H-1.d. 2040 Comprehensive Plan Discussion - Sewer : CITY OF CHANHADE-N
Chanhassen is a Community for Life-ProvidingforToday and Planning for Tomorrow
MEMORANDUM
TO: Kate Aanenson, AICP, Planning Director
FROM: Alyson Fauske,Assistant City Engineer ,
DATE: July 18, 2017
SUBJ: 2040 Comprehensive Plan Update- Sanitary Sewer
Staff has been working on the draft of the 2040 Comprehensive Sanitary Sewer Plan Update and is
summarized as follows:
Existing City Sanitary Sewer System and Wastewater Flows
This section of the plan has been updated to include the infrastructure installed in the past 10 years.
Staff will analyze the City trunk sewer system that has experienced additional flow from new
developments to ensure that the trunk system is adequately sized. The capacity of each lift station
was analyzed and the numbers are being reviewed for accuracy.
The update includes a detailed discussion on the City's inflow and infiltration(1/I). Infiltration is
clear water that enters the sanitary sewer system through defects in the sewer pipes,joints, manholes,
and service laterals. Water that enters the sewer system from cross connections with storm sewer,
sump pumps, roof drains, or manhole covers is considered inflow. In 2006 the Metropolitan Council
Environmental Services (MCES) adopted an I/I Surcharge Program to reduce I/I into the MCES
system. This update identifies the City's goals,policies and strategies to address I/I from the
following sources: public sanitary sewer and manholes,private sewer services, and private sump
pump and drain tile illicit connections.
Sanitary Sewer Districts
The district boundaries within developed areas were updated to coincide with the property lines-this
exercise was necessary to accurately estimate wastewater flows within each district. The future
service to northeastern Victoria was eliminated from the comprehensive plan as Victoria has
identified an alternate means to service this area.
Alternative sanitary sewer alignments for the area south Pioneer Trail along the Highway 101
corridor have been analyzed and are included in the appendix.
Capital Improvement Program
Estimated costs for the sewer alignment south of Lyman Boulevard have been included. Capital
improvements to the lift stations are being evaluated and will be added to the study.
Attachment: Draft Comprehensive Sanitary Sewer Plan
PH 952.227.1100- www.d.chanhassen.nl us- FX 952.227.1110
7700 MARKET BOULEVARD - PO BOX 147 - CHANHASSEN - MINNESOTA 55317
gAeng\public\pw42lc sewer comp plan update(2017)\20170718 draft comp sewer plan.docx
TABLE OF CONTENTS
1. EXECUTIVE SUMMARY...............................................................................................1
2. INTRODUCTION..............................................................................................................3
2.1 Purpose.....................................................................................................................3
2.2 Scope........................................................................................................................3
2.3 Data Available .........................................................................................................3
3. EXISTING CITY SANITARY SEWER SYSTEM........................................................3
3.1 Overall Sanitary Sewer Service Area......................................................................3
3.2 Gravity Sanitary Sewer......................................................
3.3 Lift Stations..............................................................................................................4
3.4 Existing System Analysis and Deficiencies.............................................................5
3.5 On-site Disposal Systems ........................................................................................7
4. MCES SANITARY SEWER SYSTEM...........................................................................8
4.1 Shorewood Interceptor.............................................................................................8
4.2 Lake Ann Interceptor...............................................................................................8
5. LAND USE .........................................................................................................................9
5.1 Land Use Breakdown...............................................................................................9
5.2 Existing Developed and Developable Areas............................................................9
6. GROWTH PROJECTIONS...........................................................................................10
6.1 Projected Residential Growth................................................................................10
6.2 Projected Non-Residential Growth........................................................................1 l
7. EXISTING WASTEWATER FLOWS..........................................................................12
7.1 Residential Flow Rates ..........................................................................................14
7.2 Non-Residential Flow Rates..................................................................................14
7.3 Peak Flow Factors..................................................................................................14
7.4 Infiltration and Inflow (I/I) ....................................................................................15
7.4.1 Public Sanitary Sewer and Manholes
7.4.2 Private Sewer Services
7.4.3 Private Sump Pump and Drain Tile Illicit Connections
8. SANITARY SEWER DISTRICTS.................................................................................17
8.1 Minnewashta District (MW)..................................................................................19
8.2 Bluff Creek District (BC).......................................................................................19
8.3 Lake Ann District(LA)..........................................................................................19
8.4 Lake Lucy District (LC).........................................................................................20
8.5 North District (NO)................................................................................................20
8.6 Lotus Lake District(LL)........................................................................................21
8.7 Lake Riley District (LR)........................................................................................21
8.8 Lower Bluff Creek District(LB) ...........................................................................21
Comprehensive Sanitary Sewer System Plan
9. FUTURE SANITARY SEWER SYSTEM....................................................................22
9.1 Wastewater Flow Projections ................................................................................22
9.2 Future Trunk Sanitary Sewer System Analysis.....................................................23
9.3 Future Trunk Sanitary Sewer System....................................................................24
10. CAPITAL IMPROVEMENT PROGRAM...................................................................28
10.1 Analysis of Area South of Lyman Boulevard........................................................28
10.2 Lift Station Improvements.....................................................................................28
10.3 Capital Improvements Summary...........................................................................31
10.4 Funding..................................................................................................................32
10.5 Goals and Policies..................................................................................................32
10.5.1 System Expansion
10.5.2 Leapfrogging
10.5.3 Overdepth and Oversizing
10.5.4 Lift Stations
10.5.6 Existing Developed Unserviced Properties
10.5.7 Existing Non-Residential Unserviced Properties
11. RECOMMENDATIONS.................................................................................................34
Appendix A
Figures
Appendix B
Lift Station Information
Appendix C
2006 SewerCAD Results
Appendix D
MCES Flow Data and Design Peaking Factors
Appendix E
Land Area and Flow Calculations by Sub-District
Appendix F
Sewer Improvement Cost Estimates
Appendix G
Lift Station CIP Cost Estimates
Appendix H
Infiltration and Inflow Policies and Reduction Capital Improvements Plan
Appendix I
Alternative Sanitary Sewer Service for the TH 101 and Pioneer Trail Area
Appendix J
City of Chanhassen Sanitary Sewer Fee Structure
Comprehensive Sanitary Sewer System Plan
1. EXECUTIVE SUMMARY
The City of Chanhassen's Comprehensive Sanitary Sewer System Plan (plan) is intended to be
an update to the City's previous Comprehensive Sewer Plan dated 2008 and to assist the City of
Chanhassen in meeting its short-term and long-term sanitary sewer needs. The plan is also
intended to serve as an inventory of the City's existing sanitary sewer facilities and an updated
guide for completing the future sanitary sewer trunk system improvements.
The City is divided into eight major sanitary sewer service areas or districts as shown in Figure
3.2 in Appendix A. For the purpose of sanitary sewer planning, these major districts are further
divided into sub-districts based on both lift station and gravity sewer service areas as shown in
Figure 3.3 in Appendix A. Each sub-district contributes wastewater flow to the sanitary sewer
collection system dependent upon a variety of parameters. These parameters include but are not
limited to land use, population density,wastewater generation rates, development restrictions,
wetlands, and dedicated green space.
Approximate future trunk facility locations were determined based on the topography of
undeveloped areas. An objective to planning the trunk sanitary sewer system is to minimize the
number of trunk lift stations, while keeping the maximum depth of gravity sewers to realistic
depths. The existing and proposed system layout is also shown on Figure 3.4. The system
layout is general in nature and exact pipe alignments and lift station locations will be determined
by the actual conditions at the time of final design. It is important that the general overall
concept and sizing plan is utilized to assure an economical and adequate future system.
A 22-year capital improvement plan (CIP) was developed for the completion of the trunk system.
These trunk facilities include all gravity sewer mains for each sub-district, lift stations, and force
mains. The CIP includes costs for each trunk improvement project; however, the approximate
trunk costs do not include the cost of installing lateral sewers for development. The cost for
lateral improvements would be funded directly through assessments to the development or
redevelopment. The following table summarizes the proposed 22-year CIP and associated costs:
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Table 1.1 -Capital Improvement Plan Summary
Improvement Description Extended Cost
2018
2010 MUSA Lift Station $1,900,000
Inflow and Infiltration Abatement $200,000
Sanitary Sewer Replacement $250,000
Lift Station#18 $20,000
Subtotal $2,370,000
2019
Inflow and Infiltration Abatement $200,000
Sanitary Sewer Replacement $50,000
Lift Station#28 $25,000
Subtotal $275,000
2020
Inflow and Infiltration Abatement $200,000
Sanitary Sewer Replacement $250,000
Lift Station#22 $28,000
Subtotal $478,000
2021
Lower Bluff Creek Trunk Sanitary Sewer $10,800,000
Inflow and Infiltration Abatement $200,000
Sanitary Sewer Replacement $50,000
Lift Station#2 $25,000
Subtotal $11,075,000
2022—2025
2022-2025 Sanitary Sewer 1/1 Rehabilitation $800,000
2022-2025 Sanitary Sewer Reconstruction Program $600,000
Lift Station No. Improvements
Subtotal
2026-2030
2026-2030 Sanitary Sewer 1/1 Rehabilitation $1,000,000
2026-2030 Sanitary Sewer Reconstruction Program $850,000
Lift Station No. Improvements
Subtotal
2031-2035
2031-2035 Sanitary Sewer 1/1 Rehabilitation $1,000,000
2031-2035 Sanitary Reconstruction Program $650,000
Lift Station No. Improvements $
Subtotal
2036-2040
2036-2040 Sanitary Sewer 1/1 Rehabilitation $1,000,000
2036-2040 Sanitary Reconstruction Program $850,000
Lift Station No. IrrIpToyon
Subtotal $
Total Capital Improvements Plan Costs $
Notes: 1.Costs are for budgeting purposes only,and are subject to change as projects are studied,designed and constructed.
2.Project Costs include 10%for construction contingency and 25%indirect costs where applicable.
3.Costs are estimated based on 2016 construction costs.
4.Land acquisition costs are included for new lift stations,but not for trunk sewer main.
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2. INTRODUCTION
2.1 Purpose
The purpose of this study is to provide the City with an updated plan to serve future development
and to identify existing system facilities and deficiencies.
2.2 Scope
The scope of this study includes population and sanitary sewer flow projections for the City of
Chanhassen through the year 2040. The potential 2040 service area was defined as areas that can
be feasibly served by sanitary sewer in the future and was based on the current Land Use Plan
prepared for the City's Comprehensive Plan. The 2040 service area for the City is considered to
be the full build-out of the current City Limits. Based on the 2040 service area, sanitary sewer
districts and sub-districts were defined. Existing and future sanitary sewer flow rates were
calculated for each sub-districts based on the respective land uses. Projected sanitary sewer flow
rates were used to analyze the existing trunk system capacity and size future trunk system
facilities.
Future trunk improvements were defined with the intention that the trunk system would serve the
2040 service area. An approximate layout of potential trunk system improvements along with an
opinion of probable cost is provided. Future improvements were prioritized and incorporated
into a Capital Improvement Program (CIP)based on an approximate phasing plan provided by
the City Staff.
2.3 Data Available
In preparing this report, the following sources of information were utilized:
• Existing Sanitary Sewer GIS Information
■ Sanitary Sewer As-builts
■ City of Chanhassen Comprehensive Sewer Policy Plan, dated November 2008, prepared
by WSB &Associates
■ City of Chanhassen Infiltration and Inflow Reduction Plan, dated June 12, 2006,prepared
by WSB &Associates
■ County Road 61 Corridor Plan, dated December 2, 2014,prepared by SRF Group in
association with Hoisington Koegler Group
■ 2040 Thrive MSP Water Resources Policy Plan
3. EXISTING CITY SANITARY SEWER SYSTEM
3.1 Overall Sanitary Sewer Service Area
Typically, sanitary sewer systems consist of two elements; collection and treatment. Collection
systems include sewer services, trunk sewer pipe, manholes, lift stations, and forcemains which
collect the sewer flows from private resident, commercial, and industrial properties within a city.
