HomeMy WebLinkAboutUtilities - Sanitary SewerUTILITIES: WASTEWATER PLAN
Feasibility Report
Comprehensive Sewer Plan
City of Rosemount
May 2018
Submitted by:
Bolton & Menk, Inc.
1960 Premier Drive
Mankato, MN 56001
P: 507-625-4171
F: 507-625-4177
Prepared by: Bolton & Menk, Inc. Certification
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417]
Certification
Feasibility Report
for
Comprehensive Sewer Plan
City of Rosemount
T18.114157
May 2019
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.
By:
Jordan Thole, P.E., CFM
License No. 54147
Date:
Prepared by: Bolton & Menk, Inc. Table of Contents
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] i
Table of Contents
1. EXECUTIVE SUMMARY .......................................................................................... 1
2. BACKGROUND .......................................................................................................... 3
3. Land Use ....................................................................................................................... 3
Land Use Categorization .................................................................................. 3
Developable Areas ........................................................................................... 3
4. Growth Projections ....................................................................................................... 4
Projected Residential Growth ........................................................................... 4
Projected Non-Residential Growth .................................................................. 5
Projected Land Use Phasing and Summary ..................................................... 6
5. Existing Sanitary Sewer System ................................................................................... 6
Current Service Areas ...................................................................................... 6
Existing Wastewater Flows .............................................................................. 6
Infiltration/Inflow ............................................................................................. 8
Evaluation of Existing Facilities .................................................................... 10
6. FUTURE SANITARY SEWER SYSTEM ................................................................ 12
Future Service Areas ...................................................................................... 12
Future Waste Water Flows ............................................................................. 13
Future Trunk Sanitary Sewer System............................................................. 18
7. CAPITAL IMPROVEMENTS PLAN (CIP) .............................................................. 22
Estimated Cost of Trunk System Improvements............................................ 22
Future Trunk System Funding ........................................................................ 22
8. ADDITIONAL COMMENTS .................................................................................... 25
Peak Flow Methodology ................................................................................ 25
Model Updates ............................................................................................... 25
Prepared by: Bolton & Menk, Inc. Table of Contents
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] ii
Tables
Table 1 Capital Improvement Plan by Sewershed 2
Table 2 Gross Developable Acreage 4
Table 3 MCES Population Estimates 4
Table 4 Potential Ultimate Service Area 6
Table 5 Existing Wastewater Generated per Sewershed 7
Table 6 Water Demand to Wastewater Flow Ratio 8
Table 7 Existing Peak Flow Factors 9
Table 8 Existing Lift Station Capacities and Flows 10
Table 9 Existing System Trunk Main Capacity 11
Table 10 Summary of Gross Developable Acres by Sewershed 14
Table 11 Future Wastewater Flows by Sewershed 15
Table 12 Ultimate Regional Wastewater flows by MCES Connection Point 16
Table 13 Future Regional Wastewater Flow my MCES connection point and 10-year Increment 17
Table 14 Capital Improvement Plan by Sewershed 22
Table 15 Core Fund Assume Gross Acres Development 24
Appendix
Appendix 1: Figures
Appendix 2: Opinion of Probable Costs
Appendix 3: Trunk Facility Construction Schedule
Appendix 4: Dakota County Maintenance Facility and Communications Center Cooperative
Agreement
Prepared by: Bolton & Menk, Inc. EXECUTIVE SUMMARY
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 1
1. EXECUTIVE SUMMARY
The Comprehensive Sanitary Sewer Plan is intended to serve as a guide to completing the future sanitary
sewer trunk system, and to help the City of Rosemount meet its short-term and long-term sanitary sewer
needs. The report, analysis, and figures were based on the City’s existing sanitary sewer system and
future development plans as of July 31st, 2018. Future development plans or the existing sewer system
may have changed since the “snapshot” in time the report was based on.
To estimate existing system wastewater flows and project future system wastewater flows the ultimate
land use plan was used as opposed to the 2040 land use plan. There are differences between the land use
plans, however, it was important to size infrastructure for service beyond the 2040 land use plan. The
ultimate land use plan included in Figure 3-1 was used for ultimate system infrastructure sizing.
Estimated flows for each of the MUSA boundaries were also calculated and can be found in Section 6.2
of the attached report.
The existing area with sanitary sewer service has been divided into sixteen (16) sewersheds, of which the
majorities are fully developed in accordance with the ultimate land use plan. Wastewater is collected by
the City’s sewer system, then conveyed to Metropolitan Council Environmental Services (MCES)
interceptors that flow to MCES wastewater treatment plants. The majority of the City’s existing sewage
flows to the Empire Wastewater Treatment plant The existing sanitary sewer system is shown in Figure
5-1.
The future service area was divided into seven (7) sewersheds. Existing and future sewersheds are shown
in Figure 6-1. Each sewershed contributes wastewater flow to the sanitary sewer collection system. The
volume of wastewater that each sewershed contributes depends on the future land use.
The topography of the undeveloped areas was studied to determine the extents of gravity sewer areas for
future trunk facilities. The intention with laying out the future system was to minimize the number of
trunk lift stations, while keeping the maximum depth of gravity sewers to less than 35 feet deep. The
City’s topography generally slopes from west to east, making it possible to avoid constructing many lift
stations. The layout of the future trunk sewer system is shown in Figure 6-2. The layout is general in
nature and exact routing will be determined at the time of final design. It is important that the general
concept and sizing be adhered to for assurance of an economical and adequate ultimate system.
Construction cost estimates were developed for the completion of the trunk sewer system. Typically,
developers are required to construct sewers and lift stations necessary to serve their development at their
own cost. Some gravity trunk sewers included in the ultimate system for this plan were as small as 8
inches in diameter, which is the minimum sewer size construction standards allow. It was assumed that
developers would fund and construct all 8-inch sewers, so the estimated quantity of trunk sewers 8 inches
in diameter has been included, but not the cost.
Prepared by: Bolton & Menk, Inc. EXECUTIVE SUMMARY
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 2
Table 1 below shows the estimated system expansion costs. Future improvement costs were based on
2017 construction prices, including a 10% construction contingency, and including 30% overhead (i.e.,
legal, engineering, and administrative). Street and easement costs and other miscellaneous costs that may
be related to final construction are not included. Detailed cost estimates for each district are available in
Appendix 2. Furthermore, construction schedules for trunk facilities in each sewershed are included
Appendix 3. Current development fees were reviewed and appear to be adequate to fund the future
system expansion costs, but should be reviewed on a regular basis.
Table 1 Capital Improvement Plan by Sewershed
Capital Improvement Plan by Sewershed
District 2020 2030 2040 2050 Total
MWCC09 $0 $1,497,023 $422,486 $0 $1,919,509
Southeast $2,181,291 $6,103,270 $4,149,121 $5,901,793 $18,335,474
South Central $0 $2,126,875 $1,320,784 $0 $3,447,659
MWCC08 $1,509,345 $4,525,093 $1,972,468 $0 $8,006,906
Southwest $0 $483,326 $0 $2,729,819 $3,213,144
Lan-O-Ken $0 $969,620 $0 $0 $969,620
Northwest $0 $0 $0 $413,700 $413,700
MWCC10 $0 $456,680 $0 $0 $456,680
Total $3,690,636 $16,161,887 $7,864,858 $9,045,312 $36,762,692
1. Costs are for budgeting purposes only, and are subject to change as projects are studied,
designed, and constructed.
2. Costs are estimated based on 2017 construction costs.
3. Land acquisition costs are not included.
Prepared by: Bolton & Menk, Inc. BACKGROUND
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 3
2. BACKGROUND
The City of Rosemount is located in north central Dakota County in the southeast suburbs of the Twin
Cities Metropolitan area. Rosemount has experienced considerable growth in recent years and anticipates
similar growth to continue. It continually experiences development pressures due to its location relative
to transportation arterials (US 52) and its proximity to St. Paul.
The purpose of this study is to update the existing Comprehensive Sanitary Sewer System Plan in
accordance with Minnesota Statute 473.513. It provides the City with a plan to serve future development
and an estimate of future sanitary sewer system costs. The plan provides flow projections through the
year 2040, and ultimate system development in accordance with the City’s Comprehensive Plan.
This plan examined sanitary sewer service to future development. Population and water use estimates
from the City’s Comprehensive Water System Plan, initially from the Comprehensive Plan, were used to
maintain consistent planning for water and sewer service. Also, the plan estimated opinions of probable
cost for future improvements to develop a Capital Improvement Plan (CIP).
Sanitary sewer plans have been developed for various locations throughout Rosemount. However, these
studies have not been linked together to examine the future system as a whole. This study will tie
together previous studies in a sanitary sewer model (SewerCAD V8i) in an effort to determine service
requirements for all remaining developable acres.
The existing sanitary sewer system is sufficient to serve the existing developed area and was not included
in the SewerCAD model. However, the existing sewers were included in the analysis to confirm the
capacity was adequate to serve existing development and future development if necessary.
3. LAND USE
Land Use Categorization
Figure 3-1 is the current ultimate land use plan for the City of Rosemount. The ultimate land use
plan was used in order to size infrastructure appropriately beyond the 2040 time frame. This plan
was developed by the City and separates the planning area into fifteen (15) different land use
categories. Land use is a critical factor in locating and sizing future sanitary sewers because
different land uses generate different wastewater flow rates. Further detail regarding wastewater
flows generated by existing and future land uses is discussed in Sections 5 and 6.
Developable Areas
The area within Rosemount’s planning area is approximately 34 square miles or 21,800 acres,
excluding the river/wetland area for the Mississippi River in the northeast area of the City. There
is approximately 2,400 acres of undevelopable area (agriculture). Within the City, approximately
5,100 acres are developed with sewer service, and 2,800 acres are developed without sewer
service. Therefore, the total remaining developable area within the City’s planning area is
approximately 8000 acres.
The total acreage for each land use area was calculated. Existing developed, serviced and
unserviced areas, and undevelopable areas were subtracted to obtain developable acreage. This is
identified as “Gross” Developable Acreage because it includes roads and common or public areas
potentially included in developments. Roads, common areas, and parks typically consume 25%
to 30% of the gross area within a development. The Gross Developable Acreage by land use
categories is summarized in Table 2 and identified in Figure 3-2. Figure 3-2 indicates whether an
area is developed or available for future development.
