!
!
!
!
!
!
!
!
!
!!
!!!!!!!
!!!
!!
!!!!!
!
!
!
!!
!!
!!!!
!
!
!!
!
!
!
!
!
!!
!
!
!!
!
!!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!!
!!!!
!!!!
!
!
!!
!
!
!!!!!!
!!
!!
!
!!
!!
!!!!
!!!!
!
!
!
!!
!!!
!!!
!
!
!!!!
!!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!!
!
!!
!
!!!!
!
!
!
!!!!!
!
!
!
!
!!
!
!
!!
!!!!
!
!
!
!!
!
!!
!
!!
!
!
!
!
!!!
!
!
!!!!
!
!!
!!!
!
!
!!
!!
!
!
!
!!!!
!!!!!
!!
!
!
!
!
!
!!
!
!
!!!!
!
!!
!!
!
!
!
!!!
!!
!
!!
!!!!!
!
!!!!!!
!
!
!!!
!!!!!
!!
!!!!
!
!!!
!
!
!
!
!
!
!
!
!
!
!
!!!!
!!!
!
!!
!!
!
!
!
!
!
!
!
!!!!!!
!!!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!!!!!
!
!
!!!!!!
!!!
!
!!!!
!!!
!
!!!!
!
!
!
!!!!!
!!
!!!!
!
!!!!
!!
!
!
!
!
!!!!!!
!
!!!!
!
!!
!!
!
!
!
!
!
!
!!!
!
!
!
!
!
!!
!!
!!
!
!
!!!!!
!
!!
!
!
!!!
!
!!
!!!
!!
!!
!
!
!!!!!
!
!!
!!
!
!!
!
!!!!
!!!
!!!
!!!!!!!!!
!!
!!!
!
!
!
!!!
!
!
!!!!
!
!
!
!
!
!
!!
!
!
!
!!
!!
!
!!
!!
!
!
!!!!!
!!!!
!!!!!!
!!!!!
!
!
!
!
!
!!!!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!!
!
!!!!!
!!
!
!
!
!!!
!
!!
!
!!
!!!!!
!!!
!
!!!
!!
!
!
!!!!!!
!
!!!
!!
!
!!
!!
!
!!!
!
!
!!!!!!
!!!
!!!!!!!
!
!
!!
!
!
!
!
!
!
!!!!
!
!
!!
!!
!!
!!!!
!
!
!
!!
!
!!!!
!
!!!
!!!!
!
!!!!
!
!!
!
!
!
!!
!!!!
!
!!!
!!
!
!!
!
!
!
!!
!
!!
!!
!!!!
!
!!!
!!!!
!
!
!
!
!!!
!
!
!!
!!!!
!
!!!
!
!
!
!
!
!
!
!
!
!!
!!
!
!
!
!
!
!!
!
!
!
!
!
!
!!!
!!
!
!
!!
!
!
!
!
!!
!
!
!!
!!!!
!
!
!!!
!!
!
!!!
!!!
!!
!
!!!!
!!
!!
!
!
!!
!!
!
!
!
!
!!
!
!
!!!!!!!!!!
!!
!
!!
!!
!
!
!!
!
!!
!!
!!
!!!!
!!
!!!
!!!!
!
!
!
!!!!!
!!!
!!
!!
!!!
!!
!!!!
!
!!!!
!!!!
!
!!
!
!
!!!
!!!!!
!!!
!
!!!
!!
!
!
!!!!
!
!!!!
!!
!!!
!
!!!!
!
!
!!
!!
!
!
!
!
!!!!!!!
!
!
!
!
!
!
!
!
!
!!
!!!!
!!
!!
!
!
!!!!!
!
!
!
!
!!
!
!
!!!!!!!!!!!!
!!
!!
!!
!!!
!!
!!!!!!!!!!!!!
!!!
!
!!
!!!!
!!!!
!!!!
!
!!!!
!
!!
!!
!
!
!!!!!
!
!
!
!!!!!
!
!!
!
!
!!!!!
!
!
!
!
!!
!
!
!!
!!!!!!!!
!!!!!!
!!!!!!
!
!!
!
!!!
!
!!!!
!!!
!
!
!
!
!!!!
!
!
!
!
!!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!!!
!
!
!
!
!!!!!!
!
!
!
!
!
!
!
!
!
!
!
!!!
!
!
!!
!
!!!
!!
!!!!
!
!!
!
!
!
!
!!
!!!!
!
!
!!!!!!!
!!!!!!
!!
!
!!!
!!
!!
!
!!!
!!
!
!
!
!!!
!
!
!!!!!!!!!
!!
!
!!
!!!!!!
!!!
!
!!
!!
!
!!!!!!!!!!!!!!
!
!
!
!
!!!!
!!!
!
!
!
!!
!
!
!!!!!
!
!
!
!!!!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!!!!
!
!
!!!
!!
!!
!
!!!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!!!!
!
!
!
!
!!
!
!
!
!
!
!
!!
!
!
!!
!
!
!
!
!!
!
!!
!
!
!!
!!!!!!!!
!!!
!
!
!
!
!
!
!
!
!
!!!
!!!!!!!
!
!
!
!
!
!!
!
!
!
!
!!!!
!!!!!
!
!
!
!
!
!!!
!
!
!!!!
!
!!!!
!
!!
!
!!!!!!
!!
!
!!!!
!!!!!!!
!
!
!
!
!!!
!
!
!
!
!
!
!
!!!!!
!!
!!!!
!!
!
!
!!
!
!
!
!
!
!
!
!
!!
!
!
!!!!!!!!!!!!!!!!!!!
!
!
!
!
!
!!
!!!
!!!!!
!!!
!!!!!!!!
!
!
!
!!!!!!
!!!
!
!!!!!!
!
!!!!!!!!!
!!
!
!
!!
!!!
!!!!
!!!!
!!!!!
!!!!
!
!
!
!
!
!
!!
!
!
!
!
!
!!
!
!
!
!
!!!
!!!!!!
!
!
!
!!!
!
!!!
!
!!
!
!
!
!
!
!
!!
!!!!!!
!
!
!
!!!!!!
!
!!
!
!!
!!!!!!!!
!
!
!!
!!
!
!!!!!!!!!
!!!
!!!
!
!!!
!!
!!
!
!
!!
!!!
!
!
!
!!
!
!!!!!
!!!!!!!!!!!!!!!!!!!
!!
!
!!!!!
!
!
!
!
!!!
!
!!!!!
!
!!!!!!!!!
!
!
!
!
!!!!!!
!
!
!
!!
!
!
!
!
!
!
!
!
!!!!
!
!
!!
!!
!
!!
!!
!
!!!
!!
!!
!
!!
!
!
!!!!!!!!
!
!
!
!
!
!
!!!
!
!
!
!!!!!
!!!
!!!!!!!!!!!
!
!!
!
!
!
!
!!
!
!!!!!!!!
!
!
!
!
!
!
!
!!
!!!!!
!!!!
!
!
!
!!
!
!
!!!!!
!
!!
!
!
!
!
!
!
!!
!
!
!
!!
!
!
!
!
!!!
!
!!!!
!
!!
!!!!
!!!!
!!
!
!!!!!!
!
!!!!!!!
!!!
!
!
!!!!!!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!!
!!
!
!
!
!
!!!
!!!!!
!
!
!
!!!
!
!
!
!
!
!
!!
!!!!!!!!!!
!
!!
!
!
!
!
!!
!
!
!!
!
!
!
!!
!
!
!
!
!
!!
!!!!!!!
!!!
!
!
!
!
!!!!!!!!
!
!
!
!
!!
!!
!
!
!
!
!!!!!!!!!
!
!!!
!!
!!!!!!!!!!!!
!
!
!
!
!
!
!
!
!
!
!!!!!
!
!!!!!
!!!!
!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!!!!!!!
!
!
!
!
!
!
!
!!!!!
!
!!
!
!
!
!
!!
!
!
!!!!!!!
!
!
!
!
!!!!!
!
!
!
!
!
!!!!
!
!!!!!!!
!
!!!!
!
!
!
!
!!!!
!
!!!
!
!
!
!
!
!
!
!!
!!
!
!
!
!
!
!!!
!!!!!
!
!!!!!!
!
!
!!
!!
!
!
!!
!!!!!
!
!!
!
!!
!!!!!!
!!
!
!!!!!!!!!!
!!!!!!
!!
!
!!
!!!!
!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!!!
!!
!
!
!
!
!
!
!
!!!!
!!!!
!!!
!!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!!
!
!
!!
!
!
!
!
!
!!!!
!
!
!!!!!!!!!!!!!!!!!!
!!
!!
!
!
!
!
!
!
!!
!
!
!!!!!!!!
!
!
!!
!!!!!
!!!
!
!
!
!
!!!!!