Treatment systems include the biological or chemical treatment in order to remove targeted
contaminants from the wastewater.
Page 3
The City of Chanhassen's existing sanitary sewer system is a collection system only; the
Metropolitan Council Environmental Services (MCES)provides treatment for Chanhassen's
entire sanitary sewer flows. MCES is also responsible for major trunk facilities conveying
wastewater across City boundaries to regional treatment facilities. All wastewater flows from
the City of Chanhassen enter the MCES interceptor system and is conveyed to the MCES Blue
Lake Wastewater Treatment Plant (WWTP) located in the City of Shakopee,just north of
Highway 101.
The sanitary sewer service area is defined as the area from which wastewater flows are collected
by the City's regional system. The existing serviced area within the City of Chanhassen is
comprised of approximately 10,600 gross acres which includes the lakes, open park land, and
road right-of-ways. This service area is shown in Figure 3.2. Sanitary sewer service districts
(districts)were developed within the City boundaries based on gravity service and lift station
service areas. The existing serviced area has been developed within several districts,many of
which are not fully developed.
3.2 Gravity Sanitary Sewer
The City of Chanhassen gravity sanitary sewer system consists of 6- to 36-inch diameter vitrified
clay pipe (VCP), acrylonitrile butadiene styrene (ABS),reinforced concrete pipe (RCP), ductile
iron pipe (DIP), and polyvinyl chloride(PVC)plastic sewer pipe. The original sanitary sewer
system for the area southwest of Lotus Lake was constructed in the 1950s and consisted of two
lift stations. Following the initial construction, a majority of the system was constructed in the
1970s.
The existing gravity sanitary sewer system appears to be in good overall condition;however,
limited televising inspections have found root penetrations at joints, cracked pipe, leaking
manholes and castings, as well as mineral deposits. In recent years, the City of Chanhassen has
been identified as having excessive infiltration and inflow (I/I)by MCES. The City is currently
included on the MCES "List of Communities with Observed Excess I/I, June 30, 2006." The
City was also assessed a surcharge by MCES according to the adopted MCES 2007 Surcharge
Policy. The City of Chanhassen developed an Infiltration and Inflow Reduction Plan dated June
12, 2006 which identified a number of gravity sanitary sewer improvements to reduce the
amount of 1/1 entering the Cities system.
The gravity sanitary sewers are directed to several MCES interceptors described in Section 4 that
conveys wastewater to the Blue Lake WWTP. The existing gravity sanitary sewer trunk mains
(8-inch diameter and larger) and the MCES interceptor are shown on Figure 3.1.
3.3 Lift Stations
The City of Chanhassen sanitary sewer system consists of 31 lift stations ranging from a small 16
gallons per minute(gpm) grinder station to a large 1,448 gpm lift station. The lift station
capacities vary depending on size of service area.
The locations of the existing lift stations are shown on Figure 3.1 and the following Table
summarizes capacity information for each of the lift stations:
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Table 3.1 - Existing Lift Station Information
General Lift Station Information General Sewer Shed Information
Lift Year Approx. Pumping Control Pump Length of Approx. Approx.
Station Length of Capacity Panel Number of Number of
Area Constructed Forcemain (gpm) Age Age pipe(ft) Manholes Services
1 1967 5,486 103 1999 2003 3,610 20 40
2 1967 1,420 353 2005 2005 18,287 100 293
3 1971 1,200 860 2008 2008 33,617 164 413
4 1971 882 560 2008 2008 18,559 96 191
5 1971 1,175 325 2008 2008 22,843 105 271
6 1971/1990 400 198 2008 2002 13,997 97 154
7 1971/2000 1,365 370 1999 2006/ 14,499 68 159
2015
8 1971 425 76 2008 2008 470 3 6
9 1975 1,104 288 2008 2008 7,398 43 85
10 1975 1,726 905 2013 2013 51,313 286 827
11 1975 893 126 2011 2005/ 4,254 19 39
2006
12 1975 959 304 2008 2008/ 9,287 56 106
2007
13 1975 2,336 95 1999 2005/ 6,322 34 73
2000
14 1975 485 101 2008 2005/ 663 5 7
2000
15 1975 1,352 136 2006 2006 6,294 37 53
16 1975 174 64 2010 2010/ 755 7 9
2009
17 1977/1993 2,477 956 1996 1996 26,389 153 412
18 1977/1993 1,360 99 1996 2007 5,802 35 61
19 1982 1,590 89 2007 2007 2,874 17 39
20 1985 1,383 16 1986 2004/ 1,393 6 18
2014
21 1985 571 123 2015 2015 5,937 37 88
22 1985/1990 1,600 202 1987 2008/ 2,556 12 7
1987
23 1988 2,775 73 2016 2016 782 3 1
24 1991 1,917 1,448 2010 2010/ 114,733 632 2,850
2009
25 1991 1,460 143 1993 1993 6,920 45 81
26 1991 1,304 396 1993 1998 18,685 100 246
27 1992 676 382 2006 2006 10,789 75 166
28 1994 591 78 1997 1997 762 7 9
29 1993 696 226 1997 1997 1,116 5 7
30 2004 1,128 264 2004 2004 2,163 16 17
31 2006 757 82 1 2006 1 2006 1,481 11 28
3.4 Existing System Analysis and Deficiencies
A SewerCAD computer model was developed in 2006 to verify existing system's capacity to
convey existing system wastewater flows to the MCES collection system. Existing system as-
built information was used to develop the model and determine system capacity. Average day
and peak flows were calculated by determining the existing developed area in each district, area
Page 5
of each existing land use, number of existing units, and assuming a flow generated for each land
use. The model was calibrated by reducing the flow generated for each land use until the total
system flow matched sewer flows metered by MCES. The existing system model includes the
following parameters:
■ Existing sewer mains— 10-inch diameter and larger
• Existing trunk lift stations
■ Existing trunk main flows (MCES)
Figure 3.5 illustrates the remaining pipe capacity resulting from the 2006 analysis trunk mains.
Modeling results indicated two sections (of 23 sections) of the 36-inch trunk main parallel to the
MCES interceptor flowing east along the north side of Lake Susan near Highway 101 exceeded
capacity as shown on Figure 3.5. The model indicated a slight surcharge at the manholes in the
two sections where existing flows exceeded capacity,however the capacity of the overall trunk
system is adequate.
The MCES Lake Ann interceptor exhibited a few sections exceeding capacity; however, MCES
is responsible for monitoring flows and determining deficiencies for this main.
All lift stations exhibited adequate capacity- VERIFY. Table 3.2 below shows existing lift
station pump capacity and existing peak inflow information.
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Table 3.2- Existing Trunk Lift Station Analysis
Lift Station Pumping Existing Peak Remaining
Area Capacity(gpm) Flow(gpm) Capacity(gpm)
1 103
2 353
3 860
4 560
5 325
6 198
7 370
8 76
9 288
10 905
11 126
12 304
13 95
14 101
15 136
16 64
17 956
18 99
19 89
20 16
21 123
22 202
23 73
24 1,448
25 143
26 396
27 382
28 78
29 226
30 264
31 1 82
3.5 On-site Disposal Systems
There are several areas within the City of Chanhassen that are currently on septic systems. Some
of these areas are developed with one or two acre lots that could be developed or subdivided with
sanitary sewer service.
Figure 3.6 in Appendix A presents the lots which currently utilize septic systems. The areas are
primarily located in the districts south of the Highway 212 corridor. The remaining existing
septic systems are scattered throughout the remainder of the City in areas with larger lots.
Page 7
4. MCES SANITARY SEWER SYSTEM
The majority of the wastewater generated from the City of Chanhassen is conveyed to one of two
MCES interceptor sewers, identified as the Shorewood Interceptor (7017) and the Lake Ann
Interceptor(7138).
4.1 Shorewood Interceptor
The Shorewood Interceptor is a combination forcemain and gravity sewer interceptor, which
begins at the MCES L21 Lift Station near Lake Virginia and flows eastward through Shorewood,
Excelsior, Greenwood, and Tonka Bay. There are four extensions of the Shorewood Interceptor,
which extend southward to the north boundary of Chanhassen(information obtained from the
2006 Comprehensive Sewer Policy Plan).
a) Shorewood interceptor extension 7017-1 is a 15-inch diameter RCP gravity flow sewer
extending northeasterly from the Chanhassen boundary at Washta Bay Road along
Pleasant Avenue to the northwest side of Mary Lake in Shorewood to the major
interceptor.
b) Shorewood interceptor extension 7017-2 is a 9-inch diameter PVC forcemain that
extends from the Chanhassen boundary at Chaska Road to the west shore of Galpin Lake
in Shorewood to the major interceptor.
c) Shorewood interceptor extension 7017-3 is a combined gravity and forcemain facility
that flows north from the Chanhassen boundary along Christmas Lake Road through a
15-inch diameter RCP to a lift station, then through a 9-inch diameter PVC pipe and an fl-
inch diameter DIP to the major interceptor.
d) Shorewood interceptor extension 7017-4 is a 12-inch diameter RCP gravity flow sewer
extends between Christmas Lake and Silver Lake from the Chanhassen boundary to the
Shorewood Interceptor.
Wastewater generated from the Northern area, the area on the north side of Lake Lucy, and the
area around the north and west sides of the Lake Minnewashta area flow north to the Shorewood
Interceptor and is ultimately treated at the Blue Lake Wastewater Treatment Facility in
Shakopee.
4.2 Lake Ann Interceptor
The Lake Ann Interceptor(7138) is an MCES sewer that serves Chanhassen in the Bluff Creek,
Rice Marsh Lake, Lake Susan, Lake Ann, Lotus Lake, Lake Lucy, and Lake Riley vicinity. The
Lake Ann Interceptor sewer system was constructed in three phases and was completed in 1988.
The interceptor extends southeast,beginning at Trunk Highway 41 near the north City limits and
approximately 4.5 miles to the Red Rock Interceptor at the Chanhassen/Eden Prairie border. The
City's Lake Ann trunk sewer is parallel to the MCES trunk sewer between the Red Rock
Interceptor and Highway 5.
The Red Rock Interceptor starts at the termination of the Lake Ann Interceptor and continues
southeasterly through Eden Prairie where it discharges into the Purgatory Creek Interceptor and
eventually to the Blue Lake Wastewater Treatment Facility in Shakopee.
Page 8
During the 2007 SewerCAD model analysis for the existing City of Chanhassen sanitary sewer
system and as discussed in Section 3.4, the MCES Lake Ann interceptor exhibited a few sections
exceeding capacity; however, MCES is responsible for monitoring flows and determining
deficiencies for this main.
5. LAND USE
5.1 Land Use Breakdown
The current land use plan for the City of Chanhassen is shown on Figure 5.1. This plan was
developed by the City and separates the planning area into eleven (11) different land use
categories. Land use is a critical factor in determining future sanitary sewers alignments and
sizes due to the fact that different land uses generate different wastewater flow rates. The
following table presents the current City land use breakdown and the associated abbreviations:
Table 5.1 —Land Use Summary
Land Use Designation Abbreviation
Residential—Large Lot RLL
Residential—Low Density RLD
Residential—Medium Density RMD
Residential—High Density RHD
Commercial C
Office 0
Office/Industrial 0/1
Parks/Open Space P/OS
Public/Semi-Public P/SP
Mixed M
Agricultural A
5.2 Existing Developed and Developable Areas
The area within Chanhassen's City planning area is approximately 21 square miles or 13,700
acres. The existing area within Chanhassen with sewer service is approximately 16.6 square
miles or 10,600 gross acres. For sewer planning purposes, land that is not served by sanitary
sewer is considered not developed and not all of this acreage is considered developable.
Undevelopable land use categories include open space and water.
Existing developed and undevelopable areas were subtracted to obtain developable acreage.
Developable acres are shown on Figure 5.1 along with the existing sewer service area. This is
identified as "Gross" Developable Acreage because it includes roads and common or public/park
areas potentially included in developments. Roads, common areas, and parks typically consume
25%to 30% of the gross area within a development.
