8.3 SR 02-06-2023�,
Elk s �-
River
Request for Action
To Item Number
Ma Tor and CinT Council 8.3
Agenda Section Meeting Date Prepared by
General Business Februar�T 6, 2023 Brandon Wisner, En ineerin Pro�ect Mana er
Item Description Reviewed by
Final FeasibilityT Report for the Northeast and ustin Femrite, PE, Public Works Director
Northwest Urban Service Area Expansion Study Reviewed by
Cal Pormer, City Administrator
Action Requested
Approve, byT motion, FeasibilityT Report for the Northeast and North�uest Urban Service rlrea Expansion
Background/Discussion
The cityT commissioned a feasibilit�T study to better understand what would be required for �uater and se`ver s�Tstem
extension/modification to serve the expanded UYban Service Area as idenrified in the 2021 Comprehensive Plan
update. WSB and Associates was retained to studyT the municipal se`ver and `vater syTstem needs and layTout an
estimated financial impact for the required components.
On JanuaryT 10, a joint meeting between the CityT Council and the Elk River Municipal Utilities (ERMU)
Commission was held to review the draft study. Direction from the joint meeting maintained e�sting policy for
both utilities, seweY, and water, to be expanded togetheY and at the costs of those requesting service for new
developments. Both cityr and ERMU staff have reviewed the system needs pYesented in the studyr and concur
with the Yecommendations. The acceptance of the feasibilityr YepoYt does not set foYth an impending pYoject or
utilityT extension but rather provides the framework for what would need to be considered byT requesting parties in
the futuYe. The study will provide staff with the detail necessaryr to guide development as it progYesses in these
areas.
Financial Impact
None
Mission/Policy/Goal
Elk River iVlission - ResponsiblyT gro`v
Attachments
■ Feasibilit�T Report for the Northeast and Northwest Urban Service Area Expansion Stud�T
The Elk River Vision
A 2a�elcolning co�nlnunity 2a�ith T evolutiona� y and spizzted T esou� cefulness, exceptional
se�vice, and coln�nunity engagelnent that encou�ages and ins�iz•es pTo�pe�zty.
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Update�l• January 2023
City of �
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FEASIBILITY REPORT
NORTHEAST & NORTHWEST URBAN
SERVICE AREA EXPANSION STUDY
CITY OF ELK RIVER I SHERBURNE COUNTY I MINNESOTA
January 19, 2023
Prepared for:
City of Elk River
13065 Orono Parkway
Elk River, MN 55330
WSB PROJECT NO. 020010-000
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FEASIBILITY REPORT
NORTHEAST & NORTHWEST URBAN SERVICE AREA
EXPANSION STUDY
FOR THE
CITY OF ELK RIVER, MINNESOTA
January 19, 2023
Prepared By:
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�LIG FIIJANCE ADVISOR�
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
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January 19, 2023
Mr. Justin Femrite, PE
Public Works Director/Chief Engineer
City of Elk River
13065 Orono Parkway
Elk River, MN 55330
Re: Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Dear Mr. Femrite:
Transmitted herewith is the feasibility report for the above-referenced project. The report
summarizes the recommendations to expand the existing water distribution and sanitary sewer
systems to serve the northeast service area. A financial analysis with an opinion of probable cost
is also presented for the recommended expansion alternatives.
We would be happy to discuss this report with you at your convenience. If you have any questions,
please do not hesitate to call me at (651) 286-8466.
Sincerely,
WSB
w
Greg Johnson, PE
Director of Water/Wastewater
cc. Brandon Wisner, Engineering Project Manager, City of Elk River
CERTIFICATION
I hereby certify that this plan, specification, or report was prepared by me
or under my direct supervision and that I am a duly Licensed Professional
Engineer under the laws of the State of Minnesota.
" Greg Johnson, PE
Date: January 19, 2023 License No. 26430
Report Preparation Assistance and QA/QC:
- --- --�
Ursinio Puga, PE
Date: January 19, 2023 License No. 59303
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
TABLE OF CONTENTS
TITLE SHEET
LETTER OF TRANSMITTAL
CERTIFICATION SHEET
TABLE OF CONTENTS
1. EXECUTIVE SUMMARY .................................................................................................1
2. INTRODUCTION .............................................................................................................1
2.1 Authorization ........................................................................................................1
2.2 Scope ..................................................................................................................1
2.3 Data Available ......................................................................................................1
2.4 Description of Study Areas ...................................................................................1
3. WATER DISTRIBUTION SYSTEM ANALYSIS ...............................................................3
3.1 Existing System Description .................................................................................3
3.2 Existing Water Demand .......................................................................................4
3.3 Water Demand Projections ..................................................................................4
3.4 System Evaluation and Capacity Analysis for Northeast Areas ............................6
3.5 Recommended Water System Infrastructure for the Northeast Areas ..................9
3.6 System Evaluation and Capacity Analysis for Northwest Areas .........................10
3.7 Recommended Water System Infrastructure for the Northwest Areas ................12
4. SANITARY SEWER SYSTEM ANALYSIS ....................................................................15
4.1 Existing System Description ...............................................................................15
4.2 Existing Wastewater Flows ................................................................................15
4.3 Wastewater Flow Projections .............................................................................16
4.4 System Evaluation and Capacity Analysis for Northeast Areas ..........................18
4.5 Recommended Sanitary Sewer Infrastructure for the Northeast Areas ..............18
4.6 System Evaluation and Capacity Analysis for Northwest Areas .........................19
4.7 Recommended Sanitary Sewer Infrastructure for the Northwest Areas ..............20
5. FINANCING ..................................................................................................................22
5.1 Opinion of Probable Cost ...................................................................................22
5.2 Funding Options ................................................................................................23
5.3 Financial Risk and Project Phasing ....................................................................24
5.4 Potential Development Fees ..............................................................................25
6. PROJECT SCHEDULE AND PHASING .......................................................................28
6.1 Northeast Study Area .........................................................................................28
6.2 Northwest Study Area ........................................................................................28
7. CONCLUSIONS ............................................................................................................30
8. FEASIBILITY AND RECOMMENDATION ....................................................................31
APPENDIX A - FIGURES ........................................................................................................32
APPENDIX B- DETAILED COST BREAKDOWN ...................................................................56
APPENDIX C - FINANCIAL DATA ..........................................................................................61
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
EXECUTIVE SUMMARY
The City of Elk River retained WSB to complete a serviceability analysis of the proposed Northeast and
Northwest Urban Expansion Areas in response to the projected growth. The City authorized WSB to
proceed with the study in February 2022. As part of this study, WSB evaluated the infrastructure needed to
annex the northeast and northwest study areas to the existing sanitary sewer and water distribution
systems. In addition, WSB evaluated the adequacy of the existing systems to serve the study areas as well
as prepared a financial analysis forthe recommended improvements. A map illustrating the project locations
is shown in Figure A1 in Appendix A.
An analysis of the projected development densities and topographies within the study areas indicates that
trunk gravity sewermain ranging in diameter from 10-inch to 18-inch will be needed to collect and convey
the wastewater generated within the study areas. At least six (6) trunk lift stations with firm design capacities
ranging from 185 gpm to 4,000 gpm will also be needed. Water service to the northeast areas can be
provided by installing a new 12-inch trunk watermain loop through Twin Lakes Road NW, 209th Avenue
NW, Quincy Street NW, Smith Street NW, and Tyler Street NW. The 12-inch watermain loop will ensure
that the water pressures and available fire flows will be adequate for the projected growth. The northeast
areas can be annexed to the system's main pressure zone without the need of installing pressure regulating
infrastructure. Water service to the northwest areas will require pressure regulating stations to maintain the
water pressures between 40 and 80 pounds per square inch (psi). A combination of 12-inch and 16-inch
trunk watermain will be needed to serve the northwest areas. Water storage, supply, and treatment
infrastructure is also recommended for both study areas. The recommended infrastructure layouts for the
water distribution and sanitary sewer systems are shown in Figures A9, A13, A19, A21 and A22 in
Appendix A.
The total estimated infrastructure cost needed to serve the study areas over the next twenty years and
beyond is $28,478,000 for the sanitary sewer system and $75,612,000 for the water distribution system.
Detailed cost breakdowns are shown in Appendix B. A detailed phasing plan to extend public utilities to
the study areas cannot be prepared at this time as the construction schedule of individual developments is
unknown. However, a preliminary analysis was completed to identify which infrastructure would need to be
constructed prior to any developments to provide utility service. This analysis is shown in Section 6 of this
report. Overall, it appears that extending water and sewer services to the expansion areas could be feasible
as long as leapfrog development is avoided, the areas are not served simultaneously, and the cost is divided
over various funding avenues. Promoting leapfrog development will require a considerable amount of
infrastructure to be installed initially which could place the City and the ERMU at financial risk if subsequent
development is slower than anticipated. Additionally, it is recommended to extend water and sewer service
concurrently as this can reduce capital costs.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 1
2. INTRODUCTION
2.1 Authorization
The City of Elk River retained WSB to complete a serviceability analysis of the proposed Northeast and
Northwest Urban Expansion Areas in response to the short-term and long-term growth projected in this part
of the city. City staff authorized WSB to proceed with the study in February 2022.
2.2 Scope
This report evaluates the infrastructure needed to annex the northeast and northwest study areas to the
sanitary sewer and water distribution systems. The northwest site includes a portion of the gravel mining
area. In addition, WSB evaluated the adequacy of the existing utility systems to serve the study areas and
prepared a financial analysis for the recommended improvements. The northeast, northwest, and mining
study areas are shown in Figure A1 in Appendix A along with the City's existing municipal service area.
2.3 Data Available
Information and materials used in the preparation of this report included the following:
• City of Elk River Water Supply Plan (approved by the DNR in 2017);
• City of Elk River Comprehensive Plan Update (adopted in 2021);
• Pumping Records, As-Builts, and Design Data for the Trunk Highway 169 Sanitary Lift Station;
• Pumping Records, As-Builts, and Design Data for the Windsor Lift Station;
• Pumping Records, As-Builts, and Design Data for the Leachate Lift Station;
• Pumping Records and Design Data for the Evans Lift Station;
• Design Data for the Jackson Lift Station;
• Flow and Design Data for the Wastewater Treatment Plant;
• City of Elk River Water Pumping Records from 2017 to 2021;
• City of Elk River's 2015 Gravel Mining Area Land Use, Transportation, and Utility Plan; and
• City of Elk River GIS Data.
2.4 Description of Study Areas
The northeast and northwest study areas span approximately 2,200 acres and 2,800 acres, respectively;
and both areas are projected to be annexed to the City's utility systems over the next 20 years per the City's
2040 Comprehensive Plan. Annexing both study areas would increase the City's municipal service area
significantly considering that the City's existing municipal service area spans approximately 8,000 acres.
The ground elevations in both study areas vary considerably, ranging from 900-ft above mean sea level
(MSL) to 1,000-ft above MSL in the northeast areas and from 940-ft above MSL to 1,100-ft above MSL in
the northwest areas. The vast change in elevations presents a challenge to extend water service as
separate pressure zones may be needed to provide adequate water pressures. Contrastingly, wastewater
may be able to drain by gravity from the higher elevations to the lower elevations without the need of a
significant number of intermediate lift stations. The ground elevations of the northeast study areas are
shown in Figure A2 in Appendix A and the ground elevations of the northwest study areas are shown in
Figure A3 in Appendix A. The ground elevations shown for the mining areas in Figure A3 were obtained
from the final proposed grading plan of the Gravel Mining Area Land Use, Transportation, and Utility Plan
completed in 2015.
A significant portion of both study areas consists of wetlands which, for the purpose of this study, were
considered nondevelopable land. Figures A4 and A5 in Appendix A show the extents of the wetlands for
the study areas covering a total of 1,209 acres. Developable acreages for each study area were calculated
by subtracting wetland areas and existing roads from the gross acreage. Additionally, an extra 10-percent
was also subtracted to account for future roads within the future developed land resulting in a final total net
developable area of approximately 3,260 acres for both study areas combined.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 1
The projected land uses for each study area, as depicted in the City's Comprehensive Plan, are shown in
Figures A6 and A 7 in AppendixA. As shown in the figures, the majority of the study areas will be traditional
single family residential land use followed by mixed residential, commercial, and open space/public land
uses. Tables 2.1 and 2.2 below summarize the gross and net developable acreage of each land use type.
Table 2.1 — Projected Land Uses — Northeast Study Area
Land Use Type Gross Acreage Net Developable Acreage
Single Family Residential 1,659 1,012
Mixed Residential 523 307
Neighborhood Commercial 11 9
Total 2,193 1,328
Table 2.2 — Projected Land Uses — Northwest Study Areas
Land Use Type Gross Acreage Net Developable Acreage
Single Family Residential 2,212 1,393
Mixed Residential 318 266
Highway Business 48 41
Public/Semi Public 33 29
Open Space/Parks 214 202
Total 2,825 1,931
Development in the northeast areas is projected to start at the intersection of Twin Lakes Rd NW and
Cleveland St NW. Development in the northwest areas is planned to begin in the northwestern portion of
the study area and extend southeast towards the gravel mining site.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 2
3. WATER DISTRIBUTION SYSTEM ANALYSIS
The City of Elk River uses a single water distribution system to serve the entire municipal service area. Due
to the differences in ground elevation, the system is operated in two pressure zones, a low zone and a high
zone, to maintain adequate water pressure throughout the system. Both pressure zones are interconnected
only for emergency purposes and the use of booster stations and pressure reducing stations does not occur
on a regular basis as the two zones remain isolated through valving. The existing water distribution system
is depicted in Figure A8 in Appendix A. For the purpose of this study, the high zone is referred to as the
main zone since new high pressure zones are being proposed to serve the development areas. Since the
northeast and the northwest study areas have the potential of being annexed to the system's main pressure
zone but not to the low pressure zone, only the main pressure zone was evaluated in this study. The water
serviceability analysis completed for the study areas is summarized in the following sections.
3.1 Existing System Description
The City of Elk River utilizes five (5) production wells to supply water to the system's main pressure zone.
The zone's firm pumping capacity, which is the total pumping capacity with the largest well out of service,
is 3,400 gallons per minute (gpm). Table 3.1 bellow summarizes the main zone's existing well pumping
capacities.