!!!!!!!!67TH51STI-583RDSR 964TH
108TH
STATEGROVE
87TH100TH
152ND
BURL
INGTON
NORTHERN3RD84TH
60TH44TH19THSR531
4TH
71ST9TH
188TH
11TH23RD2NDCEDAR77THBEACHSUNNYSIDE136TH
132ND
7TH 55TH148TH
WADE
79TH25TH156TH
MARINE
MC RAE
76THRAILROAD
112TH
93RDTWIN LAKESQUINN40TH56TH58TH86TH43RD140THSMOKEY POINT59TH46THUNIONF
O
R
T
Y
F
I
V
E
74TH 36TH21ST62NDDENSMORE11TH AVE NEF
O
R
T
Y
F
I
V
E
R
O
A
D
123RD
47TH138TH
142ND
81ST1ST
168TH
50TH95TH
143RD
41ST20TH94TH
DELTAPACIFICSHOULTES
A119TH
61ST69TH57TH49TH
35TH
96THHILLTOP
144TH
98TH
72ND
104TH
113TH5TH
31ST8TH92ND
128TH
158TH
53RD26TH166TH
6TH
73RD10TH182ND
176TH
75TH66TH121ST
88TH
109TH
97TH
116TH
157TH
155TH
45TH103RD54TH164TH
1
6
2ND
MAPLE
COLUMBIA48THOLD TULALIP18TH135TH
165TH
151ST
110TH
169TH27TH
63RD174TH
SR 529129TH
MC PHERSON
89TH39TH180TH37TH134TH
33
R
D
16THC
106TH ALDER68TH
179TH
105TH
65TH80TH
30
T
H
124TH
17
T
H
120TH
107TH
172ND ST NW
85TH38TH141ST
131ST
70TH2
2ND
90TH
127TH
78TH
29TH52ND122ND
118TH
133RD
91ST
178TH
101ST
150TH
139TH
SUN
N
Y
S
I
D
E
S
C
H
O
O
L
125TH
184TH
JOHNSON TRACTS
L
A
K
EWO
O
D
R
O
A
D
102ND
177TH
161ST
B
LIBERTY
175TH
SOPER HILL
99THMERIDIAN42NDQUIL SCENIC111TH
115TH
82ND
15
3
R
D
SHORT
170TH
130
TH146TH173RD
171ST
145TH
LA
K
E
W
O
O
D
HIGHLAND126TH
PARKSIDE
147TH
34TH
KIMBERLY
D
117TH
HILAND VIEW
ARMAR
GLENW
O
O
D
B
SUNNY RIDGE
160TH
STURG
E
O
N
WEST F
O
R
K
Q
U
I
L
C
E
D
A
C
R
JUDSONSPRING LANEMANOR28TH
WILDWOOD
76TH
78TH57TH58TH52ND
66TH
129TH
128TH
74TH
52ND
136TH
73
R
D 77TH70TH43RD54TH70TH62ND52ND74TH54TH60
T
H52NDJOHNSON T
R
A
C
T
S
105TH
74TH
68TH47TH36TH67TH 57TH135TH
69TH38TH54TH69TH143RD
65TH
67TH 58TH79TH
109TH
107TH
67TH162ND
42ND95TH45TH99TH
27TH39TH121ST121ST
DELTASR 957TH67TH
110TH
65TH179TH
66TH 27TH55TH
128TH
141ST
45TH81ST
99TH
72ND156TH
126TH
54TH52ND51ST120TH55TH55TH
73RD76TH130TH
6TH 56TH52ND103RD
75TH48TH
51ST
ALDER76TH
68TH119TH 77TH2ND 72ND43RD49TH60TH
53RD
130TH
54TH57TH72ND44TH36TH146TH
54TH59TH
176TH
89TH
127TH
126TH
55TH59TH
38TH40TH44TH29TH54TH56TH
89TH47TH 55TH79TH
55TH73RD65TH75TH
106TH
180TH
57TH
69TH
124TH 132ND
65TH 54TH130TH
74TH180TH
57TH63RD176TH
69TH
68TH81ST55TH73RD56TH47TH23RD144TH
72ND
70TH61ST54TH29TH76TH
140TH
122ND60TH65TH132ND
118TH59TH75TH83RD
78TH53RD33RD69TH48TH54TH
3
0
T
H
81ST49TH83RD
70TH 79TH156TH
140TH
178TH
121ST
44TH133R
D
156TH
66TH88TH
122ND
55TH49TH63RD135T
H
99TH
95TH49TH178TH54TH
87TH
177TH
95TH
146TH
66TH 72ND61ST25T
H
83RD
73
R
D
188TH
49TH48TH72ND39TH
72ND
70TH 73RD97TH
49TH46TH129TH52ND 55TH66TH108TH63RD134TH
56TH48TH 77TH
74TH
71ST11TH 57TH
66TH57TH61ST52ND
57TH
158
T
H
132ND
68TH66TH
51ST23RD37TH66TH
58TH
70TH
19TH126TH
44TH73RD90TH
49TH72ND83RD79TH31ST38TH133RD 58TH3RD 40TH42ND43RD66TH
87TH
88TH
69TH 7
6
TH42ND
36TH46TH81S
T
57TH2ND17
5
T
H
55TH83RD123RD
68TH
57TH
10TH
98TH 81ST140TH
62
N
D
148TH
86TH 71ST53RDBURLINGTON NORTHERN107TH
58TH
63RD45TH
47TH42ND28TH101ST
103RD
110TH
59TH 87TH47TH72ND55TH46TH91ST
178TH
71ST
8TH
125TH
177TH
162ND
75TH75TH38TH
58TH85TH
145T
H31ST
60TH88TH56TH85TH
59TH44TH69TH
56TH
142ND
33RD48TH128TH
53RD81ST
144TH
56TH47TH47TH54TH66TH
97TH
91ST52ND
72ND
40TH
80TH
75TH59TH46TH42ND70TH88TH41ST
77
T
H
72N
D
49TH66TH58TH125TH140TH58TH44TH61ST121ST104TH
55TH
85TH
6
1S
T
64THSMOKEY POINT
68TH 81ST50TH36TH83RD84TH50TH92ND
49TH58TH25TH38TH122ND 78TH39TH69TH63RD58TH65TH122ND
105TH
84TH
74TH
71ST134TH
67TH72ND78TH47TH
74TH145TH
56TH19TH71ST
71ST98TH
92ND
43RD122ND
113TH 49TH48TH84TH
6TH
72ND57TH96TH
100TH 56TH51ST142ND
50TH64TH73RD46TH77TH38TH 79THALDER38TH60TH37TH66TH103RD
54
T
H
29
T
H
57TH31ST140TH
103RD
93RD
61
S
T
102ND
75TH
96TH41ST
75TH55TH44THKIMBERLY58TH70TH
62ND95TH BURLINGTON NORTHERN66TH73RD
126TH
46TH 75TH67T
H48TH67TH
128TH33RD
86TH11TH58TH
59TH74TH49TH45TH44TH 69TH
77
T
H
7
3RDBURLINGTON NORTHERN57TH39TH52ND52ND86TH44TH176TH67TH61ST59THCOLUMBIA133
R
D26TH
75TH
67TH
146TH
82ND
91ST
73RD 77TH52ND
95TH
107TH
78TH
64TH66TH
97TH
129TH
59TH
7
5TH
54TH179T
H
HILLTOP46TH
5TH
86TH
54
T
H
40TH
116TH
BURLINGTON NORTHERN104TH39TH
92ND21ST
1ST 61ST70
T
H55TH27TH68TH71STSR5319TH65TH
80TH 52ND70TH117TH
49TH19TH90TH
93RD
142ND
59TH59TH96TH
76TH
57TH64TH2ND72ND99TH
45TH126TH
57TH45TH90TH56TH 75TH
66TH65TH56TH38TH55TH70TH
76TH62ND109TH
44TH60TH
168TH
69TH135TH
120TH
64TH60TH56TH5TH
98TH
68TH40TH10TH
62ND
169TH
134TH
52ND0901201301402
6
0
25027024023028015022021020019
0180170160 80
29070300310320330340
605040110302010 100350
3
6
0 410420430370380390400440450460470480490500510520530540550560570580590360120
4
1
0
42
0
504003903702
3
0
460490340470110380240
25
0350 3
0
0
240390100290404
4
0 530370440190 4304103505052020
0 450570100
0 3504
2
0 3804604309
0 503807
0100150 2201802704003
9
012046040
0
3601603901304204609015039
0
304803
7
080240
3
8
0
4
5
0
046025
0
1004
2
0
4
4
0
2
3
0
12
0560
6040012
0
3
6
0
4
7
0
24
0300420230 4200150160
800
26040
0
2504
1
0
90 5104
3
0
3900
4
032020
4
0
0
3
2
0520
4
30
60360 2
60
0380
608
0
5
0
0
11
0
39045010 4603
8
0
270
360
2
9
0370430 40060360210390380
240102604109010001
4
0
1502304102703
7
0
04090
35
0
203903
6
0280
0420 3030036
0
2038030040450
32014
0 41041049019
0
1
3
0
1
1
0310150
0220 440370
3
8
0
23
0
3
7
0
1
6
0
3004005403505
0
2
2
0 360440210018037
0
0
3
5
0500510
2
5
0502
0
0
4
0
0
30
510
2403
8
0
017
0
290460
103
7
0360280
1028048033030 360300
3
4
0
10100 4
5
0250
210
4
1
0 480380CITY OF MARYSVILLE
SEWER COMPREHENSIVE PLAN
EXHIBIT II: SEWER SYSTEM AERIAL
M:\MARYSVILLE\11447_Sewer_Comp_Plan\Figures\Ex II ORTHO-SEWER24X36.mxdµ
0 1,600 3,200800Feet
SCALE 1" = 1600'
LEGEND
!MODELED MANHOLES
MODELED SEWER LINES
!EXISTING MANHOLE
EXISTING SEWER LINES
UGA
MARYSVILLE CITY LIMITS
10FT UNITED STATES
GEOLOGICAL SURVEY(USGS) CONTOURS
"
"
"
"
"
"
"
"
"
"
"
"
"
"
"
"
!