Page 9
6. GROWTH PROJECTIONS
6.1 Projected Residential Growth
Historical growth data for the study area from the Minnesota State Demographer's office is
included on Table 6.1. The City of Chanhassen exhibited stable growth between 1900 and 1960;
however, it grew exponentially between 1960 and 2000 with approximately 73% growth
between 1990 and 2000.
Table 6.1 -Historical Census Data
Year Population Total Employees
Households
1970 4,839 1,349 900
1980 6,351 2,075 2,102
1990 11,732 4,016 6,105
2000 20,321 6,914 9,350
2010 22,952 8,679 10,905
Table 6.2 below shows the assumed residential population growth and sewered population
through the year 2040 from the 2040 Thrive MSP Water Resources Policy Plan. Based on the
data provided below, there would be an approximately 16%to 19% growth in population every
10 years.
It is assumed that as development occurs, sanitary sewer service will be extended to the new
development. Sanitary sewer service will also be extended to current large lot developments
based on need such as failing septic systems. Sanitary sewer service would only be extended to
new developments and existing large lot developments that have been incorporated into the
MUSA area.
TABLE 6.2-2040 Thrive MSP Water Resources Policy Plan Population Projections
2020 2030 2040
Total Population 26,700 31,700 37,100
Sewered Population 24,300 29,300 34,700
Unsewered Population 21400 2,400 2,400
Total Households 10,000 11,900 14,000
Sewered Households 9,200 11,100 13,300
Unsewered Households 800 800 700
Total Employees 15,200 16,500 17,600
Sewered Employees 15,000 16,300 17,400
Unsewered Employees 200 200 200
Page 10
*In TAZ 386 there are 18 properties where the homes empty into a holding tank at the back of the
home,which then connect to a public sanitary sewer within West 96`h Street to Lift Station 20.
These properties are included in the sewered household category.
6.2 Projected Non-Residential Growth
Non-residential customers are located in the following land use areas: Commercial, Office,
Office/Industrial, Industrial, Mixed Use, Parks/Open Land, and Public/Semi Public. Tracking
the exact acreage developed each year for the preceding land uses is difficult; however, it is
possible to track the number of total non-residential connections based on water use records.
Typically, the above land use categories are grouped into two water use types, commercial and
industrial. Since it is not possible to relate land use categories to water use records, the
previously listed land use categories have been grouped together as non-residential for
determining growth rates.
To project future non-residential growth, some trends over the past few years can be analyzed.
Table 6.3 illustrates the growth in non-residential water connections over the past ten years, and
the percentage of non-residential connections relative to residential connections for the City of
Chanhassen water system.
TABLE 6.3— Non-Residential Historical Growth
Non- Non- Residential Percent non-
Year residential residential Residential annual residential
connections annual connections growth connections
growth
2007 251 6,545 3.69%
2008 345 37.45% 6,931 5.90% 4.74%
2009 342 -0.87% 7,019 1.27% 4.65%
2010 431 26.02% 7,145 1.80% 5.69%
2011 426 -1.16% 7,229 1.18% 5.56%
2012 382 -10.33% 7,310 1.12% 4.97%
2013 341 -10.73% 7,530 3.01% 4.33%
2014 292 -14.37% 7,612 1.09% 3.69%
2015 295 1.03% 7,780 2.21% 3.65%
2016 296 0.34% 7,904 1.59% 3.61%
Average 4.46%
*Between 2008 and 2013 it appears that irrigation meters were included in the non-residential connections.
Historically there is a correlation in the ratio of non-residential to residential connections. The
ratio has averaged 4.05% over the last five years.
Based on a ratio of non-residential to residential connections of 4.05%, Table 6.4 was developed
to project future non-residential connection growth in a similar fashion to Table 6.2 projecting
future population.
Page 11
TABLE 6.4-Non-Residential Growth Projections
Year Population Residential Non-Residential
Connections Connections
2016 24,951 7,904 296
2020 26,700 9,200 373
2030 31,700 11,100 450
2040 37,100 13,300 539
7. EXISTING WASTEWATER FLOWS
Future sanitary sewer flows, in conjunction with available slope, govern the capacity of sanitary
sewers. To determine future sanitary flows existing water demand and MCES recommendations
were considered. MCES typically estimates 274 gpd/connection or 75 gallons per capita per day
(gpcd) for residential estimates and 800 gallons per acre per day(gpad) for non-residential
developments.
Total existing City wastewater flows are not measured for individual users; the total flows are
only measured by MCES at the City flow meter for the entire City of Chanhassen. Wastewater
flows are therefore not categorized by land use type. However, the City of Chanhassen does
collect water demand data. Water demand data by customer type for 2010-2016 is shown below
in Table 7.1. The actual annual wastewater generated is also shown in the following table, along
with the percent of wastewater generated per actual gallons of water used. From the information
provided, the wastewater generated during the years 2010 to 2016 ranged from 58%to 83% of
the actual water usage.
TABLE 7.1 -Water Demand by Customer Category
Customer 2010 2011 2012 2013 2014 2015 2016
Category
Residential 689,522 738,107 863,567 764,214 672,717 667,903 630,530
1,000 Gal
Commercial 465,669 180,144 176,868 161,122 147,411 138,082 112,660
1,000 Gal
Industrial 97,806 120,152 107,630 94,111 86,864 84,117 62,132
1,000 Gal
Other' 21,456 19,744 29,005 22,948 22,257 20,890 107,052
1,000 Gal
Total(1,000 Gal) 1 971,453 1,058,147 1,117,070 1,042,395 929,249 910,992 912,374
Wastewater Flow 757,900 784,200 652,800 725,600 721,800 620,200 753,500
1,000 Gal)2
%of Wastewater 78% 74% 58% 70% 78% 68% 83%
to Water Usage
Average Water 2.7 2.9 3.1 2.9 2.5 2.5 2.6
Demand MGD
Average
Wastewater Flow 2.1 2.1 1.8 2.0 2.0 1.7 2.1
MGD
Notes: 1. The other water usage category includes institutions,schools,and parks.
Page 12
2. The total annual wastewater flow was provided by MCES and based on the flows that the City of Chanhassen
was billed for.
The industry standard design for water consumption is 100 gallons per person per day and for
sewer it's 75 gallons per person per day which accounts for losses occurring largely due to lawn
watering; therefore for communities that do not have excessive I/I the average wastewater flow is
approximately 75% of the water demand. Table 7.2 summarizes the wastewater to water
consumption since 2000. As the City of Chanhassen continues to implement the UI reduction
plan, it is expected that the percent of wastewater flow to water demand will decrease and will
become consistent with other communities that currently do not have excessive Ul.
Table 7.2- Historic Wastewater to Water Consumption Percentages
Year Wastewater to
Water Consumption
2000 94%
2001 102%
2002 120%
2003 89%
2004 108%
2005 100%
2006 66%
2007 83%
2008 74%
2009 65%
2010 78%
2011 74%
2012 55%
2013 70%
2014 78%
2015 68%
2016 83%
The following table presents a number of assumptions utilized during the development of this
report to calculate existing wastewater flows by actual developed units and future flows by
number of units per acre and/or gallons per day per acre:
Table 7.3-Wastewater Flow Calculation Assumptions
Land Use Land Use Description Units/Acre Gallons/Acre/Day
Abbreviation
RLL Residential—Large Lot 1 274
RLD Residential—Low Density 3 822
RMD Residential—Medium Density 7 1,918
RHD Residential—High Density 12 3,288
C Commercial - 800
O Office - 800
0/1 Office/Industrial - 800
P/OP Parks/Open Space - 100
P/SP Public/Semi-Public - 800
M Mixed - 800
Page 13
7.1 Residential Flow Rates
To determine the residential flow generation rates in gallons per gross acre several factors were
reviewed and several assumptions made. As discussed previously, MCES typically uses 75
gpcd. Based on the residential water use from Table 7.1 and the actual percentages of
wastewater to water usage, Table 7.4 indicates that the average Chanhassen residential
wastewater flow is below 75 gpcd.
Table 7.4-Historical Residential Wastewater Flow Rates
Actual Estimated Average Average
Estimated Persons Residential Percent of Residential Residential Residential
Residential Wastewater Wastewater
Year Population per Water Use Wastewater Wastewater
Connections Served' Connection (gal/day) to Water Flow Flow per Flow per
Usage (gal/day) Connection Person
al/da al/da
2010 7,145 22,157 3.10 1,889,101 78% 1,473,499 206.2 66.5
2011 7,229 22,384 3.10 2,022,211 74% 1,496,436 207.0 66.9
2012 7,310 22,689 3.10 2,365,937 55% 1,301,265 178.0 57.4
2013 7,530 23,159 3.08 2,093,737 70% 1,465,616 194.6 63.3
2014 7,612 23,593 3.10 1,843,060 78% 1,437,587 188.9 60.9
2015 7,780 23,860 3.07 1,829,871 68% 1,244,312 159.9 52.2
2016 7,904 24,156 3.06 1,727,479 83% 1,433,808 181.4 59.4
Average 188.0 60.9
Notes: 1. Estimated population served per City of Chanhassen Planning Department. Assumes unsewered
population is approximately 795.
7.2 Non-Residential Flow Rates
Non-residential wastewater generators consist of Commercial, Office, Office/Industrial,
Industrial, Mixed Use, and Public/Semi Public land uses. As discussed previously, it is not
possible to separate land use areas based on water use records. Therefore, existing wastewater
flows were developed based on the water usage records and allocating the remaining water
demand flows to each non-residential acre. Water demand was used because it can be separated
by non-residential and residential use based on provided data. Verifying water usage records and
applying the MCES assumption for non-residential users of 800 gpad is a reasonable
assumptions for overall planning.
It is possible a large user could develop within the system; therefore, some laterals may need to
be increased in size at the time of construction. The cost to install larger laterals has not been
accounted for as a part of this plan. These developments would need to be reviewed on a case-
by-case basis as the development occurs.
7.3 Peak Flow Factors
The sanitary sewer collection system must be capable of handling not only average flows, but
also the anticipated peak flows. These peak flows can be expressed as a variable ratio applied to
average flow rates. This variable ratio, called the peak flow factor, has been found to decrease as
the average flow increases. The peak flow factors applied in this study were based on typical
MCES supplied peaking factors. They are generally considered conservative, and are widely
Page 14
used for planning in municipalities throughout the twin cities metropolitan area. Appendix D
lists the peaking factors used for this study.
7.4 Infiltration and Inflow(I/I)
Infiltration is clear water that enters the sanitary sewer system through defects in the sewer pipes,
joints,manholes, and service laterals. Water that enters the sewer system from cross connections
with storm sewer, sump pumps,roof drains, or manhole covers is considered inflow.
The quantity of I/I entering a wastewater collection system can be estimated utilizing wastewater
pumping records, daily rainfall data, and water usage characteristics. Water from inflow and
infiltration can consume available capacity in the wastewater collection system and increase the
hydraulic load on the treatment facility. In extreme cases, the added hydraulic load can cause
bypasses or overflows of raw wastewater. This extra hydraulic load also necessitates larger
capacity collection and treatment components, which results in increased capital, operation and
maintenance, and replacement costs. As sewer system age and deteriorate, I/I can become an
increasing problem. Therefore, it is important that 1/1 be reduced whenever it is cost effective to
do so.
The MCES has established wastewater flow goals for each community discharging wastewater
into the Metropolitan Disposal System (MDS)based on average day flows and allowable
peaking factors. These enforced wastewater flow goals are aimed at reducing excessive I/I
within the City's sanitary sewer system and also the MCES interceptor system. In February
2006, MCES adopted an I/I Surcharge Program which requires communities within the MCES
service area to reduce or minimize excessive 1/I over a period of five years. In the case that
communities exceed the wastewater flow goals set by MCES during the five-year surcharge
period, the community will be assessed a surcharge for flows above the goal.
The City of Chanhassen was identified by the MCES as having excessive 1/I during the
development of the I/I Surcharge Program. As part of the MCES surcharge program, the City of
Chanhassen has the ability to recover or avoid the imposed surcharges. Surcharges can be
avoided by taking official steps to reduce excess 1/I through planned City(or private) fund
expenditures. In addition, costs spent on repair or reconstruction of the MCES interceptor may
be directly credited to the City of Chanhassen's surcharge amount.
