HomeMy WebLinkAboutItem 07.d
Comprehensive Water System Plan
2018 Comprehensive Water Plan Update
Lakeville, Minnesota
LAKEV 141978 | June 15, 2018
Engineers | Architects | Planners | Scientists
Short Elliott Hendrickson Inc., 3535 Vadnais Center Drive, St. Paul, MN 55110-5196
SEH is 100% employee-owned | sehinc.com | 651.490.2000 | 800.325.2055 | 888.908.8166 fax
June 15, 2018 RE: 2018 Comprehensive Water Plan Update
Comprehensive Water System Plan
Lakeville, Minnesota
SEH No. LAKEV 141978 4.00
Mr. Zachary Johnson
City Engineer
City of Lakeville
20195 Holyoke Avenue
Lakeville, MN 55044
Dear Mr. Johnson:
Enclosed please find the 2018 Comprehensive Water Plan Update for the City of Lakeville, Minnesota.
The primary emphasis of this study was to update previous planning efforts and plan for future water
system facilities required to serve areas of anticipated growth in the City. These facilities included wells,
water storage, and trunk water main. The existing computer model of the water distribution system was
updated and used for the analysis. The system was evaluated with respect to pressure, flow, pipe friction,
and fire flow availability. Extended period simulations were also used to analyze system operations.
We will be available to review this report with you at your request. If you have any questions, please don’t
hesitate to call or email me.
Sincerely,
Chad T. Katzenberger, PE
Project Manager
mrb
s:\ko\l\lakev\141987\4-prelim-dsgn-rpts\_2018 comprehensive water plan\lakev 141978 comprehensive water system plan 061518.docx
Comprehensive Water System Plan
2018 Comprehensive Water Plan Update
Lakeville, Minnesota
SEH No. LAKEV 141978
June 15, 2018
I hereby certify that this 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.
Chad T. Katzenberger, PE
Date: 06/15/18 License No.: 46613
Short Elliott Hendrickson Inc.
3535 Vadnais Center Drive
St. Paul, MN 55110-5196
651.490.2000
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
ES-1
Executive Summary
This report serves as support for the current capital improvement planning process being completed by the City of
Lakeville. The focus of the report is to analyze existing water utility facilities, and to anticipate future system needs
based on anticipated growth within the City. This report is an update on the last Comprehensive Water Plan
completed in 2013. The analysis at that time incorporated growth projections that have since seen significant revision.
In addition, the plan for water system facilities to serve future growth has been refined from a perspective of
maximizing the use of existing infrastructure, optimizing service to future water system customers, and minimizing
future capital costs where possible.
The Lakeville water system consists of infrastructure components that perform supply, treatment, storage and
distribution functions. This study evaluates system needs in each category (with the exception of water treatment) to
meet existing and projected water use.
Existing facilities include:
19 water supply wells pumping from bedrock aquifers with a total supply capacity of 26.3 million gallons per
day (MGD)
One central water treatment facility including gravity filtration for iron and manganese removal
One below grade concrete water storage reservoir (clearwell) with a capacity of 4.1 million gallons (MG)
located at the water treatment facility, including a high service pumping facility that pumps from the clearwell
to the distribution system
Six elevated water storage tanks located on the distribution system with a total useable capacity of 6.75 MG
Approximately 300 miles of cast iron, ductile iron and PVC water distribution mains ranging in size from 6
inches to 36 inches in diameter
Three distinct pressure zones including a Normal Zone that is supplied from the water treatment plant, and
two reduced pressure zones that serve lower elevations through pressure reducing valves (PRVs) located on
the distribution system
Many water system facilities are designed by industry standard to meet maximum daily demands reliably. Maximum
daily water use on the Lakeville water system has ranged from 15.0 MGD to 20.4 MGD over the past ten years. The
amount of water use varies with population and land use patterns, as well as with environmental factors such as
precipitation and temperature. Often peak water use is driven by summer irrigation demand.
The population for Lakeville in 2017 is estimated at 61,938. The population is projected to increase to a 2040 Met
Council projection of 83,500. This results in a projected maximum daily water use of potentially 27.3 MGD. New
development is expected to drive much of the increase in population and water use in Lakeville. This report includes
recommendations for infrastructure improvements to reliably serve projected new development and corresponding
increases in water demand.