!
!!!!!
!!!!!!!!
!
!
!
!
!!!!
!!!
!
!
!
!!
!
!
!!!!!
!
!
!
!
!!!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!!
!!
!
!
!!!
!!
!!
!
!
!!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!!!!
!
!
!
!
!!
!
!
!
!
!
!
!!
!
!
!!
!
!
!
!
!!
!
!!
!
!
!!
!!!!!!!!
!!!
!
!
!
!
!
!
!
!
!
!!!
!!!!!!!
!
!
!
!
!
!!
!
!
!
!
!
!!!
!!!!!
!
!
!
!
!
!!!
!
!
!!!!
!
!!!!
!
!!
!
!!!!!!
!!
!
!!!!
!!!!!!!
!
!
!
!
!!!
!
!
!
!
!
!
!
!!!
!!
!!
!!!!
!!
!
!
!!
!
!
!
!
!
!
!
!
!!
!
!
!!!!!!!!!!!!!!!!!!!
!
!
!
!
!!!
!!!
!
!!!!
!!!
!!!!!!!
!
!
!
!
!!!!!!
!!!
!
!!!!!!
!
!!!!!!!!!
!!
!
!
!!
!!!
!!!!
!!!!
!!!!!
!!!!
!
!
!
!
!
!
!!
!
!
!
!
!
!!
!
!
!
!
!!!
!!!!!!
!
!
!
!!!
!
!!!
!
!!
!
!
!
!
!
!
!!
!!!!!!
!
!
!
!!!!!!
!
!!
!
!!
!!!!!!!!
!
!
!!
!!
!
!!!!!!!!!
!
!!
!!!
!
!!!
!!
!!
!
!
!!
!!!
!
!
!
!!
!
!
!!!!
!!!!!!!!!!!!!!!!!!!
!!
!
!!!!!
!
!
!
!
!!!
!
!!!!!
!
!!!!!!!!!
!
!
!
!
!!!!!!
!
!
!
!!
!
!
!
!
!
!
!
!
!!!!
!
!
!!
!!
!
!
!
!!
!
!!!
!!
!!
!
!!
!
!
!!!!!!!!
!
!
!
!
!
!
!!
!
!
!
!
!!!!
!
!!!
!!!!!!!!!!!
!
!!
!
!
!
!
!!
!
!!!!!!!!
!
!
!
!
!
!
!
!!
!!!!!
!!!!
!
!
!
!!
!
!
!!!!!
!
!!
!
!
!
!
!
!
!!
!
!
!
!!
!
!
!
!
!!!
!
!
!!!
!
!!
!!!!
!!!!
!!
!
!!!!!!
!
!!!!!!!
!!!
!
!
!!!!!!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!!
!!
!
!
!
!
!!!
!!!!!
!
!
!
!!!
!
!
!
!
!
!
!!
!!!!!!!!!!
!
!!
!
!
!
!
!!
!
!
!!
!
!
!
!!
!
!
!
!
!
!!
!!!!!!!
!!!
!
!
!
!
!!!!!!!!
!
!
!
!
!!
!!
!
!
!
!
!!!!!!!!!
!
!!!
!!
!!!!!!!!!!!!
!
!
!
!
!
!
!
!
!
!
!!!!!
!
!!!!!
!!!!
!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!!!!!!!
!
!
!
!
!
!
!
!!!!!
!
!!
!
!
!
!
!!
!
!
!!!!!!!
!
!
!
!
!!!!!
!
!
!
!
!
!!!!
!
!!!!!!!
!
!!!!
!
!
!
!
!!!!
!
!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!!
!!!!!
!
!!!!!!
!
!
!
!
!!
!
!
!!
!!!!!
!
!!
!
!!
!!!!!!
!!
!
!!!!!!!!!!
!!!!!!
!!
!
!!
!!!!
!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!!!
!!
!
!
!
!
!
!
!
!!!!
!!!!
!!!
!!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!!
!
!
!!
!
!
!
!
!
!!!!
!
!
!!!!!!!!!!!!!!!!!!
!!
!!
!
!
!
!
!
!
!!
!
!
!!!!!!!!
!
!
!!
!!!!!
!!
!
!
!
5
4
8
63
5655
56
23
60
46
22 21
94
38
88 14 42 43
41
40
25 27
26 61 59 58 57
32
92
86
33
80
13
15
81
703
441
584
149 212
213
214215216
218219
221166
102
172 212
120
190
153 126
107
175
237
319
549 527
528
529 532533 650318
541
540
515
336
252
257
304 279
357
282
283
288
750
756 754 753656 781
801800799796
795794
789
216
278
277
246
234
156
231
125
230
624 651
645
615 843 844 845 846 847
598
597
591
849 850 852 853 854 855
641 642
643
635
131
158 201163162
176
920 973975
234
110
856 916
593
592
577576
671 670
679 682 690
692
697 700
701
702 717733 730
734
906
905
903 866
865
864
863
862 869867868
871
962
994
993
992
991 990
898
704
706
708
857900 929
928 927
922
923
924
152
194
241
141
114 351
182
485
483
324
326327
314
348
346
350
478 477
313
479
476308
481
448
449440
451
563
562
353
380381 458
379384
387
468469
328
432
471
428
427
426425
424
465
464423
421 420203
189
377
376
246
164
236
110
170
3002
4642
46434644
46454636463546304629
46284627
4626
4216
421542024201420041994198
4197
4196
2719
4913
59385937
5939
5940
5941
5924
2919
4858
29722943
3829
3857
4377
4376
43754374
4373
24062344
4715 4714
4713
4712 4711
4708
2346
2408
4608
460946104611
3548
4799
3545
3546
6727
2409
4279
4278
4281
4280
4282
4283
4284
4285
4286
4287
42884277
4289
42904291
4292
4293
4861
4860
4859
4587
4586
4583
4582
4569
4581
4570
4809
3016
4596
4568 4571
5381
4566
4565
4564
4563
4562
4561
4560
4559
4573
4558
4557
4556
4555
4554
45534552
4551
4550
4549
4576
4575
4579
4574
48104808
4807
4806
4805
480047984797479647952455
47394736473547294726
4725
472247214720 474247194718
48644865
4868
48694870
4871
4096
4545
4546
45474548
4599
4600
4601
4602
3916
4192
41914190
418941884187
418641854184
41834182451441814180
3357
3358
3359
3361
3360
3331
3330
44093328
4257
3381
2536
2402
1558
1309
WWTP
24053797
3798
23602359
2361
2358
2357
2355
2356
2403
2385
2384
2362
2363
23643794379337922708
23822383
3796
3860
3861
1422
2759
2760
2684
2761
27012702 2704 2705
6336
2757
2589
2752
2716 2715
2714
2713
2749
2748
3852
3460
3461
3462
3463
3853
3492
3851 3844 3845 3846 3847
3850
3465
3466
3467
3468
3469
3470
3045 30443043 3054
3020
3637 3638
3472
3525
3526
3527
3528
3529
3530
3531
3532
3533
35343127
3095
2745
27462738
2739
2740
2741
2742
2743
38583859
2857
2856
2855
2859 2915
29162733
2730
2732
2729
2724
2725
2726
2727
2728
2918
287628752878
2879 2881
2882
28842887
2775 2774 2773
3547
28173027
30283029
30303031
3032
3033
5942
5935
2973
2772
2723
3023 2765
3024
3025
3595
2812
2778
2783302629742975
29762977
2981
2982
2983
2984
297829792980
2781
2787
2788
2791 27922793
27952811
2818
3832
3831
2816
3008
3001
3005
30193018
3017 2989
3007
3022
3021
2996
3013
5933
5932
5931
5927
3825
29713855
29602967
2968
2969
3639
3611
3612
3613
3614
3615
3616
361736183619
3620
3621
3622
362336243625
3640
308030793077
5926
2600
2599
2598
2597
30923093
30993094
3830
2815
2814
2813
3833
3146
3145
3834
3835
3144
3837
3143
3836
3142
3140
3139
3840
3138
3135
3426
342534243423342238393421
3838
34203419
3417
3427
3428
34293430
3418
34163415
3414
341334123411
4862
3410
340834073404
3403
3454
34523457
3440
344134423443
2917
2864 2823
28242825
2826
28432837
2838
2839
2840
262926282596
3096
4910
3539
3538
35363132
3537
3497
3109
3158
31573156
3155
3154
3153
3152
3151
3150
3149
3148
311245943506