The City of Chanhassen's goal is to abate I/1 in a measurable manner: reducing wastewater flows
such that they are 75%or less than the water consumption. Table 7.5 shows the percentage of
wastewater to water consumption for the last 17 years. From 2000 to 2006, six of the seven years
monitored exceeded 75%. Over the next five years two years exceeded the threshold. From
2012 to 2016 two years exceeded the 75%threshold.
Page 15
Table 7.5— Historic Wastewater to Water Consumption Percentages
Wastewater Wastewater Wastewater to
Year to Water Year to Water Year Water
Consumption Consumption Consumption
2000 94% 2007 83% 2012 55%
2001 102% 2008 74% 2013 70%
2002 120% 2009 65% 2014 78%
2003 89% 2010 78% 2015 68%
2004 108% 2011 74% 2016 83%
2005 100% Average 75% Average 71%
2006 66%
Average 95%
Potential sources of I/I within the City include: sanitary sewer manholes, laterals, and services;
and sump pump and draintile connections to sanitary sewer services. Every year a portion of
public sanitary sewer infrastructure-manholes and laterals- is inspected and the necessary repairs
are made. Section 19-44 of the City Code is used to enforce the City's I/I policies with regards
to private sewer infrastructure and can be found in Appendix H.
7.4.1 Public Sanitary Sewer and Manholes
Annually the City reviews the condition of a portion of the public infrastructure, televising the
sewer pipe and inspecting manholes. The sections chosen include pipe and manholes within the
next year's street improvement project and areas that have been identified as high potential for
1/1, such as pipe located next to a surface water feature. Issues identified are repaired or
replaced. Examples of repair work includes installing I/I barriers and gasketed manhole covers,
chemical grout, and short lining.
Typically, the City reconstructs approximately one mile of streets in even-numbered years based
on the condition of the street, water main and sanitary sewer. In odd-numbered years the City
rehabilitates between three and six miles of streets. It is the City's policy to install drain tile
throughout street reconstruction projects and in select areas in rehabilitation projects. Drain tile
desaturates the street subgrade, reducing the groundwater available for infiltration into the
sanitary sewer system. The drain tile also provides homeowners an option to connect their sump
pump discharge which reduces inflow into the sanitary sewer system.
7.4.2 Private Sewer Services
Public sewer televising includes a visual of the service wye. As of 2014 the City offers residents
within street project areas the opportunity to have their sanitary sewer service from the home to
the public sewer televised. Participation is voluntary and is intended to identify services that are
a source of 1/I or are in need of other repairs. This service will continue to be offered to residents
within street improvement project areas.
7.4.3 Private Sump Pump and Drain Tile Illicit Connections
According to information provided by the Metropolitan Council,prior to 1969 the Plumbing
Code allowed sump pumps to discharge into the sanitary sewer and perimeter drain tile was
permitted to be directly connected to the sanitary sewer service. According to the 2016 records
there were 733 buildings within the City that were built in or before 1969; the remaining 8,097
homes within Chanhassen were built after 1969. Of the homes built before 1969, 62% of the
service wyes and 1% of the service laterals have been televised. Figure 7.1 in Appendix A
shows the properties which contain buildings constructed in or before 1969.
Page 16
In effort to reduce the number of illicit discharges (inflow) to the sanitary system the City
inspected 924 homes as part of the Sump Pump Inspection Program in 1996: 84% of homes were
in compliance, meaning their sump pump was not connected to the sanitary sewer. Throughout
the next seven years, the City reinspected the noncompliant properties to ensure that the sump
pump discharge was disconnected from the sanitary sewer.
More detailed information including specific projects and associated costs are included in the
prepared I/I reduction plan. Total annual costs for I/I reduction efforts are included in the overall
sanitary sewer Capital Improvements Plan prepared with this comprehensive study. A copy of
the detailed I/I Capital Improvements Plan from the 1/I reduction plan is included in Appendix H.
The clearwater flow from residential uses is estimated using the data presented in Table 7.3.
Design assumptions for sewer discharge is 75 gallons per person per day and 100 gallons per
person per day for water consumption, or sewer discharge is 75% of water consumption. Using
this rationale wastewater flow in excess of 75% is an estimation of clearwater flow and is
summarized in Table 7.6.
Table 7.6—Historical Residential Wastewater Flow Rates
Actual Estimated Estimated
Percent of Amount Residential Clearwater
Year Wastewater Above 75% Wastewater Flow
to Water Threshold Flow (gal/day)
Usage al/da
2010 78% 3% 1,473,499 44,205
2011 74% - 1,496,436 -
2012 55% - 1,301,265 -
2013 70% - 1,465,616 -
2014 78% 3% 1,437,587 43,128
2015 68% - 1,244,312 -
2016 83% 1 8% 1,433,808 1 114,705
8. Sanitary Sewer Districts
To develop the future sanitary sewer trunk system the ultimate potential service area was divided
into major service areas or districts and then dividing those major service districts into sub-
districts. Generally the selection of these areas is governed by existing topography and/or other
existing features such as roadways. The ultimate potential service area for Chanhassen is
divided into eight major sanitary sewer districts: Minnewashta(MW), Bluff Creek (BC), Lake
Ann(LA), Lake Lucy(LC), North (NO), Lotus Lake(LL), Lake Riley(LR), and Lower Bluff
Creek (LB). Figures 3.2 and 3.3 in Appendix A show the major sanitary sewer districts and the
sub-districts. The following figure details the major sanitary sewer districts:
Page 17
DRAFT
Sanitary Sewer Districts
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The existing and projected flows for each sanitary sewer district is presented in Appendix D.
The existing flows noted in Appendix D are higher than the sewer flow rates provided by the
Metropolitan Council. The difference between calculated and realized sewer flows can be
attributed to the fact that properties within each land type can contain undevelopable acreage
such as wetland, storm water feature or steep slopes which cannot be readily deleted from the
property area.
Page 18
8.1 Minnewashta District(MVS
The Minnewashta(MW) Sewer District includes the area around the south, west, and north sides
of Lake Minnewashta. There are approximately 1,200 acres of developed land consisting of low
density residential and commercial uses, including approximately 40 acres of single family
residential land within the City of Victoria. The district also includes park/open space and
significant acreage of public/semi-public land within the Minnesota Landscape Arboretum
property. Approximately 20 acres of low density residential developable land remains within the
MW Sewer District.
The MW Sewer District is subdivided into seven sub-districts. The flows from the MW district
are collected by several sewer lines ranging in size from 8-inch to 10-inch pipe. There are six lift
stations that service the MW Sewer District as summarized in Table 8.1.
Table 8.1- S mmary of Lift Stations within the Minnewashta Subdistricts
Subdistrict Serviced by Discharges to
MW 1 Lift Station 3 MCES Shorewood Interceptor Sewer(7017)
MW 2 Lift Station 28 MW 3
MW 3 Lift Station 7 MW 1
MW 4 Lift Station 6 MW 3
MW 5 n/a* n/a
MW 6 Lift Station 8 MW 7
MW 7 Lift Station 4 MCES Shorewood Interceptor Sewer(7017)
*There is currently no collection system that serves sub-district MW-5, which
contains the Minnesota Landscape Arboretum research fields and natural
areas.
8.2 Bluff Creek District(BC)
The Bluff Creek (BC) Sewer District includes the area from the east side of Lake Minnewashta
and extends southeasterly along the Chanhassen/Chaska border to the Highway 212 corridor.
There are approximately 1,250 acres of developed land and 400 acres of developable land within
the BC Sewer District.
The BC District is partially developed with a combination of low and medium density
residential, large lot residential,parks/open space, public/semi-public, and office/industrial
properties.
The BC Sewer District is subdivided into 11 sub-districts. The wastewater generated is collected
by gravity sewers ranging from 8-inches to 21-inches diameter. There are three lift stations
within the BC Sewer District: Lift Stations 19, 24 and 26. Lift Station No. 19 serves the BC-2
sub-district and Lift Station No. 26 serves the BC-3 sub-district. All of the wastewater from the
BC sub-districts flows to Lift Station 24, where it is then pumped north to an 18-inch trunk sewer
in the Lake Ann Sewer District
8.3 Lake Ann District(LA)
The Lake Ann District (LA) Sewer District includes the area that runs through the central part of
Chanhassen. There are approximately 1,656 acres of existing developed land and 295 acres of
Page 19
developable land within the LA Sewer District. The LA District is sub-divided into 11 sub-
districts. The majority of the sub-districts have been developed but there will still be need for
lateral sewer lines as LA-4, -5, and -6 are sub-districts that are not fully developed. The LA
District consists of low, medium, and high density residential properties as well as large lots,
park/open space,public/semi-public, and office industrial areas.
The wastewater generated in the LA District is collected by gravity sewers ranging from 8-inches
to 36 inches in diameter. There are five existing lift stations within the LA Sewer District: Lift
Stations 23, 27, 29, 30, and 31. Lift Station No 23 is a small station within the LA-4 sub-district
that serves Lake Ann Park and discharges to Lake Susan Sub District 11. Lift Station No. 27
serves the LA-7 sub-district and discharges to LA-6. Lift Station No. 29 was constructed to
serve approximately nine large lots in the southern part of LA-3 sub-district,however its use has
been very minimal as only services one home at this time. Lift Station 30 serves the LA-9 sub-
district and discharges to LA-8. Lift Station 31 serves approximately 28 single family lots in the
southern part of LA-3 sub-district.
The MCES Lake Ann Interceptor runs southeast through the center of the LA Sewer District.
The City's major trunk line, which ranges in size from 21-inches in diameter to 36-inches in
diameter,parallels the MCES Lake Ann Interceptor from State Highway 5 to near Market
Boulevard, where it discharges into the Lake Ann Interceptor.
8.4 Lake Lucy District (LC)
The Lake Lucy(LC) Sanitary Sewer District is located around the north side of Lake Lucy. The
LC District is not subdivided in to sub-districts due to its size. There is approximately 91 acres
of existing developed land within the LC District, which is all low density residential. A 10 acre
parcel in the southwest corner of the LC District may further subdivide in the future.
Sanitary sewers 8-inches in diameter collect the wastewater and direct it to Lift Station No. 25.
Lift Station No. 25 is the only lift station within the LC District, which collects the entire
wastewater generated and pumps the wastewater to the North District
8.5 North District (NO)
The No District(NO) is located along the north border of the City and extends east from the
Minnewashta District to the eastern border of the City. The NO District also includes the area
along the northeast side of Lotus Lake and is fully developed. There is approximately 725 acres
of existing developed land within the NO Sewer District. The existing development within the
NO District consists of low density residential,park/open space, and public/semi-public uses.
This district also includes approximately 17 acres of low density residential within the City of
Shorewood. The only properties that may be developed in the future are low density residential
lots that lie within sub-districts NO-7 and NO-8.
The NO District is subdivided into 12 sub-districts. The wastewater generated is collected by
gravity sewers ranging in size from 8-inches to 15-inches in diameter. There are six lift stations
within the NO District and include Lift Stations 5, 13, 14, 15, 16, and 21.
Page 20
8.6 Lotus Lake District(LL)
The Lotus Lake District (LL) is located along the western and southern sides of Lotus Lake and
is divided into 10 sub-districts. Most of the area within the LL District is developed and is
composed of low and high density residential, parks/open space,public/semi-public,
office/industrial and commercial properties. There is approximately 925 acres of developed land
within the LL Sewer District. Sub-district LL-3 has approximately 8 acres of developable low
density residential land. LL-7 has one, 1.2 acre commercial property that is possible for
redevelopment.
The wastewater generated is collected by gravity sewers ranging in size from 8-inches to 21-
inches in diameter. There are seven lift stations within the LL District and include Lift Stations
1, 2, 9, 10, 11, 12 and 22.
8.7 Lake Riley District (LR)
The Lake Riley District (LR)is located around the north, west and south sides of Lake Riley.