Prepared by: Bolton & Menk, Inc. Growth Projections
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 4
Table 2 Gross Developable Acreage
Gross Developable Acreage
Land use Acres
Agricultural Research 0
Agriculture 0
Business Park 1919
Corporate Campus 510
Downtown 0
Existing Parks/ Open Space 0
General Industrial 604
High Density Residential 147
Industrial/Mixed Use 350
Medium Density Residential 769
Neighborhood Commercial 22
Public Institutional 0
Regional Commercial 243
Rural Residential 0
Transitional Residential 0
Urban Residential 3393
Waste Management 0
Total 7957
4. GROWTH PROJECTIONS
Projected Residential Growth
Rosemount’s 2010 population was 21874. In the last eight years, Rosemount’s population has
grown approximately 10%, with the bulk of growth occurring in areas receiving sewer service.
According to the 2000 and 1990 censuses, populations were 14,619 and 8,622, respectively.
Estimates of the population of the City of Rosemount, as published the Met Council have been
published and are shown in Table 3 below.
Table 3 MCES Population Estimates
MCES Population Estimates
Population
2010 2020 2030 2040
21874 25900 31700 35600
Households
2010 2020 2030 2040
7587 9300 11600 11500
Employment
2010 2020 2030 2040
6721 9900 13500 13100
Prepared by: Bolton & Menk, Inc. Growth Projections
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 5
DNR State Public Water Supply Inventories were obtained for the years 2000 through 2005 to
determine the number of water connections in the City’s system. Typically, the number of water
and sewer connections is equal, so sewer and water connections were assumed equal. Based on
the number of residential connections (4,127-2000 and 5,801-2005) and the estimated serviced
population (2000-12,801 and 2005-17,600), there are approximately three residents for every
connection. Should this trend continue, there would be approximately 12,700 residential
connections by the year 2040 based on the population projections. Further detailed growth
projections are included in Sections 5 and 6.
Projected Non-Residential Growth
In the past, Rosemount has attracted industrial and public/institutional growth. A major industrial
park consisting of Flint Hills Resources (an oil refinery serving much of the upper Midwest) and
several smaller industrial users is located along US Highway 52 and north of County Road 42.
Dakota Technical College is located one mile east of downtown, and the University of Minnesota
owns approximately 3,000 acres south of County Road 42 and east of Biscayne Avenue.
The non-residential growth trend will most likely continue in the future with the potential
development of new general industrial and commercial districts.
Flint Hills Resources, Dakota Technical College, and Rosemount Public Schools currently
comprise the major non-residential water users for the system, and assumed sewage flow
contributors. There are growth opportunities for these customers and these opportunities have
been accounted for by the City in the proposed land use plan. Also, these major customers have
been included in determining the appropriate wastewater flow per acreage per land use type.
Non-residential connection categories listed in the DNR State Public Water Supply Inventories
(2000-2005) included commercial, industrial, and other. Therefore, water customer categories do
not correlate directly to land use type. For that reason, non-residential connections have been
grouped together to determine future.
Non-residential water connections have grown consistently. Based on the number of non-
residential connections (156-2000 and 188-2005) and the estimated serviced population (2000-
12,801 and 2005-17,600), there are 80 to 90 residents for every non-residential connection.
Should this trend continue, there would be approximately 475non-residential connections by the
year 2030. Further detailed growth projections are included in Sections 5 and 6.
Prepared by: Bolton & Menk, Inc. Existing Sanitary Sewer System
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 6
Projected Land Use Phasing and Summary
Potential service areas are shown in Figure 4-2 and summarized in Table 4. The potential service
area is shown for the years 2007, 2010, 2020, 2030, and ultimate development. Growth is
projected to occur primarily by surrounding the existing western service area then expanding
eastward.
Table 4 Potential Ultimate Service Area
Potential Ultimate Service Area
MUSA 2020 2030 2040 Ultimate
Total Service Area
(ac)
5920 15691 18186 20787
5. Existing Sanitary Sewer System
Current Service Areas
Sanitary sewer systems consist of two elements: collection and treatment. The existing City
sanitary sewer system is a collection system only, MCES is responsible for treatment. Also,
MCES is responsible for major trunk facilities conveying wastewater across City boundaries to
treatment facilities.
The MCES Rosemount Interceptor flows from west to east across Rosemount to the existing
Rosemount wastewater treatment plant. However, future flows will not be treated at the
Rosemount wastewater treatment plant, but conveyed by the Empire Interceptor southwest to the
Empire wastewater treatment plant for treatment.
The existing service area is defined as the area from which wastewater flows are collected, and is
approximately 5,100 acres. It can be broken down into sewersheds based on its connection points
to MCES interceptors, City trunk sewers, and lift station service areas. Figure 5-1 shows the
existing service area, sewersheds, MCES interceptor sewers, and the City sewer system, including
lift stations.
As discussed in Section 3, there is still much developable land available within the City;
therefore, sewer service has not been extended to all properties. There are approximately 580
remaining properties that are not served by the City. The remaining unserved properties are
generally located in the undeveloped eastern area and northwestern rural residential area, but
there are some Individual Sewage Treatment Systems (ISTSs) scattered throughout the existing
served area. Figure 5-2 shows the existing ISTSs within the City limits.
Existing Wastewater Flows
5.2.1 Existing Sewershed Flows
The City’s existing sanitary sewer system shown in Figure 5-1 identifies trunk sewers,
MCES interceptors, lift stations, and resulting existing sewersheds. The flow meters and
lift station service areas were reviewed to estimate the existing sanitary sewer flow within
each sewershed. The estimated unit wastewater flow, discussed in the following section,
was multiplied by the number of existing platted units. Table 5 shows the estimated
average flow rates for the City’s existing sewersheds compared to the 2017 average flow
rates measured by the MCES flow meters in Million Gallons per Day (MGD). A possible
explanation for the difference between estimated and metered data is that some units may
be platted but not constructed or occupied, resulting in a higher quantity of existing units
Prepared by: Bolton & Menk, Inc. Existing Sanitary Sewer System
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 7
generating wastewater flow. Another factor is that the flowrates used in design tend to be
conservative in nature and over predict the actual flow contributions.
Since existing flows for each sewershed did correlate to the total existing flows measured
at the MCES flow meters M641 and M655, estimated unit wastewater flows were
assumed to be a level of accuracy sufficient for determining existing infrastructure
capacity.
Table 5 Existing Wastewater Generated per Sewershed
Existing Waste Water Generated per Sewershed
Sewershed
Estimated Average
Flow (MGD)
Metered Average
Flow (MGD)
LS 3 0.335
Danville 0.101
M641 0.436 0.294
150th 0.191
Canada 0.104
LS 1 0.046
LS 4 0.126
LS 5 0.138
LS 6 0.007
LS 7 0.023
LS 8 0.089
LS 9 0.041
Auburn 0.013
Business
Parkway 0.085
Biscayne 0.079
Connemara 0.233
Lan-O-Ken 0.117
MWCC10 0.018
MWCC08 0.063
M655 1.729 1.137
5.2.2 Estimated Unit Wastewater Flows
The Comprehensive Water System Plan provided a detailed analysis of the estimated unit
water demand for each land use type. The analysis found the existing land uses exhibited
the following water demands:
· Residential – 95 gallons/capita/day (gpcd)
· Public/Institutional – 250 gallons/acre/day (gpad)
· Commercial – 800 gallons/acre/day
· Industrial – 800 gallons/acre/day
· Flint Hills/Waste Management – 55 gallons/acre/day
Prepared by: Bolton & Menk, Inc. Existing Sanitary Sewer System
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 8
To verify existing sanitary sewer flows as a percentage of water demand, annual average
flows were compared to winter water usage in Table 6 below. Winter average water
usage (October through March) correlated 100% to average sanitary sewer flows.
Therefore, the difference in annual water demand and sanitary sewer flows is caused by
lawn watering. The ratio of annual water usage to annual wastewater flow is shown in
Table 6 as well.
Table 6 Water Demand to Wastewater Flow Ratio
Water Demand to Wastewater Flow Ratio
2002 2003 2004 Average
Winter Water Use (MGD) 1.031 1.086 1.129 1.082
MCES Sanitary Annual Avg. Flow (MGD) 1.062 1.091 1.157 1.103
WW/Water Ration Winter Avg 103.00% 100.48% 102.44% 101.97%
Annual Daily Water Use (MGD) 1.463 1.872 1.818 1.718
MCES Sanitary Annual Avg. Flow (MGD) 1.062 1.091 1.157 1.103
WW/Water Ratio Annual Avg 72.58% 58.29% 63.62% 64.23%
Since the majority of Rosemount is residential, it is critical to accurately represent
residential density in sewer planning and design. Existing development densities for the
serviced area were determined in the Comprehensive Water System Plan (Water Plan),
and were based on typical development densities for each land use found throughout the
City at the time. At the time the water plan was completed, there were 2,400 developed
residential acres, 6,013 residential connections, and a serviced population of 18,038,
yielding 2.5 units/acre and 3.0 people/connection. The Water Plan projected the
following densities (per gross acre) per residential land use type.
· Urban Residential – 3 units/acre (future), currently 2.6 units/acre
· Transition Residential – 2 units/acre
· High Density Residential – 12 units/acre (future), currently 10 units/acre
· Medium Density Residential – 7 units/acre
Each land use type was assumed to have 3.0 people/unit and 65% of water use flows to
sanitary sewers as evidenced by Table 6 above. Therefore, the resulting wastewater flow
for each existing residential unit was assumed to be 185.25 gallons per day (gpd) per unit
(95 gpcd X 3 people/unit X 65%).
Infiltration/Inflow
5.3.1 General
Infiltration is water that enters the sanitary sewer system by entering through defects in
the sewer pipes, joints, manholes, and service laterals, or by deliberate connection of
building foundation drains. Water that enters the sewer system from cross connections
with storm sewer, sump pumps, roof drains, or manhole covers is considered inflow.
Water from inflow and infiltration can consume available capacity in the wastewater
collection system and increase the hydraulic load on the treatment facility. In extreme
cases, the added hydraulic load can cause bypasses or overflows of raw wastewater. This
extra hydraulic load also necessitates larger capacity collection and treatment
components, which results in increased capital, operation and maintenance, and
replacement costs. As sewer systems age and deteriorate, I/I can become an increasing
Prepared by: Bolton & Menk, Inc.