35053510
3521
3513
35223204
3203
3202
3205
32413242
3239
3147
34963495
34943499
3498
35591363
3562
3558
1362
1361
3563
3571
1642
1643
1644
1645
16461647
1648
1649
1400
1430 1424
1423
37691573
3768
1548
1487
1494
1484
1485 1498
15151519
145614551454
1516
17861764
1792
1793
1794
1796
1795
1776 2333
2332
2327
2143
2141
2145
2323
2270
2318
2320
2316
2315
2314
23133791
2386
2391
2393
2394 2423
2426
2430 2419
2396
2763
2762
2401
2191
2200 220122902305 2306
2304
23032301 2310
2225
2235 2234 2232
4709
2233
2259
2260
1377
3631 3789
2188 2189
1522 17311717175117491729 1748 1746 1745
1743 16881756 1755
17531651 16571665
1671 167316871686
1674
16791685
1684
2335
2074
2068 2067
2065
2069
2117
2063 2062
63356334
205320492054
2045
2046 2281
205522822044
1659
1663
1661
2034
19991998 1994
1995
1992
1993
375937583757
3756
2030 3754
3753 376019731972 1950
1965
2019
1964
3801
3705
3802
3608
1298
1313131213111305
12971296
3657 36583659 3669
3672
3676
1226
1225
1224
1223
3711
1306
1307
1308
1310
1323
1270
1322
1320
1319
1318
4872
3812
1274 1265
3720
37173721 100310041005
1006
1007
1012
1008
1167
11661165
1072
1074 1088
1071
1602
1603 1606
2002 2001 2000 2036
2037
2038 3735
3736
3733
1923
1924
37322010
2011
2009
2008
2007
1169
1942
1608
1609
15911593
12291209
12101211
121212131214
1215
12161335
1336
1337
3689
3690
3691
1338
3692
3694
3695 3367
3696
3697
3700
3699
36983380
3379 3378
3377
33063307
1821
1857 1840
1839
1838
1800
1850
1851
1852
1805
1389
1380
13781376
1377
1383
1384
13851387
1386
2764
1765
1766
1775
2550
25482549
248225462522
2523
2526
2527
2521
2515
2518
2520
2510
2519
2509
3308
33093310
3399
3400
34013402
3398
3397
3295
3294
3293
3383
3382
386738683594
387035913575
3574
3585
3583
3582
3579 357735783551
4730
4595
4716
4089
1357
1362
1367
1369
3581
1366
3876
2475
2476
2478
2534
2535
2537 2538
2539
2543
2542
2541
2540
1563
1564
1565
1566
1567
1568
1501 1502 1503 1504
1505
15131554
1555
1556
1557
3781 153915381537
1859
1846
1858
1845
18441843
1828
1829
3782
1842 1813
1818
1819
JUNCTION
45
217
534
803
791
790
669
430
429
4707
4706 4705
23452407
2703
2720
3058
2914 2893
2880
2999
5936
2785
3000
5934
5930 2942
29582959
3610
3081
5925
2865
1422
2425
21982199
2300
2307
3632
1523
1754
1672
2066
1658 1997
2031
3607
3656
3677
1269
1010
1605
3734
1943
3366
3376 3375
1849
1856
1834
32973296
3590
4607
1508
1542
1841
1814
1820
MARYSVILLE
WEST P.S.
ASH AVE.
P.S.
QUIL CEDA
GLEN P.S.
REGAN
ROAD
P.S.
3RD STREETP.S.
EAGLE BAY P.S.
WATERFRONT
PARK
P.S.
SUNNYSIDE
P.S.
WEST
TRUNK
P.S.
SOPER HILL P.S.
51STAVE. P.S.
88TH
STREET
P.S.
KELLOGG
RIDGE P.S.
CARROLL'S
CREEK P.S.
CEDAR
CREST
VISTA P.S.
MOUNTAIN VIEW
SHORES P.S.
F22 (FUTURE)
A24 (FUTURE)
F13 (FUTURE)
A16 (FUTURE)
CE5-7
G7
CW1
D3-5
D6-2
CW15
F22-1
A6
G3
F13-1
B1
D3-12
A25-1
A19
D10-2
G1
D10-6
A24-5
CW11-1
F4
D6-5
A21
F21
F20 A26
F12
D1
F22
D10-3
F14
A20
A23
A10
A16
D10-4
A7
D3-11
G2
F5
D6
A15
G4
G8
A13
A25
A22
D10-1
F15
D3-8
D9
F13
CE5-3 (FUTURE)
F10
B2 D12
D3
D5
A24
A18
CW3
A28
F7
D3-1
F13-2
A27
A24-4
A8
A17
CW11
CE5-2
A5
D3-4
A18 (FUTURE)
A24-2
A24-3
D3-10
B3
D3-9
D5-2
CE5
CE7
CE6
G5
CW7
D3-6
F16
A12
F2
D3-13
CW2
F3
F17
CW14
F9
A24-1
CW8
D3-3
B5
G6
F19
D4
D6-4
CE5-3CE2
CW12
A2
CW10
A16-1
A9
CW4
F8
A12-2
D3-7
D3-2
D2
D10-5
A4
F18
F11
CE3
B4
D8
D9-1
D10
A1
A18-3 (FUTURE)
A18-1
CE5-1
A11
A12-3
D5-1
D11
A14
CE9
D6-3
A18-3
CE5-4
CW9
D7-2
CW5
F1
A12-4
CE8
CE4
D6-1
A12-1
F6
D7-1
CE5-5
CW6
CW13
D7
CE1
A18-2
CE5-6
LEGEND:
!MODELED MANHOLES
MODELED SEWER LINES
DIAMETER
8"
10"
12"
14"
15"
16"
18"
21"
24"
27"
30"
36"
42"
48"
FORCEMAIN
MODELED SUB-BASINS
BASINS:
BASIN A
BASIN B
BASIN C EAST
BASIN C WEST
BASIN D
BASIN F
BASIN G
CITY OF MARYSVILLE
SEWER COMPREHENSIVE PLAN
EXHIBIT III: MODELED SEWER LINES,
MANHOLE ID'S AND BASINS
CONSULTING ENGINEERSM:\MARYSVILLE\11447_Sewer_Comp_Plan\Figures\Ex III SUBBASINS-MODELED-MH-ID24x36.mxdµ
0 1,800 3,600900
Feet
SCALE 1" = 1800'
!
!
!
!
!!!!
!
!!
!
!
!
!!
!
!
!!!!!
!
!
!
!!!!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!!
!!
!
!
!!!
!!
!!
!
!!!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!!!!
!
!
!
!
!!
!
!
!
!
!
!
!!
!
!
!!
!
!
!
!
!!
!
!!
!
!
!!
!! !!!!!!
!!!
!
!
!
!
!
!
!
!
!
!!!
!!!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!!!
!!!!!
!
!
!
!
!
!!!
!
!
!!!!
!
!!!!
!
!!
!
!!!!!!
!!
!
!!!!
!!!!!!!
!
!
!
!
!!!
!
!
!
!
!
!
!
!!!!!
!!
!!!!
!!
!
!
!!
!
!
!
!
!
!
!
!
!!
!
!
!!!!!!!!!!!!!!!!!!!
!
!
!
!
!
!!
!!
!
!!!!!
!!!
!!!!!!!!
!
!
!
!!!!!!
!!!
!
!!!!!!
!
!!!!!!!!!
!!
!
!
!!
!!!
!!!!
!!!!
!!!!!
!!!!
!
!
!
!
!
!
!!
!
!
!
!
!
!!
!
!
!
!
!!!
!!!!!!
!
!
!
!!!
!
!!!
!
!!
!
!
!
!
!
!
!!
!!!!!!
!
!
!
!!!!!!
!
!!
!
!!
!!!!!!!!
!
!
!!!!
!
!!!!!!!!!
!!!
!!!
!
!!!
!!
!!
!
!
!!
!!!
!
!
!
!!
!
!!!!!
!!!!!!!!!!!!!!!!!!!
!!
!
!!!!!
!
!
!
!
!!!
!
!!!!!
!
!!!!!!!!!
!
!
!
!
!!!!!!
!
!
!
!!
!
!
!
!
!
!
!
!
!!!!
!
!
!!
!!
!
!
!
!!
!
!!!
!!
!!
!
!!
!
!
!!!!!!!!
!
!
!
!
!
!
!!
!
!
!
!
!!!!
!
!!!
!
!!!!!!!!!!
!
!!
!
!
!
!
!!
!
!!!!!!!!
!
!
!
!
!
!
!
!!
!!!!!
!!!!
!
!
!
!!
!
!
!!!!!
!
!!
!
!
!
!
!
!!!
!
!
!
!!
!
!
!
!
!!!
!
!
!!!
!
!!
!!!!
!!!!
!!
!
!!!!!!
!
!!!!!!!
!!!
!
!
!!!!!!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!!
!!
!
!
!
!
!!!
!!!!!
!
!
!
!!!
!
!
!
!
!
!
!!
!!!!!!!!!!
!
!!
!
!
!
!
!!
!
!
!!
!
!
!
!!
!
!
!
!
!
!!
!!!!!!!
!!!
!
!
!
!
!!!!!!!!
!
!
!
!
!!
!!
!
!
!
!
!!!!!!!!!
!
!!!
!!
!!!!!!!!!!!!
!
!
!
!
!
!
!
!
!