There are approximately 485 acres of developed land and 40 acres of developable land within the
LR Sewer District. The potential future development within the LR District is around the US
Highway 212 corridor and Great Plains Boulevard. The developed areas consist of low and high
density residential, large lots,park/open space and mixed use properties. Sub-districts LR-3 and
LR-4 have areas of potential low and medium density residential as well as mixed use
developable properties.
The LR District is subdivided into five sub-districts. The wastewater is collected by gravity
sewers ranging in size from 8-inches to 36-inches in diameter. There are two lift stations within
the LR District and include Lift Station 17 and 18.
8.8 Lower Bluff Creek District(LB)
The LB District is located south of Lyman Boulevard between Powers Boulevard and Great
Plains Boulevard, and between Pioneer Trail and the southern City limits. This area within the
district is partially developed with very little City sewer service. There is a strong possibility for
redevelopment, namely along the Highway 212 corridor, as well as the Bluff Creek Golf Course.
There are approximately 610 acres of developed land and 1,000 acres of developable land within
the LB Sewer District.
The LB District is subdivided into five sub-districts. An 8-inch sanitary extends along 96t'' Street
to Lift Station No. 20 and serves the existing developed lots within LB—4. Lift Station No. 20
pumps wastewater through a forcemain that runs north along Great Plains Boulevard that
discharges to the Lake Riley District. There is also an existing 15-inch and 18-inch trunk sewer
line that was constructed along Pioneer Trail and Powers Boulevard, however this existing trunk
sewer does not serve any development at this time. Development of the land within this sewer
district and future densities is contingent upon the installation of a lift station and forcemain to
bring the sewage to the 21-inch sewer main at Great Plains Boulevard and Lyman Boulevard.
The lots within sub-district LB-2 are served by an existing 8-inch diameter sewer that discharges
to the Eden Prairie sewer system.
Page 21
Sub-district LB-1 is proposed to have low, large lot and high density residential, office,
parks/open space, and office industrial properties. The area encompassed in sub-district LB-3 is
currently large lot development with area for future residential low density development.
Sub-district LB-5 is primarily undeveloped. There are large lots located on Homestead Lane and
Flintlock Trail but there is no sewer service. Eight-inch sanitary sewer would be required to
convey the flows from these existing lots and potentially from the proposed lift station in LB-4.
The northern portion of LB-5 is proposed for low density and large lot residential, office, and
parks/open space.
9. FUTURE SANITARY SEWER SYSTEM
9.1 Wastewater Flow Projections
Wastewater flow projections were generated for each sanitary sewer district and corresponding
sub-districts based on the gross developable acreage available, anticipated land uses, and
wastewater flow generation rates. The wastewater flow generation rates for the various land uses
found in Section 7 of this report were used to project the future wastewater flows for the service
area. The City has been allocated an interceptor sewer capacity of 16.1 MGD for a peak hour
flow rate by MCES.
The total district existing average and peak flows and also the ultimate 2040 average and peak
flows were calculated using the actual development for existing flows and the projected land use
for ultimate flows. Estimated peak hour flows are not totaled as the peaking factor is dependent
upon the average day flow rate. Summing the projected peak hour flow rates would produce a
flow rate higher than the peak hour flow rate for the entire City therefore, the peak hour flows
are calculated by multiplying the total average flows by the MCES peaking factor. Table 9.1
below presents the existing and projected 2040 flows for each sanitary sewer district.
Table 9.1 -2040 Wastewater Flows per Sewer District
Sanitary Sewer Existing Existing 2040 Average 2040 Peak Hour
District Average Day Peak Hour Day Projected Projected Flow
Flow(MGD) Flow(MGD) Flow(MGD) (MGD)
Minnewashta (MW) 0.150 0.589 0.310 1.126
Bluff Creek(BC) 0.718 2.370 1.017 3.153
Lake Ann (LA) 0.681 2.25 1.114 3.45
Lake Lucy(LC) 0.019 0.074 0.027 0.106
North (NO) 0.316 1.137 0.363 1.308
Lotus Lake (LL) 0.595 2.02 0.642 2.18
Lake Riley(LR) 0.222 0.843 0.383 1.377
Lower Bluff Creek(LB) 0.015 0.061 1.192 3.696
Total System 2.716 7.333 5.051 12.122
Notes: 1.The sum of the existing peak hour flow does not equal the sum of the peak discharges from
each district since the peaking factor decreases as the average flow increases.
2. Peaking factors were taken from MCES factors included in Appendix D.
The wastewater calculations detailing major districts, sub-districts, land use, land use acreage,
and existing and 2040 wastewater flows is included on Table 9.3 in Appendix E.
Page 22
9.2 Future Trunk Sanitary Sewer System Analysis
The 2007 SewerCAD model developed for the analysis of the existing sanitary system flows was
utilized to determine the ability of the existing trunk sanitary system to convey future wastewater
flows. Future trunk mains and lift stations will be extended to accommodate future development,
which in turn will increase the flows conveyed to the existing trunk system. The trunk sewer
system has not been extended since 2007, therefore an updated analyses was not done.
Proposed flows were entered into the model and results indicated a reduction in remaining
capacity throughout the system,primarily in the Lower Bluff Creek District. Figure 9.1 presents
the remaining sewer capacity taking into account proposed future flows. The two sections of the
36-inch trunk main parallel to the MCES interceptor flowing east along the north side of Lake
Susan near Highway 101 that exceeded capacity in the existing flow model remained the only
two sections exceeding capacity in the future system model.
Similar to the existing system model, the MCES interceptor exhibited a few sections exceeding
capacity; however, MCES is responsible for monitoring flows and determining deficiencies for
this main. The City of Victoria future flows conveyed through the MCES interceptor were not
included in the model to analyze future capacities in the MCES Lake Ann interceptor.
All existing trunk lift stations with the exception of Lift Station Nos. 7 and 24 have adequate
pumping capacity to serve future development- VERIFY. Table 9.2 below shows existing lift
station pump capacity and existing peak inflow.
Page 23
Table 9.2-Future Trunk Lift Station Analysis
Lift Existing Future Peak Remaining
Station Pumping Hour Inflow Pumping
Area Capacity (gpm) Capacity
(9pm) (gpm)
1 103
2 353
3 860
4 560
5 325
6 198
7 370
8 75
9 288
10 905
11 126
12 304
13 95
14 101
15 136
16 64
17 956
18 99
19 89
20 16
21 123
22 202
23 73
24 1,448
25 143
26 396
27 382
28 78
29 226
30 264
31 82
Note: This assumes that the area south of Lyman
Boulevard and west of Powers Boulevard will be rezoned to
retail. If the area is rezoned medium density residential,the
future peak hour flow will increase and the remaining
capacity will decrease.
9.3 Future Trunk Sanitary Sewer System
Minnewashta District(MW)
Additional trunk sanitary sewer main improvements will not be necessary to serve the identified
future development within the Minnewashta Sewer District. The properties remaining for
development are located near trunk and lateral facilities and remaining capacity within the
existing facilities is sufficient for estimated peak flows at full build-out.
Page 24
The 2030 Comprehensive Plan addressed the possibility of serving the northeast portion of
Victoria through the Minnewashta District. Subsequently the City of Victoria further examined
this service connection and opted to service this area via a future lift station and force main that
connect to the Met Council interceptor.
Lift Stations No. 28 and 7 will need to be increased in capacity. Currently, Lift Station No. 28
has a capacity of 100 gpm, with an estimated 25 gpm of existing peak flow. The estimated
future peak flow from the Victoria development will total 160 gpm (0.2302 MGD); therefore the
lift station will need to have a capacity of 185 gpm. Lift Station No. 7 currently has a capacity of
135 gpm with an estimated existing flow of 247 gpm. According to the estimated flow Lift
Station No. 7 currently exceeds capacity; therefore, it is recommended to verify the capacity of
this lift station prior to constructing any improvements. Lift Station No. 7 will need to be
increased in capacity to approximately 410 gpm to serve the development located in the City of
Victoria.
Bluff Creek District(BC)
Improvements to the existing lateral and trunk sanitary sewer system will be required to provide
service to currently undeveloped properties as well as existing properties that do not have City
service. Several of the sub-districts will require improvements to service the developable areas.
Sub-district BC-1: Requires an 8-inch trunk line to service a public/semi-public piece of land
with the addition of a lift station to pump the wastewater to BC-4.
Sub-district BC-2: Contains a nine acre parcel that can be redeveloped into low density
residential with the future installation of an eight inch lateral.
Sub-district BC-3: This area is fully developed, however several large lots in the Timberwood
development are within this district and on a septic system; future installation of eight inch
lateral sanitary sewer will service these properties.
Sub-district BC-4: Potential development of low density residential and public/semi-public land
with the future installation of an eight inch lateral.
Sub-district BC-5: Fully developed and will not require additional sewer installation.
Sub-district BC-6: An 11 acre parcel is the remaining property that can be redeveloped to
residential low density. The extension of an eight inch lateral from the existing stub within the
southern portion of Fawn Hill Road will service this parcel.
Sub-district BC-7: This area is fully developed however several large lots in the Timberwood
development are within this district and on a septic system; future installation of eight inch
lateral sanitary sewer will service these properties.
Sub-district BC-8: There is one undeveloped office industrial property within sub-district BC-8
that will require an 8-inch sanitary sewer line to tie into Chaska's system or a new lift station to
convey flow to Lift Station No. 24
Sub-district BC-9: Future installation of eight inch lateral sanitary sewer will service the
properties on Sunridge Court, Audubon Road and Sunset Trail that are currently serviced by
Page 25
septic systems. The vacant land southwest of Lyman Boulevard and Powers Boulevard is guided
for medium and high density residential, office and dual guided for commercial pending the
extension of eight or ten inch sanitary sewer that flows to Lift Station No. 24.
Sub-district BC-10: This area is fully developed as large lot residential. All properties are
currently on septic systems. Future improvements include installation of eight inch lateral
sanitary sewer and a lift station that connects to the BC-2 system.
Lake Ann (LA)
Sub-districts LA-1, LA-2, LA-7, LA-8, LA-10 and LA-11 have developed to their full potential
and are sufficiently serviced by the existing sewer systems.
Subdistrict LA-3. The 19 acre property east of Audubon Road and south of Alisa Lane can be
redeveloped into low density residential and serviced by the extension of eight inch lateral
sanitary sewer that connects to the system within Alisa Lane and/or Stonefield Lane.
Sub-district LA-4 also will require an 8-inch line to be extended from Coulter Boulevard to the
north to service the future office-industrial property located west of McGlynn Drive. .
Sub-districts LA-5 and LA-6 are proposed to have large areas of development consisting of low,
medium, and high density residential properties. Eight-inch sewer laterals will be needed to
convey the wastewater from these sub-districts to the existing MCES Interceptor.
LA-9 is fully developed but there are some low density and large lot properties without sewer
service. Eight-inch sanitary sewer would be used to connect to the existing sewer system should
future connection be asked for by the residents.
Lake Lucy (LC)
Most of the LC District has sewer service, with the exception of approximately a 10 acre parcel
south of Lake Lucy Road at Yosemite Avenue. Eight-inch laterals were stubbed to the property
line when the area to the east developed.
North District (NO)
The only properties that may be developed in the future are low density residential lots and lie
within sub-districts NO-7,NO-8 and NO-9. Additional sanitary sewer trunk lines would not be
needed to serve these lots as there are sufficient facilities adjacent to the properties.
Lotus Lake (LL)
The majority of this district is fully developed. The potential future developments within sub-
district LL-3 and extension of sanitary sewer to existing lots within LL-10 would be served by
the existing trunk sanitary sewer system facilities. Eight inch laterals would be needed to
accommodate these properties.
Page 26
Lake Riley (LIZ)
Sub-district LR-1 is fully developed with large lots that will require a future eight-inch sanitary
sewer and a lift station to pump the wastewater to sub-district LR-2. The proposed sewer would
be needed if the residents requested City service, if the area redevelops, or if septic system
failures lead to health or safety issues requiring centralized sanitary sewer service.