Table 3.1 — Main Pressure Zone Existing Water Supply Capacity
Well Name Well ID Year Depth Status Capacity Capacity
Installed (feet) (gpm) (gpd)
Well 5 537682 1994 406 Active 850 1,224,000
Well 6 580320 1999 300 Active 850 1,224,000
Well 7 664852 2001 341 Active 850 1,224,000
Well 8 694499 2004 390 Active 850 1,224,000
Well 9 757624 2008 454 Active 850 1,224,000
Firm Pumping Capacity 3,400 4,896,000
Total Pumping Capacity 4,250 6,120,000
GPM — Gallons per Minute; GPD — Gallons per Day
Elk River's main pressure zone has three (3) satellite direct filtration water treatment plants to remove iron,
manganese, and other impurities from the groundwater. Table 3.2 bellow summarizes the main zone's
existing treatment facilities. Currently, Well 8 is routed to Well House 9 where it receives chemical
conditioning. This well is does not need physical treatment (filtration) as its water quality meets existing
drinking water standards. The main zone's firm treatment capacity was considered to be 80-percent of the
zone's total treatment capacity to account for filter downtime for backwashes and plant maintenance.
Table 3.2 — Main Pressure Zone Existing Water Treatment Capacity
Plant Wells Total Capacity Firm Capacity
Name Treated Treatment Type
(Jpm) (9pd) (Jpm) (9pd)
5 5 Pressure Filtration 850 1,224,000 680 979,200
6 6 Pressure Filtration 850 1,224,000 680 979,200
7 7, 9 Pressure Filtration 1,700 2,448,000 1,360 1,958,400
N/A 8 Chemical Only 850 1,224,000 850 1,224,000
Treatment Capacity 4,250 6,120,000 3,570 5,140,800
CiNIVI — Ciallons per IVlinute; CiNu — Ciallons per uay
The system's main pressure zone has two (2) water towers. Water towers stabilize water pressure during
average day and peak water demands and provide water storage for fire protection and power outages. At
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 3
a minimum, a system's water storage volume should exceed the system's average day demand according
to the Minnesota Department of Health (MDH). The main zone's storage facilities are summarized in Table
3.3.
Table 3.3 — Main Pressure Zone Existing Water Storage Capacity
Facility Name Facility Type Year Primary Capacity
Installed Material (gallons)
Auburn Street Elevated Storage 1993 Steel 500,000
Johnson Street Elevated Storage 2002 Steel 1,500,000
Total Storage Capacity 2,000,000
3.2 Existing Water Demand
The system's main pressure zone historical water demands were analyzed using data provided by ERMU
staff for the years 2017 through 2021 and are shown in Table 3.4 and Figure 3.1. The main zone's water
demands have experienced a mild increasing trend over the past five (5) years likely due to population
g rowth .
Table 3.4 — Main Pressure Zone Historical Water Demands
Year Average Day Maximum Day Peaking
Demand (gpd) Demand (gpd) Factor
2017 1,277,079 2,965,000 2.32
2018 1,231,567 2,890,000 2.35
2019 1,098,255 2,856,000 2.60
2020 1,318,686 3,697,000 2.80
2021 1,509,232 4,286,000 2.84
Average 1,287,000 3,339,000 2.59
GPD — Gallons per Day
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Figure 3.1 — Main Pressure Zone Historical Water Demands
3.3 Water Demand Projections
Awaterdistribution system's average waterdemand can be 50 to 75 percent higherthan the same system's
average sanitary sewer flow. This difference in flow is typically associated to higher summer water usage
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 4
(e.g., irrigation demands) that is not reflected in the wastewater flow. In the case of Elk River, the system-
wide average water demand is approximately 61 percent higher than the City-wide average sanitary sewer
flow. Due to this stablished relationship between flows, water demands for the study areas were projected
using a demand per dwelling assumption that was calculated using lift station run time data provided by
City staff. To be conservative, a 75 percent factor, instead of Elk River's 61 percent difference, was applied
to the lift station run time data to calculate residential water demands. A detailed lift station run time data
analysis is provided in Section 4.3 of this report. Industry-standard water demand rates were used for non-
residential land uses. Average water demands for the study areas were projected using the unit water
demand flows summarized in Table 3.5.
Table 3.5 — Water Demand per Land Use Assumptions
Land Use Type Density Residential Unit Average Unit
(units/acre) Flow (gpd/unit) Flow (gpd/acre)
Single Family Residential — Northeast Areas 2 145 290
Single Family Residential — Northwest Areas 3 145 435
Mixed Residential 5 145 725
Neighborhood Commercial - - 900
Highway Business - - 900
Public/Semi Public - - 0
Open Space/Parks - - 0
Unft — resfdentfal dwellfng; gpd/acre — Gallons per Day per Acre
The projected water demands calculated for the study areas are summarized in the tables below. The
maximum day peaking factor used corresponds to the main zone's average peaking factor from Table 3.4.
Table 3.6 — Projected Water Demand for Northeast Areas
Land Use Type Net Developable Average Unit Water Water
Acres Demand (gpd/acre) Demand (gpd)
Single Family Residential 1,012 290 293,480
Mixed Residential 307 725 222,503
Neighborhood Commercial 9 900 8,100
Average Daily Flow (gpd) 524,083
Maximum Daily Flow (gpd) 1,357,375
Table 3.7 — Projected Water Demand for Northwest Areas (2040 Development Timeframe)
Land Use Type Net Developable Average Unit Water Water
Acres Demand (gpd/acre) Demand (gpd)
Single Family Residential 1,393 Varies�'> 282,599
Mixed Residential 266 725 192,850
Highway Business 41 900 36,900
Public/Semi Public 29 0 0
Open Space/Parks 202 0 0
Average Daily Flow (gpd) 512,349
Maximum Daily Flow (gpd) 1,326,984
(1) A large portion ot the area is already developed with densities signiticantly lower than 3 units/acre. I heretore,
densities vary throughout which affect average unit water demands.
Investigating the serviceability of the ultimate northwest areas beyond the year 2040 was not included in
the scope of this study. However, a high level preliminary analysis was completed to assess the water
demands expected beyond 2040 as this could affect trunk watermain sizing recommendations. The planned
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 5
land uses for the ultimate northwest areas include single family residential, industrial, rural industrial, and
highway business, which are projected to require a significant volume of water. A summary of the projected
water demands for these land uses is shown in Table 3.8. The northeast study area is not projected to
develop beyond the boundary shown in Figure A1 and therefore the 2040 water demand projections
summarized in Table 3.6 can also be a representation of ultimate development conditions.
Table 3.8 — Projected Water Demand for Northwest Areas (Beyond 2040 Development Timeframe)
Land Use Type Net Developable Average Unit Water Water Demand
Acres Demand (gpd/acre) (gpd)�'>
Single Family Residential 196 435 85,260
Industrial 478 1,000 478,000
Rural Industrial 231 800 184,800
Highway Business 428 900 385,200
Average Daily Flow (gpd) 1,133,260
Maximum Daily Flow (gpd) 2,935,144
(1) Water demand fn additfon to the 2040 projectfons from Table 3.7.
3.4 System Evaluation and Capacity Analysis for Northeast Areas
Computer modeling indicated that the northeast study areas can be annexed to the system's existing main
pressure zone without creating a separate pressure zone. Therefore, the water supply, treatment, and
storage infrastructure of the existing main pressure zone was evaluated to assess if it is adequately sized
to supply water to the northeast areas. Since the rate of development for the northeast areas is unknown,
the water demands summarized in Table 3.6 were distributed linearly between now and the end of the
planning period.
The water supply capacity evaluation for the main pressure zone is depicted in Figure 3.2. As shown in the
figure, a new 850 gpm (1,224,000 gpd) well is being proposed in 2028 or at the time that demand
warrants to ensure the zone's firm pumping capacity exceeds its maximum day demand. The timeline to drill
this new well could vary depending on the rate of development of the northeast zone. ERMU should
continue to monitor maximum day demands closely and begin discussions to drill a new well if the main
zone's maximum day demands are consistently maintained between 4.0 and 4.4 MGD.
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Date (yyyy)
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Figure 3.2 — Main Pressure Zone Water Supply Capacity Evaluation
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 6
The water treatment capacity evaluation for the main pressure zone is depicted in Figure 3.3. The zone's
existing firm water treatment capacity is 5,140,800 gpd (3,570 gpm) and it is anticipated that water treatment
be provided at the new 850 gpm well proposed for 2028 if needed to meet drinking water standards. As
shown in the figure below, increasing the zone's treatment capacity by providing treatment at the new well
will be sufficient to meet the projected maximum day demands for the northeast service areas.
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Figure 3.3 — Main Pressure Zone Water Treatment Capacity Evaluation
At a minimum, a municipal water distribution system should have enough water storage capacity to exceed
the system's average day demand. However, water systems should also have enough storage capacity to
meet the maximum day demand as well as additional volume for fire protection and equalization storage.
Calculating storage requirements this way often results in a lower storage requirement volume if a system
has excess supply capacity that can augment the system's storage capacity. The overall equation to
determine recommended storage capacity based on maximum day demand, fire projection, and pressure
equalization is as follows:
Equation 3.1 — Water Storage Calculation
Required Water Storage Volume = Adjusted Fire Storage (AFS) + Equalization Storage
where
AFS =(Maximum Day Demand + Fire Requirements — Firm Capacity) x Design Fire Duration (Hours)
Firefighting volume requirements vary based on land uses and specific commercial, industrial, and
institutional uses. Firefighting requirements are based on guiding documents, including Ten States
Standards, AVWVA, and the Insurance Services Office (ISO); but fire flow requirements are usually at the
discretion of each community. For system-wide water storage calculations, such as the ones completed for
this study, a conservative available fire flow of 3,500 gpm for three (3) hours is often used as recommended
by the AVWVA and ISO.
Equalization storage is the volume required to satisfy water demands that exceed the well pumping capacity
throughout the day. During any given day, hourly demands vary as a diurnal demand pattern with the
maximum hour demand designated as the peak hour demand. Equalization storage is determined by
calculating the volume necessary to meet the peak hour demand beyond what the firm supply capacity can
provide. The AW1NA recommends the required equalization volume to equal 70 to 100 percent of the
average day demand, or 20 to 25 percent of the maximum day demand.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 7
2024 2026 2028 2030 2032 2034 2036 2038 2040
The water storage capacity analysis completed for the northeast areas annexing to the main pressure zone
is summarized in Table 3.9 and depicted in Figure 3.4. Given the requirements shown below, it is
recommended to construct a 1.0 MG water tower within a ten (10) to fifteen (15) year timeframe in 2033.
Table 3.9 — Main Pressure Zone Storage Requirements
Year 2020 Year 2040
A Average Day Water Use in gpd 1,318,686 2,033,315
B Maximum Day Water Use in gpd 3,697,000 5,266,286
C Maximum Day Water Use in gpm (20-hrs to supply per AWWA) 3,081 4,389
D Firm Pumping Capacity in gpm 3,400 4,250
E AVWVA Recommended Firefighting Rate in gpm 3,500 3,500
F Firefighting Duration in hours 3 3
G Design Firefighting Volume in Gal (E x F x 60 min/hour) 630,000 630,000
H Total Coincident Demand in gpm (C + E) 6,581 7,889
I Required Draft from Storage in gpm (H - D) 3,181 3,639
J Adjusted Firefighting Storage in gal (F x 60 min/hr x I) 572,580 655,020
K Equalization Storage in gpd (B x 25%) 924,250 1,316,572
L Total Storage Needed in gal (J + K) 1,496,830 1,971,592
M Existing Storage Capacity in gallons 2,000,000 2,000,000
N Storage Surplus/Deficit in gallons — Average Demand Method (M — A) +681,314 -33,315
O Storage Surplus/Deficit in gallons — Equation 1 Method (M — L) +503,170 +28,408
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� � •Storage Capacity
� �Storage Requirements - Average Day Demand
Storage Requirements - Equation 1 Method
Figure 3.4. Main Pressure Zone Water Storage Capacity Evaluation
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 8
2022 2024 2026 2028 2030 2032 2034 2036 2038 2040
3.5 Recommended Water System Infrastructure for the Northeast Areas
The proposed water distribution system to serve the northeast study areas is shown in Figure A9 in
Appendix A. A summary of the recommended infrastructure is described below:
Trunk Watermain: Prior to extending water service to the northeast study areas, it is recommended
to connect the existing 16-inch watermain along Cleveland Street NW with the 12-inch watermain
stubbed at the intersection of Twin Lakes Road NW with 193�d Avenue NW using a 12-inch
watermain. A 12-inch watermain can then be extended north along Twin Lakes Road NW until
reaching the intersection with 209th Avenue NW. From this location, the 12-inch trunk can be
directed west along 209th Avenue NW and south along Quincy Street NW. From there, the 12-inch
trunk can be extended south along Smith Street NW and Tyler Street NW to connect to the existing
trunk watermain along 193�d Avenue NW. Additionally, a 12-inch trunk watermain should be
extended along 201 St Avenue NW to create a smaller trunk loop. The trunk watermain for this study
area can be extended in phases. Eight-inch watermain can be extended from the proposed 12-inch
trunk loop to provide water service to the northeast study area via smaller watermain loops. The
smaller 8-inch watermain loops shown in Figure A9 are not definitive and their final location will
change based on future development layouts.
Wells: Additional wells beyond the future 850 gpm production well that is proposed for 2028 are
not needed to serve the northeast study areas. This new well does not need to be drilled in the
northeast area itself as long as it provides water to the main pressure zone since both areas will
be interconnected.
Water Towers: A new 1.0 MG water tower is needed to serve the northeast areas.
Water Treatment Plants: The pressure zone's water treatment capacity must be increased to
serve the northeast study area. This can be done by providing direct filtration treatment at the future
850 gpm well planned for 2028 if its water does not meet drinking water standards.
Pressure Zones: The entire northeast area can be served off of the system's existing main
pressure zone without the need of pressure regulating infrastructure. The average day and peak
hourly water pressures for the northeast study area are shown in Figures A10 and A11. Water
pressures were modeled using Bentley OpenFlows WaterGEMS CONNECT (WateGEMS)
software based on the proposed watermain layout shown in Figure A9. Water pressures were
modeled using a conservative scenario where all the City's wells were turned off and the water
level in the City's water towers were 10-ft below the overflow elevations. The modeled water
pressures were compared against the Ten-States Standards which recommend that working
distribution pressures be 50 to 80 psi, and not lower than 35 psi. Modeling indicated that water
pressures can be maintained between 50 psi and 81 psi for average day demand conditions and
between 47 psi and 81 psi for peak hourly demand conditions.
Booster Stations: Larger distribution system booster stations will not be required to serve the
study area. However, private internal booster stations may be needed at dwellings with a ground
elevation of 990-ft or higher to maintain water pressure above 35 psi in second stories of single
family homes. Less than 5-percent of the study area has ground elevations at or above 990-ft.
PRVs: Pressure reducing valves (PRVs) will be needed in the southwest corner of the study area
at individual dwellings with a ground elevation below 915-feet in order to maintain the water
pressure below 80 psi per the Minnesota Plumbing Code. However, this area is mainly
nondevelopable, so it is likely that not many services will require PRVs.