!!!!!!
!
!!!!!
!!!!
!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!!!!!!!
!
!
!
!
!
!
!
!!!!!
!
!!
!
!
!
!
!!
!
!
!!!!!!!
!
!
!
!
!!!!!
!
!
!
!
!
!!!!
!
!!!!!!!
!
!!!!
!!
!
!
!!!!
!
!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!!
!!!!!
!
!!!!!!
!
!
!
!
!!
!
!
!!
!!!!!
!
!!
!
!!
!!!!!!
!!
!
!!!!!!!!!!
!!!!!!
!!
!
!!
!!!!
!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!!!
!!
!
!
!
!
!
!
!
!!!!
!!!!
!!!
!!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!!
!
!
!!
!
!
!
!
!
!!!!
!
!
!!!!!!!!!!!!!!!!!!
!!
!!
!
!
!
!
!
!
!!
!
!
!!!!!!!
!
!
!
!!
!!!!!
!!!
!
!23293625594794863284743843854683861825497418189
9
0
25
20371826646
485555 279227943166317898856060837945970
697638 717
607
6519
3836499
602
597 31766906996951727698
68
0
378 909
609 5047005991
275
989
2986
61431795473431 64976524 6512
6495649654535866513
253664983326
4414
6492
3793675 72138332447182367335883293 72364937973584696
3294
2788396435893295
4878
1935 328327867143960396139593296
30373175
6221316005130179927876684885122467201820658
69242476483962 704693620
14
0
694523344273457
47
9
4566850324193802315272020513415544354341074068
2399
3188
624502907
1052
5218 328442482611
2113180262538696154205
3587713
63568
13583
511717962203
3200
3465182135695407
1784707916
4117
2994
1219107953946
2579
4144
3570
6853
351758323468304053
2
0
1915
15493787
34646773
4026
1565
36156535
15481
5
4
2
2400
4207
715
3085
4210
47
9
3
2570
19136503
21081914
654240214330
5244
1912583339661
5
4
1
4183
131
5
482554
4382493 956 211839563196 442923392185218449924843
7313466
5113 3180A10790
31812187
18505318
5110
11443086
1231324619152413596
278539634965418153155312
23813210
14
6
2531353165314
1545151738062191
473150814991359748794807431
6941
26295980 58
6
9
36144969 3939
1214
3877
37961171115
15186507677744324430
1673497091049862180
4847
10103851650065092443
3970
913379815355120
3429
480850864208
1
25
8
2545
4848
30392413 488071132073177398350826501
705592948834204
14745077488965025083193148815418
154750843038
7063571
22226772 36045237
306550785978
58367084927484570326193799531114
6
34973530665081910 2193530759286774
1472
1145
2473
4846
39084832
47985308530531685080599467795079443342294185
4849
597441887023336
21923412
58684187
12783654977279627993795541128992853
48101725
2630
6778
2617
47191373
114 25873206444616318043971
4269
4193
41924194
4085
2620121344352849
2618
4554
4086443939475009
654047
9148064838
484
4195
19111
4
6
6
6771
1916 3084396514
4
45291222824462895
4275 52982537178344386486650466524999
18052182
258138434434
33143204
346344286601
27795010
12
1
5
16784206
6602
5837
5839
6
6
2
93203418445753850
167516801564
4294
52512444
961249542889123209
3202
2396192031936279
3572
4296
4295
918
35053875
4555
3883 4436425228946505
16792950
1
2
6
0209144805981
1473
12
2
1
4839
5831
2616
1937 238811996
58
4
2
96549713170 12251897
47274273 5853
719473025542213
61868636844
6642
1918
23244180
3412M 193015376788
27892404
2417
65434067
1
2
5
6
139
3186
11994190945615005
598635193975
16773
0
5
6
4997
4
7
9
7
2926
2096
4684237044261262433943964573
473249936780
178761665333332
15211
2
7
23978
4800
4844
443114706515
6865
2312468635
1
8
111994962
57371
2
8
959893923
128
2448
3428
2644
3467166936379152057
48124190 919
716
2199
2069
6933510942923943121013
6
8
2028
15465242
6938
5310
4332
157530556797
3568
5094
5236 68622804173816032471058403419754023
584
32328254034563514 26212612
2384
1
5
4
319774253048376424116
6520 39673154
4244
19794102
3242
3845
5849
4263
6754
2546
4091
5255
363513
3
171
3980
2671118
3974
6277
2488
3161208
3916
35072490
2636
3007
6514
11201
1267
4082
4682
4
8
8
7
5228
1539
1280
1276
7446
2197
475668606655653664661 1929100743933582439034584179
49606929319151049612097
7186845
51471080117
1
3
263110793
595146769261080240886846
5008
2895000
4841
1974
1
0
7
1822
10794
852
21832494
1
4
6
1
215
4967
123042614440437
58444437684765061981
4935
221044795838427451592014
3949
472959833612
3300
4066
2387
2220
352049953057
957
477335063334
4840
3041
10799
4
8
8
8
2569
3907
6489
662
2343 232715192948
46831921
16762368
305210800
515449665840
4726
4850
363641892056480912
2
3
6632
169946855854
64874306
5841
3957
47
96
12835584148
3
4
1
4
1369
3881
5156 279840254150
1894
3800
4151
3958
701
1622897
921
294972
1819 46221707
1
2
7
7686019336278
16703401
5309
4
7
9
5
8535
5004
2371
5911563
1148
3001
1041
351639721232
6864
4663
663039264340
4399
124121124448
35
1
3 448110791
5007
3942
2198
13219782389 25881860
39795239
23974826430951211976
2189
414942584338
2790 39774209
4998
3910444542851
7
2
6939
10787
4331
4975
4256
28545012
2635
4110
221810574581
1674127 2622472865341934
1212
3834
1936
21106432420
117
2547
3042
16672543
40844246
2533 38042572
15
3
8
5095
585010789
3194
3418
3243
3285168
1279
1900
2632
3508
3915
2613
350
9
2385
129
0
6174113
2070
4882
6940
2181
2801
71240795253914433624454836
1013
1468
5256
40223924
377
3984
2633
1672
4262
32114804219040202991
28503803
52354558 4031
4718641 119
65416654
1596544
6801
3922
2415
5243
6937
1211
10798
472011198
6784
2358
2553
5254
4890
164
3417
1574 29004249
6848
2549
2418
5227
3053
59634805
3187
2800
6793
120
150668616794
3981
2406
23235988 2544
34
1
3
2995
2405 30661271
11995
4065
1149
6785
3205
4963
66433301
2896
2491
1544
6276
3271
6783
11200
1275
6633
4811
1209
3380
6644
4121
5115
6518
597259764824
379
4725 27616537
1270
5111
1665
209459754265
1469
5013
5738
1266
10792
5060
2211
4799
64885317
6756 38523430
3335
4301
1917
10113976
4078
2407
5304
1666
4230
2634
2571
4801
4790
1507
3006
2214
4101
2098
6494
12294442
4803
10788
2802
16713184 122045602568
4127
5138
4792
4400
2580
4556
6757
7441
3036
2414
553
2901
3088
1471
4802
3973
23902386
6755
19
8
0
4934
5119
4968
5962
3315
3245
4083
51035995
56875993 4312
3195
2221
920
4030
190
2195
643617373197
6631
5116
5851
4145
6603
1364
4637
1114
6536
5303
1481
4392
2209
3884
4280
2534
3427
5114
3185
5848
6653
4842
6770
114553
2119
4064
4279
4112
6596
6275
1115
3844
6604
2398
2099
1240
1627
1116
5234
6522
5231
4877
623
665
10797
4746
6493
2951
5302
4747
6931
1119
6930
10796
3208
1118
10786
3201
1051
3786
31805600
11997
10804
6925
1117
3153
2212
10803
MARYSVILLEWEST P.S.
ASH AVE.
P.S.
QUIL CEDA
GLEN P.S.
REGAN
ROAD
P.S.
TO WWTP
3RD STREET
P.S.
EAGLE BAY P.S.
WATERFRONT
PARK
P.S.
SUNNYSIDE
P.S.
WEST
TRUNK
P.S.
SOPER HILL P.S.
51ST
AVE. P.S.
88TH
STREET
P.S.
KELLOGG
RIDGE P.S.
CARROLL'S
CREEK P.S.
CEDAR
CREST
VISTA P.S.
MOUNTAIN VIEW
SHORES P.S.