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 9
problem. Therefore, it is imperative that I/I be reduced whenever it is cost effective to do
so.
The MCES has established I/I goals for each community discharging wastewater into the
Metropolitan Disposal System (MDS). In February 2006, MCES adopted an I/I
Surcharge Program which requires communities within their service area to eliminate
excessive I/I over a period of time. All communities exceeding their wastewater flow
goal for the period of June 1, 2004, through June 30, 2006, were charged at the beginning
of 2007, and from July 1, 2016, to June 30, 2017 were charged in July of 2018. The City
of Rosemount was not identified by MCES as a community with excessive I/I and,
therefore, is not on the MCES I/I Surcharge List.
5.3.2 I/I Analysis
The majority of the City’s existing sanitary sewer system has been constructed within the
last twenty years. City construction standards have been followed to minimize I/I flow
contributions to the system.
Included in the City’s System Statement for the 2030 Regional Development Framework
adopted by the Metropolitan Council in 2004 was the City’s I/I goal for the years 2010,
2020, and 2030 based on MCES assumed flow increases. MCES assumed peak flow
factors used as the limit for peak I/I flow rates are variable depending on the average
flow. The sliding scale used by MCES has been included in Figure 1 on page 25 of this
report. The City’s current peaking factors are well below the MCES guidelines as shown
in Table 7 below.
Table 7 Existing Peak Flow Factors
*This peak event may have been due to a maintenance hole cover that was removed in a flooded
farm field.
Existing Peak Flow Factors
Year
Average
Flow (MGD)
Peak Flow
(MGD)
Calculated
Peaking
Factor
MCES
Maximum
Peak Factor
M641
2013 0.303 .77 2.5 3.8
2014 0.293 .59 2.0 3.9
2015 0.29 .65 2.2 3.9
2016 0.31 .77 2.5 3.8
2017 0.273 .63 2.3 3.9
M655
2013 1.109 5.73* 5.2* 3.3
2014 1.137 2.18 1.9 3.3
2015 1.141 3.54 3.1 3.3
2016 1.157 2.04 1.8 3.3
2017 1.139 2.28 2.0 3.3
Total
2013 1.412 6.5* 4.6* 3.2
2014 1.43 2.77 1.9 3.2
2015 1.431 4.19 2.9 3.2
2016 1.467 2.81 1.9 3.2
2017 1.412 2.28 1.6 3.2
Prepared by: Bolton & Menk, Inc.
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 10
5.3.3 Municipal I/I Reduction
The City’s strategy for preventing excess I/I is based on requiring new development to
conform to City standards and ongoing maintenance. The City performs maintenance on
the sanitary sewer system on a consistent basis, and the City reconstructs several streets
within the City annually. As a part of street reconstruction projects, sanitary sewers are
replaced or lined if they are in poor condition.
The City construction standards include prohibiting the connection of sump pumps, rain
leaders, and passive drain tiles to the sanitary sewer system. All developments are
designed and constructed as public improvement projects, therefore projects conform to
the City construction standards. In addition, development construction is observed to
verify construction is in accordance with plans and City standards. All newly constructed
sanitary sewers are televised and pressure tested to confirm they have been constructed in
accordance with City standards.
Evaluation of Existing Facilities
5.4.1 Wastewater Treatment
As discussed previously, the City of Rosemount is responsible for wastewater collection
only. Treatment is provided by MCES at the Empire wastewater treatment plant. The
Empire wastewater treatment plant is located south of Rosemount in Empire Township.
There are approximately 480 remaining properties within the City with ISTSs. These
properties are shown in Figure 5-2.
Property owners with ISTSs are required to connect to the City collection system within
ten (10) years of City service becoming available or when the City has determined the
ISTS has failed, whichever is earlier.
5.4.2 Lift Stations
The City currently has nine lift stations in service and their locations are noted on Figure
5-1. The total capacity, existing flow, and ultimate future flow for each lift station is
listed below in Table 8. Based on the service areas for Lift Stations No. 1 and No. 8,
estimated existing peak flows exceed the lift station capacity. However, City staff has
indicated that there have not been any incidents involving flows exceeding lift station
capacity
Table 8 Existing Lift Station Capacities and Flows
Existing Lift Station Capacities and Flows
Lift
Station
Estimated
Existing Avg
Flow (gpd)
Estimated
Ultimate Ave.
Flow (gpd)
Estimated
Ultimate Peak
Flow (gpd)
Lift Station
Capacity
(gpd)
LS 1 45993 45993 183971 432000
LS 3 335168 388758 1399528 1267200
LS 4 125970 125970 491283 864000
LS 5 138382 138382 539689 612000
LS 6 7410 7410 29640 50400
LS 7 23156 23156 92625 90720
LS 8 89291 89660 358639 64800
LS 9 41126 41126 164502 216000
LS 10 58870 58870 235480 172800
Prepared by: Bolton & Menk, Inc.
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 11
5.4.3 Trunk Mains
The existing City of Rosemount sanitary sewer system is comprised of gravity sewers
ranging in size from 6 inches in diameter to 30 inches in diameter. The City sanitary
sewer mains flow to the MCES interceptor sewers. The MCES interceptor sewers
provide service to the City of Rosemount only. Figure 5-1 shows the existing City
sanitary sewers and MCES interceptor.
Existing peak flows from each sewershed were estimated based on the developed area
within each sewershed and estimated unit wastewater flow. Table 5 shows the existing
average flows generated in each of the sewersheds; however, Table 9, below, shows the
peak flows from each sewershed used to evaluate the adequacy of the existing trunk
sewer system. Table 9 indicates that all existing City trunk mains except for M641, have
adequate capacity to serve ultimate flows. The estimated peak flows at M641 are
marginally above the estimated ultimate peak flows. Further analysis of the existing
sewer should be completed to determine the remaining capacity in the line before any
substantial future development is undertaken.
Table 9 Existing System Trunk Main Capacity
All peak flows shown in the above Table 9 are based on MCES supplied peaking factors.
This variable ratio, called the peak flow factor, has been found to decrease as the average
flow increases. They are generally considered conservative, and are widely used for
planning in municipalities throughout the Twin Cities metropolitan area. Appendix 1
lists the peaking factors for this study.
5.4.4 Summary of Existing System Evaluation
Existing system infrastructure including gravity mains, lift stations, and force mains has
adequate capacity to serve existing system flows. Lift Stations No. 3, No. 7, No. 8 and
No. 10 may exceed ultimate peak flows and should be monitored by City staff.
Existing System Trunk Main Capacity
Connemara
Esisting
Trunk Main
Size (in)
Existing
Trunk Main
Capacity
(MGD)
Estimated
Ultimate
Average
Flow(MGD)
Estimated
Ultimate
Peak Flow
(MGD)
Contributing Sewersheds
M641 15 1.617 0.491 1.718 Danville, LS 3
150th 27 5.181 1.228 3.685
LS 4, LS 5, LS 6, 150th,
Canada, LS 1, Biscayne,
Business Pkwy
Lan-O-Ken 18 2.351 0.168 0.654 Northwest, Lan-O-Ken
Connemara 30 6.384 0.528 1.795 Connemara, LS 9, Lan-O-Ken,
Northwest, MWCC10
Prepared by: Bolton & Menk, Inc. FUTURE SANITARY SEWER SYSTEM
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 12
6. FUTURE SANITARY SEWER SYSTEM
Future Service Areas
The future sanitary sewer system is based upon dividing up the ultimate potential service area
into major service areas or sewersheds and then dividing those major sewersheds into sub-
sewersheds. The existing City sewershed locations were dictated by the location of existing
infrastructure; however, selection of future sewersheds was generally governed by existing
topography and or other existing features such as roadways. In addition, determining future
sewersheds was generally not affected by existing sewershed locations, because existing
sewersheds typically flow into MCES interceptors without crossing undeveloped areas.
The ultimate future potential service area was broken up into seven (7) major sanitary sewer
districts: Northwest, MWCC08, MWCC09, Southwest, South Central, Southeast, and West
Central. Figure 6-1 shows the future sewersheds, and the existing sewersheds. The Northwest,
Lan-O-Ken, MWCC10, and North Central sewersheds were determined based on previous studies
including the North Central Sanitary Sewer Study and the CSAH 42/Akron AUAR.
The following is a brief summary of the steps taken to develop the future trunk sanitary sewer
system based upon the ultimate service area:
1) The ultimate potential service area was determined by eliminating large areas not likely
to be served in the future, which generally included the area surrounding Flint Hills
Resources.
2) The service area was divided into sub-sewersheds based on gravity sewer constraints and
roadway boundaries. Sanitary sewers were designed with minimal crossing of higher
capacity roads such as CSAH 42 and TH 52.
3) Sanitary sewer flows were generated for each sub-sewershed based on the gross
developable acreage and the anticipated land use. The wastewater flow generation rates
for the various land use categories discussed in this section were used to project future
wastewater flows.
4) The sanitary sewer system was developed using the existing MCES interceptors as trunk
sewers except in the east. Future trunk sewers in the east area were laid out based on
ground contours which govern how far the gravity trunk sewers can feasibly be extended.
All trunk sewers were designed to be no deeper than 35 feet, and no shallower than 8 feet
from the existing ground surface.
5) Gravity sewer mains, lift stations, and force mains needed to accommodate the ultimate
service area were then sized for peak sanitary sewer flows from those sub-districts which
are tributary to each particular trunk gravity sewer main or lift station.
The remaining developable area, summarized in Table 2 and shown in Figure 3-2, has been
further broken down by sewershed and is shown in Table 10 on the following page. The Table
shows amount of developable area in each sewershed by land use category. Some of the existing
sewersheds have been included because the sewershed has not been fully developed.