Fire flow recommendations provided by the AVWVA for residential land uses were used to assess the fire
flow requirements for the majority of the northeast study areas. According to the AVWVA, the minimum fire
flow available at any given point in a water distribution system should not be less than 500 gpmwith a residual
pressure of20 psi. This represents the amount ofwater required to be provided by two standard hose streams
on a fire in a typical residential area for dwellings with spacing greater than 30 feet. Minimum fire flow
recommendations increase as the distance between dwellings is reduced. The recommended AVWVA fire
flows for residential land uses are shown in Table 3.10.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 9
Table 3.10 — Recommended Fire Flows for Residential Land Uses
Distance Between Fire Flow Needed at
Buildings (ft) 20 psi (gpm)
More than 30 500
21-30 750
11-20 1,000
Less than 10 1,500
rt — reet; GNM — Gallons per Minute
Fire protection needs can vary widely based on the physical characteristics of each building and municipal
fire insurance ratings are partially based on the water distribution system's ability to provide needed fire
flows up to 3,500 gpm. Knowing this, Table 3.11 summarizes the fire flow requirements projected for the
northeast study areas based on the anticipated land uses. These requirements are only intended to be
used as a general planning guideline at this time.
Table 3.11 — Projected Fire Flow Requirements — Northeast Study Area
Land Use Type Approximate Needed Fire
Protection m
Single Family Residential 500 — 1,500
Mixed Residential 2,000 — 3,000
Neighborhood Commercial 1,500 — 2,500
GPM — Gallons per Minute
The available fire flows modeled for the northeast study area are shown in Figure Al2 in Appendix A. The
lowest available fire flow modeled for the study area is 2,400 gpm, which is located within single family
residential land use. Mixed residential and commercial land uses in the northeast study area are projected
to have an available fire flow of 3,500 gpm or higher. Modeling indicated that the majority of the study area
will have an available fire flow greater than 3,000 gpm.
3.6 System Evaluation and Capacity Analysis for Northwest Areas
Computer modeling indicated that the northwest study areas cannot be annexed to the existing water
distribution system without the use of a separate pressure zone as the ground elevations are significantly
higher than the rest of the system. Upon consulting with ERMU staff, a hybrid approach was taken to serve
these areas through the use of new production wells and booster stations. Although booster stations are
not needed if multiple new wells are drilled in the northwest areas, it is strongly recommended to use booster
stations to reduce capital expenses since fewer wells will be needed initially to supply drinking water.
Because the northwest areas will be mostly isolated from the existing system, the supply, treatment, and
storage infrastructure evaluation was completed for the future northwest areas alone without taking into
account the system's main pressure zone like for the northeast areas. Since the rate of development for
the northwest areas is unknown, the water demands summarized in Table 3.7 were distributed linearly
between now and the end of the planning period.
The water supply capacity evaluation for the northwest study areas is depicted in Figure 3.5. This study
proposes supplying the study areas with a hybrid approach of two (2) booster stations and a single well for
a total initial combined firm pumping capacity of 800 gpm (1.15 MGD). As development increases, a new
850 gpm well could be drilled within five (5) to ten (10) years to increase the northwest area's firm pumping
capacity to 1,650 gpm (2.38 MGD). Additional wells can be drilled beyond 2040 to serve the ultimate
development boundary.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 10
2.5
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Figure 3.5 — Northwest Study Areas Water Supply Capacity Evaluation
The water treatment capacity evaluation for the northwest study areas is depicted in Figure 3.6. The
northwest areas will immediately have treated water available through the booster stations. It is strongly
recommended that groundwater pumped by future wells in the northwest study areas is treated on-site with
pressure filtration facilities.
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_ ,Firm Treatment Capacity Projected Maximum Day Demand
Figure 3.6 — Northwest Study Areas Water Treatment Capacity Evaluation
A water storage capacity analysis was completed for the northwest areas following the same method used
in Section 3.4 of this report. A summary off this analysis for the northwest areas is shown in Table 3.12 and
depicted in Figure 3.7. Given the requirements shown below, it is recommended to construct at least a 1.0
MG water tower within a five (5) year timeframe to serve the northwest study areas.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 11
2024 2026 2028 2030 2032 2034 2036 2038 2040
Date (yyyy)
Firm Pumping Capacity Projected Maximum Day Demand
2024 2026 2028 2030 2032 2034 2036 2038 2040
Date (vwv)
Table 3.12 — Northwest Study Areas Storage Requirements
Year 2022 Year 2040
A Average Day Water Use in gpd 26,966 512,349
B Maximum Day Water Use in gpd 69,841 1,326,984
C Maximum Day Water Use in gpm (20-hrs to supply per AWWA) 58 1,106
D Firm Pumping Capacity in gpm 800 1,650
E AVW1/A Recommended Firefighting Rate in gpm 3,500 3,500
F Firefighting Duration in hours 3 3
G Design Firefighting Volume in Gal (E x F x 60 min/hour) 630,000 630,000
H Total Coincident Demand in gpm (C + E) 3,558 4,606
I Required Draft from Storage in gpm (H - D) 2,758 2,956
J Adjusted Firefighting Storage in gal (F x 60 min/hr x I) 496,440 532,080
K Equalization Storage in gpd (B x 25%) 17,460 331,746
L Total Storage Needed in gal (J + K) 513,900 863,826
M Existing Storage Capacity in gallons 0 0
N Storage Surplus/Deficit in gallons — Average Demand Method (M — A) -26,966 -512,349
O Storage Surplus/Deficit in gallons — Equation 1 Method (M — L) -513,900 -863,826
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2024 2026 2028 2030 2032 2034 2036 2038 2040
Date (yyyy)
� •Storage Capacity
� Storage Requirements - Average Day Demand
Storage Requirements - Equation 1 Method
Figure 3.7. Northwest Study Areas Storage Capacity Evaluation
3.7 Recommended Water System Infrastructure for the Northwest Areas
The proposed water distribution system to serve the northwest study areas is shown in Figure A13 in
Appendix A. A summary of the recommended infrastructure is described below:
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 12
Trunk Watermain: Modeling indicated that the existing 12-inch watermain can be extended north
along Elk Lake Road NW starting at the intersection of Elk Lake Road NW and Meadowvale Road
NW and then east along 205th Avenue NW and west along Ranch Road NW. Two (2) smaller loops
are being proposed along future developments north of Ranch Road NW and along various existing
streets such as Queen Street NW, 214th Avenue NW, Naples Street NW, 212th Avenue NW, Lander
Street NW, and 209th Avenue NW. The 12-inch watermain along 205th Avenue NW can transition
into a 16-inch watermain in the gravel mining areas and continue south along 205th Avenue NW
and Proctor Road NW until connecting with the existing 16-inch watermain at the intersection of
Proctor Road NW and 195th Lane NW. To serve the eastern areas, the existing 12-inch watermain
on Holt Street NW should also be extended around the eastern and northern boundary of the study
areas. Additionally, a smaller 12-inch loop can be created by extending 12-inch watermain along
197th Avenue NW, Lowell Street NW, 198th Avenue NW, Norfolk Street NW, and 199th Street NW.
It is recommended that the 16-inch and eastern 12-inch watermains be extended north as
development continues beyond 2040 to serve the ultimate boundary of the northwest service areas.
Eight-inch watermain can be extended from the proposed 12-inch and 16-inch trunk loops to
provide water service to the northwest study area via smaller watermain loops. The smaller 8-inch
watermain loops shown in Figure A13 are not definitive and their final location will change based
on future development layouts.
Wells: The two (2) 850 gpm wells proposed for the northwest service areas should be drilled in the
High Zone 2 shown in Figure A13. These wells can be operated using the proposed water tower
for the zone. Water from the High Zone 2 will flow to the other northwest areas (High Zone 1, Low
Zone 1, and Low Zone 2) via pressure reducing stations.
Water Towers: A new 1.0 MG water tower is proposed for the northwest areas to be located in
High Zone 2.
Water Treatment Plants: It is strongly recommended to provide water treatment via direct pressure
filtration at the proposed wells in the northwest areas. A single plant could be used to treat water
from both wells.
Pressure Zones: Modeling indicated that the northwest areas cannot be annexed to the system's
main pressure zone without pressure regulating infrastructure. Given the ground elevations of the
study area, it is recommended to serve the northwest areas with two (2) larger high pressure zones
and two (2) smaller lower sub-zones. The hydraulic grade lines (HGLs) recommended for each of
the zones varies from 1,120-ft to 1,181-ft and are shown in Figure A13. Dividing the northwest
study areas into the pressure zones shown in Figure A13 would maintain the water pressures
between 39 psi and 84 psi for average day demand conditions and between 37 psi and 84 psi for
peak hourly demand conditions as shown in Figures A14 and A15 in AppendixA. Although some
areas are projected to experience water pressures lower than 50 psi, it is not recommended to
serve the northwest study area with more than four (4) pressure zones as it would result in a
significant increase in operation requirements for utility staff. Furthermore, the areas that are
projected to have a water pressure below 50 psi are small in comparison to the size of the entire
study area. The ultimate developments of the northwest areas can be served by the High Zone 2.
Booster Stations: As shown in Figure A13, two (2) booster stations (BS-1 and BS-2) are
recommended to supplement the well pumping capacity of the northwest study areas. Given the
pumping capacity recommended for each booster station, each station should have at least two (2)
pumps. Both booster stations can be built underground in a vault structure with an access hatch.
The use of the booster stations can be slowly phased out as additional wells are drilled in the
northwest areas. Once additional wells are drilled, the booster stations can be used for
backup/emergency purposes or be completely eliminated.
PRVs: A total of five (5) PRVs are recommended to serve the study area. Two (2) PRVs (PRV-1
and PRV-3) will be used to serve the two smaller low pressure zones, two (2) PRVs will be used to
recirculate water back to the system's main pressure zone, and a fifth one will be used to connect
the High Zone 1 with the High Zone 2. Recirculating water from the high zones back to the main
zone will allow for constant water movement within the northwest areas which should eliminate
water stagnation in the water tower at the beginning when water demands are lower. The use of
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 13
these PRVs is critical at first since the short-term water demands will not be large enough to
turnover the water tower adequately. Individual PRVs may be needed at local dwellings where the
water pressure is higher than 80 psi as shown in Figures A14 and A15.
Similar to the northeast area analysis, Table 3.13 summarizes the fire flow requirements projected for the
northwest study area based on the anticipated 2040 land uses. These requirements are only intended to
be used as a general planning guideline at this time.
Table 3.13 — Projected Fire Flow Requirements — 2040 Northwest Study Areas
Land Use Type Approximate Needed Fire
Protection (gpm)
Single Family Residential 500 — 1,500
Mixed Residential 2,000 — 3,000
Highway Business 1,500 — 2,500
Public/Semi Public 500 — 1,000
Open Space/Parks N/A
GF'M — Gallons per Minute
The available fire flows modeled for the northwest study areas vary from approximately 1,000 gpm to 4,000+
gpm and are shown in Figure A16 in AppendixA. All of the single family residential and public/semi public
areas will have an available fire flow of equal or greater than 1,000 gpm, which will be adequate. The mixed
residential and highway business areas are projected to have an available fire flow equal or greater than
3,000 gpm, which should also be adequate.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 14
4. SANITARY SEWER SYSTEM ANALYSIS
The City's existing sanitary sewer collection system is shown in Figure A17 in Appendix A. The system
uses a combination of gravity and pressurized flow to convey wastewaterto the City's wastewatertreatment
plant located near the intersection of Trunk Highways 10 and 169. The sanitary sewer serviceability analysis
completed for the study areas is summarized in the following sections.
4.1 Existing System Description
The City's sanitary sewer collection system includes approximately 81 miles of sewer mains and 23 lift
stations. The gravity sewer pipes range in diameter from 8 inches to 24 inches and collect wastewater from
approximately 8,000 acres. Prior to commencing this serviceability analysis, City staff identified several lift
stations that could be used to convey all, or a portion, of the wastewater generated in the study areas.
These lift stations are highlighted in Figure A17, and their design characteristics are summarized in Table
4.1. The existing sanitary sewer system in the northwest study area is shown in Figure A18 in Appendix
A. The northeast study area is not currently served by municipal sanitary sewer.
Table 4.1 — Existing Sanitary Sewer Lift Station Data
Parameter TH 169 Lift Evans Lift Windsor Lift
Station�'► Station�2> Station�2�
Lift Station Type Submersible Submersible Submersible
Upstream Gravity Diameter (inch) 24 24 & 18 8
Number of Pumps 2(space for 4) 3 2
Individual Pump Design Capacity (inch) 1,200 1,150 240
Firm Pumping Capacity (gpm)�3� 1,660 2,300 240
Pumping Head Conditions (feet) 110 53 108
Number of Forcemains 1 1 1
Forcemain Diameter (inch) 14 & 16 14 6
Length of Forcemain (feet) 1,470 (14-inch) 1,850 12,500
275 (16inch)
GPM — Gallons per Minute; ft- Feet
(1) Individual pump capacity based on drawdown test completed on April 6, 2022.
(2) Theoretical pump capacities. Drawdown test not completed.
(3) The firm capacity of a lift station is defined as the lift station's capacity with its largest pump out of service.
Both the TH 169 and the Evans Lift Stations pump wastewater from the sanitary sewer collection system
directly to the City's wastewater treatment plant (WWTP) and could potentially be used to convey
wastewater from the study areas. The wastewater plant was originally constructed in the late 1950s and
has gone through multiple expansions and rehabilitations with the latest one occurring in 2017. Currently,
the plant utilizes an activated sludge treatment train with extended aeration followed by a chemical
phosphorus removal process, final clarification, sand filtration, and ultraviolet (UV) disinfection. The
biosolids generated throughout the facility are aerobically digested, dewatered with screw presses, and
hauled to the Elk River Waste Management Landfill located a few miles north of the wastewater plant. The
plant's biological treatment capacity was doubled during the 2017 expansion from 2.2 MGD to 4.5 MGD.
Although the plant's biological treatment units can treat up to 4.5 MGD of average flow, the existing
headworks infrastructure is not capable of handling that high of volume of wastewater and will require
expansion in the future to increase the overall treatment capacity to 4.5 MGD.
4.2 Existing Wastewater Flows
Residual capacities were calculated for the existing lift stations shown in Table 4.1 based on wastewater
flow data provided by the City to assess their remaining pumping capacity. This capacity study is
summarized in Table 4.2.
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Northeast & Northwest Urban Service Area Expansion Study
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WSB Project No. 020010-000
Page 15
Table 4.2 — Existing Wastewater Flows
Parameter TH 169 Lift Evans Lift Windsor Lift
Station Station Station
Average Daily Flow (gpm) 335 370 11
Peak Hourly Flow (gpm) 700 — 800 800 44
Firm Pumping Capacity (gpm) 1,660 2,300 240
Residual Capacity (gpm) 860 — 960 1,500 196
City staff also reported that the City's wastewater treatment plant treated an average daily flow of 1.35 MGD
in 2021. Based on a biological treatment capacity of 4.5 MGD, the wastewater treatment plant has 70-
percent biological residual capacity. It is unclear how much capacity is remaining at the headworks portion
of the plant. Both the lift stations shown in Table 4.2 and the wastewater treatment plant are adequately
sized to convey and treat the existing wastewater flows.