F22 (FUTURE)
A24 (FUTURE)
F13 (FUTURE)
A16 (FUTURE)
CE5-7
G7
CW1
D3-5
D6-2
CW15
A6
F22-1
G3
B1
F13-1
A25-1
D3-12
A19
D10-2
G1
D10-6
A24-5
A21
CW11-1
F4
D6-5
F21
A26
F20
F12
D1
F22
D10-3
A20
F14
A23
A10
A16
A7
D10-4
A15
G2
A13
F5
D6
A25
D3-11
A22
G4
G8
D10-1
F15
D3-8
D9
B2
F13
CE5-3 (FUTURE)
F10
D12
A24
A18
D3
A28
D5CW3
A27
F7
D3-1
F13-2
A8
A24-4
A17
A5
CE5-2
CW11
A24-2
B3
D3-4
A24-3
A18 (FUTURE)
D3-10
D3-9
D5-2
CE5
CE7
A12
CE6
G5
CW7
D3-6
F16
F2
D3-13
CW2
F3
B5
A24-1
F17
CW14
F9
CW8
D3-3
G6
F19
D4
D6-4
A2
CE5-3CE2
CW12
A9
A16-1
CW10
CW4
A12-2
F8
D3-7
D3-2
D2
A4
D10-5
CW6 B4
F18
CE3
A1
D8
D9-1
F11
D10
A18-1
A18-3 (FUTURE)
CE5-1
A12-3
A11
D5-1
CW13
A14
D11
D7
CE9
D6-3
A18-3
CE5-4
CW9
D7-2
CW5
A12-4
F1
CE8
CE4
D6-1
CE1
A12-1
F6
D7-1
A18-2
CE5-6CE5-5LEGEND:
!MODELED MANHOLES
PIPE DEFFICIENCIES 2011
PIPE DEFFICIENCIES 2017
PIPE DEFFICIENCIES 2031
MODELED SEWER LINES
DIAMETER
8"
10"
12"
14"
15"
16"
18"
21"
24"
27"
30"
36"
42"
48"
"PUMP STATIONS
FORCEMAIN
MODELED SUB-BASINS
BASINS:
BASIN A
BASIN B
BASIN C EAST
BASIN C WEST
BASIN D
BASIN F
BASIN G
CITY OF MARYSVILLE
SEWER COMPREHENSIVE PLAN
EXHIBIT IV: PIPE ID AND CAPACITY DEFFICIENCIES
(MODEL RUNS 2011, 2017 AND 2031)
CONSULTING ENGINEERSM:\MARYSVILLE\11447_Sewer_Comp_Plan\Figures\Ex IV PIPE_DEFFICIENCIES3_24x36.mxdµ
SCALE 1" = 1800'
0 1,800 3,600900
Feet
"
"
"
"
"
"
"
"
"
"
"
"
"
"
"
"
"
"
"
"
PROPOSED
PUMP STATION
4,200 GPM(BUILDOUT)
PROPOSED
PUMP STATION
3,076 GPM
(BUILDOUT)
36"24"24"
15"
20" FM
12"18"18"18"18" FM18"
21"
QUIL CEDA
GLEN
15"18"12"10"10"10"8"8"8"8"8"8"8"4" FM
8"8"8"8"PUMP STATION
200 GPM12"12"18"24"
1
0
"10"10"PROPOSED
PUMP STATION
300 GPM
152ND TRUNK - 51ST
TO THE EAST (2028)
PS-B (2006)
PS-A (2010)
PUMP STATION
REHAB. (2020)
PS-D
(2005)
PS-C
(2008)
PS-E
(2007)
MOUNTAIN
VIEW SHORES
PUMP STATIONUPSIZING (2020)8"LAKEWOOD SEWER
EXTENSION (2018)--12"15"18
"
--------------------------------
30
24 12184842423018
12"30"15"30"30"-14
-1018
101818
12
-8"--8"--88TH ST. NE
AT ALLEN CREEK
(2022)
CIP SS - D
(2015)
SUNNYSIDE BLVD
(FROM 53RD AVE NE TO
60TH DR. NE)
(2024)
CIP SS - E
(2016)
CIP SS - C
(2012)
169TH PL. NE AND
277TH PL. NE
(2026)
CARROLL'S
CREEK P.S.
MOUNTAIN VIEWSHORES P.S.
51ST
AVE. P.S.
KELLOGG
RIDGE P.S.
88TH
STREET
P.S.
CEDAR
CREST
VISTA P.S.
MARYSVILLE
WEST P.S.
ASH AVE.
P.S.
QUIL CEDA
GLEN P.S.
3RD STREET
P.S.
EAGLE BAY P.S.
WATERFRONT
PARK
P.S.
SUNNYSIDE
P.S.
REGAN
ROAD
P.S.
SOPER HILL P.S.
WEST
TRUNK
P.S.67TH51STI-583RDSR 964TH
108TH
STATE3RDGROVE
87TH100TH
152NDBURLINGTON
NOR
TH
ERN
84TH
60TH200TH
44TH19THSR531
4TH
71ST188TH
11TH23RD2NDCEDAR77THBEACHSUNNYSIDE136TH
132ND
7TH 55TH148TH
WADE
79TH25THMC RAE
156TH
MARINE 76THRAILROAD112TH
93RDTWIN LAKESQUINN40TH56TH58TH86TH43RD140THSMOKEY POINT59TH46THUNIONF
O
R
T
Y
F
I
V
E
74TH 36TH21ST62NDDENSMORE11TH AVE NEF
O
R
T
Y
F
I
V
E
R
O
A
D
123RD15TH
47TH138TH
142ND
81ST1ST
168TH
50TH9TH95TH
143RD
41ST20TH94TH
DELTAPACIFICSHOULTES
119TH
61ST17TH69TH57TH49TH
35TH
96THHILLTOP
144TH
98TH
72ND
104TH
113TH5TH
31ST8TH92ND
128TH
158TH
53RD26TH166TH
6TH
73RD10TH182ND
176TH
75TH66TH121ST
88TH
109TH
97TH
116TH
157TH
155TH
45TH103RD54TH164TH
1
6
2N
D
MAPLE
LAKEW
O
O
D
COLUMBIA48THOLD TULALIP18TH135TH
165TH
151ST
110TH
169TH27TH
63RD174TH
SR 529129TH
MC PHERSON
89TH39TH180TH37TH134TH
33
R
D
16TH106TH ALDER68TH
179TH
194TH
105TH
65TH80TH
30T
H
124TH
120TH
107TH
172ND ST NW
85TH38TH192ND
141ST
131ST
70TH2
2
ND
198TH
90TH
189TH
127TH
78TH
29TH52ND122ND
118TH
133RD
91ST
178TH
101ST
150TH
139TH
SUN
N
Y
S
I
D
E
S
C
H
O
O
L
125TH
184TH
JOHNSON TRACTS
LA
K
E
W
O
O
D
R
O
A
D
102ND
177TH
161ST
LIBERTY
175TH
SOPER HILL
99THMERIDIAN
42NDQUIL SCENIC111TH
115TH
82ND
15
3
R
D
SHORT
170TH
130TH146TH173RD
171ST
145TH
HIGHLAND126TH
PARKSIDE
147TH34TH
KIMBERLY117TH
HILAND VIEW
ARMAR
SUNNY RIDGE
160TH
STURGE
O
N
WEST
F
O
R
K
Q
U
I
L
C
E
D
A
C
R
JUDSONSPRING LANEMANORTOTEM PARK
28THWILDWOOD
58TH
119TH
129TH
20TH49TH26TH39TH83RD39TH95TH
74TH88TH
77
T
H
5
9
TH
72ND
10TH 60TH47TH99TH
49TH108TH
70TH72ND
128TH 54TH44TH71ST
67TH
47TH132ND 58TH84TH
48TH91ST31ST
69TH90TH 53RDALDER99TH58TH
55TH58TH33RD44TH76TH
104TH
70TH
140TH
7
6
T
H
54
T
H
30
TH77TH81ST71ST6TH45TH130TH59TH65TH
110TH
44TH55TH38TH63RD77T
H
126TH
66TH 57TH46TH
60TH
67TH
126TH
54TH52ND47TH179T
H
36TH54TH49TH43RD170TH
54
T
H
54TH60TH
88TH
107TH33RD 71ST68TH169TH
56TH120TH 47TH44TH40TH
126TH
70TH 72ND69THSMOKEY POINT72ND69TH
130TH 83RD49TH66TH61ST
90TH
135TH
57TH54TH58TH 7
3RD78TH
10TH 78TH39TH57TH68TH127TH
134TH
38TH58TH42ND188TH
56TH
129TH
75TH2ND87TH27TH
55TH51ST82ND
97TH
36TH57TH5TH42ND68TH38TH52ND74TH
65TH 73RD75TH55TH25TH 64TH178TH
70TH
54TH41STSR531
52ND36TH52ND81ST43RD78TH 87TH46TH70TH162ND
66TH11TH67TH
74TH124TH 58TH79TH
71ST5TH66TH
98TH
DELTA118TH 47TH17
T
H
121ST
1
22ND
75TH
63RD48TH