Sub-districts LR-2 and LR-5 are fully developed are sufficiently serviced by the existing sewer
systems.
Sub-districts LR-3 and LR-4 are mostly developed and contain future low and medium density
residential as well as mixed use properties. To serve future development within these sub-
districts eight inch laterals are proposed
Lower Bluff District(LB)
Sub-district LB-1 contains low density residential and large lot properties that will be serviced by
eight-inch gravity sanitary sewer. In 2014 the "County Road 61 Corridor Plan" by SRF
Consulting Group and Hoisington Koegler Group was finalized and included the trunk sanitary
layout and estimated costs. The properties west of the Seminary Fen Scientific and Natural Area
(SNA) will require eight sanitary sewer to convey flow to a future lift station at the western edge
of the SNA. The remainder of Sub-District LB-1 will be serviced by eight-inch lateral. A future
lift station at Highway 101 and County Road 61 will take all of the flow of LB-1 and pump it
north along Highway 101 to LB-5.
Sub-district LB-2 is fully developed and is serviced by eight inch sanitary sewer that connects to
the City of Eden Prairie.
Sub-district LB-3 consists of existing large lot development and future low density residential
development. To service this area eight-inch sanitary sewer and lift station just west of
Deerbrook Drive will be required. Flow from this area will be discharged to LB-5.
Sub-district LB-4 is fully developed as residential homes. When sewer was constructed to serve
the residential homes in the north portion of LB-4, the services were connected directly to the
existing septic tanks instead of abandoning the septic tanks. Include more history on the 201
system and the reasoning behind the installation methodology. The old septic tanks are a
suspected source on infiltration into the sanitary sewer system. With the proposed sewer layout
it may be feasible to abandon Lift Station No. 20 and route the flow west to the new lift station
located along Powers Boulevard in LB-5. To reduce the amount of infiltration entering the
City's sanitary sewer system, when the new sewer is constructed, services should be installed
directly to the homes and all septic tanks should be abandoned.
Sub-district LB-5 is primarily undeveloped. There are large lots located on Homestead Lane and
Flintlock Trail but there is no sewer service. To convey the flows from these existing lots and
potentially from the proposed lift station in LB-4, eight-inch sanitary sewer would be required.
The northern portion of LB-5 is proposed for low and medium density residential and office
properties. These properties will require 8-inch trunk mains to carry the wastewater flow.
A portion of LB-5 south of Highway 212 and east of Powers Boulevard may be rezoned from
low density residential to office. The comprehensive plan assumes the land use will be low
Page 27
density residential as the sewer generation per acre is higher than that of office (822 versus 8700
gpad).
The Bluff Creek Golf Course may potentially be redeveloped into low density residential
properties. Redevelopment of the Bluff Creek Golf Course may be required to convey the
gravity sewer flows from the southern and eastern portions of the LB District. To service the
existing properties on Delphinium Lane, Raspberry Hill, and Halla Nursery Drive West, eight-
inch sanitary sewer will be needed. To convey the flow from the LB-1 -3 and -5 a 15-inch line
will be needed. All of the LB-5 wastewater flows would be taken by gravity sewer to a proposed
lift station north of Pioneer Trail and south east of the Highway 212/Powers Boulevard
intersection. This proposed lift station would pump flows to the northeast along the Highway
212 and tie into an existing 21-inch sewer stub in LR-4 of the Lake Riley District.
Alternative sewer alignments have been considered to service sub-district LB-3 and the portion
of LB-5 south of Pioneer Trail. The alternative alignments, estimated cost(2016 dollars) and
design considerations are included in Appendix I.
10. Capital Improvement Program
10.1 Analysis of Area South of Lyman Boulevard
Table 10.1 includes a summary of only the estimated oversizing cost for trunk sewer and lift station
costs to serve the sewer sub-districts south of Lyman Boulevard. Figure 10.1 in Appendix A details
the existing MUSA area and the proposed MUSA expansion area. Table 10.1 also indicates the
estimated residential equivalent units(REUs)in each sub district and the cost per REU of the total
cost, including 8-inch sanitary sewer and manholes are included in the connection charge by the City.
In the areas of the sewer sub-districts where there are no existing residential units, the number of
equivalent residential units was determined by calculating the acres of developable land and then
multiplying that acreage by 3 units per acre. The number of existing units in each sub-district was
then added to estimate the total number of ERUs in each sub-district. The number of REUs for
commercial or industrial areas was estimated by dividing the estimated average day wastewater flow
from these areas by 274 gallons per unit per acre.
Table 10.1 —Lift Station and Trunk Main Oversizing Cost for the MUSA Expansion Sewer
Improvements
MUSA Capital Improvements
Sewer Sub-District
Oversizing Cost Est.REU Cost/REU
LB—5 Trunk Sewer,Lift Station&Forcemain
LB—1 Trunk Sewer, Lift Station&Forcemain
Alternative alignments for the LB-3 -4 and -5 subdistricts and the associated estimated costs are included
in Appendix I.
Page 28
10.2 Lift Station Improvements
As discussed in previous sections, the City owns and operates 31 lift stations, which require
routine maintenance and upgrades. The expected service life of the controls and equipment in
these lift stations is 20 years. Pumps and motors should be replaced at approximately 33,000
hours of use on an intermittent duty pump station. Where the pumps run 6 hours per day,this
. The City has replaced and upgraded some outdated
pumping equipment and controls in several of the lift stations over the past several years. It is
recommended that this program be expedited to prevent failure of older and outdated lift station
equipment. This replacement program will need to continue over the next 20 years and beyond
to keep all the lift stations running efficiently, with minimal maintenance and breakdowns.
Replacement of outdated pumps and controls in the lift station should be scheduled as part of the
City's capital improvements program. Tables 10.2 and 10.3 present a detailed capital
improvement program in 5-year increments as a proposed schedule for upgrades to the City's lift
stations. These tables also include the recommended improvements to be made to each of the lift
stations listed. This list of improvements is based on information obtained from City staff and
from a site investigation of each lift station. New lift stations that are constructed will need to be
incorporated into the lift station capital improvements schedule in the appropriate time period.
Table 10.3 presents the cost for the Lift Station Capital Improvements Program per 5-year
increment of construction. Most costs include construction costs only and do not include
administration, legal, or engineering fees as the work would be completed in-house by City Staff;
however, larger projects may need to be outsourced for design.
With future development, including the potential retail center and housing in the southern portion
of Bluff Creek the additional wastewater flow to Lift Station No. 24 is projected to be over 1.2
MGD on the average day. This projected average flow equates to a peak hour flow of
approximately 3.6 MGD or 2,470 gpm.
Page 29
Table 10.2—Lift Station Improvements
Lift Proposed Improvements
Station Refurbish New Controls New New Concrete Wet Well Site Piping'
Number Control and Control Pump3 Top Slab& Cleaning& Work6
Panel' Pane/2 Hatch' Rehabs
2018
18 • • 1 •
2019
28 • • 1 • 1 •
2020
22 • • 1 • 1 • 1 •
2021
2 • • 1 1 •
2022
2023
2024
2025 to 2030
2031 to 2035
2036 to 2040
Notes: 1. Includes sandblasting and repainting the panel and replacement of outdated electrical components.
2. New controls and control panels are recommended for the lift stations that have panels that were installed in the
1970s and 1980s.
3. Pumps that are over 20 years old need to be replaced.
4. Includes replacement of sagging hatches or those without safety grates and replacement of the concrete top slab.
5. Includes cleaning, inspection, and applying a protective coating to the wet wells at the time pumps are replaced.
6. Includes replacement of the bituminous driveways and regrading for proper drainage around the lift station.
7. Includes restraining discharge piping.
Page 30
Table 10.3-Lift Station Capital Improvement Plan
Lift
Station 2018 to 2025 2026-2030 2031-2035 2036-2040 Total Lift Station
Number Costs
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
Total
Costs
Notes: 1. Costs are for budgeting purposes only,and are subject to change as projects are studied,designed and
constructed.
2. Project Costs include 10%for construction contingency.
3. Costs are estimated based on 2016 construction costs.
10.3 Capital Improvements Summary
A Capital Improvement Plan based on estimated phasing of trunk sewer construction is presented
in Table 10.4. This table includes trunk system improvements for service areas added, list
station improvements, and improvements for I/I reduction efforts. The projected 2040 sanitary
sewer trunk system was broken down into improvements based on flow districts. The overall
cost associated with these improvements over the next 22 years is approximately$10.4 million.
These costs based upon 2016 dollars and then only the trunk forcemain and trunk sanitary sewer
improvements were inflated 3% annually. Detailed cost estimates for each district are included
in Appendix F and G.
Page 31
Table 10.4—Capital Improvement Plan (Oversizing and Trunk Lift Station Costs Only)
INSERT TABLE FROM PAGE 4
10.4 Funding
The City's current sewer fee structure is provided in Appendix J. Fees consist of sewer user
fees,trunk sewer fees, and sewer access charges (SAC).
Utility usage fees are charged to both residential and non-residential users based on the actual
water usage metered during the winter months. The purpose of the user charges is to fund the
operation, maintenance, and replacement costs of existing collection systems. User charges are
primarily based on the actual costs of operations, maintenance, and replacement of all
wastewater system facilities.
Trunk and SAC fees provide a funding mechanism for construction of the major infrastructure
improvements needed to serve growth. The City of Chanhassen has established that growth
should be funded and paid for by those who are in need of the facilities. The development
creating the need for additional sanitary sewer system improvements are expected to pay for new
trunk facilities and expansion of existing facilities through trunk and SAC fees. Currently, the
trunk sewer fees are a per unit cost at the time of development and the SAC fees are calculated
based upon the Metropolitan Council's SAC Procedure Manual, which assigns non-residential
properties a SAC unit for office or industrial/commercial buildings.
Developments and redevelopments that currently are not serviced by the City's sanitary sewer
system must construct lateral sanitary service to the parcel; the design and installation costs of
the lateral sanitary sewer shall be bore by the project developer.
10.5 Goals and Policies
The timing of future trunk sanitary sewer improvements will be influenced by several parameters
including development pressures in specific areas, failing on-site septic systems, regulatory
requirements, availability of funds, etc. As a result it is difficult to accurately predict the time of
future improvements especially those which may occur far into the future. Therefore,the Capital
Improvement Program is intended to serve as a guide only for future fiscal planning and should
be reviewed on a regular basis as more current planning and cost data becomes available.
The following items are general policy guidelines to be considered when reviewing and/or
revising the City's fee structure:
10.5.1 System Expansion (Orderly Development)
Development shall occur in an orderly fashion. Properties that abut parcels served by municipal
utilities will be considered as the next feasible property for development. The City may limit
development activities to selected areas. Petitions to expand in areas not already under
development will be considered. Factors that will be considered include,but are not limited to;
capacity in the MCES interceptor, capacity in the City's collection system, economic factors
Page 32
including costs, number of developments under construction and the staff resources available to
review the requested development.
10.5.2 Leapfrogging
Leapfrogging refers to the circumstance where certain parties want to develop an area not
currently adjacent to the limits of the City of Chanhassen's existing sewer system. The applicant
wants to "leapfrog" over areas located adjacent to the City's existing services that would be the
next logical area to be developed. In this circumstance, the City of Chanhassen could decide
whether or not to approve such development. If approved, it is recommended that the interested
property owner pay for the entire cost of installing services to their property and resulting system
upgrades. The developer shall be offered no credit or reimbursement for these costs. If
development of the property that was "leapfrogged" is later initiated, payment of all trunk
charges for the property will still be required regardless of the fact that the facilities were already
installed before development occurred.
10.5.3 Overdepth and Oversizing
The costs of additional depth shall be defined by differences in cost for the depth required by the
development and the depth required for trunk facilities. Trunk oversizing as defined by the City
and installed by the developer will be credited using the differential of pipe costs between the
larger and the minimum pipe size required for the development. Bid pricing shall not be the sole
determinate in defining a developer credit. The City shall determine if a credit will be given for
a project.