4.3 Wastewater Flow Projections
Wastewater flows for the study areas were projected using the unit wastewater flows shown in Table 4.3.
These unit wastewater flows were calculated based on city-provided lift station runtime data for the Windsor
Lift Station, the proposed land use densities for new developments, and industry-standard wastewater
generation rates. Lift station runtime data for the Windsor Lift Station indicated that, on average, residential
dwellings in Elk River generate approximately 83 gallons per day (gpd) of wastewater. In order to
conservatively estimate average wastewater flows for new residential dwellings in the study areas, a 50-
percent safety factor was applied to the Windsor Lift Station data resulting in an average wastewater flow
of 124.5 gpd per dwelling. This residential average wastewater flow is still below industry-standard rates.
Table 4.3 — Wastewater Generation Assumptions
Land Use Type Density Residential Unit Average Unit
(units/acre) Flow (gpd/unit) Flow (gpd/acre)
Single Family Residential — Northeast Areas 2 124.5 250
Single Family Residential — Windsor LS Homes Varies 83 -
Single Family Residential — Northwest Areas 3 124.5 375
Mixed Residential 5 124.5 625
Neighborhood Commercial - - 800
Highway Business - - 800
Public/Semi Public - - 0
Open Space/Parks - - 0
unit — residential dwelung; gpd/acre — Gallons per uay per Hcre
The projected wastewater flows calculated for the study areas are summarized in the tables below.
Table 4.4 — Projected Wastewater Flow for Northeast Areas
Land Use Type Net Developable Average Unit Wastewater Wastewater
Acres Flow (gpd/acre) Flow (gpd)
Single Family Residential 1,012 250 253,000
Mixed Residential 307 625 191,875
Neighborhood Commercial 9 800 7,200
Total Average Wastewater Flow (gpd) 452,075
Peak Hourly Flow Peaking Factor�'► 3.5
Peak Hourly Flow (gpd) 1,582,263
(1) Source: Metropolitan C;ouncil tnvironmental Services Flow Vanation ractors tor Sewer Uesign.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 16
Table 4.5 — Projected Wastewater Flow for Northwest Areas (2040 Development Timeframe)
Land Use Type Net Developable Average Unit Wastewater Wastewater
Acres Flow (gpd/acre) Flow (gpd)
Single Family Residential 1,393 Varies�'> 229,074
Mixed Residential 266 625 166,250
Highway Business 41 800 32,800
Public/Semi Public 29 0 0
Open Space/Parks 202 0 0
Total Average Wastewater Flow (gpd) 428,124
Peak Hourly Flow Peaking Factor�2� 3.5
Peak Hourly Flow (gpd) 1,498,434
(2) Average unit wastewater flow for existing Windsor Lift Station dwellings was calculated using 83 gpd/unit. A
generation rate ot 1Z4.5 gpd/unit was used tor all remaining single tamily residential areas.
(3) Source: Metropolitan Council Environmental Services Flow Variation Factors for Sewer Design.
Investigating the serviceability of the ultimate northwest areas is beyond the scope of this study. However,
a high level preliminary analysis was completed to assess how the proposed northwest Regional Lift Station
(discussed in Sections 4.6 and 4.7 of this report) may change to serve the projected ultimate
developments. The planned land uses for the ultimate northwest areas include single family residential,
industrial, rural industrial, and highway business, which are projected to generate a significant volume of
wastewater. A summary of the projected wastewater flows for these land uses is shown in Table 4.6. The
wastewater flows for the northwest study areas summarized in Table 4.6 are only for the developments
planned beyond the year 2040. The total projected flow (ultimate flow) of the entire northwest areas can be
calculated by adding wastewater flows from Tables 4.5 and 4.6. The northeast study area is not projected
to develop beyond the boundary shown in Figure A1 and therefore the 2040 flow projections summarized
in Table 4.4 can also be a representation of ultimate development conditions.
Table 4.6 — Projected Wastewater Flow for Northwest Areas (Beyond 2040 Development Timeframe)
Land Use Type Net Developable Average Unit Wastewater Wastewater
Acres Flow (gpd/acre) Flow (gpd)
Single Family Residential 196 375 73,500
Industrial 478 800 382,400
Rural Industrial 231 600 138,600
Highway Business 428 800 342,400
Total Average Wastewater Flow (gpd) 936,900
Peak Hourly Flow Peaking Factor�'► 3.2
Peak Hourly Flow (gpd) 2,998,080
(1) Source: Metropolitan Council Environmental Services Flow Variation Factors for Sewer Design.
The Elk River wastewater treatment plant's facility plan completed in 2013 projected the city-wide
wastewater flows through 2035. These projections were used to design the 2017 plant expansion. The
projected city-wide wastewater flows obtained from the facility plan are shown in Table 4.7.
Table 4.7 — 2035 City-Wide Projected Wastewater Flows
Parameter Value
Average Dry Weather Flow 3.98 MGD
Average Wet Weather Flow 4.54 MGD
Peak Hourly Wet Weather Flow 7.27 MGD
MGD — Million Gallons per Day
Feasibility Report
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City of Elk River, MN
WSB Project No. 020010-000
Page 17
4.4 System Evaluation and Capacity Analysis for Northeast Areas
A 20-year capacity analysis of the TH 169 Lift Station was completed to assess if this lift station can be
used to pump wastewater generated in the northeast study area. If the TH 169 Lift Station is used to pump
wastewater generated in the northeast study areas, its peak hourly flow is projected to increase to 2,200
and 2,300 gpm when the northeast study area is fully developed. This flow will exceed the lift station's
existing firm pumping capacity by 540 to 640 gpm. Although this flow increase would trigger upsizing the
TH 169 Lift Station to serve the study area, a capacity increase would not be required initially.
The TH 169 Lift Station was originally designed with space to install two (2) additional pumps. Therefore,
additional pumps could be installed to increase the lift station's pumping capacity. Installing one (1)
additional 1,200 gpm pump would increase the lift station's pumping capacity to 2,860 gpm, which would
be sufficient to pump the wastewater generated in the lift station's existing service area and the northeast
study area. Installing two (2) additional 1,200 gpm pumps would increase the lift station's firm pumping
capacity to 4,060 gpm. Installing a second 1,200 gpm pump could be done if large developments beyond
those planned for the study area are expected for the lift station's service area in the future.
The TH 169 Lift Station has a 1,745-ft long forcemain. Most of the forcemain (1,470-ft) is 14-inch in diameter
and the remaining 275-ft is 16 inches in diameter. Forcemains are typically designed to maintain flow
velocities between two (2) and five (5) feet per second (fps) to avoid particle settling. Depending on the
application, velocities of up to eight (8) fps could be acceptable. Although higher velocities are sometimes
acceptable, they also result in higher pipe friction headloss. Headloss in a forcemain is defined as the
reduction in energy of the water as it moves through the pipe. High headloss and velocity indicates a
forcemain is undersized for the flow that is conveyed. An undersized forcemain that generates high
headlosses will also increase the energy cost to operate the pumps. In order to keep energy costs
reasonable, forcemains are usually designed to maintain headlosses below 10-ft per 1,000-ft length of
forcemain. The wastewater velocity and headloss through the TH 169 forcemain were evaluated under
three different scenarios: existing pumping conditions, addition of one 1,200 pump, and addition of two
additional 1,200 gpm pumps. The results of this analysis are summarized in Table 4.8.
Table 4.8 — TH 169 Capacity Analysis for Existing 14-inch Forcemain
Scenario at TH 169 Total No. Firm Pumping Wastewater Headloss
Lift Station of Pumps Capacity (gpm) Velocity (fps) (ft/1,000 ft)�'�
Existing Conditions 2 1,660 3.46 3.0
One Additional Pump 3 2,860 5.96 8.3
Two Additional Pumps 4 4,060 8.46 15.9
(1) I he roughness condition ot the existing torcemain is unknown and assumptions were made to calculate the
headlosses.
As summarized in Table 4.8, the existing 14-inch forcemain could potentially still be used if only one
additional 1,200 gpm pump is added. However, serious consideration should be given to installing a parallel
forcemain if a second 1,200 gpm pump is added in the future. A more detailed forcemain analysis should
be completed in the future to identify if the existing forcemain can be used before installing additional
pumps. Upon discussing the use of the TH 169 Lift Station with City staff, it was decided not to use this lift
station to convey wastewater generated in the northeast study area.
Regardless of whether the existing TH 169 lift station will be used to pump northeast area flows, wastewater
flow generated in the northeast study area will need to be treated at the City's VWVfP. Given the plant's
existing wastewater flow, it appears that the existing wastewater treatment plant has sufficient capacity to
treat wastewater generated in the northeast study area.
4.5 Recommended Sanitary Sewer Infrastructure for the Northeast Areas
The recommended sanitary sewer collection system layout and sewershed distribution to serve the
northeast study areas are shown in Figures A19 and A20 in AppendixA, respectively. The sanitary sewer
layout was preliminary designed based on the following criteria:
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 18
1. Prioritize gravity flow over pressurized flow;
2. Maintain a minimum cover depth of 7.5-feet;
3. Minimize gravity sewer depth installation deeper than 30-feet;
4. Design gravity trunk sewermains to flow 85-percent full under peak hourly flow conditions;
5. Install gravity sewer pipe per the minimum Ten-States Standards' recommended slopes;
6. Design forcemains to maintain flow velocities between 2.0 and 5.0 fps;
7. Design forcemains to maintain headloss gradients below 10 ft per 1,000 ft;
8. Recommend lift stations firm capacities that exceed by 25-percent the projected peak hourly flows;
9. Lift station design shall be submersible type with a wet well and a valve vault; and
10. Limit wet well depths to 35-feet when possible.
A summary of the recommended sanitary sewer infrastructure for the northeast study areas is listed below:
Trunk Sewermain (gravity flow): It is recommended to install trunk sewermains ranging from 10-
inch to 18-inch diameter along Cleveland Street NW and Twin Lakes Road NW to minimize the
need for lift stations. Eight-inch sewermains can be extended beyond the trunk mains to serve the
remaining portions of the study area.
Lift Stations (pressurized flow): Although the ground elevations throughout the study area are
conducive to maximizing gravity flow, trunk lift stations are still required to pump wastewater. At
least three trunk lift stations will be needed to serve the study area. Additional smaller lift stations
orsmall low pressure systems may be needed to serve minor portions ofthe study area as indicated
in Figure A20. The need for these lift stations will depend on the final grading within particular
developments near the wetland areas. A summary of the recommended trunk lift stations is shown
in Table 4.9. Each lift station's wet well depth is the minimum recommended depth to serve the
sewersheds identified in Figure A20. Deeper wet wells can be installed if a more conservative
design is desired.
Table 4.9 — Preliminary Northeast Lift Station Design�'�
Ultimate Initial Firm Ultimate Firm No. Min. Wet Forcemain
Peak Pumping Pumping Pumps Forcemain
Name Well Diameter
Hourly Flow Capacity Capac(ty (Initial/ Depth (ft) Quantity (inch)
(gpm) (gpm) (gpm) Ultimate)
Regional 1,100 500 — 750 1,500 2/3 41 Dual 8& 12
West 140 185 185 2 35 Single 6
North 170 225 225 2 20 Single 6
(1) Ultfmate firm pumpfng desfgn capacftfes and forcemafn dfameters shall be revfsed durfng each Ifft statfon's desfgn phase based
on final development densities.
(2) Initially, two (2) 750 gpm pumps can be installed at the Regional Lift Station. As development increases, a third 750-gpm pump
can be added to increase the lift station's firm pumping capacity to 1,500 gpm.
Wastewater pumped by the northeast Regional Lift Station will be conveyed via dual forcemain directly into
the City's VWVfP. Because of this, it is likely that a new receiving structure will be needed at the facility.
Initially, the 8-inch forcemain alone can be used when the lift station's pumping capacity is lower and both
forcemains can be used as the lift station's pumping capacity increases over time. It is recommended to
install both forcemains at the same time to reduce installation costs. Air release valve manholes should be
installed at the high points of the forcemains as shown in Figure A20.
4.6 System Evaluation and Capacity Analysis for Northwest Areas
A portion of the wastewater generated in the northwest areas will be pumped by the existing Windsor Lift
Station. As shown in Table 4.2, the Windsor Lift Station has an existing residual capacity of 196 gpm (or
82-percent). Peak hourly flow in this lift station's sewershed is projected to increase to approximately 300
gpm for ultimate development conditions. Given that the existing lift station capacity is only 240 gpm, the
pumping capacity of this lift station may require upsizing in the future. Ultimate peak hourly flows for this
sewershed may never reach 300 gpm. Since the Windsor Lift Station has sufficient residual capacity for the
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 19
existing and short-term development conditions, it is recommended not to upsize this lift station right away
and to monitorthe peak hourly flows as development increases. Consideration to increasing the lift station's
pumping capacity by installing larger pumps should be given if the peak hourly flows reach approximately
200 gpm. The existing 6-inch HPDE forcemain can safely flow up to 360 gpm. Consequently, submersible
pumps with individual pumping capacities of up to 360 gpm could be installed at the Windsor Lift Station in
the future without having to upsize the lift station's wet well, internal piping, or forcemain.
As shown in Table 4.5, the peak hourly flow for the entire northwest area under the 2040 development
timeframe is projected to be 1,498,434 gpd (or 1,041 gpm). Given that the entire area will require a regional
lift station in the future, the actual peak hourly flow leaving the northwest areas will equal the regional lift
station's firm pumping capacity (proposed to be 1,500 gpm). The way the City's sanitary sewer system is
currently operated, wastewater flow generated in the existing northwest developments is pumped by the
Jackson Lift Station and by the Evans Lift Station before arriving at the wastewater treatment plant. The
Jackson and Evans Lift Stations have firm pumping capacities of 700 gpm and 2,300 gpm, respectively.
Additionally, unlike with the TH 169 Lift Station, neither Jackson nor the Evans Lift Stations have space
available to install additional pumps.
Given that both the Jackson and the Evans Lift Stations do not have space for additional pumps, increasing
their capacity to serve the northwest areas long term would require a significant capital expense. Larger
pumps could be installed (similar to the Windsor Lift Station). However, this would only be a temporary
solution as there isn't space available to install additional pumps. Therefore, it is recommended that the
proposed northwest Regional Lift Station pumps directly to the City's VWVfP.