60TH
92ND 54TH66TH75TH
177TH
75TH
67TH77TH60TH79TH40TH84TH
105TH
74TH162ND
72ND50TH
70TH44TH57TH103RD
57TH
63RD52ND
49TH
6TH 56TH55TH56TH
140TH
48T
H
81ST
71ST40TH
66TH69TH54TH93RD57TH128TH
109TH
68TH180TH
55TH59TH70TH74TH43RD77TH
146TH
126TH
46TH29
T
H
73RD58TH58TH50TH52ND121ST 79TH55TH96TH
76TH136TH
42ND52ND49TH125TH
6
1S
T
85TH42ND
55TH
67TH41ST48TH128THCOLUMBIA95TH
175TH
55TH135TH
23RD57TH46TH44TH91ST
JOHNSON TR
A
C
T
S
I-555TH56TH53RD53RD49TH36TH37TH27TH
74TH42ND28TH 86TH45TH 135TH 81ST50TH134TH123RD
69TH72ND65TH
178TH
46TH
91ST
178TH
132ND31ST
101ST
177TH
61
S
T55TH156TH38TH 88TH
81ST
146TH
76TH64TH62
N
D54TH85TH
72N
D
65TH61ST56TH55TH51ST48TH92ND
81ST
122ND HILLTOP
73
R
D
57TH51ST
49TH
103RD
58TH97TH 79TH133RD
73RD52ND72ND
89TH
76TH
75TH56TH99TH
70TH
121ST43RD23RD49TH
142ND
95TH
73RD125TH83RD86TH176TH
64TH140TH
121ST
47TH55TH
107TH
120TH
64TH73RD
140TH
68TH
56TH 69TH44TH71ST45TH145T
H
83RD31ST56TH79TH38TH158T
H
55TH95TH
63RD69TH
63RD 65TH65TH
122ND
105TH
61ST74TH
25TH
45TH57TH54TH72ND
78TH47TH
69TH19TH71ST
98TH
8TH
19TH120TH
49TH48THBURLINGTON NORTHERN156TH
72ND57TH49THBURLINGTON NORTHERN144TH
50TH2ND46TH55
T
H
38TH
148TH
69TH
106TH
38TH72ND180TH
66TH
10
3
R
D29TH
40TH51ST 77TH103RD
52ND102ND
75
T
H
96TH
134TH
143RD
75TH77TH
44TH126TH
62ND70TH55TH95TH
11TH
66TH73RD 78TH74TH65TH
176TH
67T
H48TH67TH
128TH
33RD11TH58TH59TH57TH45TH62ND69TH73RD68TH100TH57TH89TH52ND52ND76TH
176TH
67TH
61ST59TH
133
R
D
45TH53RD 75TH138TH
67TH
177TH
42ND133RD
91ST
73RD72ND
52ND
9TH
107TH 51ST78TH64TH75THSR 9129TH
59TH75TH54TH179TH
96TH
46TH113TH
54TH93RD
97TH
104TH39TH
92ND21ST
1ST 61ST70TH3RD27TH 68TH
98TH19TH
80TH
65TH80TH
53RD52ND98TH
141ST
34TH
44TH46TH76TH
142ND
59TH59TH45TH47
T
H
108TH
62ND49TH76TH
57TH
2ND
72ND99TH
52ND61ST57TH
116TH
90TH
75
TH
66TH 55TH52ND38TH132ND
70TH70TH156TH62ND88TH44TH
60TH168TH
69TH48TH60T
H56TH47TH5TH
144TH
ALDER40TH62ND
69TH
110TH
77
TH
134TH
52NDCITY OF MARYSVILLE
SEWER COMPREHENSIVE PLAN
EXHIBIT V: MODELED SEWER LINES W/ IMPROVEMENTS
AND BUILDOUT CONDITIONS
M:\MARYSVILLE\11447_Sewer_Comp_Plan\Figures\Ex V impvts and buildout- 24x36.mxdµ
0 1,900 3,800 5,700950
Feet
SCALE 1" = 1900'
LEGEND:
"LIFT STATIONS
"PROPOSED PUMP STATION
PROPOSED AND CIP PROJECT
6" FM
8"
10"
12"
15"
18"
20"
21"
24"
27"
30"
36"
FORCE MAIN
6 YEAR CIP PIPELINE IMPROVEMENTS
20 YEAR CIP PIPELINE IMPROVEMENTS (2017-2031)
BUILDOUT PIPELINE SURCHARGES (After 2031)
!PROPOSED MANHOLE
!MODELED MANHOLES
MODELED SEWER LINES
SIZE EXISTING:
8"
10"
12"
14"
15"
18"
21"
24"
27"
30"
36"
42"
48"
!EXISTING MANHOLE
EXISTING SEWER LINES
MARYSVILLE CITY LIMITS
PARCELS
BASIN A
BASIN B
BASIN C EAST
BASIN C WEST
BASIN D
BASIN F
BASIN G
"
"
"
"
"
"
"
"
"
"
"
"
"
"
"
"
!
!
!
!
!!!!
!!!
!
!
!
!!
!
!
!!!!!
!
!
!
!
!!!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!!
!!
!
!
!!!
!!
!!
!
!
!!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!!!!
!
!
!
!
!!
!
!
!
!
!
!
!!
!
!
!!
!
!
!
!
!!
!
!!
!
!
!!
!!!!!!!!
!
!!
!
!
!
!
!
!
!
!
!
!!!
!!!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!!!
!!!!!
!
!
!
!
!
!!!
!
!
!!!!
!
!!!!
!
!!
!
!!!!!!
!!
!
!!!!
!!!!!!!
!
!
!
!
!!!
!
!
!
!
!
!
!
!
!!!!
!!
!!!!
!!
!
!
!!
!
!
!
!
!
!
!
!
!!
!
!
!!!!!!!!!!!!!!!!!!!
!
!
!
!
!
!!
!!
!
!
!!!!
!!!
!!!!!!!
!
!
!
!
!!!!!!
!!!
!
!!!!!!
!
!!!!!!!!!
!!
!
!
!!
!!!
!!!!
!!
!!
!!!!!
!!!!
!
!
!
!
!
!
!!
!
!
!
!
!
!!
!
!
!
!
!!!
!!!!!!
!
!
!
!!!
!
!!!
!
!!
!
!
!
!
!
!
!!
!!!!!!
!
!
!
!!!!!!
!
!!
!
!!
!!!!!!!!
!
!
!!
!!
!
!!!
!!!!!!
!
!!
!!!
!
!!!
!!
!!
!
!
!!
!!!
!
!
!
!!
!
!
!!!!
!!!!!!!!!!!!!!!!!!!
!!
!
!!!!!
!
!
!
!
!!!
!
!!!!!
!
!!!!!!!!!
!
!
!
!
!!!!!!
!
!
!
!!
!
!
!
!
!
!
!
!
!!!!
!
!
!!
!!
!
!
!
!!
!
!!!
!!
!!
!
!!
!
!
!!!!!!!!
!
!
!
!
!
!
!!!
!
!
!
!!!!
!
!!!
!
!!!!!!!!!!
!
!!
!
!
!
!
!!
!
!!!!!!!!
!
!
!
!
!
!
!
!!
!!!!!
!!!!
!
!
!
!!
!
!
!!!!!
!
!!
!
!
!
!
!
!
!!
!
!
!
!!
!
!
!
!
!!!
!
!
!!!
!
!!
!!!!
!!!!
!!
!
!!!!!!
!
!!!!!!!
!!!
!
!
!!!!!!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!!
!
!
!
!
!
!
!!!
!!!!!
!
!
!
!!!
!
!
!
!
!
!
!!
!!!!!!!!!!
!
!!
!
!
!
!
!!
!
!
!!
!
!
!
!!
!
!
!
!
!
!!
!!!!!!!
!!!
!
!
!
!
!!!!!!!
!
!
!
!
!
!!
!!
!
!
!
!
!!!!!!!!!
!
!!!
!!
!!!!!!!!!!!!
!
!
!
!
!
!
!
!
!
!
!!!!!
!
!!!!!
!!!!
!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!!!!!!!
!
!
!
!
!
!
!
!!!!!
!
!!
!
!
!
!
!!
!
!
!!!!!!!
!
!
!
!
!!!!!
!
!
!
!
!
!!!!
!
!!!!!!!
!
!!!!
!
!
!
!
!!!!
!
!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!!
!!!!!
!
!!!!!!
!
!
!
!
!!
!
!
!!
!!!!!
!
!!
!
!!
!!!!!!
!!
!
!!!!!!!!!!
!!!!!!
!!
!
!!
!!!!
!!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!!!
!!
!
!
!
!
!
!
!
!!!!
!!!!
!!!
!!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!!
!
!
!!
!
!
!
!
!
!!!!
!
!
!!!!!!!!!!!!!!!!!!
!!
!!
!
!
!
!
!
!
!!
!
!
!!
!!!!!
!
!
!
!!
!!!!!
!!
!
!