10.5.4 Lift Stations
Trunk lift stations should be defined as those servicing more than one single development
project. The trunk fees will pay for 100 percent of the cost of trunk lift stations. Lift stations
that do not fit the definition for a trunk lift station are to be paid for by the developer. All lift
stations shall be designed and constructed in accordance with City standards. The City will
consider cost sharing for other lift stations if it is found that a particular lift station may be able
to serve a greater area than the single development. The cost sharing shall include the oversizing
or overdepth required to serve additional area and associated SCADA system costs to establish
the lift station on the City's SCADA system.
10.5.6 Existing Developed Unserviced Properties
There are a number of existing developed areas that do not receive sewer and water service
within the City limits. The trunk system has been designed to handle all existing developed
unserviced properties within the City,but it is not the policy of the City to initiate a sewer
extension project. If an individual property owner or group of neighboring property owners
would like City sanitary sewer services where it is not yet available, the City will review whether
or not it is economically viable. Existing developed, unserviced residential properties will be
assessed or required to pay connection fees as required by the City Code.
Page 33
10.5.7 Existing Non-Residential Unserviced Properties
Existing unserviced commercial/industrial or other non-residential properties wishing to expand
or hookup to municipal utilities shall be treated the same as new development and will be
assessed or required to pay connection fees as required by the City.
11. RECOMMENDATIONS
Based on the results and analysis of this study, it is recommended that the City of Chanhassen
and the City Council, where applicable:
1. Adopt this report as the Comprehensive Sanitary Sewer Plan for the City of
Chanhassen.
2. Review and update the CIP for trunk sanitary sewer facilities every year to reflect
sewer improvement projects necessary for the next five year period.
3. Proceed with future sanitary sewer improvements in accordance with the initial 5-
year capital improvement program.
4. Continue to reduce I/1 to the existing collection system and maintain provisions for
preventing I/1 from entering the sanitary sewer system with new construction.
Page 34
APPENDIX A- Figures
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
APPENDIX B-Lift Station Information
APPENDIX C- SewerCAD Results
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
APPENDIX D- MCES Flow Data and Design Peaking Factors
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
i
Table D-1: MCES Flow Variation Factors for Sewer Design
Average Flow Peak Hourly Average Flow Peak Hourly
GD Flow Factor GD Flow Factor
0.00 to 0.11 4.0 1.90 to 2.29 2.8
0.12 to 0.18 3.9 2.30 to 2.89 2.7
.019 to 0.23 3.8 2.90 to 3.49 2.6
0.24 to 0.29 3.7 3.50 to 4.19 2.5
0.30 to 0.39 3.6 4.20 to 5.09 2.4
0.40 to 0.49 3.5 2.10 to 6.39 2.3
0.50 to 0.64 3.4 6.40 to 7.99 2.2
0.65 to 0.79 3.3 8.00 to 10.39 2.1
0.80 to 0.99 3.2 10.0 to 13.49 2.0
1.00 to 1.19 3.1 13.50 to 17.99 1.9
1.20 to 1.49 3.0 18.00 to 29.99 1.8
1.50 to 1.89 2.9 Over 30.00 1.7
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
APPENDIX E- Land Area and Flow Calculations by Sub-District
APPENDIX F- Sewer Improvement Detailed Cost Estimates
APPENDIX G Lift Station CIP Detailed Cost Estimates
i
I
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
APPENDIX H- Infiltration and Inflow Policies and Reduction Capital Improvements Plan
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
City Code Section 19-44
Sec. 19-44. - Prohibited discharges into sanitary sewer system.
(a) No person shall discharge or cause to be discharged any substance not requiring
treatment or any substance not acceptable for discharge, as determined by the city
or the Minnesota Pollution Control Agency, into the sanitary sewer system. Only
sanitary sewage from approved plumbing fixtures may be discharged into the
sanitary sewer system.
(b) No person shall discharge or cause to be discharged, directly or indirectly, any
stormwater, surface water, groundwater, roof runoff, subsurface drainage, or
cooling water to any sanitary sewer. Any person having a roof drain, sump pump,
unauthorized swimming pool discharge, cistern overflow pipe or surface drain j
connected and/or discharging into the sanitary sewer shall disconnect and remove
any piping or system conveying such water to the sanitary sewer system.
(c) All construction involving the installation of clear water sump pits shall include a
sump pump with minimum size 1'/2 diameter discharge pipe. The pipe attachment
must be a rigid permanent type plumbing such as PVC or ABS plastic pipe with
glued fittings, copper or galvanized pipe. All discharge piping shall be installed
in accordance with the plumbing code. Discharge piping shall start at the sump
pit and extend through the exterior of the building and terminate with not less
than six inches of exposed pipe. Sump pump discharge location and flow shall be
consistent with the approved development drainage plan for the lot. The
discharge may not be pumped directly onto any public right-of-way unless
approved by the city engineer or his designee. Any disconnects or openings in the
sanitary sewer shall be closed and repaired in compliance with applicable codes.
(d) Every person owning improved real estate that discharges into the city's sanitary
sewer system shall allow inspection by authorized city employees or its agents of
all properties or structures connected to the sanitary sewer system to confirm
there is no sump pump or other prohibited discharge into the sanitary sewer
system. Any persons refusing to allow their property to be inspected shall
immediately become subject to the surcharge as described in subsection (g)
hereinafter.
(e) Any owner of any property found to be in violation of this section shall make the
necessary changes to comply with this section and such change shall be verified
by authorized city employees or its agents. Any property or structure not
inspected or not in compliance by May 1, 1994, shall, following notification from
the city, comply within 14 calendar days or be subject to the surcharge as
provided in subsection (g) hereinafter.
(f) Upon verified compliance with this section, the city reserves the right to reinspect
such property or structure at least annually to confirm continued compliance. Any
property found not to be in compliance upon reinspection or any person refusing
to allow their property to be reinspected shall, following notification from the
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
city, comply within 14 calendar days or be subject to the surcharge hereinafter
provided for.
(g) A surcharge of$100.00 per month is hereby imposed and shall be added to every
sewer billing, to property owners who are found not in compliance with this
section. The surcharge shall be added every month until the property is verified to
be in compliance through the city's inspection program.
(h) The city council, upon recommendation of the city engineer, shall hear and
decide requests for temporary waivers from the provisions of this section where
strict enforcement would cause a threat to public safety because of circumstances
unique to the individual property under consideration. Any request for a
temporary waiver shall be submitted to the city engineer in writing. Upon
approval of a temporary waiver from the provisions of this section, the property
owner shall agree to pay an additional fee for sanitary sewer services based on
the number of gallons discharged into the sanitary sewer system as estimated by
the city engineer.
(i) Violation of this section is a misdemeanor and each day that the violation
continues is a separately prosecutable offense. The imposition of the surcharge
shall not limit the city's authority to prosecute the criminal violations, seek an
injunction in district court ordering the person to disconnect the nonconforming
connection to the sanitary sewer, or for the city to correct the violation and certify
the costs of connection as an assessment against the property on which the
connection was made.
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
APPENDIX A-Figures
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
DRAFT F%6u a e 3.
C1 Existing and Future Sanitary Sewer
:i` _ w•h_, ,,� � � J ' has �:' �
N I ,�
moi"
j4
Not to scale
1
Existing Lift Station
Existing Sanitary Sewer
•••••••• Existing Force Main
MCES Interceptor ,;,,, 1
saw.b,
L Future Lift Station
........ Future Force Main
Future Sanitary Sewer
DRAFT �' GLLV-E 3•Z,
Sanitary Sewer Districts
- I
j
-
i
.i
Not to scale
District
Bluff Creek
_ Lake Mn
Lake Lucy _ m
Lake Riley
i
Louts Lake -
Lower Bluff Creek
Minnewashta -
North
DRAFT FI Gum 3.3
Sanitary Sewer Subdistricts
NO-7
NO-11 N0=9-a. N0�5
N0.12 -NNOS
W11)� _ O-10 NQ=8 ` ti,
E L`'L4 NO.2
1`LA-11 .
I N0.3
B104LA-10 1C-1
MV11-2y
9C=11 LA-8 o LL,I-;
77
LL-3 NO-1
LA-7 LA-6 � LL4
MW=4� BC d
BC-2, LL-S'
BC-10 BC-6 LA-5 LA-4
c
LL-7'
e--
BC-3 BC-7 ILL.IIAyy-S LL-6
LL-9
-< a LA-377,
W.
LA-2 LR=5`
BC-8
LR=4
LA-I.' LFW
77
ec=s
LR72
LB-5 LB4' LR-1
Not to scale M-3
LB=2�
District
Bluff Creek
Lake Mn
LB-1
Lake Lucy
Lake Riley
Lotus Lake -
LowerBlW(Creek
1J
Minnewashta _
North
DRAFT r vGuP- 3•y
Existing and Future Sanitary Sewer and Subdistricts
r
NIW-7 1 'F-111117, 11 11 N019'. . ,y NV.8i NO-7 NO-b
r �
TLA a N0-121 N0,10 1 NO.B
MW_T., -
t�
NO.4
.. NO.3
WZ
ri,
e _
LA-7. LA-6 LL-4 LL�6
BE=2mu LL-b•
r3c.,5, LA-5 ..
BC'i0 BGS
LA-4 •
7 LL-4
MW=S
LA-3 LL-0
LA-2 LR
5
6C8 LR
` LA4 L11
BC,-9
F LRt2
LB-f; LB-4
Not to scale 'Lr B.3 L6=2',
CO Existing Lift Station
LB=1;
Existing Sanitary Sewer Y
•••••••• Existing Force Main �.�.
MCES Interceptor
Future Lift Station
^• Future Force Main
—0-- Future Sanitary Sewer
i
n IGHWAY 7HIGMWAY]
TOWNLINE RD
R
2
s
V
ONA
W 781h SL
U'
DR
S7W �- f
m _ _
0
O � cwo R OD LT = .—A
Z
Q i
A
SO 0
Rgure 63-22r— Existing
System Remaining Capacity - -
—500,000
——1;000,DD0
>5,000,000
force main
x
0 1,500 3,000 4,500 6,000
Feet~
9 x12
9S
DRAFT r tC.ua-e 3.t®
Existing On-Site Treatment Systems
.II
Tj
irk
� t
1 � t
N
Not to scale
—�fyy A.
i.=' j
DRAFT F t GL e - -i. I
Homes Built Before 1969
P
q➢n
Aliwnx.4Mwpe A.Taau.a �� - ®o -��
N -
i
w.
Not to scale
e
�—
APPENDIX B-Lift Station Information
APPENDIX C- SewerCAD Results
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
APPENDIX D- MCES Flow Data and Design Peaking Factors
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
Table D-1: MCES Flow Variation Factors for Sewer Design
Average Flow Peak Hourly Average Flow Peak Hourly
(MGD) Flow Factor (MGD) Flow Factor
0.00 to 0.11 4.0 1.90 to 2.29 2.8
0.12 to 0.18 3.9 2.30 to 2.89 2.7
.019 to 0.23 3.8 2.90 to 3.49 2.6
0.24 to 0.29 3.7 3.50 to 4.19 2.5
0.30 to 0.39 3.6 4.20 to 5.09 2.4
0.40 to 0.49 3.5 2.10 to 6.39 2.3
0.50 to 0.64 3.4 6.40 to 7.99 2.2
0.65 to 0.79 3.3 8.00 to 10.39 2.1
0.80 to 0.99 3.2 10.0 to 13.49 2.0
1.00 to 1.19 3.1 13.50 to 17.99 1.9
1.20 to 1.49 3.0 18.00 to 29.99 1.8
1.50 to 1.89 2.9 Over 30.00 1.7
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
APPENDIX E- Land Area and Flow Calculations by Sub-District
APPENDIX F- Sewer Improvement Detailed Cost Estimates
APPENDIX G Lift Station CIP Detailed Cost Estimates
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
APPENDIX H- Infiltration and Inflow Policies and Reduction Capital Improvements Plan
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
City Code Section 19-44
Sec. 19-44. - Prohibited discharges into sanitary sewer system.