Given the City's estimate of the current wastewater flow treated at the plant, it appears that the existing
treatment plant will have sufficient residual capacity to treat the wastewater flow generated in the northwest
areas alone. However, flows will need to be closely monitored at the wastewater plant as both study areas
(northeast and northwest) approach the 2040 development projections, precisely given that the plant's
existing headworks infrastructure is not sized for a wastewater flow of 4.5 MGD.
4.7 Recommended Sanitary Sewer Infrastructure for the Northwest Areas
The recommended sanitary sewer collection system layout to serve the northwest study areas is shown in
Figure A21 in Appendix A. The sanitary sewer layout for the northwest areas was preliminary designed
following the same criteria of the northeast areas — see Section 4.5. A summary of the recommended
sanitary sewer infrastructure is listed below:
Trunk Sewermain (gravity flow): It is recommended to install trunk sewermains ranging from 10-
inch to 12-inch diameters along 205Th Avenue NW up until the intersection with Proctor Road NW
as shown in Figure A21. Eight-inch sewermains can be extended beyond the trunk mains to serve
the remaining portions of the study area.
Lift Stations (pressurized flow): At least three (3) lift stations will be needed to serve the study
area. Additional smaller lift stations or small low pressure systems may be needed to serve minor
portions of the study area as indicated in Figure A21. A summary of the recommended lift stations
is shown in Table 4.10. Each lift station's wet well depth is the minimum recommended depth to
serve the lift station's service areas identified in Figure A21. Deeper wet wells can be installed if a
more conservative design is desired. Future developments located west of the proposal Regional
Lift Station can be served by the existing Windsor Lift Station and 6-inch forcemain. These areas
are highlighted in Figure A21 as Wndsor's LS proposed sewershed. Because the Windsor Lift
Station can serve the majority of the northwest study areas, the northwest Regional Lift Station will
not be needed until the mining areas begin developing.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 20
Table 4.10 — Preliminary Northwest Lift Station Design�'�
Ultimate Initial Firm Ultimate Firm No. Min. Wet Forcemain
Peak Pumping Pumping Pumps Forcemain
Name Well Diameter
Hourly Flow Capacity Capacity (Initial/ Depth (ft) Quantity (inch)
(gpm) (gpm) (gpm) Ultimate)
Regional 3,300 750 4,000 2 or 3/4 30 2 12 & 16
NW-LS-1 155 200 200 2/2 26 1 6
NW-LS-2 366 425 425 2/2 25 1 6
(1) 2040 firm pumping design capacities and forcemain diameters shall be revised during each lift station's design phase based
on tinal development densities.
Wastewater pumped by the northwest Regional Lift Station will be sent directly to the City's WWTP which
will require the facility to update its receiving structure. This lift station will need at least a single 12-inch
forcemain to operate at the recommended initial firm pumping capacity of 750 gpm. Similar to the existing
TH 169 Lift Station, the proposed northwest Regional Lift Station can be constructed with enough space to
install future pumps. Initially, only two to three pumps will be needed and individual pumping capacities can
be increased or new pumps can be added in the future as development progresses. Although parallel
forcemains are strongly recommended with long runs of forcemains like this one, the proposed parallel 16-
inch forcemain will not be needed until approximately the 2050-2060 timeframe. Therefore, the City could
choose not to install the 16-inch forcemain until later. However, for the purpose of budgetary planning, the
cost estimate for the northwest study areas includes the construction of the 16-inch forcemain at this time.
A proposed layout for both forcemains along the railroad corridor is shown in Figure A22 in Appendix A.
A high-level ultimate sanitary sewer layout for the northwest areas beyond 2040 is shown in Figure A23 in
Appendix A.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 21
5. FINANCING
5.1 Opinion of Probable Cost
A detailed engineer's opinion of probable costs for the proposed improvements is included in Appendix B
of this report. The opinion of probable cost incorporates bid prices from the 2021 and 2022 construction
seasons including a 10% construction contingency. Indirect costs were budgeted at 20% ofthe construction
cost and include engineering, legal, financing, and administrative costs. The indirect costs do not include
the funding required to purchase necessary easements. Table 5.1 and 5.2 below provide a summary of the
opinion of probable costs to extend water and sanitary sewer service to the study areas. The cost estimates
are based on current market conditions and shall be used for preliminary planning purposes only. Market
conditions are rapidly changing, and unit prices should be updated prior to proceeding with the projects
recommended by this study.
Table 5.1 — Opinion of Probable Cost to Extend Water Service (2040 planning timeline)
Proposed Improvement Northeast Areas Northwest Areas
Bonds, Insurance, and General Conditions $ 1,042,000 $ 1,448,500
Mobilization/Demobilization $ 2,084,000 $ 2,897,100
Trunk Watermain $ 4,543,000 $ 7,748,000
Pressure Regulating Infrastructure $ - $ 1,222,000
Wells and Treatment $ 9,500,000 $ 12,000,000
Storage Infrastructure $ 4,750,000 $ 4,750,000
Other (hydrants, valves, and fittings) $ 2,046,500 $ 3,250,600
Construction Sub-Total $ 23,965,500 $ 33,316,200
Construction Contingency (10%) $ 2,396,550 $ 3,331,620
Construction Total $ 26,362,100 $ 36,647,800
Indirect Costs (20%) $ 5,272,420 $ 7,329,560
Total Cost $ 31,635,000 $ 43,977,000
Table 5.2 — Opinion of Probable Cost to Extend Sanitary Sewer Service (2040 planning timeline)
Proposed Improvement Northeast Areas Northwest Areas
Bonds, Insurance, and General Conditions $ 432,900 $ 505,100
Mobilization/Demobilization $ 865,800 $ 1,010,200
Trunk Gravity Sewer and Manholes $ 1,611,000 $ 674,000
Trunk Lift Stations $ 2,865,000 $ 2,840,000
Air Release Valve Manholes $ 80,000 $ 25,000
Pressurized Forcemains and Testing $ 4,096,400 $ 6,557,000
Connecting to Existing System $ 6,000 $ 6,000
Construction Sub-Total $ 9,957,100 $ 11,617,300
Construction Contingency (10%) $ 995,710 $ 1,161,730
Construction Total $ 10,952,800 $ 12,779,000
Indirect Costs (20%) $ 2,190,560 $ 2,555,800
Total Cost $ 13,143,000 $ 15,335,000
In addition to the costs for the new infrastructure to be located in the two expansion areas, improvements
will need to be made to the existing sanitary sewer infrastructure at the wastewater treatment plant to
receive the new waste. These improvements include a receiving station estimated to cost $2,000,000 and
a headworks (basin and receiving structure) estimated to cost $6,000,000.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 22
5.2 Funding Options
The City has historically assessed property for trunk extensions and lift stations on a per acre basis as
property develops. Because the northeast and northwest expansion areas create unique challenges for
assessing property owners, we have explored alternative funding mechanisms to fully recover the cost of
the projects from development as it occurs. These funding alternatives include special assessments, trunk
area charges collected when land is platted, and SAC fees collected with building permits.
Special Assessments. The City may levy special assessments against benefitting properties for 100% of
the cost of the improvements at the time the improvement is installed, as long as the City can establish
benefit. The assessments are secured against the property and paid with property taxes, making them a
very reliable revenue source for the City. They may be prepaid and are usually paid in full when land is
sold. Because special assessments increase the holding cost of undeveloped property, the use of
assessments can encourage properties to develop and connect to the water and sanitary sewer systems.
The difficulties in assessing the northeast and northwest expansion areas include:
1) There are a significant number of existing residential properties with well and septic in the area.
Some of these are on very large lots and, if assessed on a per acre basis, these households will
pay a significant amount to connect to utilities.
2) The areas have a decades-long development horizon. Infrastructure installed today to reach and
serve these areas may not be fully utilized for another 10-20 years. In addition, since the
infrastructure will be phased, some property may be assessed for a major lift station, for example,
before the trunk line is extended to serve the property. Property will need to be assessed several
years in advance of being able to hook-up to utilities. One potential solution to this is to defer the
special assessments until a property develops.
Trunk Charges. Trunk charges are collected when land is platted and the development pattern is known.
They can be charged based on net developable acreage or on the projected number of SAC units expected
to be developed on the property. One advantage to trunk charges is that they can be tied to the actual
density of development. Typically, there are higher trunk charges for commercial/industrial and multi-family
uses than single family uses as these higher density land uses require larger trunks and lift stations. If the
trunk charges are based on the expected SAC units instead of acreage, a large-lot existing home would
just pay for one connection. If the homeowner later sold a portion of their lot for development, additional
trunk charges would be collected.
The disadvantage of trunk charges is that the City will not be reimbursed for its capital investment until land
is platted for development. The projects will be largely financed, so that repayment can be aligned with
anticipated development. However, if development occurs more slowly than anticipated, the City will need
to rely on other revenues. For the sewer utility, the City can look to sewer user charges. However, since
the City does not operate its own water utility, it may need to negotiate higher water rates with the ERMU
to help pay the debt service on the water revenue bonds if development gets delayed. Ultimately, the City
may need to rely on property taxes if development is delayed significantly.
Trunk charges may be assessed if the landowner agrees to it.
Availability Charges (WAC and SAC). ERMU currently charges a WAC fee of $3,990 per plumbing unit
when a building permit is pulled. The City of Elk River currently charges $5,769 per SAC unit when a
building permit is pulled. This SAC fee pays for debt service on the wastewater treatment plant and other
sewer improvements associated with expanding the system to serve growth. ERMU and the City could add
a separate SAC fee for the Northeast and Northwest Areas, respectively, that would pay for the
improvements that specifically serve those areas. Alternatively, the City could increase the existing SAC
fee paid by all developing properties in the City.
The advantages and disadvantages of the SAC fees are similar to those for the Trunk Charges. The
advantage is that the precise development is known, and the charge very accurately reflects the property
use. Developers prefer SAC fees over trunk charges because they have their construction financing in
place to pay for them.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 23
The major disadvantage to SAC fees is that waiting for the building permit furthers extends the time between
when the improvements are installed and when the fee is collected. Land can be platted and development
may still be delayed due to the economy or developer performance.
Proposed Funding Method. Given the logistical difficulty of assessing the utility expansion, this study
proposes recovering most of the City's capital costs from trunk charges. The improvements at the sewer
treatment plant, estimated at $8 million, would be paid by the existing SAC fee. Our analysis of the current
demands on the SAC fee revenue show capacity to pay for these improvements assuming continued
modest 3% annual fee increases. The SAC Fee analysis is shown in Appendix C.
5.3 Financial Risk and Project Phasing
To assess the potential financial risk of recovering costs with development fees rather than imposing up-
front assessments, a preliminary infrastructure phasing plan was prepared for the expansion areas. The
phasing is shown in Tables 5.3 through 5.6.
Table 5.3 - Project Phasing for Water Infrastructure in the Northeast Expansion Area
Item No. Description Total 0-5 Years 6-10 years 11-15 Years 16-20 Years
1 Bonds, Insurance, General Conditions 1,042,000 574,276 98,665 303,282 65,777
2 Mobilization/Demobilization 2,084,000 1,148,553 197,330 606,565 131,553
3 12-inch Watermain 4,543,000 1,362,900 1,362,900 908,600 908,600
4 Nydrant and Valve 1,175,200 352,560 352,560 235,040 235,040
5 12-inch Gate Valve and Box 322,400 96,720 96,720 64,480 64,480
6 Ductile Iron Fittings 536,900 161,070 161,070 107,380 107,380
7 850 gpm Well with Treatment 9,500,000 9,500,000
8 1 MG Composite WaterTower 4,750,000 4,750,000
9 Connectto Existing5ystem 12,000 12,000
SUBTOTALS 23,965,500 13,208,079 2,269,245 6,975,347 1,512,830
Contingency (10%) 2,396,550 1,320,808 226,924 697,535 151,283
Construction Subtotal 26,362,100 14,528,900 2,496,200 7,672,900 1,664,100
I ndirect Costs (20%) 5,272,420 2,905,780 499,240 1,534,580 332,820
TOTAL PROJECT COSTS 31,635,000 17,435,000 2,995,000 9,207,000 1,997,000
While growth is expected to occur over 20 years or more in the northeast areas, over half of the water
project costs must be incurred in the first five years. This is a similar situation in expanding water into the
northwest areas as shown in Table 5.4.
Table 5.4 - Project Phasing for Water Infrastructure in the Northwest Expansion Area
Item No. Description Total 0-5 Years 6-10 years 11-15 Years 16-20 Years
1 Bonds, Insurance, General Conditions 1,448,500 928,779 464,789 54,932 -
2 Mobilization/Demobilization 2,897,100 1,857,622 929,611 109,868 -
3 12-inch Watermain 6,380,000 3,828,000 1,914,000 638,000
4 16-inch Watermain 1,368,000 820,800 410,400 136,800
5 HydrantandValve 1,853,200 1,111,920 555,960 185,320
6 12-inch Gate Valve and Box 452,600 271,560 135,780 45,260
7 16-inch Gate Valve and Box 80,000 48,000 24,000 8,000
8 Ductile Iron Fittings 852,800 511,680 255,840 85,280
9 BS-1 BoosterStation 575,000 575,000
10 BS-2 BoosterStation 575,000 575,000
11 Pressure Reducing Manholes 72,000 72,000
12 Two 850 gpm Wells with Treatment 12,000,000 6,000,000 6,000,000
13 1 MG Composite Water Tower 4,750,000 4,750,000
14 Connectto ExistingSystem 12,000 12,000
SUBTOTALS 33,316,200 21,362,360 10,690,380 1,263,459 -
Contingency (10%) 3,331,620 2,136,236 1,069,038 126,346 -
Construction Subtotal 36,647,800 23,498,600 11,759,400 1,389,800 -
I ndirect Costs (20%) 7,329,560 4,699,720 2,351,880 277,960 -
TOTAL PROJECT COSTS 43,977,000 28,198,000 14,111,000 1,668,000 -
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 24
Extension of water service into the northwest areas is expected to require a$28.2 million investment (in
today's dollars) within the first five years. If the ERMU or the City issued $28.2 million in bonds to fund the
initial project, the annual debt service would be approximately $2.2 million assuming an interest rate of
4.5% and a term of 20 years. If development does not occur at a pace to generate $2.2 million in annual
fee revenue, the ERMU would need to increase water rates to make the annual debt payment.