Prepared by: Bolton & Menk, Inc. FUTURE SANITARY SEWER SYSTEM
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 13
Future Waste Water Flows
6.2.1 Estimated Unit Wastewater Flows
Future sanitary sewer flows, in conjunction with available slope, govern the capacity of
sanitary sewers. To determine future sanitary flows, existing water demand and MCES
recommendations were considered. MCES typically estimates 274 gpd/connection or 75
gpcd for residential estimates and 800 gpad for non-residential developments. However,
these estimates are used for determining flows in the MCES interceptors. On a local
design level MCES recommends sizing sanitary sewers for greater than 800 gpad for
non-residential. Typically 1,000 gpad for commercial/business park areas, and 1,500
gpad for industrial/mixed use areas. The following estimated flows per acre were
assumed:
· Business Park – 1,000 gpad
· Commercial – 1,000 gpad
· Corporate Campus – 1,000 gpad
· General Industrial – 1,500 gpad
· Industrial/Mixed Use – 1,500 gpad
· Waste Management – 1,000 gpad
Future residential development was reviewed with the City Planning Department over the
course of developing the Comprehensive Water System Plan. MCES recommendations
of 75 gpcd were used in conjunction with planning department development projections
and densities. The following estimated flows were assumed:
· Urban Residential – 3 units/acre, 3.0 person/unit, 75 gpcd = 675 gpad
· Transition Residential – 2 units/acre, 3.0 person/unit, 75 gpcd = 450 gpad
· High Density Residential – 12 units/acre, 3.0 person/unit, 75 gpcd = 2,700 gpad
· Medium Density Residential – 7 units/acre, 3.0 person/unit, 75 gpcd = 1,575
gpad
· Rural Residential – 0.2 units/acre, 3.0 person/unit, 75 gpcd = 45 gpad
Prepared by: Bolton & Menk, Inc. FUTURE SANITARY SEWER SYSTEM City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 14 Table 10 Summary of Gross Developable Acres by Sewershed Summary of Gross Developable Acres by Sewershed Sewershed High Density Residential Urban Residential Medium Density Residential Business Park Trans. Residential Rural Residential Agr. Agr. Research Corp. Campus Downtown Parks/ Open Space Gen. Industrial Industrial/ Mixed Use Neighborhood Commercial Public Institutional Regional Commercial Waste Management Total 150th 0 Auburn 0 Biscayne 13.0 1.0 14 Business Parkway 0.0 3.0 214.0 81.0 298 Canada 1.0 0.0 1 Connemara 0.0 0 Danville 0 Lan-O-Ken 25.0 5.0 30 LS 1 0 LS 3 3 19.0 45.0 67 LS 4 0 LS 5 0 LS 6 0 LS 7 0 LS 8 2.0 2 LS 9 0 MWCC08 59 1277.0 180.0 166.0 147.0 132.0 239.0 2200 MWCC09 12.0 5.0 79.0 0.0 338.0 20.0 120.0 574 MWCC10 105.0 105 Northwest 0 South Central 46.0 49.0 928.0 40.0 114.0 1177 Southeast 85 1748.0 446.0 512.0 218.0 94.0 91.0 17.0 9.0 3220 Southwest 178.0 73.0 18.0 269 Total 147 3393 769 1919 0 0 0 0 510 0 0 604 350 22 0 243 0 7957
Prepared by: Bolton & Menk, Inc. FUTURE SANITARY SEWER SYSTEM
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 15
6.2.2 Future Sewershed Flows
The estimated unit wastewater flows previously described was tied to the remaining
developable acres and potential ultimate service area in each sewershed as shown in
Figures 3-2 and 4-2 to determine the future average future flows shown below in Table
11.
Table 11 Future Wastewater Flows by Sewershed
Future Wastewater Flows by Sewershed
Sewershed
Existing
Avg. Flow
(MGD)
2020 Avg.
Flow
(MGD)
2025 Avg.
Flow
(MGD)
2030 Avg.
Flow
(MGD)
2035 Avg.
Flow
(MGD)
2040 Avg.
Flow
(MGD)
Ultimate
Avg. Flow
(MGD)
150th 0.191 0.191 0.191 0.191 0.191 0.191 0.191
Auburn 0.013 0.013 0.013 0.013 0.013 0.013 0.013
Biscayne 0.079 0.079 0.089 0.099 0.099 0.099 0.099
Business Parkway 0.058 0.058 0.207 0.356 0.356 0.356 0.356
Canada 0.104 0.104 0.105 0.106 0.106 0.106 0.106
Connemara 0.232 0.232 0.232 0.232 0.232 0.232 0.232
Danville 0.101 0.101 0.101 0.101 0.101 0.101 0.101
Lan-O-Ken 0.103 0.103 0.114 0.125 0.125 0.125 0.125
LS 1 0.046 0.046 0.046 0.046 0.046 0.046 0.046
LS 3 0.317 0.317 0.354 0.390 0.390 0.390 0.390
LS 4 0.126 0.126 0.126 0.126 0.126 0.126 0.126
LS 5 0.138 0.138 0.138 0.138 0.138 0.138 0.138
LS 6 0.007 0.007 0.007 0.007 0.007 0.007 0.007
LS 7 0.023 0.023 0.023 0.023 0.023 0.023 0.023
LS 8 0.089 0.089 0.090 0.090 0.090 0.090 0.090
LS 9 0.041 0.041 0.041 0.041 0.041 0.041 0.041
MWCC08 0.061 0.061 0.967 1.872 2.053 2.234 2.234
MWCC09 0.000 0.000 0.334 0.668 0.709 0.750 0.750
MWCC10 0.016 0.016 0.051 0.087 0.087 0.087 0.087
Northwest 0.043 0.043 0.043 0.043 0.043 0.043 0.043
South Central 0.000 0.000 0.285 0.571 0.890 1.210 1.210
Southeast 0.000 0.000 0.454 0.908 1.447 1.987 3.146
Southwest 0.000 0.000 0.070 0.140 0.197 0.253 0.253
Total 1.789 1.789 4.082 6.374 7.512 8.650 9.809
As discussed previously, MCES regional interceptor capacities are planned for based on a
average wastewater flow generation rate of 800 gpad. Therefore, regional wastewater
flow projections are different than the local wastewater flow projections included in
Table 11. Future regional average flow is show in Table 12 by sewershed and connection
point to MCES facilities. Table 13, immediately following shows the projected future
regional wastewater flows in 10 year increments
Prepared by: Bolton & Menk, Inc. FUTURE SANITARY SEWER SYSTEM City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 16 Table 12 Ultimate Regional Wastewater flows by MCES Connection Point Ultimate Regional Wastewater Flow by MCES Connection Point MCES Facility Sewershed Ex. Avg Flow (MGD) Developable Acres Future Development Avg. Flow (MGD) Ultimate Avg. Flow (MGD) Cumulative Ultimate Avg. Flow at MCES Connection (MGD) M641 LS 3 0.317 67 0.07 0.39 0.49 Danville 0.101 0 0.00 0.10 L74 to Blaine Ave. (CR 73) MWCC08 0.000 756 0.92 0.92 4.70 MWCC09 0.000 341 0.51 0.51 Southeast 0.000 3126 3.06 3.06 MWCC09 0.000 209 0.22 0.22 Blaine Ave. to Akron Ave. South Central 0.000 1235 1.28 1.28 5.98 Akron Ave. (CR 73) to Biscayne Ave. Northwest 0.043 0 0.00 0.04 8.08 Lan-O-Ken 0.103 30 0.02 0.12 LS 9 0.041 0 0.00 0.04 Connemara 0.232 0 0.00 0.23 MWCC08 0.000 885 0.82 0.82 MWCC08 0.061 708 0.56 0.62 MWCC10 0.016 105 0.071 0.09 Auburn 0.013 0 0.000 0.01 LS 8 0.089 2 0.001 0.09 LS 7 0.023 0 0.000 0.02 Biscayne Ave. to City Boundary (M655) 150th 0.191 0 0.000 0.19 9.31 Canada 0.104 2 0.002 0.11 LS 1 0.046 0 0.000 0.05 LS 4 0.126 0 0.000 0.13 LS 5 0.138 0 0.000 0.14 LS 6 0.007 0 0.000 0.01 Southwest 0.000 160 0.158 0.16 Business Parkway 0.058 297 0.299 0.36 Biscayne 0.079 13 0.021 0.10
Prepared by: Bolton & Menk, Inc. FUTURE SANITARY SEWER SYSTEM City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 17 Table 13 Future Regional Wastewater Flow my MCES connection point and 10-year Increment Future Regional Wastewater Flow by MCES Connection Point and 10-Year Increment MCES Facility Cumulative Existing Avg. Flow (MGD) Cumulative 2020 Avg. Flow (MGD) Cumulative 2030 Avg. Flow (MGD) Cumulative 2040 Avg. Flow (MGD) Cumulative Ultimate Avg. Flow (MGD) Sewershed Existing Avg. Flow (MGD) 2020 Avg. Flow (MGD) 2030 Avg. Flow (MGD) 2040 Avg. Flow (MGD) Ultimate Avg. Flow (MGD) M641 0.42 0.42 0.49 0.49 0.49 LS 3 0.32 0.32 0.39 0.39 0.39 Danville 0.10 0.10 0.10 0.10 0.10 L74 to Blaine Ave. (CR 73) 0.00 0.00 2.49 3.55 4.70 MWCC08 0.00 0.00 0.92 0.92 0.92 MWCC09 0.00 0.00 0.51 0.51 0.51 Southeast 0.00 0.00 0.92 1.91 3.06 MWCC09 0.00 0.00 0.15 0.22 0.22 Blaine Ave. to Akron Ave. 0.00 0.00 3.07 4.83 5.98 South Central 0.00 0.00 0.57 1.28 1.28 Akron Ave. (CR 73) to Biscayne Ave. 0.62 0.62 4.72 6.93 8.08 Northwest 0.04 0.04 0.04 0.04 0.04 Lan-O-Ken 0.10 0.10 0.12 0.12 0.12 LS 9 0.04 0.04 0.04 0.04 0.04 Connemara 0.23 0.23 0.23 0.23 0.23 MWCC08 0.00 0.00 0.38 0.82 0.82 MWCC08 0.06 0.06 0.62 0.62 0.62 MWCC10 0.02 0.02 0.09 0.09 0.09 Auburn 0.01 0.01 0.01 0.01 0.01 LS 8 0.09 0.09 0.09 0.09 0.09 LS 7 0.02 0.02 0.02 0.02 0.02 Biscayne Ave. to City Boundary (M655) 1.37 1.37 5.88 8.16 9.31 150th 0.19 0.19 0.19 0.19 0.19 Canada 0.10 0.10 0.11 0.11 0.11 LS 1 0.05 0.05 0.05 0.05 0.05 LS 4 0.13 0.13 0.13 0.13 0.13 LS 5 0.14 0.14 0.14 0.14 0.14 LS 6 0.01 0.01 0.01 0.01 0.01 Southwest 0.00 0.00 0.09 0.16 0.16 Business Parkway 0.06 0.06 0.36 0.36 0.36 Biscayne 0.08 0.08 0.10 0.10 0.10
Prepared by: Bolton & Menk, Inc. FUTURE SANITARY SEWER SYSTEM
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 18
Future Trunk Sanitary Sewer System
The future trunk sanitary sewer system layout is shown in Figure 6-2. It shows the proposed
trunk sewers, lift stations, force mains, and sewersheds. Using the projected wastewater flows for
each of the sewersheds and sub-sewersheds, design flows were determined for each segment of
trunk sewer to determine sizing requirements.