(a) No person shall discharge or cause to be discharged any substance not requiring
treatment or any substance not acceptable for discharge, as determined by the city
or the Minnesota Pollution Control Agency, into the sanitary sewer system. Only
sanitary sewage from approved plumbing fixtures may be discharged into the
sanitary sewer system.
(b) No person shall discharge or cause to be discharged, directly or indirectly, any
stormwater, surface water, groundwater, roof runoff, subsurface drainage, or
cooling water to any sanitary sewer. Any person having a roof drain, sump pump,
unauthorized swimming pool discharge, cistern overflow pipe or surface drain
connected and/or discharging into the sanitary sewer shall disconnect and remove
any piping or system conveying such water to the sanitary sewer system.
(c) All construction involving the installation of clear water sump pits shall include a
sump pump with minimum size l lh diameter discharge pipe. The pipe attachment
must be a rigid permanent type plumbing such as PVC or ABS plastic pipe with
glued fittings, copper or galvanized pipe. All discharge piping shall be installed
in accordance with the plumbing code. Discharge piping shall start at the sump
pit and extend through the exterior of the building and terminate with not less
than six inches of exposed pipe. Sump pump discharge location and flow shall be
consistent with the approved development drainage plan for the lot. The
discharge may not be pumped directly onto any public right-of-way unless
approved by the city engineer or his designee. Any disconnects or openings in the
sanitary sewer shall be closed and repaired in compliance with applicable codes.
(d) Every person owning improved real estate that discharges into the city's sanitary
sewer system shall allow inspection by authorized city employees or its agents of
all properties or structures connected to the sanitary sewer system to confirm
there is no sump pump or other prohibited discharge into the sanitary sewer
system. Any persons refusing to allow their property to be inspected shall
immediately become subject to the surcharge as described in subsection (g)
hereinafter.
(e) Any owner of any property found to be in violation of this section shall make the
necessary changes to comply with this section and such change shall be verified
by authorized city employees or its agents. Any property or structure not
inspected or not in compliance by May 1, 1994, shall, following notification from
the city, comply within 14 calendar days or be subject to the surcharge as
provided in subsection (g) hereinafter.
(f) Upon verified compliance with this section, the city reserves the right to reinspect
such property or structure at least annually to confirm continued compliance. Any
property found not to be in compliance upon reinspection or any person refusing
to allow their property to be reinspected shall, following notification from the
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
city, comply within 14 calendar days or be subject to the surcharge hereinafter
provided for.
(g) A surcharge of$100.00 per month is hereby imposed and shall be added to every
sewer billing, to property owners who are found not in compliance with this
section. The surcharge shall be added every month until the property is verified to
be in compliance through the city's inspection program.
(h) The city council, upon recommendation of the city engineer, shall hear and
decide requests for temporary waivers from the provisions of this section where
strict enforcement would cause a threat to public safety because of circumstances
unique to the individual property under consideration. Any request for a
temporary waiver shall be submitted to the city engineer in writing. Upon
approval of a temporary waiver from the provisions of this section, the property
owner shall agree to pay an additional fee for sanitary sewer services based on
the number of gallons discharged into the sanitary sewer system as estimated by
the city engineer.
(i) Violation of this section is a misdemeanor and each day that the violation
continues is a separately prosecutable offense. The imposition of the surcharge
shall not limit the city's authority to prosecute the criminal violations, seek an
injunction in district court ordering the person to disconnect the nonconforming
connection to the sanitary sewer, or for the city to correct the violation and certify
the costs of connection as an assessment against the property on which the
connection was made.
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
APPENDIX I-Alternative Sanitary Sewer Service for the TH 101 and Pioneer Trail Area
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN
MEMORANDUM
TO: Paul Oehme, PE, Director of Public Works/City Engineer
FROM: Alyson Fauske, PE, Assistant City Engineer
DATE: June 13, 2016
SUBJ: Key Financial Strategy: Alternative Sanitary Sewer service for the TH
101 and Pioneer Trail Area, Project No. PW285BB.
BACKGROUND
On November 23, 2015,the City Council approved the Environmental Assessment
Worksheet(EAW) and adopted the Official Map for the TH 101 Improvements from
Pioneer Trail (CSAH 14) to Flying Cloud Drive(CSAH 61).
On February 8, 2016 the City Council approved the consultant contract with Kimley
Horn for the preparation of Sanitary Sewer.
This item was one of City Council's Key Financial strategy items for 2016.
The Wilson's Nursery Development proposal (Foxwood)has alternative sewer
services being proposed. The alternative sewer service,however,would not help pay
for the trunk lift station needed to service this area. To allow the Foxwood
Development to advance prior to the trunk lift station being constructed and the
property to the south of Foxwood being developed, a temporary lift station is being
proposed. Also, fees should be levied against this development to help pay for the
future lift station. A portion of the future lift station on Powers Boulevard is
proposed to be assessed to benefiting properties in the area.
DISCUSSION
During the TH 101 EAW public process, some property owners along the TH 101
corridor expressed interest in the extension of sewer and water to their property so
they can develop. Currently, the State of Minnesota may have turnback funds
available for TH 101 improvements in 2023. Unless a new funding source is secured
such as a federal grant or new state funds, TH 101 will likely not be improved for at
least 7 years. It is most cost effective to install sewer and water improvements at the
time TH 101 is improved. However, with many property owners expressing interest
to develop prior to 2023, the city has elected to evaluate alternatives to extend public
services to this area. Some properties many not want to develop at this time so
alternate sewer and water alignments other than what is in the comprehensive plan
have been evaluated.
The comprehensive plan shows trunk sewer and water extending from the Powers
Boulevard and Pioneer Trail intersection through Bluff Creek Golf Course to the
study area.
Paul ®ehme
Approve Agreements and Engineering Contract
June 13, 2016
Page 2
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Figure 8.8.2 - 2030 Sewer
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Districts and Sub Districts
Legend
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Future Lift stations Future Force Mein A,
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Several alternatives were evaluated by the consultant and City staff. Five alternatives are being
presented and are shown in yellow on the following graphics.
In the following graphics the areas shown in the blue could be serviced by gravity sanitary
sewer; the other areas would require the installation of a lift station and force main. Notes
regarding the estimated costs below are as follows:
1. Estimates only include trunk utility costs. Additional lateral sanitary sewer and water
main will need to be constructed with development.
2. Assumes that the Mustard Seed property will dedicate the easements required for
utility construction at no cost to the city.
3. Easement costs do not include costs for condemnation (if necessary).
4. Easement costs do not assume any additional compensation to Bluff Creek Golf
Course for loss of business operation. Assumes that the Bluff Creek Golf Course will
dedicate the easements required for utility construction at no cost to the city.
5. Muck excavation is estimated based on limited soil boring information.
For all the options a majority of the costs would be proposed to be assessed back to the
benefiting property owners. Assessment roles have not been completed at this time.
Paul Oehme
Approve Agreements and Engineering Contract
June 13, 2016
Page 3
Option 2A: Estimated cost is $3,620,000
This alternative includes a 15-inch diameter trunk gravity sanitary sewer from TH 101
(approximately 370 feet south of Bramble Drive) through the Bluff Creek Golf Course,
connecting to the gravity system at Powers Boulevard and Pioneer Trail. A 12-inch trunk water
main is also proposed within the same utility corridor as the trunk sanitary sewer. This
alternative is consistent with the comprehensive plan.
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Some of the 15-inch trunk sanitary sewer within this alignment would be 40 to 50 feet deep,
which costs 60%more and could present future maintenance concerns.
This alignment assumes that the project would proceed before Bluff Creek Golf Course is
redeveloped which results in approximately$1 million in easement acquisition costs.
Once the golf course develops the grades over the utility corridor will likely be altered. Cut
areas over the deep portion of the sanitary sewer would be beneficial; however, there would then
be inadequate cover over the water main. Fill areas could also be a cause for concern if the depth
of cover over the utilities becomes excessive.
The alternative would require the golf course to be closed during construction for approximately
one year.
If the golf course decides to develop in the future the sewer alignment may have to change
depending on how the development is laid out.
The city recently met with the golf course owners and it does not appear there are any plans to
develop the golf course in the near future.
Paul Oehme
Approve Agreements and Engineering Contract
June 13, 2016
Page 4
Option 2B: Estimated cost is $3,780,000
A modification of Option 2A, this option routes the utility corridor to the property boundaries of
Bluff Creek Golf Course to the extent practicable in order to minimize future cut and fill over the
utility corridor and reduce impacts to the business.
Similar to Option 2A, this alternative assumes that the project would proceed before Bluff Creek
Golf Course is redeveloped which results in easement acquisition costs in excess of$1 million.
These costs are higher than Option 2A as the utility corridor is longer in Option 2B.
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Some of the 15-inch trunk sanitary sewer within this alignment would be 40 to 60 feet deep.
Option 3A: Estimated cost is $5,520,000
This alternative significantly reduces the impacts to the Bluff Creek Golf Course. This
alternative includes a 15-inch diameter trunk gravity sanitary sewer from TH 101 (approximately
370 feet south of Bramble Drive),utilizing the existing rights of way for TH 101 and Pioneer
Trail for the trunk utility corridor. A 12-inch trunk water main is also proposed within the same
utility corridor as the trunk sanitary sewer. Additional easements would be required with an
estimated cost of over$500,000. A tree preservation easement may be impacted by this
alignment at the corner of Pioneer Trail and TH 101.
The sanitary sewer depth within this corridor would be less than 30 feet.
Paul Oehme
Approve Agreements and Engineering Contract
June 13, 2016
Page 5
Soil borings along Pioneer Trail from Powers Boulevard to just west of Homestead Lane were
taken. The soils in this area are poor so the pipe and manholes would need to be supported. This
work is estimated to be in excess of$1 million to just support the sewer pipe and manholes. The
benefit assessment calculation will be more complicated to determine for this option than others
because the additional infrastructure that would be needed for example to service the Bluff Creek
Golf Course if it develops.
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Option 3B: Estimated cost is $4,040,000
This alignment is similar to Option 3A although it avoids the area of anticipated poor soils. By
shifting the alignment farther into the golf course the sanitary sewer would be 40 to 70 feet deep.
Easement acquisition costs for this alternative exceed $1 million. Some impacts to the golf
course operation would be expected. Similar to Option 3A,the benefit assessment calculation
will be more complicated to determine for this option than others because the additional
infrastructure that would be needed for example to service the Bluff Creek Golf Course if it
develops.
Paul Oehme
Approve Agreements and Engineering Contract
June 13, 2016
Page 6
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Option 5: Estimated cost is $2,500,000
This alignment includes a temporary lift station at the northwest
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corner of the Mustard Seed property, installation of a force main
along TH 101 to West 96th Street, upgrades to Lift Station 20 (at
West 96th Street), and installation of a force main from Kiowa
Trail (at TH 10 1)through Bandimere Park and to the existing
gravity sanitary sewer at Lyman Boulevard and Crossroads
Boulevard. This alternative only would allow service to be
provided to the study area. It would not allow for future
development to occur at the bottom of the bluff along Flying
Cloud Drive since sewer capacity would not be adequate. For r j
the area along Flying Cloud Drive to develop the sewer would
to be extended through Bluff Creek Golf Course first. If this
option is preferred to be advanced, an area assessment would be 1
recommended to help pay for the trunk improvement necessary
to be extended through the Bluff Creek Golf Course per the L- . a
comprehensive plan.
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Paul Oehme
Approve Agreements and Engineering Contract
June 13, 2016
Page 7
RECOMMENDATION
Based on the analysis of this study Option 2A it is most cost-effective approach to service the
study area. This option is also consistent with the comprehensive plan. Funding for the other
options would be very complicated and assessments could be challenged in court by some
property owners that are not ready to develop.
ATTACHMENTS
1. Option 2, 11" x 17"
2. Option 3, 11"x 17"
3. Option 5, 11"x 17"
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APPENDIX J- City of Chanhassen Sanitary Sewer Fee Structure
2040 Comprehensive Sanitary Sewer System Plan
City of Chanhassen,MN