Table 5.5 - Project Phasing for Sanitary Sewer Infrastructure in the Northeast Expansion Area
Item No. Description Total 0-5 Years 6-30 years 11-15 Years 16-20 Years
1 Bonds, Insurance, General Conditions 432,900 310,205 23,983 71,448 27,265
2 Mobilization/Demobilization 865,800 620,409 47,966 142,895 54,529
3 10-inch PVC Sanitary Sewer Pipe 464,000 232,000 232,000
4 12-inch PVC Sanitary Sewer Pipe 234,000 117,000 117,000
5 15-inch PVC Sanitary Sewer Pipe 270,000 270,000
6 18-inch PVC Sanitary Sewer Pipe 247,000 247,000
7 48-inchSanitary5ewerManhole 396,000 130,680 130,680 134,640
8 6-inch PVC Forcemain 475,600 380,480 95,120
9 8--inch PVC Forcemain 1,432,500 1,432,500
10 12-inch PVC Forcemain 2,158,300 2,158,300
11 Forcemain Pressure Testing 30,000 9,900 9,900 10,200
12 Air Release Valve Manhole on Single Forcemain 30,000 15,000 15,000
13 Air Release Valve Manhole on Dual Forcemain 50,000 50,000
14 North Lift Station 425,000 425,000
15 West Lift Station 540,000 540,000
16 Regional Lift Station 1,900,000 1,900,000
17 Connect to Existing System 6,000 6,000
SUBTOTALS 9,957,100 7,134,994 551,629 1,643,363 627,114
Contingency (10%) 995,710 713,499 55,163 164,336 62,711
Construction Subtotal 10,952,800 7,848,500 606,800 1,807,700 689,800
I ndirect Costs (20%) 2,190,560 1,569,700 121,360 361,540 137,960
TOTAL PROJECT COSTS 13,143,000 9,418,000 728,000 2,169,000 828,000
Table 5.6 - Project Phasing for Sanitary Sewer Infrastructure in the Northwest Expansion Area
Item No. Description Total 0-5 Years 6-10 years 11-15 Years 16-20 Years
1 Bonds, Insurance, General Conditions 505,100 42,553 - 437,516 25,031
2 Mobilization/Demobilization 1,010,200 85,107 - 875,033 50,061
3 10-inch PVC Sanitary Sewer Pipe 224,000 224,000
4 12-inch PVC Sanitary Sewer Pipe 270,000 270,000
5 48-inch5anitary5ewerManhole 180,000 180,000
6 6-inch PVC Forcemain 446,600 178,640 267,960
7 12-inch PVC Forcemain 2,519,900 2,519,900
8 16-inch PVC Forcemain 3,568,000 3,568,000
9 Forcemain Pressure Testing 22,500 7,425 7,425 7,650
10 Air Release Valve Manhole on Dual Forcemain 25,000 25,000
11 NW-LS-1 LiftStation 440,000 440,000
12 NW-LS-2 LiftStation 450,000 225,000 225,000
13 Regional Lift Station 1,950,000 1,950,000
14 Connect to Existing System 6,000 6,000
SUBTOTALS 11,617,300 978,725 - 10,062,874 575,702
Contingency (10%) 1,161,730 97,872 - 1,006,287 57,570
Construction Subtotal 12,779,000 1,076,600 - 11,069,200 633,300
I ndirect Costs (20%) 2,555,800 215,320 - 2,213,840 126,660
TOTAL PROJECT COSTS 15,335,000 1,292,000 - 13,283,000 760,000
5.4 Potential Development Fees
The City and ERMU's financial risks are also dependent on having competitive development fees. If the
development fees are too high, they may push the sale price of a home above the Elk River market, making
development less financially feasible and slowing the pace of development.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 25
Ehlers calculated the cost per acre for installing the proposed water and sanitary sewer extensions into the
northeast and northwest areas. Project costs were allocated by land use and development type and based
on the estimated gallons used per net acre per day for each development type. This analysis is shown in
Appendix C.
Estimated fees were calculated on a per acre basis and are referred to as trunk fees. These could also be
collected as WAC and SAC fees, shown on a per unit bases, or a combination of the two.
Table 5.7 — Estimated Development Fees for Water Infrastructure Expansion
Expansion Land Use Water Trunk Fee per Fee per Fee per
Area Developable Acre Square Foot Unit
Single Family $17,503 $0.40 $8,751
Northeast Mixed Residential $43,757 $1.00 -
Neighborhood Commercial $54,319 $1.25 -
Single Family $22,891 $0.53 $7,630
Northwest Mixed Residential $38,151 $0.88 -
Highway Business $47,360 $1.09 -
The fee per dwelling unit is higher in the northeast area because land use estimates indicate there will be
an average of 2 single family dwelling units per net developable acre in the while the northwest area is
expected to develop with an average of 3 single family dwelling units per net developable acre. The majority
of the land in both areas is slated for single family home development.
Table 5.8 — Estimated Fees for Sanitary Sewer Infrastructure Expansion
Expansion Land Use Water Trunk Fee per Fee per Fee per
Area Developable Acre Square Foot Unit
Single Family $7,268 $0.17 $3,634
Northeast Mixed Residential $18,170.38 $0.42
Neighborhood Commercial $23,258.09 $0.53
Single Family $7,005 $0.16 $2,335
Northwest Mixed Residential $17,512.10 $0.40
Highway Business $22,415.49 $0.51
The fees shown in Tables 5.7 and 5.8 would need to be in addition to the existing EMRU WAC fee and
City SAC fee. The total fees for the northeast and northwest areas are shown in Tables 5.9 and 5.10.
Table 5.9 — Water and Sewer Development Fees for a Single-Family Home in the Extension Areas
Northeast Extension Areas Northwest Extension Areas
Development Estimated Cost per
Fee/Assessment Single Family Unit
Water Extension Costs $8,751
WAC Fee $3,990
Sewer Extension Costs $3,634
SAC Fee $5,769
Total $22,144
Development Estimated Cost per
Fee/Assessment Single Family Unit
Water Extension Costs $7,630
WAC Fee $3,990
Sewer Extension Costs $2,335
SAC Fee $5,769
Total $19,724
The City and ERMU will take on more financial risk if their fees are substantially higher than other suburban
and exurban communities. Special assessments are factored into land costs: the cost of the improvements
is essentially netted out of the sale price that the seller receives. If, however, costs are recovered through
connection fees then land sellers will attempt to sell their properties at full value for land served by public
utilities, and the developers will then need to pay the fees "on top of' the land cost. If the fees are higher
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 26
than surrounding communities, the developers will request fee reductions or seek land elsewhere, stifling
development.
Figure 5.1 shows the anticipated SAC and Trunk charges for Elk River expansion areas compared with the
2022 fees for several other developing communities in the Twin Cities Metropolitan Area.
Water and Sewer Development Fees for Single Family Home
(Assumes 1/3 developable acre)
$25,000
$20,000
$15,000
$10,000 '
$5,000 1
$-
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:-. Total Sanitary Sewer
Total Water
Figure 5.1 — Comparison of 2022 Water and Sewer Development Fees for a Single Family Home
with Potential Development Fees in Elk River.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 27
6. PROJECT SCHEDULE AND PHASING
A detailed phasing plan to extend public utilities to the study areas cannot be prepared at this time as the
construction schedule of individual developments is unknown. However, a preliminary analysis was
completed to identify which infrastructure would need to be constructed prior to any developments to
provide utility service.
6.1 Northeast Study Area
In order to recommend which infrastructure would be needed in the short term, it was assumed that
development would begin near the intersection between Cleveland Street NW and Twin Lakes Rd NW.
The following infrastructure is anticipated to begin water service:
- Trunk Watermain: Extend 12-inch watermain along Twin Lakes Rd NW between 193�d Avenue NW
and Cleveland Street NW to finish connecting the existing loop. Continue extending the 12-inch
watermain along Twin Lakes Rd NW and Tyler Street NW as development continues.
The following infrastructure is anticipated to begin sewer service:
- Lift Stations: The Regional Lift Station will be needed to begin sewer service. It is anticipated that
an initial firm pumping capacity of 500 to 700 gpm will be needed during the first 5 to 10 years of
operation. The lift station's firm pumping capacity can be increased as development progresses.
- Forcemains: The 8-inch and 12-inch forcemains associated with the Regional Lift Station will also
be needed to begin service along with the air release valve manholes identified for both forcemains.
- Trunk Sewermain: It is likely that the full section of 18-inch trunk sewermain will be needed to begin
service. Additional trunk sewermain may be needed based on development phasing.
- Connection at VWVfP: A new intake structure will be needed at the Elk River WWTP to receive the
wastewater pumped by the Regional Lift Station. The cost of the receiving structure is not included
in this report.
6.2 Northwest Study Area
In order to recommend which infrastructure would be needed in the short term, it was assumed that
development would begin in the southeast portions of the Northwest study area and extend northwest along
the gravel mining site avoiding leapfrog development.
The following infrastructure is anticipated to begin water service:
- Booster Stations: The BS-2 booster station will be needed to begin water service. A pumping
capacity of 400 gpm is considered to be sufficient for this booster station as long as additional
supply capacity through wells is provided in the future.
- PRVs: The PRV-2 will be needed to recirculate excess water pumped by BS-2 and avoid
stagnation. PRV-1 and PRV-3 may also be needed if those existing residents also want water
service.
- Trunk Watermain: Extend 16-inch watermain along Proctor Road NW and 12-inch watermain along
Irving Street NW and 197th Avenue NW to serve development as needed.
- Wells: A well may be needed shortly after the initial development phasing to supplement BS-2.
However, it is likely this will not be needed to begin water service. Water treatment will likely be
needed at this well.
- Water Tower: Awater tower is not needed if the initial plans are to only serve single family dwellings
located throughout the southeast corner of the area. However, a water tower is recommended to
begin service if utilities are being extended to serve mixed residential or highway business land
uses.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 28
The following infrastructure is anticipated to begin sewer service:
- Non-Trunk Sewermain: 8-inch pipe can be extended to connect the southern most areas to the
existing sanitary sewer system by gravity. Portions of the southern areas may need a small lift
station or a low pressure system due to ground elevations.
- Lift Stations: The Regional Lift Station and the NW-LS-2 will be needed if sewer service is extended
initially beyond 198th Avenue NW. It is anticipated that an initial firm pumping capacity of 750 gpm
be needed at the Regional Lift Station during the first 10 to 15 years of operation. The lift station's
firm pumping capacity can be increased as development progresses. The anticipated firm pumping
capacity for the NW-LS-2 is 425 gpm.
- Forcemains: The 12-inch, 16-inch, and 6-inch forcemains for the Regional and NS-LS-2 lift stations
will be needed to begin service if development is extended beyond 198th Avenue NW. Air release
valve manholes will also be needed.
- Trunk Sewermain: The proposed 12-inch and 10-inch trunk sewermains will be needed to connect
the Regional Lift Station with the gravel mining areas if those areas develop initially.
- Connection at VWVfP: A new intake structure will be needed at the Elk River WWTP to receive the
wastewater pumped by the Regional Lift Station. The cost of the receiving structure is not included
in this report.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 29
7. CONCLUSIONS
The conclusions identified in this study are summarized as follows:
• Water Serviceability of the Northeast Areas: The northeast areas will be annexed to the
system's existing main pressure zone for water service without the need to create a separate
pressure zone. The following water system infrastructure is recommended to provide water service
over the next 20 years: a new 850 gpm well with treatment, a new 1.0 MG water tower, and
extending 12-inch trunk watermain.
Water Serviceability of the Northwest Areas: The northwest areas cannot be annexed to the
system's main pressure zone due to high ground elevations and separate pressure zones will be
needed. Therefore, it is recommended to serve the northwest areas with a hybrid approach that
includes new production wells drilled in the northwest areas and booster stations to supplement
water supply. In addition, a new 1 MG water tower is also recommended. Pressure reducing
stations (PRVs) are also recommended to recirculate excess water from the northwest areas back
to the main pressure zone to avoid water stagnation in the new water tower. It is anticipated that
water treatment will be needed at each well.
Sewer Serviceability of the Northeast Areas: A new Regional Lift Station with an ultimate
capacity of 1,500 gpm will be needed to pump wastewater generated in the study area directly into
the City's VWVfP. Trunk sewermains ranging in diameter from 10 to 18 inches can be installed
upstream of the new Regional Lift Station to collect and convey wastewater. Two (2) additional lift
stations with pumping capacities of 185 and 225 gpm will also be needed to serve this area.
Sewer Serviceability of the Northwest Areas: Similar to the northeast areas, a new Regional Lift
Station with an ultimate capacity of 4,000 gpm will be needed to pump wastewater generated from
the study area directly into the City's WWTP. However, the Regional Lift Station will not be needed
until development beings in the gravel mining areas. Until then, the existing Windsor Lift Station
can pump the existing and short-term flows. Trunk sewermain ranging in diameter from 10 to 12
inches can be installed upstream of the new Regional Lift Station to collect and convey wastewater
and a 24-inch trunk sewermain is recommended to collect wastewater from the northwest ultimate
service boundary. Two (2) additional lift stations with pumping capacities of 200 and 425 gpm will
also be needed to serve this area.
• Wastewater Treatment Plant (WWTP) Assessment: The plant's biological treatment capacity
was doubled during the 2017 expansion from 2.2 MGD to 4.5 MGD. However, it is anticipated that
the headworks portion of the plant will not have sufficient capacity for the future flow from the study
areas and expansion will be required. Additional studies will be needed to determine the expansion
needs at the City's VWVfP.
• Opinion of Probable Cost: The total estimated infrastructure cost needed to serve the study areas
over the next twenty years and beyond is $28,478,000 for the sanitary sewer system and
$75,612,000 for the water distribution system. Detailed cost breakdowns are shown in Appendix
B.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 30
8. FEASIBILITY AND RECOMMENDATION
This study evaluated the infrastructure needed to serve the study areas shown in Figure A1. If sanitary
sewer and water service is extended to these areas, it is recommended to follow the infrastructure layouts
shown in Figures A9, A13, A19, A21 and A22 in AppendixA. Since the study area is mostly undeveloped,
installation of water and sanitary sewer utilities will be driven by development. The total estimated
infrastructure cost needed to serve the study areas over the next twenty years and beyond is $28,478,000
for the sanitary sewer system and $75,612,000 for the water distribution system. Detailed cost breakdowns
are shown in Appendix B. Overall, it appears that extending water and sewer services to the expansion
areas could be feasible as long as leapfrog development is avoided, the areas are not served
simultaneously, and the cost is divided over various funding avenues. Promoting leapfrog development will
require a considerable amount of infrastructure to be installed initially which could place the City and the
ERMU at financial risk if subsequent development is slower than anticipated. Additionally, it is
recommended to extend water and sewer service concurrently as this can reduce capital costs.