The sanitary sewer trunk system was divided into pipe lengths with collection points. Each sub-
sewershed was designated one collection point, and the collection point was assumed to be the
location where the sub-district’s flow entered the pipe network. The collection points were
assumed conservatively and were typically the lowest elevation in the sub-sewershed at the
greatest distance from the connection point to the trunk sewer.
A SewerCAD model was developed for the future trunk system based on the collection points.
Laterals were extended from the collection points to the trunk mains and were sized based on the
peak wastewater flow generated at the collection point. Trunk mains were appropriately sized
where collection laterals connected to each trunk main.
The sanitary sewer collection system must be capable of handling not only average flows, but
also the anticipated peak flows. These peak flows can be expressed as a variable ratio applied to
average daily flow rates. This variable ratio, called the peak flow factor, has been found to
decrease as average flow increases. The peak flow factors applied in this study are listed in
Figure 1.
6.3.1 Existing City Sewersheds
The City’s existing service area is located in the southwest area of the City. It was
broken down into sewersheds based on existing lift stations and connection points to
trunk sewers. The sewersheds named for connection points to trunk sewers were named
for streets where the majority of flows would be collected. Some sewersheds are fully
developed in accordance with the 2030 land use plan including Danville, 150th, Canada,
LS 1, LS 4, LS 5, LS 6, LS 7, Auburn, and Biscayne. These sewersheds will not generate
additional future flow unless major redevelopment occurs. The balance of the existing
sewersheds, LS 3, LS 8, LS 9, Business Parkway, Connemara, and Lan-O-Ken, have
developable area remaining.
Wastewater from existing development is collected by sewer mains ranging in size from
8 to 30 inches in diameter. All flows are conveyed to the Rosemount Interceptor, with
the exception of flows from the Danville and LS 3 sewersheds. Wastewater from those
sewersheds flows through MCES flow meter M641 in the southeast corner of the City to
Apple Valley and ultimately the Empire wastewater treatment plant.
The fully developed existing sewersheds will not require future improvements, since
additional future flows will not be generated. Of the existing sewersheds with
developable area remaining, only the Lan-O-Ken will require trunk main extensions.
Connemara, LS 8, LS 3, LS 9, and Business Parkway will require additional collection
laterals only.
The northern portion of the Lan-O-Ken sewershed is currently planned as a transitional
residential zone will likely be conveyed east into the northern end of the MWCC08
sewershed via gravity line. Many of the current lots in this region are serviced by
individual septic systems that are reaching the end of their design life. Many of the lots
do not have enough area to construct new infiltration fields and will require sanitary
service in the future. This area has a potential average flowrate of 0.085 MGD and an
estimated peak flow of 0.34 MGD. The proposed trunk line from MWCC08 would be a
10” PVC gravity line to handle the future development potential of the existing Lan-O-
Prepared by: Bolton & Menk, Inc. FUTURE SANITARY SEWER SYSTEM
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 19
Ken sewershed. Other options considered for this section include tieing into the nearby
Eagan sanitary sewer system or construction of a new lift station to pump the flowrates to
LS 9 sewershed.
6.3.2 Northwest Sewershed
The Northwest Sewershed includes the existing developed rural residential area north of
the existing City service area and west of Robert Trail. There is no existing sanitary
sewer collection system in this developed area and wastewater treatment is accomplished
by ISTSs.
Due to potential development in the existing rural residential areas of the northern portion
of this sewershed, the city may consider using a higher density residential landuse in its
final planning stages to oversize sanitary sewers.
Additional trunk sanitary sewer improvements will be necessary, although it is not likely
this area will be served in the future. Sanitary sewer service to this area was originally
planned for in the North Central Sanitary Sewer Study. A 12-inch trunk main would
convey wastewater to the 950 gpm lift station in the Lan-O-Ken sewershed. Sewage
would be pumped from the lift station to the Lan-O-Ken trunk main.
6.3.3 MWCC10
The MWCC10 Sewershed is bounded by Robert Trail on the west, the Lan-O-Ken and
North Central sewersheds to the north, the MWCC08 sewershed to the east and 135th
Street to the South. The MWCC10 sewershed is mostly developed rural and transition
residential, with the exception of some remaining developable urban residential in the
west. There is no existing sanitary sewer collection system in this developed area and
wastewater treatment is accomplished by ISTSs.
Additional trunk sanitary sewer improvements will be necessary to serve this area.
Sanitary sewer service to this area was originally planned for in the MWCC08 Sanitary
Sewer Study. A 12- to 15-inch trunk main would be extended north along Bacardi
Avenue from the Connemara sewershed to collect flows from the MWCC10 sewershed.
6.3.4 MWCC08
The MWCC08 sewershed was re-delineated by the City of Rosemount in 2018 and
combines the sewersheds previously known as North Central, Southwest Central, and
Central sewersheds. The new sewershed flows into the Empire Interceptor.
The northern portion of the sewershed is planned as primarily rural residential. However,
under direction from City Staff, the sewer servicing this region was sized under the
assumption that the rural residential would eventually be switched to urban densities. The
sanitary pipes were further sized with the capacity to carry sanitary flows from the
northern end of the Lan-O-Ken sewershed as previously described.
Further south towards CSAH 42 the land use transitions to urban residential with small
sections of commercial and high density residential near the highway. The southern
portions of the sewershed are primary urban residential with some sections of agricultural
research on the far southern end of the sewershed.
Due to the hilly topography of the northern portion of the sewershed, an 850 gpm lift
station would be required to collect and pump wastewater south to an 18- to 21-inch
trunk main that would convey flows to the West Akron trunk main. If the rural
residential area in the west were to be served, three small lift stations with capacities of 5
gallons per minute (gpm), 15 gpm, and 25 gpm would be required to pump wastewater to
the 850 gpm lift station in the northern tier of the sewershed. It may be necessary to
install temporary lift stations to serve new developments. One such location can be seen
in Figure 6-2 of the attached appendix.
Prepared by: Bolton & Menk, Inc. FUTURE SANITARY SEWER SYSTEM
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 20
The southern portion of the MWCC08 watershed services the central portion of the
UMore property. This section of MWCC08 was redesigned in the spring of 2019 based
on the proposed development plan for the UMore property. The southern end of the
section will drain to a localized low point where it will be lifted by a proposed 1200 gpm
lift station. From their it will gravity flow to the north and connect to the MCES
interceptor under 145th St E.
Additional trunk sanitary sewer improvements will be necessary to serve future
development as shown in Figure 6-2.
Due to potential development in the existing rural residential areas of the northwest
portion of this sewershed, the city may consider using a higher density residential landuse
in its final planning stages to oversize sanitary sewers.
6.3.5 MWCC09
The MWCCO9 sewershed was also re-delineated by the City of Rosemount in 2018 to
combine what was previously the Southeast Central and the Northeast sewersheds. The
proposed land use for the new sewershed is almost entirely industrial or mixed use with a
small section of regional commercial at the southern end near the intersection of 145th St
E and Hwy 52.
This sewershed flows to a centrally located L74 lift station at the site of the old
Rosemount waste water treatment facility. The facility has been taken offline and the lift
station now pumps the water to the Empire waste water treatment facility.
A trunk main ranging in size from 8 to 15-inches was constructed in 2007 running north
along TH 52 from the existing Rosemount Interceptor to Flint Hills Resources.
Trunk sewer improvements will be necessary to serve future general industrial
development north of the Rosemount wastewater treatment plant. An 880 gpm lift station
with an 8-inch force main would be required to pump wastewater from the future general
industrial area north of Pine Bend Trail and east of TH 52. Trunk mains ranging in size
from 8 to 30-inch would be required to collect flows from remaining future development
south of Pine Bend Trail and east of TH 52. The Flint Hills Resources trunk sewer is
used to collect flows from some of the future development south of Pine Bend Trail.
6.3.6 South Central Sewershed
The South Central sewershed is similar to the south portion of MWCC08 in that it is
generally within UMore Park and is bounded by CSAH 42 on the north, 160th Street on
the south, Southwest Central sewershed on the west, and TH 52 on the east. There is a
small area north of CSAH 42 that would be included in this sewershed. The future land
uses within the district include business park, regional commercial, and small section of
agricultural research and medium density residential.
There is no existing sanitary sewer collection system in this area. The Empire Interceptor
is mostly force main along the northern border of the sewershed, being pumped from east
to west.
Additional trunk sanitary sewer improvements will be necessary to serve future
development. The topography provided relief to create a 15 to 30-inch trunk main
flowing from the southern boundary of the district, northeast to the Rosemount
Interceptor in the Central sewershed. The trunk main connects to the Rosemount
Interceptor just to the west of TH 52, but a crossing of CSAH 42 would be required.
Prepared by: Bolton & Menk, Inc. FUTURE SANITARY SEWER SYSTEM
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 21
6.3.7 Southwest Sewershed
The Southwest sewershed is within UMore Park. It includes the area east of Biscayne
Avenue, west of the MWCC08 sewershed, south of CSAH 42, and North of 160th Street.
It is currently undeveloped and future land use would be almost exclusively Urban
Residential with a small portion of the developed area being planned as commercial
space.
The Empire Interceptor flows to the east along the northern boundary then south along
the eastern boundary of the district. The sewershed general flows from west to east
where it is lifted by a proposed 1500gpm lift station to connect to the nearby MCES lift
station. Other additional trunk sanitary sewer improvements will be necessary to serve
future development of the Southwest sewershed.