!23293625594794863284743843854683861825497418189
9
0
25
20371826646
485555 279227943166317898856060837945970
697638 717
607
6519
3836499
602
597 31766906996951727698
680
378 909
609 5047005991
275
989
2986
61431795473431 64976524 6512
6495649654535866513
253664983326
4414
6492
3793675 72138332447182367335883293 72364937973584696
3294
2788396435893295
4878
1935 328327867143960396139593296
30373175
6221316005130179927876684885122467201820658
69242476483962 704693620
140
694523344273457
47
9
4566850324193802315272020513415544354341074068
2399
3188
624502907
1052
5218 328442482611
2113180262538696154205
3587713
63568
13583
511717962203
3200
3465182135695407
17847079164117
2994
1219107953946
2579
4144
3570
6853
35175832346830405
3
2
0
1915
15493787
34646773
4026
1565
36156535
15481
5
4
2
2400
4207
715
3085
4210
47
9
3
2570
19136503
21081914
654240214330
5244
1912583339661
5
4
1
4183
131
5
482554
4382493 956 211839563196 442923392185218449924843
7313466
5113 3180A10790
31812187
18505318
5110 11443086
1231324619152413596
278539634965418153155312
23813210
14
6
2531353165314
1545151738062191
473150814991359748794807431
6941
26295980 58
6
9
36144969 3939
1214
3877
37961171115
15186507677744324430
1673497091049862180
4847
10103851650065092443
3970
913379815355120
3429
480850864208
1
2
5
8
2545
4848
30392413 488071132073177398350826501
705592948834204
14745077488965025083193148815418
154750843038
7063571
22226772 36045237
306550785978
58367084927484570326193799531114
6
34973530665081910 2193530759286774
1472
1145
2473
4846
39084832
47
985308530531685080599467795079443342294185
4849
597441887023336
21923412
58684187
12783654977279627993795541128992853
48101725
2630
6778
2617
47191373
114 25873206444616318043971
4269
4193
41924194
4085
2620121344352849
2618
4554
4086443939475009
6540479
148064838
484
4195
19111
4
6
6
6771
1916 30843965144
45291222824462895
4275 52982537178344386486650466524999
18052182
258138434434
33143204
346344286601
27795010
12
1
5
16784206
6602
5837
5839
6
6
2
93203418445753850
167516801564
4294
52512444
961249542889123209
3202
2396192031936279
3572
4296
4295
91835053875
4555
3883 4436425228946505
16792950
1
2
6
0209144805981
1473
12
2
1
4839
5831
2616
1937 238811996
58
4
2
96549713170 12251897
47274273 5853
719473025542213
61868636844
6642
1918
23244180
3412M 193015376788
27892404
2417
65434067
1
2
5
6
139
3186
11994190945615005
598635193975
1677305
6
4997
4
7
9
7
2926
2096
4684237044261262433943964573
473249936780
178761665333332
15211
2
7
23978
4800
4844
443114706515
6865
231246863
5
1
8
111994962
57371
2
8
959893923
128
2448
3428
2644
3467166936379152057
48124190 919
716
2199
2069
69335109429239431210 1
3
6
8
2028
15465242
6938
5310
4332
157530556797
3568
5094
5236 68622804173816032471058403419754023
584
32328254034563514 26212612
2384
1
5
4
319774253048376424116
6520 39673154
4244
19794102
3242
3845
5849
4263
6754
2546
4091
5255
363513
3
171
3980
2671118
3974
6277
2488
3161208
3916
35072490
2636
3007
6514
11201
1267
4082
468248
8
7
5228
1539
1280
1276
7446
2197
475668606655653664661 1929100743933582439034584179
49606929319151049612097
7186845
51471080117
1
3
263110793
595146769261080240886846
5008
2895000
4841
1974
1
0
7
1822
10794
852
21832494
1
4
6
1
215
4967
123042614440437
58444437684765061981
4935
221044795838427451592014
3949
472959833612
3300
4066
2387
2220
352049953057
957
477335063334
4840
3041
10799
4
8
8
8
2569
3907
6489
662
2343 232715192948
46831921
16762368
305210800
515449665840
4726
4850
363641892056480912
2
3
6632
169946855854
64874306
584
1
3957
4796 12835584148
3
4
1
4
1369
3881
5156 279840254150
1894
3800
4151
3958
701
1622897
921
294972
1819 46221707
12
77686019336278
16703401
5309
4
7
9
5
8535
5004
2371
5911563
1148
3001
1041
35163972
1232
6864
4663
663039264340
4399
124121124448
35
1
3 448110791
5007
3942
2198
13219782389 25881860
39795239
23974826430951211976
2189
414942584338
2790 39774209
4998
3910444542851
7
2
6939
10787
4331
4975
4256
28545012
2635
4110
221810574581
1674127 2622472865341934
1212
3834
1936
21106432420
117
2547
3042
1667
2543
40844246
2533 38042572
15
3
8
5095
585010789
3194
3418
3243
3285168
1279
1900
2632
35
08
3915
2613
350
9
2385
1290
6174113
2070
4882
6940
2181
2801
71240795253914433624454836
1013
1468
5256
40223924
377
3984
2633
1672
4262
32114804219040202991
28503803
52354558 4031
4718641 119
65416654
1596544
6801
3922
2415
5243
6937
1211
10798
472011198
6784
2358
2553
5254
4890
164
3417
1574 29004249
6848
2549
2418
5227
3053
59634805
3187
2800
6793
120
150668616794
3981
2406
23235988 2544
34
1
3
2995
2405 30661271
11995
4065
1149
6785
3205
4963
66433301
2896
2491
1544
6276
3271
6783
11200
1275
6633
4811
1209
3380
6644
4121
5115
6518
597259764824
379
4725 27616537
1270
5111
1665
209459754265
1469
5013
5738
1266
10792
5060
2211
4799
64885317
6756 38523430
3335
4301
1917
10113976
4078
2407
5304
1666
4230
2634
2571
4801
4790
1507
3006
2214
4101
2098
6494
12294442
4803
10788
2802
16713184 122045602568
4127
5138
4792
4400
2580
4556
6757
7441
3036
2414
553
2901
3088
1471
4802
3973
23902386
6755
19
8
0
4934
5119
4968
5962
3315
3245
4083
51035995
56875993 4312
3195
2221
920
4030
190
2195
643617373197
6631
5116
5851
4145
6603
1364
4637
1114
6536
5303
1481
4392
2209
3884
4280
2534
3427
5114
3185
5848
6653
4842
6770
114553
2119
4064
4279
4112
6596
6275
1115
3844
6604
2398
2099
1240
1627
1116
5234
6522
5231
4877
623
665
10797
4746
6493
2951
5302
4747
6931
1119
6930
10796
3208
1118
10786
3201
1051
3786
31805600
11997
10804
6925
1117
3153
2212
10803
ASH AVE.
P.S.
REGAN
ROAD
P.S.
MARYSVILLE
WEST P.S.
QUIL CEDA
GLEN P.S.
EAGLEBAY
P.S.
3RD STREET
P.S.
TO WWTP
WATERFRONT
PARK
P.S.
SUNNYSIDE
P.S.
WEST
TRUNK
P.S.
SOPER HILL P.S.
51ST
AVE. P.S.
88TH
STREET
P.S.
KELLOGG
RIDGE P.S.
CARROLL'S
CREEK P.S.
CEDAR
CREST
VISTA P.S.
MOUNTAIN VIEW
SHORES P.S.
A24 (FUTURE)
F22 (FUTURE)
F13 (FUTURE)
A16 (FUTURE)
CE5-7
G7
CW1
D3-5
D6-2
CW15
A6
F22-1
G3
B1
F13-1
A25-1
D3-12
A19
D10-2
G1
D10-6
A24-5
CW11-1
A21
F4
D6-5
F21
A26
F20
F12
D1
F22
D10-3
A20
F14
A23
A10
A16
A7
D10-4
D3-11
A15
G2
A13
F5
D6
A25
A22
G4
G8
D10-1
F15
D3-8
D9
B2
F13
CE5-3 (FUTURE)
F10
D12
A24
A18
D3
A28
D5CW3
A27
F7
D3-1
F13-2
A8
A24-4
A17
A5
CW11
CE5-2
A24-2
B3
D3-4
A24-3
A18 (FUTURE)
D3-10
D3-9
D5-2
CE5
CE7
A12
CE6
G5
CW7
D3-6
F16
F2
D3-13
CW2
F3
B5
A24-1
F17
CW14
F9
CW8
D3-3
G6
F19
D4
D6-4
A2
CE5-3CE2
CW12
A9
A16-1
CW10
CW4
A12-2
F8
D3-7
D3-2
D2
A4
D10-5
CW6 B4
F18
F11
CE3
A1
D8
D9-1
D10
A18-1
A18-3 (FUTURE)
A11
CE5-1
A12-3
D5-1
D11
CW13
A14
D7
CE9
D6-3
A18-3
CE5-4
CW9
D7-2
CW5
A12-4
F1
CE8
CE4
D6-1
CE1
A12-1
F6
D7-1
A18-2
CE5-6CE5-5
LEGEND:
!MODELED MANHOLES
MODELED SEWER LINES
SIZE
8"
10"
12"
14"
15"
18"
21"
24"
27"
30"
36"
42"
48"
FORCEMAIN
LOW VELOCITY (<2FT/S) IN 2011
MODELED SUBBASINS
BASINS:
BASIN A
BASIN B
BASIN C EAST
BASIN C WEST
BASIN D
BASIN F
BASIN G
CITY OF MARYSVILLE
SEWER COMPREHENSIVE PLAN
EXHIBIT VI: PIPE ID AND PIPELINE
VELOCITY DEFFICIENCIES (2011)M:\MARYSVILLE\11447_Sewer_Comp_Plan\Figures\ Ex VI PIPE DEFFICIENCIES_24x36.MXDµ
0 1,900 3,800950
Feet
SCALE 1" = 1800'
SUMMARY:
TOTAL LENGTH OF MODELED PIPE = 318,770 LF
LENGTH OF PIPE WITH VELOCITY
LESS THAN 2 FPS = 153,710 LF
LENGTH OF PIPE WITH VELOCITY
LESS THAN 1 FPS = 21,758 LF