Feasibility Report
Northeast & Northwest Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 31
APPENDIX A - FIGURES
Feasibility Report
Northeast Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 32
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( Figure A7 - La
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an Service Area Expansion �Feet WS�
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ki ,
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Figure A9 - Water Distribution System - NE Study Areas N
Elk -� Northeast & Northwest Urban Service Area Expansion �Feet Wsb
River Clty Of Elk RlVel" � i inch=1,250feet
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Water Pressure °'� ` �°�'�`�
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Existing Watermain ��� �' ��_��' '� ���� �
Pressure Zones 1j'
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Figure A10 - Average Day Water Pressure - NE Study Areas N
Elk -� Northeast & Northwest Urban Service Area Expansion �Feet Wsb
River Clty Of Elk RlVel" � i inch=1,250feet
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Figure A11 - Peak Hour Water Pressure - NE Study Areas N
Elk -� Northeast & Northwest Urban Service Area Expansion �Feet Wsb
River Clty Of Elk RlVel" � i inch=1,250feet
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Figure Al2 - Maximum Day Fire Flows - NE Study Areas N
El��� Northeast & Northwest Urban Service Area Expansion �Feet Wsb
River Clty Of Elk RlVel" � i inch=1,250feet
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ProposedNetworkStructures „•=�'a��.� �'�� ��; �I�
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Proposed Pressure Zones �,�"� � „� '���.. � _; �
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Hig h 2 Serves High Zone 2 from Main .
400 gpm Max. Capacity
- �� _ �
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j� � ��� Q -` existing Main Zone ���,�
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- `\
Fig. A13 - Water Distribution System - NW Study Areas '�
Elk�� � Northeast & Northwest Urban Service Area Expansion �Feet WS�
River City of Elk River � i inch=1,750feet
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Water Pressure � � r���. 4 ,�' � i � r { ��=.. Y� § � p� ��,�a` �,��� _ ��"�
—80 psi � ��,� �, � , � � ����� l���������� �
� �� � , ...� , ��� �� � ` �� . �, ;a����� ¢� , �� �
� 75 psi �,��-�� �� �' �� vsr� � � � ��,� �� ���� `" �
� 7� pSl ,a.': �' � }�` � � �116ea �. 'h� '�' _ �� ''Q ��y�. e a��"E"e*p�., - ��
65 pSl ,s� re aa� y��s ea�°� 45,k� �s � . o ,,.�� �;4� �' EOj� r,
�. �� a% �9y ti�� e r : ��:; � � �P�
6� pSl ���_a �.st " "v�v r,E �`V�� �°a' .� `��'aw � �� ,.. .
� ° ��X S' Jn '�C�� M �° "� ��'t �
55 psi �; ` � :`,� �'t�� " "° �� ��� °�..�,..�u`�� `� �� �
—50 pSl ...�.� � a� � � � � �' �" � '�, ¢���s� ���.�'�����, �I
�� � ': f.r� - �'�. e -� '- o- r .� '��.�i _ �,'� �_
—45 psi •� , .:. �`��� ~ ��� . �. �� , � 'z � � : ` �_
40 psi ,, �� �,1 � �� +, 1 � .�� ��� ; � .P�4�`,� R �� .
Network Structures . � '�Y ., �a„� �� a� + - =� � k, �; �'_ ,.� �. _ t '�� '
� Proposed Booster Station ��r � � �, �� ��9 � - E „� � " a , �'�t���
, � �'" � ' - �" sb. d
■ Proposed PRV Station * � �"� f��,,,"r''�� ��I �f:�� �T���,� .. �' _� aP�s �, � '�.. '�i �;-
�
�Proposed Water Tower � � � '�� �"'� � ,.�.� .- - , ����,�c�r� ,� � "�
*Location TBD , �� � �� �� ' • , i , , i� .� ,.,�
�� Proposed Well* �.� : � , ,` � ����'" � � �.V,\�
Location TBD � # �:. � :, �' V � . C�y,��,.. f ` ,._. � j . .-', i I , M � �., \��
Proposed Watermam �"`" .. � .,� �, �
§,
Existing Watermain �� ��1 �'�' � �:`� � � ``4.`�,bs �-��.�-.� .�,�", � ��:r� �� �1' �1
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OStudyAreas � w R; � ���,. � � ,��`�' '�� -�\
- , 'e*l r��4_ _
Figure A14 - Average Day Water Pressure - NW Study Areas �
Elk�� � Northeast & Northwest Urban Service Area Expansion �Feet WS�
River City of Elk River 1 inch = 1,750 feet
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� � �� � �'' �, }�" ; °` '� - � � '�
6�p ad �".. �
SI �'�'�..�.�r.�.sE " "v�v, r,ae_,:,� �\s�,��r '� .. `��S�,r " �" �' ..slAF"'`.
55 si `� ��� � � �� � ���
p �,.� � , ����r p��� � .. �Y� °Yr,,�"�ep�`� �`:�'�� .
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P �� 1�� � �: t,�\ `' ,'� b � �' : „ �� .,�t� �e° . ���
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40 psi ', �% � � ��' ^' C� "`�y� ��� P���`,� .
� ',
� ��
Network Structures '�� ; �s� �� al� � �- s�� � �s °�,
� � , �;�
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■ Pro osed PRV Station ��.3 �' ,;: � '�`�! �T,*���� � � , ."�. d�� s �' '' ,.' � �-
p �, f�:""`_������ .,' I � - � � � ,. ,_ . . a �. � �,
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�Proposed WaterTower* ` °��"��"'� ' ,.�.� �_ ",„�c,,�., �� � "�
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�� Proposed Well* , ,.� : �, , ,` � -��'" - � ��`�,���
'Location TB � * � � V � 3U �`� y � � r �
Proposec�Watermain "r"`' y., ��'�i f�. �i `i � �, � „ " .�� �'
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OStudyAreas � w R; � - � �� � � :��`�' '�� �\
- , 'a*l r�'�:._ _
Figure A15 - Peak Hour Water Pressure - NW Study Areas '�
Elk�� � Northeast & Northwest Urban Service Area Expansion �Feet WS�
River City of Elk River � i inch=1,750feet
/ � ; _ . '� � � �� � � p�� � . '� ..+� T""�- $;-� �'F
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Network Structures � �`� `� .�a� �� al�, , �� � �s - °�. �t �;� �
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, � . �" � .,, . �. d �,
■ Proposed PRV Station ��� �' ,; � ���� �;��'�' � � . "- �P°s �' � '' ��
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Location TBD � ,- # � �
Proposed Watermain �'"" �� ��"�� f�, �� �� I � � � • .�� �
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Fig. A16 - Maximum Day Fire Flows - NW Study Areas (Post 2040) n
Elk�� � Northeast & Northwest Urban Service Area Expansion �Feet WS�
River City of Elk River � i inch=1,750feet
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aw� � � _ P
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" + .. "'.' �� • F� ., � � , 9:. station may be needed � �,J_ ,�';� 9round elevation of 930 ft
Air Release Valve -.; a$ ,p,"�b' � �` to serve local ground `� -� Y
Manhole at Ground t�'� `'ry elevanons below 916-ft '�X d��,.# ^�. ��t ¢
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� 0 1,500
Northeast Urban Service Area Expansion �Feet Wsb
ERiver Clty Of Elk RlVel" 1 inch=1,500feet
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Figure A20 - Sanitary Sewersheds - NE Study Areas N
Elk `-� Northeast Urban Service Area Expansion �Feet Wsb
River Clty Of Elk RlVel" � i inch=1,500feet
i.
�" '�' '. � a . . . � x� � '� � ,� � � . t2 � �
� � g„ '` i . Low pressure sys[em for � � � p ' � �� �� �k � � � � �`� ��� � ��'�.
� ���� 4A ��� � �� � �n /// � � f" i ' � � .` �� � � t
r t� ��. nor[hern parcels [o connect � � �. � .r++�
,( � . , to existing 8-inch gravity �:y, r o / � � , r # { `� s�...
`� � + ±� �. �. �.s�_` i/ �' � � r� . ' z� � 1r x ;� ,. � -� � � � �;
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_ a6" - ��. ' ,��� // / L�",�< < f�' � t "" ' � �/�
Ground Elev.: 952 ft ��� , � ' 'r � � � � '�'
Approx InvertElev:931 f[ � � '_ q�,,, � .�;"` ` 9 ' ���r
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.. Elev:928f[ " � . � � ,`�. J-�„ �� � /,_.� ."'wR ��. { :
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�� • � '!Y,GroundElev:972k �� �_ : ,,, -
X�� ,� �_• � 9 Ty� �y..� ,� �� SanitarySewerSystem
��� -� 1 ,+ . ..�4�.� : Base Elev.: Can vay depending on ���
i� � ; serviceabiliTy for ultima[e developmen[ Y�-��j�, � i�,1 Northeast & Northwest Urban Service
�.x,�. u � �.:yq. � � •�, . � areas - assumed to be 942 f[ '`, t " Afea EXpanSion
� -' ' : '. `�
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/ � ' �- � � i '� : Leqend
�:1 , �`,� Y i ��`li�r� � �`,�
��; � �� � ' Trensitwn from 10 mch to .�. Existing Sanitary Sewer System
��i, � ,-: }�, ' �y I 12-inch sewermain may
�'',� x�.., . . , � 7,F� '� �� � �,�; ry.'', change dependmg on final � ' � �. —� Non-Trunk Gravity
}-�.'�� � ' �`.r.' developmentlayouts f�' �
_i � � A,;; � . �, o S� � � _ 3 , —� Trunk Greviry
w v . _ .. '� " P � � _ y � -� , ..
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i�' ��rl . . � t � . � ._ ,� ���;..
a�r� ,.: ��f . � �.. � _ ? � �� ��` �� �Forcemain
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�'R,t J i � '� °�� -'� �� ., abandonedoncethe '��
d •�+.�, �� j �k, z � . � i � � � . - -� � 10-inch Trunk Grevit
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wr. ' q-
.. .fi fi, t a•' - � •�.�. .,, , _f� ' � +l�=i� � f .� � �q, i�,.l,�q- �i . 12-inchTrunkGreviry
_ \
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� � ~;�� ) . � ' � � Low Pressure System for � , f
,�-pi� ' :� p� �� � �^�� �,"• � . �two parceis peiow 55o it eiev — Ground Elev.: 995 ft Wndsor LS
' Approx. Invert Elev . 980 ft
,�, �4 � � ±��� � — 9� �-_ 1' . � � � � sase eiev.: e�s r� �LJ Nw-�s-i
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��i; m�, y w+L�� �--� r � Low Pressure System for � _ ��� �' Grevity to MH-1
�y", parcels on western edge �
' � .�4✓ �,y . - ' s
.. � � - � y w.{ ; . ., . � � _� _ Gravity to M H-2
1
�'y��, � �-,7�.,,'�u. " 5.: � t3 �. � � . � �' _�' � . � ONWStudyAreas
MH 2
� � a �t �. ` �'�� �` Rim Elev.. 1,004.69 ft �. r — -
� � - ' Ciry Boundary
f.`',',�� "" �.�� '� ^ � = �� Invert Elev.: 984.27 ft.. � -- ��
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. ��� r�., _ .
�' I . . -- ..;� - 9 � : �- ,�'-" �. � � � . .- ; �_ � � �: : � N
'� � .,� � {.,�� See FlgureA22 tor � MH-i Low Pressure System for
i. Forcemain Layout fi e� � �� Rim Elev : 934.29 ft parcels on southern portion ��� � 0 1,750 \^ �C �
>
� � � ;
�" ��� �1�-� • ��'^ � � a ���`•, .�.�f ' '+..�.InvertElev.:927.59ft �Feet VVJ
y�° " 1 � _ . ' '� � p,, .., ._ ":.F. ��.� unrn=��soree�
Arrows indicate wastewater flow pattern given the proposed grading for the mining areas
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R �' ;� �' � �' ,� R � � � � � � � '�' � ° 6�' c� a.�,�,� Focemain Layout
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Service Areas
�- � Northeast & Northwest Urban Service
Area Expansion
City of Elk River
Leqend
Existing Sanitary Sewer
System
_ —Non-Trunk Gravity
—Trunk Gravity
Low Pressure System
oForcemain
,; mLift Station
Proposed Sanitary Sewer
r'�'`��� System
' - 10-inch Trunk Gravity
12-inch Trunk Gravity
� oForcemain
mLift Station
� ONW Study Areas
Ultimate Developable Areas
�� �City Boundary
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APPENDIX B- DETAILED COST BREAKDOWN
Feasibility Report
Northeast Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 56
Engineer's Opinion of Probable Construction Cost
2040 Northeast Urban Service Areas - Water Distribution System
11/8/2022
Item No. Item Description Unit Quantity Unit Price Item Cost
1 Bonds, Insurance, and General Conditions LS 1 $ 1,042,000 $ 1,042,000
2 Mobilization/Demobilization LS 1 $ 2,084,000 $ 2,084,000
3 12-inch Watermain��� LF 41,300 $ 110 $ 4,543,000
4 H drant and Valve��� EACH 104 $ 11,300 $ 1,175,200
5 12-inch Gate Valve and Box�3� EACH 52 $ 6,200 $ 322,400
6 Ductile Iron Fittin s LB 41,300 $ 13 $ 536,900
7 850 m Well with Treatment LS 1 $ 9,500,000 $ 9,500,000
8 1MG Com osite WaterTower LS 1 $ 4,750,000 $ 4,750,000
9 Connect to Existing Water System EACH 4 $ 3,000 $ 12,000
Construction Sub-Total $ 23,965,500
Construction Contingency (10%) $ 2,396,550
Construction Contingency Sub-Total $ 26,362,100
Indirect Costs (Engineering/Legal/Permits/Administrative) (20%) $ 5,272,420
TOTAL CONSTRUCTION COST $ 31,635,000
(1) Assumed open trench installation along right ot way ot existing paved roads that will not need road reconstruction.
(2) Assumed fire hydrant and valve needed every 400-ft of trunk watermain.
(3) Assumed gate valve and box needed every 800-ft of trunk watermain.
The cost estimate shown above is based on current market conditions and shall be used for preliminary planning purposes only. Market
conditions are rapidly changing and unit prices should be updated prior to proceeding with the projects recommended by this study.
Engineer's Opinion of Probable Construction Cost
2040 Northwest Urban Service Areas - Water Distribution System
11/8/2022
Item No. Item Description Unit Quantity Unit Price Item Cost
1 Bonds, Insurance, and General Conditions LS 1 $ 1,448,500 $ 1,448,500
2 Mobilization/Demobilization LS 1 $ 2,897,100 $ 2,897,100
3 12-inch Watermain��� LF 58,000 $ 110 $ 6,380,000
4 16-inch Watermain��� LF 7,600 $ 180 $ 1,368,000
5 H drant and Valve«� EACH 164 $ 11,300 $ 1,853,200
6 12-inch Gate Valve and Box�3� EACH 73 $ 6,200 $ 452,600
7 16-inch Gate Valve and Box�3� EACH 10 $ 8,000 $ 80,000
8 Ductile Iron Fittings LB 65,600 $ 13 $ 852,800
9 BS-1 Booster Station (duplex) LS 1 $ 575,000 $ 575,000
10 BS-2 Booster Station (duplex) LS 1 $ 575,000 $ 575,000
11 Pressure Reducing Manholes EACH 4 $ 18,000 $ 72,000
12 Two 850 gpm Wells with Treatment LS 1 $ 12,000,000 $ 12,000,000
13 1 MG Composite Water Tower LS 1 $ 4,750,000 $ 4,750,000
14 Connect to Existing Water System EACH 4 $ 3,000 $ 12,000
Construction Sub-Total $ 33,316,200
Construction Contingency (10%) $ 3,331,620
Construction Contingency Sub-Total $ 36,647,800
Indirect Costs (Engineering/Legal/Permits/Administrative) (20%) $ 7,329,560
TOTAL CONSTRUCTION COST $ 43,977,000
(1) Assumed open trench fnstallatfon along rfght of way of exfstfng paved roads that wfll not need road reconstructfon.