6.3.8 Southeast Sewershed
The Southeast sewershed is generally located in the southeast corner of the City limits. It
is bounded by the City limits on the east and south, Pine Bend Trail on the north, and the
Northeast and Southeast Central sewersheds to the west. It is currently undeveloped,
however, there are some existing rural residential areas served by ISTSs. Future
development is planned to be largely urban residential, industrial/mixed use, corporate
campus, and business park, but there are smaller areas of commercial, medium density
residential, and high density residential.
There is no existing sanitary sewer collection system or MCES interceptor sewer within
this district.
Additional trunk sanitary sewer improvements will be necessary to serve future
development. Since there is no existing MCES interceptor east of the Rosemount
wastewater treatment plant (MCES L74 Lift Station), a major City interceptor was
required. The topography provided relief for a southeast interceptor flowing from the
eastern border, initially 24-inches in diameter increasing to 36-inches in diameter, then
west and north to a 7,400 gpm lift station located near MCES L74 Lift Station (L74) .
The southeast interceptor would have to cross CSAH 42 and 140th Street.
The proposed trunk sewer would flow from the southeast to the northwest across land
that is largely owned by Great River Energy. Great River’s development plans are
unknown; however, the future trunk sewer can be routed around the land if it is not
developed. The future trunk sewer is not necessary until development occurs in the
southeast sewershed, therefore, final routing should be reviewed once development
begins in the southeast sewershed. In addition, as development begins to occur, the trunk
lift station may not initially be constructed with 7,400 gpm capacity. The lift station
could be constructed in phases with room for capacity expansions as development
increases in the southeast sewershed. Lift station capacity phasing would be dependent
upon the rate of development at that time.
Other trunk sewer improvements would be required to convey future flows to the major
City interceptor. These improvements are shown in Figure 6-2 and include sanitary
sewers ranging in size from 8 to 18-inches in diameter, and three lift stations. The lift
stations include a 1,400 gpm station in the northeast that would generally serve the
corporate campus area, a 2500 gpm station in the southeast to serve urban residential
along the southern City border, and a 120 gpm station in the southwest to serve urban
residential along the southern City border.
Prepared by: Bolton & Menk, Inc. CAPITAL IMPROVEMENTS PLAN (CIP)
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 22
7. CAPITAL IMPROVEMENTS PLAN (CIP)
Estimated Cost of Trunk System Improvements
The projected ultimate sanitary sewer trunk system was broken down into improvements
based on sewersheds and development projection time frames. The overall cost
associated with trunk system components over the next 23 years is estimated to be
approximately $27,717,381 in 2017 dollars and ultimately $9,045,312 more. Table 14
summarizes the trunk improvement costs necessary for each district. Detailed cost
estimates for each district are available in Appendix 2. Furthermore, construction
schedules for trunk facilities in each sewershed are included Appendix 3.
Future improvement costs were based on 2017 construction prices, including a 10%
construction contingency, and including 30% overhead (i.e., legal, engineering, and
administrative). Street and easement costs and other miscellaneous costs that may be
related to final construction are not included.
Table 14 Capital Improvement Plan by Sewershed
1) Costs are for budgeting purposes only, and are subject to change as projects are
studied, designed, and constructed.
2) Costs are estimated based on 2017 construction costs.
3) Land acquisition costs are not included.
4) Costs do not include deep trench or trenchless installation
Future Trunk System Funding
7.2.1 General
Future trunk sewer improvements are funded through the City’s Core Fund. As
properties develop, initial costs are paid by the core fund. Then, the core fund is
reimbursed by trunk area assessments and individual connection charges. The current
available balance in the core fund is approximately $5,000,000.00.
Trunk Area Assessments are collected when a developer applies for a plat/subdivision
agreement. Any fees not collected with the plat/subdivision agreement are collected as a
connection charge prior to system connection. The assessment is calculated based on the
entire parcel area to be developed. The current Trunk Area Assessment is $1,075 per
acre.
The SAC fee, or connection charge, is collected when a new or existing property applies
to connect to City sanitary sewer. The SAC charge is $1,200 per SAC unit, and is
equivalent to 274 gallons per day (gpd). A single family residence is considered one
Capital Improvement Plan by Sewershed
District 2020 2030 2040 2050 Total
MWCC09 $0 $1,497,023 $422,486 $0 $1,919,509
Southeast $2,181,291 $6,103,270 $4,149,121 $5,901,793 $18,335,474
South Central $0 $2,126,875 $1,320,784 $0 $3,447,659
MWCC08 $1,509,345 $4,525,093 $1,972,468 $0 $8,006,906
Southwest $0 $483,326 $0 $2,729,819 $3,213,144
Lan-O-Ken $0 $969,620 $0 $0 $969,620
Northwest $0 $0 $0 $413,700 $413,700
MWCC10 $0 $456,680 $0 $0 $456,680
Total $3,690,636 $16,161,887 $7,864,858 $9,045,312 $36,762,692
Prepared by: Bolton & Menk, Inc. CAPITAL IMPROVEMENTS PLAN (CIP)
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 23
SAC unit, but other types of buildings pay a prorated SAC fee relative to their estimated
sanitary sewer flows.
7.2.2 Future Connection Fees and Trunk Area Growth
Future connection growth dictates the expected future income of the core fund based on
Trunk Area Assessments and SAC collected from development
Table 15 below shows the projected development fees based on the growth assumptions
assumed in Sections 3 and 4.
Future developable area, discussed in 3.2 and shown in Figure 3-2, was correlated to the
projected land use phasing discussed in 4.3 and shown in Figure 4-2 to project the
development timing of remaining developable area broken down by land use.
The number of SAC units expected to develop were based on the estimated unit
wastewater flows discussed in 6.2.1. SAC units for residential land uses were based on
the estimated units for each type. However, SAC units for non-residential land uses were
prorated based on the assumed unit wastewater flow. For example, one acre of business
park development was assumed to generate 1,000 gpd, which was divided by the SAC
unit flow equivalent (274 gpd), to determine that each acre of business park development
would generate 3.6 SAC units of wastewater flow.
7.2.3 Core Fund Rate Analysis
To accurately reflect future infrastructure expenses, the Capital Improvement Plan
estimated costs for each design interval, but not increased for inflation. It was assumed
that rates would be increased at a rate similar to inflation. Full development was assumed
to occur in 2037.
Table 15 shows existing rates’ impact on the balance of the core fund.
Existing rates appear to be adequate to fund future improvements, assuming they are
increased at a rate similar to inflation. The fund balance is estimated to decrease from
approximately $5,000,000 to $-3,717,347 once the City is fully developed. Since the
City funds the initial infrastructure cost and is then reimbursed by development fees, it is
recommended to review rates on a regular basis. Some debt financing may be required to
fund future improvements depending upon the cost of individual sewer improvement
projects.
Prepared by: Bolton & Menk, Inc. CAPITAL IMPROVEMENTS PLAN (CIP)
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 24
Table 15 Core Fund Assume Gross Acres Development
Core Fund Assuming Gross Acres Development
2018-2020 2020-2030 2030-2040 2040-Ultimate
Total Area Developed 726 4,198 2,306 1,449
Trunk Area Charge Rate per Acre $1,075 $1,075 $1,075 $1,075
SAC Fee Rate per Unit $1,200 $1,200 $1,200 $1,200
Beginning Year Balance $6,625,053 $8,089,887 $9,821,095 $4,926,254
Development Costs (CIP) $1,944,498 $16,682,727 $13,939,908 $13,900,173
Balance after Expenses $4,680,555 -$8,592,840 -$4,118,813 -$8,973,919
Total SAC Fees $2,628,452 $13,901,150 $6,566,389 $3,698,517
Total Revenues $3,409,333 $18,413,935 $9,045,067 $5,256,572
Balance after Revenues (Year End) $8,089,887 $9,821,095 $4,926,254 -$3,717,347
Balance change $1,464,835 $1,731,208 -$4,894,841 -$8,643,601
% change 22% 21% -50% -175%
1 Assumes SAC charged to newly connected properties served by ISTS
Prepared by: Bolton & Menk, Inc. ADDITIONAL COMMENTS
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 25
8. ADDITIONAL COMMENTS
Peak Flow Methodology
In previous versions of the Rosemount Comprehensive Sewer Plan, average and peak flowrates
were collected by Met Council at the Cities 2 gaging stations. This data was used to calculate
peaking factors specific to the City and were used to size pipes in the Comp Plan. This does give
the City a more accurate representation of peak flows at the major trunk lines of their sanitary
sewer as opposed to using the higher more conservative peaking factors from Met Council.
One concern however is that since this peaking factor was developed for the end of the line
flowrates, it may in fact underestimate the peak flows in smaller trunk lines. Traditionally, the
peaking factor would increase in lower flow sewers to account for the greater variablility in flows
present in small sewers.
In this version, the MCES Design Peaking factors found in appendix A of the Water Resources
Policy Plan was used to size all trunk sewers throughout the City’s MUSA.
Figure 1 MCES Peaking Factors
Model Updates
The current sewer flow analyses were completed using Bentley’s SewerCAD software. This
software allows the City to contain all their future sanitary design within a single updatable model
for future development. A major benefit of this model is that the full model is geospatially
referenced so that data from the model may be incorporated directly into the Cities GIS files and
mapping.
Currently the model is set up to operate under a steady state condition, which is to say that the
calculated base flowrates are assumed to flow continuously at the same rate. After the peak flow
is calculated, the peaking factors are applied to find the assumed maximum flow in the pipe. This
methodology is time tested but it has also been shown to be highly conservative in nature, often
estimated peak flows at 30-50% higher than real time flow data.
Several sewersheds in the existing conditions have been estimated as nearing the full capacity of
the existing sewers and lift stations. Given the conservative nature of the existing model, it would
is recommended that the City consider migrating the model to a fully hydrodynamic model. The
updated model can be calibrate to sewer gage data and is shown to more accurately model the
true conditions of the sanitary sewer.
It is highly recommened that the City maintain a copy of this model to function as a “Living
Model” that can be updated as new developments come online. This gives the City a powerful
Prepared by: Bolton & Menk, Inc. ADDITIONAL COMMENTS
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 26
tool to track sewer capacity throughout the undeveloped areas as new developments are brought
online.