(2) Assumed fire hydrant and valve needed every 400-ft of trunk watermain.
(3) Assumed gate valve and box needed every 800-ft of trunk watermain.
The cost estimate shown above is based on current market conditions and shall be used for preliminary planning purposes only. Market
conditions are rapidly changing and unit prices should be updated prior to proceeding with the projects recommended by this study.
Engineer's Opinion of Probable Construction Cost
2040 Northeast Urban Service Areas - Sanitary Sewer System
11/8/2022
Item No. Item Description Unit Quantity Unit Price Item Cost
1 Bonds, Insurance, and General Conditions LS 1 $ 432,900 $ 432,900
2 Mobilization/Demobilization LS 1 $ 865,800 $ 865,800
3 10-inch Sanitar Sewer Pi e��� LF 5,800 $ 80 $ 464,000
4 12-inch Sanitar Sewer Pi e��� LF 2,600 $ 90 $ 234,000
5 15-inch Sanitar Sewer Pi e��� LF 2,700 $ 100 $ 270,000
6 18-inch Sanitar Sewer Pi e��� LF 1,900 $ 130 $ 247,000
7 48-inch Sanitar Sewer Manhole�2� EACH 33 $ 12,000 $ 396,000
$ 6-inch Santiar Sewer Forcemain��� LF 8,200 $ 58 $ 475,600
9 8-inch Sanitar Sewer Forcemain��� LF 19,100 $ 75 $ 1,432,500
10 12-inch Sanitar Sewer Forcemain ��� LF 19,100 $ 113 $ 2,158,300
11 Forcemain Pressure Testing EACH 4 $ 7,500 $ 30,000
12 Air Release Valve Manhole on Single Forcemain EACH 2 $ 15,000 $ 30,000
13 Air Release Valve Manhole on Dual Forcemain EACH 2 $ 25,000 $ 50,000
14 North Lift Station 225 m, du lex submersible, 20-ft dee �3� LS 1 $ 425,000 $ 425,000
15 West Lift Station 185 m, du lex submersible, 35-ft dee �3� LS 1 $ 540,000 $ 540,000
16 Re ional Lift Station 1,500 m, tri lex submersible, 40-ft dee �3� LS 1 $ 1,900,000 $ 1,900,000
17 Connect to Existing Sewer System EACH 2 $ 3,000 $ 6,000
Construction Sub-Total $ 9,957,100
Construction Contingency (10%) $ 995,710
Construction Contingency Sub-Total $ 10,952,800
Indirect Costs (Engineering/Legal/Permits/Administrative) (20%) $ 2,190,560
TOTAL CONSTRUCTION COST $ 13,143,000
(1) Assumed open trench installation along existing county roads through the use of easements - easement costs not included.
(2) Assumed trunk sanitary sewer manholes needed every 400-ft of gravity sewermain.
(3) Standby generator included with each lift station.
The cost estimate shown above is based on current market conditions and shall be used for preliminary planning purposes only. Market conditions are rapidly
changing and unit prices should be updated prior to proceeding with the projects recommended by this study.
Engineer's Opinion of Probable Construction Cost
2040 Northwest Urban Service Areas - Sanitary Sewer System
� � isi2ozz
(2) Assumed trunk sanitary sewer manholes needed every 400-ft of gravity sewermain.
(3) Standby generator included with each lift station.
The cost estimate shown above is based on current market conditions and shall be used for preliminary planning purposes only. Market conditions are rapidly
changing and unit prices should be updated prior to proceeding with the projects recommended by this study.
(1) Assumed open trench installation along existing county roads through the use of easements - easement costs not included.
APPENDIX C - FINANCIAL DATA
Feasibility Report
Northeast Urban Service Area Expansion Study
City of Elk River, MN
WSB Project No. 020010-000
Page 61
City of Elk River, Minnesota
2023 Utility Rate Study
SAC Charges
SewerAvailabiliTy Charge (SAC)
Current City Charge�. $ 5,769 Per Unit
Capital Projects Year �ount (In Todays
Dollars)
1 111 I11
1
1
1 • . 111 111
�
Projected
Mnual Rate Mnual Current Bontl Future Oebt Enisting Debt Projected
Vear �ncrease SAC Fee Units Revenue Projects Proceetls Service Service Ending SAC
Attributableto CashBalance
Grow[h
I I •1
I I '1 ,I
I 11 1 1 1
I 11 1 1 11 :111111 :I I 1.
1. 11 . 1 1 :1 11•
I 11 I .1 11•
I. 11 1 :I .I 11' • 1 •• 1.
1• 11 1 .:I 11• 1
I 1 11 • 1•. 1 I 11' I•
1 11 1• I 1.1 11' . 1•
I 11 I '1 .1 11• I I
I 11 I • I:1 I I' I I' . 1
1 11 I 1 11• 1
I 11 1 I 11' ' I
1. 11 1 1•. .:1 I 1 11`
I 11 1 1 .1 11•
I. 11 "1 1 1..11 11' 1.
1' 11 .1 1 11 11• • 1• 1•
Total Projects to be Funtletl with SAC Charges' 14,000,000 I Total 10-Year Projections $ 12,165,010 $ 8,998,912 $ 8,000,000 $ 6,150,092 $ 6,049,403 $ 1,247,930
'winnarea msrs
Future grow[h estimates from Zack Carlton 6/15/2022
Updated on 9/28/22
City of EIk River
Expansion Area Connection Fee Study
Water Trunk Charges
Northeast Study Area
Estimated Total
Gallons Used Estimated % of Total Portion of Total
perNetAcre Developable Gallons Gallons SewerTrunk
Land Use perDay Gross Acreage Acreage perDay perDay Cost
Single Famity Residential 290 1,659 1,012 293,480 56 % $ 17,712,775
Mixed Residential 725 523 307 222,575 42 % $ 13,433,355
NeighborhoodCommercial 900 11 9 8.100 2% $ 488,870
Totals 2,193 1,328 524,155 100% $ 31,635,000
Total Estimated
Project Cost
Water System Extensions � 31,635,000
Northwest Study Area
Estimated Total
Gallons Used Estimated % of Total Portion of Total
perNetAcre Developable Gallons Gallons SewerTrunk
Land Use per Day Gross Acreage Acreage per Day per Day Cost
Single Famity Residentlal 435 2,212 1,393 605,955 73 % $ 31,886,949
MixedResidential 725 318 266 192,850 23% $ 10,148,275
HighwayBusiness 900 48 41 36.900 4% $ 1,941,775
Totals 2,578 1,700 835,705 100% $ 43,977,000
Fees on Gross Acreage
Water Trunk Water Trunk
Assessment per Assessment per
Acre Square Foot
$ iQ677 $ 025
$ 25,685 $ 0.59
$ 44,443 $ 1.02
Fees on Gross Acreage
Water Trunk Fee Water Trunk Fee
per Acre per Square Foot
$ 14,415 $ 0.33
$ 31,913 $ 0.73
$ 4Q454 $ 0.93
on
Water Trunk
Fee per
Developable Fee per
Acre Square Foot Fee per Unit
$ 17,503 $ 0.40 $ 8,751
$ 43,757 $ 1.00
$ 54,319 $ 125
units per deveiopaoie acre
Fees on Developable Acreage
Water Trunk
Fee per
Developable Fee per Fee Per Unit
Acre Square Foot *"
$ 22,891 $ 0.53 $ 7,630
$ 38,151 $ 0.88
$ 47,360 $ 1.09
** Assumes 3 units per developable acre
Total Estimated
Project Cost
SewerTrunkExtensions $ 43,977,000
CiTy of EIk River
Expansion Area Connection Fee Study
Sewer Trunk Charges
�
Land Use
Single Famity Residential
Mixed Residential
Neighborhood Commercial
Totals
Project
Sewer Trunk Extensions
Land Use
Single Family Residential
Mixed Residential
Highway Business
Totals
Project
Sewer Trunk Extensions
Estimated
Gallons Used
per Net Acre
per Day Gross Acreage Net Acreage
250 1,659 1,012
625 523 307
800 11 9
2,193 1,328
Total Estimated
Cost
$ 13,143,000
Estimated
Gallons Used
per Net Acre
per Day Gross Acreage Net Acreage
250 2,212 1,393
625 318 266
800 48 41
2,578 1,700
Total Estimated
Cost
$ 15,335,000
Northeast Study Area
Assessment on Gross Acreage Assessment on Developable Acreage
Total
Estimated % of Total Portion of Total Sewer Trunk Sewer Trunk Sewer Trunk Assessment
Gallons Gallons per Sewer Trunk Assessment per Assessment per Assessment per Square
per Day Day Cost Acre Square Foot per Net Acre Foot Fee per Unit'
253,000 56°/a $ 7,355,370 $ 4,434 $ 0.10 $ 7,268 $ 0.17 $ 3,634
191,875 42% $ 5,578,307 $ 10,666 $ 024 $ 18,170 $ OA2
7200 2% $ 209,323 $ 19,029 $ 0.44 $ 23,258 $ 0.53
452,075 100% $ 13,143,000
* Assumes 2 units per developable acre
Northwest Study Area
Assessment on Gross Acreage Assessment on Developable Acreage
Total
Estimated % of Total Portion of Total Sewer Trunk Sewer Trunk Sewer Trunk Assessment
Gallons Gallons per Sewer Trunk Assessment per Assessment per Assessment per Square Fee Per Unit
per Day Day Cost Acre Square Foot per Net Acre Foot **
348,250 64°/a $ 9,757,745 $ 4,411 $ 0.10 $ 7,005 $ 0.16 $ 2,335
166,250 30% $ 4,658,220 $ 14,648 $ 0.34 $ 17,512 $ 0.40
32.800 6% $ 919,035 $ 19,147 $ 0.44 $ 22,415 $ 0.51
547,300 100% $ 15,335,000
** Assumes 3 units per developable acre
Item 8.3 Handout
February 6, 2023
Rick and lackie Fredericksen�family farm has been in the Fredericksen family since 1958 and we
purchased in 1988 from my family. The Bloomdahl farm has been in the family for over 100 years. Rick
growing up was a member of the Meadowvale 4-H clu6 from age of 8 to 15, where he learned of
sustainability and environmental practices. Rick has served as a trustee for Meadowvale cemetery.
Our property is not the first ta be considered for development. John Nord at the time of county
commissioner helped get the current county road 1 built. Shortly after That, the industrial park was
op�ned up, followed by Nord's developing their land south of the golf course, Hinkles developing their
farm, Boelters developing their property, Wilber Tayior developing around Chuck ThompsQn, Jeff Lamm
developing their acreage and Marly Glines developing Windsor Park 3rd Addition which included the
south section of the Bloomdahi farm. Going north across county road 33 is our property and the
remaining Bloomdahl farm.
I have held a licensed class D Drinking Water Certificate since the mid 1990s. Having maintained the
drinking water system for a golf community with fire hydrants. I retired in 2022 and still hold the
operating license to day. This community is located between the cities of Wayzata and Orono. We have
two wells, a 400 gpm and we installed a 1200 gpm in 2004. I have also led a golf course community with
a strong commitment to protecting the environment. Located on the north side of Lake Minnetonka, we
worked with the Minnehaha Watershed District closely.
Questions: Can we have a community drinking water system for this development if the developer
instalis water mainlines and curbstops to lots?
Can the developer hook into the present fiorced sanitary main at entrance to Windsor Park 3'� Addition?
"Public works has determined the cfty has the copacity to provide sanitary services to support the
development Tn the far corner of the NW expansion area (if the current urban services policy were to
be updatedJ' :
The developer Capstone Homes worked with the city for a year and were encouraged to do so. Why did
it take this long for the city to tell them they would need to provide both sewer and water — which was
not financial{y possible for them.
We request the city continue to explore the option of allowing a community water system for this
development until city water is available to hook into.
We strongly request that our properties remain in the urban growth area so that we have the
opportunity to seek development options that will benefit our families.
Our goal for the developer is a development that utilizes sustainable practices — rain gardens, pollinator
areas, native grasses and lawns, walking trails and ....
Rick and Jackie Fredericksen Wendy and Bifl Zacharda
Item 8.3 Handout
1. Tonight the City and Municipality are meeiing jointly to receive a presentation by city staff
on the op#ions they have been able to define which relate to bringing water and sewer to
the NE and NW porfiions of the city. This report and review has been fairly exhaustive
and it will be interesting to see the final results. The stafF is looking for council to give
direction on how to move forward. This process has been out of our hands, other then
receiving regular �apdates on the status.
2. Th� staff had previously suggested it would not be financialiy feasibie to get water service
to the site, but had �uggested a possible "Private commurtity v►rater syst�m" option for the
site as s�mething th�y would be wi�ling to stane� behind. So we spent the month of
December having our engineers complete a desktop study on the viability of a community
water sys#em for the project area. That report came back last week. We ha�e spent
t�uite a bit of time now with the engineers dessecting tt�e report and looking for next st�ps.
3. 4ur current plan is to take the design of the project a�d submit it through ou� engineers to
the DNR for their initial review. The DNR will do a fairly expansive study based an both
our findings and the current information that is in the state database. They wiil let us
know thoug�ts and concerns that would �elate to our ability #o ob#ain a permit for a wate�-
system. We pian on submitting the information for thi� stUdy in the nexfi fin►o
v�eeks. Current{y �e are needing a simple lay�uf of the �ite far the DNR to review afong
vNitl� our sfudy notes. ihe inteEesting news is that several ofi the wells on the site found
suitable waters in a gr�vel/sand vein above the f�llt. Simon layer. Th� flllt: Simon layer
has a moratorium on it for new wells, so finding a possible vvvaiter sglution above that is a
g�od ir�dicator. This is wrhat vve are going �o pursue with t3�e DNR ar�d will I�ok forward
to hearing fro� th�m after they revi�vv our proposai.
4. This proces� is oper�ir�g up lots of new inforrriation and also �i�in� us several hurdies to
cross a� �� corttinue to woric tawards finding a water/sewer sal�tion for the �it�. We
remain foc�sed on �e#ting a cfear underst�nding of the possibilities and fhe cost/f
Matt Barker, Comr�unity Manager
Capstone Hot��s