Prepared by: Bolton & Menk, Inc. ADDITIONAL COMMENTS
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 27
Appendix 1: Figures
Prepared by: Bolton & Menk, Inc. ADDITIONAL COMMENTS
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 28
Appendix 2: Opinion of Probable Costs
Description Unit
Estimated
Total
Quantity
Estimated
Unit Price
Estimated
Total Cost
4" PVC FORCEMAIN LIN FT 2,461 $25.00 $61,530.00
6" PVC FORCEMAIN LIN FT 2,857 $27.00 $77,140.00
8" PVC FORCEMAIN LIN FT 1,502 $35.00 $52,570.00
10" PVC FORCEMAIN LIN FT 2,388 $35.00 $83,580.00
12" PVC FORCEMAIN LIN FT 143 $36.00 $5,150.00
24" PVC FORCEMAIN LIN FT 38 $60.00 $2,280.00
10" PVC SEWER LIN FT 13,957 $56.00 $781,590.00
12" PVC SEWER LIN FT 5,297 $75.00 $397,280.00
15" PVC SEWER LIN FT 6,548 $71.00 $464,910.00
18" RCP SEWER LIN FT 7,646 $84.00 $642,260.00
20" RCP SEWER LIN FT 1,502 $94.00 $141,190.00
21" RCP SEWER LIN FT 2,042 $94.00 $191,950.00
30" RCP SEWER LIN FT 1,797 $107.00 $192,280.00
SANITARY SEWER INSPECTION (TELEVISING)LIN FT 38,789 $1.00 $38,790.00
CONST 48" DIA SAN SEWER MANHOLE EACH 130 $7,000.00 $910,000.00
CASTING ASSEMBLY EACH 130 $650.00 $84,500.00
AIR RELEASE VALVE AND MH EACH 11 $3,500.00 $38,500.00
100 GPM LIFT STATION (Standard submersible type, no stand-by generator) LUMP SUM 1 $308,000.00 $308,000.00
850 GPM LIFT STATION (Standard submersible type, no stand-by generator) LUMP SUM 1 $485,000.00 $485,000.00
1,200 GPM LIFT STATION (Standard submersible type, no stand-by generator) LUMP SUM 1 $640,750.00 $640,750.00
$5,599,250.00
$559,930.00
$6,159,180.00
$1,847,750.00
$8,006,930.00
19
20
Cont. 10%
10
15
16
17
11
12
13
14
1. Costs are for budgeting purposes only, and are subject to change as projects are studied, designed, and constructed.
2. Costs are estimated based on 2017 construction costs.
3. Land acquisition costs are not included.
SUB TOTAL
18
SUB TOTAL
Engr/Legal 30%
TOTAL
8
Appendix 2 - Opinion of Probable Cost
Future Trunk System - MWCC08 Sewershed
Item No.
1
2
3
4
5
6
7
9
H:\ROSEMNT_CI_MN\T18116417\Modeling\SewerCAD\April_Updates\Appendix2_3_Dallas.xlsx
Description Unit
Estimated
Total
Quantity
Estimated
Unit Price
Estimated
Total Cost
6" PVC FORCE MAIN LIN FT 1,723 $27.00 $46,520.00
10" PVC SEWER LIN FT 3,472 $56.00 $194,430.00
12" PVC SEWER LIN FT 4,174 $75.00 $313,050.00
18" RCP SEWER LIN FT 4,330 $84.00 $363,720.00
21" RCP SEWER LIN FT 807 $94.00 $75,860.00
SANITARY SEWER INSPECTION (TELEVISING)LIN FT 12,783 $1.00 $12,780.00
CONST 48" DIA SAN SEWER MANHOLE EACH 43 $7,000.00 $301,000.00
CASTING ASSEMBLY EACH 43 $650.00 $27,950.00
AIR RELEASE VALVE AND MH EACH 2 $3,500.00 $7,000.00
$1,342,310.00
$134,230.00
$1,476,540.00
$442,960.00
$1,919,500.00
1. Costs are for budgeting purposes only, and are subject to change as projects are studied, designed, and constructed.
2. Costs are estimated based on 2017 construction costs.
3. Land acquisition costs are not included.
SUB TOTAL
Cont. 10%
SUB TOTAL
5
6
8
9
7
Engr/Legal 30%
TOTAL
Appendix 2 - Opinion of Probable Cost
Future Trunk System - MWCC09 Sewershed
Item No.
2
4
3
1
H:\ROSEMNT_CI_MN\T18116417\Modeling\SewerCAD\April_Updates\Appendix2_3_Dallas.xlsx
Description Unit
Estimated
Total
Quantity
Estimated
Unit Price
Estimated
Total Cost
10" PVC SEWER LIN FT 11,167 $56.00 $625,350.00
12" PVC SEWER LIN FT 4,023 $75.00 $301,730.00
15" PVC SEWER LIN FT 1,238 $71.00 $87,900.00
21" RCP SEWER LIN FT 1,667 $94.00 $156,700.00
24" RCP SEWER LIN FT 5,747 $105.00 $603,440.00
SANITARY SEWER INSPECTION (TELEVISING)LIN FT 23,842 $1.00 $23,840.00
CONST 48" DIA SAN SEWER MANHOLE EACH 80 $7,000.00 $560,000.00
CASTING ASSEMBLY EACH 80 $650.00 $52,000.00
$2,410,960.00
$241,100.00
$2,652,060.00
$795,620.00
$3,447,680.00
SUB TOTAL
Cont. 10%
SUB TOTAL
Engr/Legal 30%
TOTAL
1. Costs are for budgeting purposes only, and are subject to change as projects are studied, designed, and constructed.
2. Costs are estimated based on 2017 construction costs.
3. Land acquisition costs are not included.
2
Appendix 2 - Opinion of Probable Cost
Future Trunk System - South Central Sewershed
Item No.
1
3
4
5
6
7
8
H:\ROSEMNT_CI_MN\T18116417\Modeling\SewerCAD\April_Updates\Appendix2_3_Dallas.xlsx
Description Unit
Estimated
Total
Quantity
Estimated
Unit Price
Estimated
Total Cost
6" PVC FORCE MAIN LIN FT 982 $27.00 $26,510.00
8" PVC FORCE MAIN LIN FT 3,088 $35.00 $108,080.00
12" PVC FORCE MAIN LIN FT 3,175 $36.00 $114,300.00
18" PVC FORCE MAIN LIN FT 815 $52.00 $42,380.00
10" PVC SEWER LIN FT 12,315 $56.00 $689,640.00
12" PVC SEWER LIN FT 43,356 $75.00 $3,251,700.00
15" PVC SEWER LIN FT 8,933 $71.00 $634,240.00
18" RCP SEWER LIN FT 6,005 $84.00 $504,420.00
24" RCP SEWER LIN FT 1,887 $105.00 $198,140.00
30" RCP SEWER LIN FT 5,419 $107.00 $579,830.00
SANITARY SEWER INSPECTION (TELEVISING)LIN FT 77,915 $1.00 $77,920.00
CONST 48" DIA SAN SEWER MANHOLE EACH 260 $7,000.00 $1,820,000.00
CASTING ASSEMBLY EACH 260 $650.00 $169,000.00
AIR RELEASE VALVE AND MH EACH 10 $3,500.00 $35,000.00
130 GPM LIFT STATION (Standard submersible type, no stand-by generator) LUMP SUM 1 $308,000.00 $308,000.00
770 GPM LIFT STATION (Standard submersible type, no stand-by generator) LUMP SUM 1 $425,000.00 $425,000.00
1,200 GPM LIFT STATION (Standard submersible type, no stand-by generator) LUMP SUM 1 $640,750.00 $640,750.00
1,400 GPM LIFT STATION (Standard submersible type, no stand-by generator) LUMP SUM 1 $670,450.00 $670,450.00
7,400 GPM LIFT STATION (Standard submersible type, no stand-by generator) LUMP SUM 1 $2,519,000.00 $2,519,000.00
$12,814,360.00
$1,281,440.00
$14,095,800.00
$4,228,740.00
$18,324,540.00
3. Land acquisition costs are not included.
SUB TOTAL
1. Costs are for budgeting purposes only, and are subject to change as projects are studied, designed, and constructed.
2. Costs are estimated based on 2017 construction costs.
14
Engr/Legal 30%
15
TOTAL
19
16
17
18
Cont. 10%
SUB TOTAL
13
9
10
11
12
8
Appendix 2 - Opinion of Probable Cost
Future Trunk System - Southeast Sewershed
Item No.
1
2
3
4
5
6
7
H:\ROSEMNT_CI_MN\T18116417\Modeling\SewerCAD\April_Updates\Appendix2_3_Dallas.xlsx
Description Unit
Estimated
Total
Quantity
Estimated
Unit Price
Estimated
Total Cost
10" PVC SEWER LIN FT 1,275 $56.00 $71,400.00
12" PVC SEWER LIN FT 9,585 $75.00 $718,880.00
15" PVC SEWER LIN FT 3,642 $71.00 $258,580.00
18" RCP SEWER LIN FT 1,267 $84.00 $106,430.00
SANITARY SEWER INSPECTION (TELEVISING)LIN FT 15,769 $1.00 $15,770.00
CONST 48" DIA SAN SEWER MANHOLE EACH 53 $7,000.00 $371,000.00
CASTING ASSEMBLY EACH 53 $650.00 $34,450.00
1,600 GPM LIFT STATION (Standard submersible type, no stand-by generator) LUMP SUM 1 $670,450.00 $670,450.00
$2,246,960.00
$224,700.00
$2,471,660.00
$741,500.00
$3,213,160.00
SUB TOTAL
TOTAL
1. Costs are for budgeting purposes only, and are subject to change as projects are studied, designed, and constructed.
2. Costs are estimated based on 2017 construction costs.
3. Land acquisition costs are not included.
2
Appendix 2 - Opinion of Probable Cost
Future Trunk System - Southwest Sewershed
Item No.
1
Engr/Legal 30%
3
4
5
6
7
8
SUB TOTAL
Cont. 10%
H:\ROSEMNT_CI_MN\T18116417\Modeling\SewerCAD\April_Updates\Appendix2_3_Dallas.xlsx
Description Unit
Estimated
Total
Quantity
Estimated
Unit Price
Estimated
Total Cost
10" PVC SEWER LIN FT 1280.00 $56.00 $71,680.00
SANITARY SEWER INSPECTION (TELEVISING) LIN FT 1280.00 $1.00 $1,280.00
CONST 48" DIA SAN SEWER MANHOLE EACH 5.00 $7,000.00 $35,000.00
CASTING ASSEMBLY EACH 5.00 $650.00 $3,250.00
$111,210.00
$11,120.00
$122,330.00
$36,700.00
$159,030.00TOTAL
1. Costs are for budgeting purposes only, and are subject to change as projects are studied, designed, and constructed.
2. Costs are estimated based on 2017 construction costs.
3. Land acquisition costs are not included.
SUB TOTAL
Cont. 10%
SUB TOTAL
Engr/Legal 30%
1
2
3
4
Appendix 2 - Opinion of Probable Cost
Future Trunk System - Lan-O-Ken Sewershed
Item No.
Description Unit
Estimated
Total
Quantity
Estimated
Unit Price
Estimated
Total Cost
12" PVC SEWER LIN FT 1200.00 $70.00 $84,000.00
15" PVC SEWER LIN FT 2000.00 $90.00 $180,000.00
SANITARY SEWER INSPECTION (TELEVISING) LIN FT 3200.00 $3,000.00 $9,600,000.00
CONST 48" DIA SAN SEWER MANHOLE EACH 11.00 $500.00 $5,500.00
CASTING ASSEMBLY EACH 11.00 $2,500.00 $27,500.00
$9,897,000.00
$989,700.00
$10,886,700.00
$3,266,010.00
$14,152,710.00
1. Costs are for budgeting purposes only, and are subject to change as projects are studied, designed, and constructed.
2. Costs are estimated based on 2017 construction costs.
3. Land acquisition costs are not included.
SUB TOTAL
Engr/Legal 30%
TOTAL
4
5
SUB TOTAL
Cont. 10%
Appendix 2 - Opinion of Probable Cost
Future Trunk System - MWCC10 Sewershed
Item No.
1
2
3
Description Unit
Estimated
Total
Quantity
Estimated
Unit Price
Estimated
Total Cost
12" PVC SEWER LIN FT 2800.00 $70.00 $196,000.00
SANITARY SEWER INSPECTION (TELEVISING) LIN FT 2800.00 $3,000.00 $8,400,000.00
CONST 48" DIA SAN SEWER MANHOLE EACH 10.00 $500.00 $5,000.00
CASTING ASSEMBLY EACH 10.00 $2,500.00 $25,000.00
$8,626,000.00
$862,600.00
$9,488,600.00
$2,846,580.00
$12,335,180.00
2. Costs are estimated based on 2007 construction costs.
3. Land acquisition costs are not included.
Engr/Legal 30%
TOTAL
1. Costs are for budgeting pruposes only, and are subject to change as projects are studied, designed, and constructed.
4
SUB TOTAL
Cont. 10%
SUB TOTAL
Appendix 2 - Opinion of Probable Cost
Future Trunk System - Northwest Sewershed
Item No.
1
2
3
Prepared by: Bolton & Menk, Inc. ADDITIONAL COMMENTS
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 29
Appendix 3: Trunk Facility Construction
Schedule
DescriptionUnit2020 Quantity2030 Quantity2040 Quantity2050 QuantityUltimate Quantity4" PVC FORCEMAINLIN FT 155 2,306 0 0 2,4616" PVC FORCEMAINLIN FT 2,857 0 0 0 2,8578" PVC FORCEMAINLIN FT 0 1,502 0 0 1,50210" PVC FORCEMAINLIN FT 0 0 2,388 0 2,38812" PVC FORCEMAINLIN FT 0 0 143 0 14324" PVC FORCEMAINLIN FT 0 38 0 0 388" PVC SEWERLIN FT 19,066 20,496 4,567 4,037 48,16610" PVC SEWERLIN FT 4,627 7,852 1,478 0 13,95712" PVC SEWERLIN FT 1,423 2,233 1,641 0 5,29715" PVC SEWERLIN FT 0 4,244 2,304 0 6,54818" RCP SEWERLIN FT 1,141 5,373 1,132 0 7,6469Appendix 3 - Trunk Facility Construction ScheduleFuture Trunk System - MWCC08 SewershedItem No.123456781011H:\ROSEMNT_CI_MN\T18116417\Modeling\SewerCAD\April_Updates\Appendix2_3_Dallas.xlsx
DescriptionUnit2020 Quantity2030 Quantity2040 Quantity2050 QuantityUltimate Quantity6" PVC FORCE MAINLIN FT 0 0 1,723 0 1,7238" PVC SEWERLIN FT 0 611 4,432 0 5,04310" PVC SEWERLIN FT 0 3,472 0 0 3,47212" PVC SEWERLIN FT 0 2,400 1,774 0 4,17418" RCP SEWERLIN FT 0 4,330 0 0 4,33021" RCP SEWERLIN FT 0 807 0 0 807SANITARY SEWER INSPECTION (TELEVISING)LIN FT 0 11,620 6,206 0 17,826CONST 48" DIA SAN SEWER MANHOLEEACH 0 39 21 0 60CASTING ASSEMBLYEACH 0 39 21 0 60AIR RELEASE VALVE AND MHEACH 0 0 2 0 2Appendix 3 - Trunk Facility Construction ScheduleFuture Trunk System - MWCC09 Sewershed65412Item No.379108H:\ROSEMNT_CI_MN\T18116417\Modeling\SewerCAD\April_Updates\Appendix2_3_Dallas.xlsx
DescriptionUnit2020 Quantity2030 Quantity2040 Quantity2050 QuantityUltimate Quantity8" PVC SEWERLIN FT 0 6,991 4,593 2,033 13,61710" PVC SEWERLIN FT 0 6,062 5,105 0 11,16712" PVC SEWERLIN FT 0 294 3,729 0 4,02315" PVC SEWERLIN FT 0 0 1,238 0 1,23821" RCP SEWERLIN FT 0 1,667 0 0 1,66724" RCP SEWERLIN FT 0 5,747 0 0 5,747SANITARY SEWER INSPECTION (TELEVISING)LIN FT 0 20,761 14,665 2,033 37,459CONST 48" DIA SAN SEWER MANHOLEEACH 0 70 49 7 126CASTING ASSEMBLYEACH 0 70 49 7 1269Appendix 3 - Trunk Facility Construction ScheduleFuture Trunk System - South Central SewershedItem No.12345678H:\ROSEMNT_CI_MN\T18116417\Modeling\SewerCAD\April_Updates\Appendix2_3_Dallas.xlsx
DescriptionUnit2020 Quantity2030 Quantity2040 Quantity2050 QuantityUltimate Quantity6" PVC FORCE MAINLIN FT 0 0 0 982 9828" PVC FORCE MAINLIN FT 0 0 0 3,088 3,08812" PVC FORCE MAINLIN FT 3,175 0 0 0 3,17518" PVC FORCE MAINLIN FT 0 815 0 0 8158" PVC SEWERLIN FT 11,198 2,846 10,975 12,088 37,10710" PVC SEWERLIN FT 3,134 1,493 1,889 5,799 12,31512" PVC SEWERLIN FT 0 12,094 12,107 19,155 43,35615" PVC SEWERLIN FT 3,165 2,633 3,135 0 8,93318" RCP SEWERLIN FT 1,426 862 0 3,717 6,00524" RCP SEWERLIN FT 0 0 0 1,887 1,88730" RCP SEWERLIN FT 0 0 4,226 1,193 5,4193Appendix 3 - Trunk Facility Construction ScheduleFuture Trunk System - Southeast SewershedItem No.124567891011H:\ROSEMNT_CI_MN\T18116417\Modeling\SewerCAD\April_Updates\Appendix2_3_Dallas.xlsx
DescriptionUnit2020 Quantity2030 Quantity2040 Quantity2050 QuantityUltimate Quantity8" PVC SEWERLIN FT 0 0 2,013 5,329 7,34210" PVC SEWERLIN FT 0 0 0 1,275 1,27512" PVC SEWERLIN FT 0 3,340 0 6,245 9,58515" PVC SEWERLIN FT 0 0 0 3,642 3,64218" RCP SEWERLIN FT 0 0 0 1,267 1,267SANITARY SEWER INSPECTION (TELEVISING)LIN FT 0 3,340 2,013 17,758 23,111CONST 48" DIA SAN SEWER MANHOLEEACH 0 12 7 60 79CASTING ASSEMBLYEACH 0 12 7 60 791,600 GPM LIFT STATION (Standard submersible type, no stand-by generator) LUMP SUM0 0 0 1 19Appendix 3 - Trunk Facility Construction ScheduleFuture Trunk System - Southwest SewershedItem No.12345678H:\ROSEMNT_CI_MN\T18116417\Modeling\SewerCAD\April_Updates\Appendix2_3_Dallas.xlsx
DescriptionUnit2020 Quantity2030 Quantity2040 QuantityUltimate Quantity18" RCP SEWERLIN FT 1,280SANITARY SEWER INSPECTION (TELEVISING) LIN FT 1,280CONST 48" DIA SAN SEWER MANHOLEEACH 5CASTING ASSEMBLYEACH 52341Appendix 3 - Trunk Facility Construction ScheduleFuture Trunk System - Lan-O-Ken SewershedItem No.
DescriptionUnit2020 Quantity2030 Quantity2040 QuantityUltimate Quantity12" PVC SEWERLIN FT 1,20015" PVC SEWERLIN FT 2,000SANITARY SEWER INSPECTION (TELEVISING) LIN FT 3,200CONST 48" DIA SAN SEWER MANHOLEEACH 11CASTING ASSEMBLYEACH 1145Appendix 3 - Trunk Facility Construction ScheduleFuture Trunk System - MWCC10 SewershedItem No.123
DescriptionUnit2020 Quantity2030 Quantity2040 QuantityUltimate Quantity12" PVC SEWERLIN FT1SANITARY SEWER INSPECTION (TELEVISING) LIN FT7,000CONST 48" DIA SAN SEWER MANHOLEEACH650CASTING ASSEMBLYEACH04Appendix 3 - Trunk Facility Construction ScheduleFuture Trunk System - Northwest SewershedItem No.123
Prepared by: Bolton & Menk, Inc. ADDITIONAL COMMENTS
City of Rosemount - Comprehensive Sewer Plan ǀ [T18116417] Page 30
Appendix 4: Dakota County Maintenance
Facility and Communications Center
Cooperative Agreement