Recommended improvements in this report include:
Three new water supply wells
Trunk distribution mains to serve new development
Pressure Zone Modifications
SEH is a registered trademark of Short Elliott Hendrickson Inc.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
i
Contents
Letter of Transmittal
Certification Page
Executive Summary
Contents
1 Introduction ................................................................ 1
1.1 Scope ..................................................................................................... 1
2 Existing Water System ............................................... 2
2.1 Supply .................................................................................................... 2
2.2 Treatment ............................................................................................... 3
2.3 Storage ................................................................................................... 4
2.4 Pressure Zones ...................................................................................... 4
2.5 Distribution System ................................................................................. 5
3 Population & Community Growth ............................... 6
3.1 Population Forecast ................................................................................ 6
3.2 Existing Land Use ................................................................................... 7
3.3 Future Service Areas .............................................................................. 8
3.4 Elevations Served ................................................................................... 8
4 Water Requirements .................................................. 8
4.1 Water Consumption History .................................................................... 9
4.2 Per Capita Usage ................................................................................... 9
4.3 Variations in Water Use ........................................................................ 10
4.4 Hourly Demand Fluctuations ................................................................ 11
4.5 Water Conservation .............................................................................. 12
4.6 Water Needs Projections ...................................................................... 14
4.7 Water Needs for Fire Protection ........................................................... 15
Water System Evaluation ............................................... 17
5.1 Reliable (Firm) Supply Capacity ........................................................... 17
5.2 Water Distribution System Analysis ...................................................... 19
6 Recommended Improvements ................................. 21
6.1 Water Supply Wells .............................................................................. 21
6.2 Trunk Water Main ................................................................................. 22
6.3 Water Storage ...................................................................................... 22
Contents (continued)
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
ii
6.4 Water Booster Station .......................................................................... 22
6.5 Ultimate Water System Modeling Results ............................................ 23
7 Capital Improvements Plan ...................................... 23
7.1 Estimated Cost of Water System Improvements .................................. 24
7.2 Trunk Water Main Oversize Costs ........................................................ 24
7.3 Wells ..................................................................................................... 24
7.4 Raw Water Collection/Supply Lines ...................................................... 24
7.5 Water Booster Station .......................................................................... 24
7.6 Water Treatment Facility Improvements ............................................... 24
7.7 Capital Improvement Plan Timeline ...................................................... 25
7.8 Trigger Chart ........................................................................................ 25
List of Tables
Table 2-1 – Existing Well Supply ................................................................................ 3
Table 2-2 – Existing Water Storage Facilities ............................................................. 4
Table 2-3 – Existing Pressure Zones ......................................................................... 5
Table 2-4 – Water Main .............................................................................................. 6
Table 3-1 – Historical Population ............................................................................... 6
Table 3-2 – Projected Population ............................................................................... 7
Table 4-1 – Historical Water Use ............................................................................... 9
Table 4-2 – Historical Per Capita Water Use ............................................................ 10
Table 4-3 – Seasonal Water Pumpage (MG) ........................................................... 11
Table 4-4 – Indoor Conservation Potential - Per Capita Water Use ......................... 13
Table -5 – Projected Water Use – By Population ..................................................... 14
Table 4-6 – Projected Ultimate Water Use - By Land Use ....................................... 15
Table 4-7 – Typical Fire Flow Requirements ............................................................ 16
Table 5-1 – Projected Water Supply Needs ............................................................. 18
Table 7-1 – Capital Improvements Timeline ............................................................. 25
List of Appendices
Appendix A Raw Water System Analysis
Appendix B Development Analysis
LAKEV 141978
Page 1
Comprehensive Water System Plan
2018 Comprehensive Water Plan Update
Prepared for City of Lakeville, Minnesota
1 Introduction
The Lakeville water distribution system serves the majority of the businesses and residents within
the city limits of Lakeville. There are some properties served by individual or private community
wells. This is especially true for areas identified for future expansion. Other areas of the City are
supplied with water by the City of Burnsville. The current available service area of the water
distribution system is represented in Figure 1-1.
The Lakeville water distribution system currently consists of 19 wells, one water treatment plant,
one below-ground storage reservoir, one at-grade storage standpipe, five elevated storage tanks,
and approximately 300 miles of water distribution piping. The system is based on three pressure
zones as listed in Table 2-4.
The City of Lakeville’s location with respect to nearby major urban centers, principal
transportation corridors, and available lands offers potential for future growth and development.
Therefore, proper planning is essential to coordinate the expansion of municipal water system
facilities with short term as well as long term needs of the community.
1.1 Scope
This report summarizes the results of a water system evaluation completed for the City of
Lakeville and provides an update to previous planning efforts. The primary purposes of the study
were to evaluate the water needs and system expansion required to serve current and future
utility customers.
Present and future water needs of the Lakeville water system have been evaluated, and
recommendations made concerning improvements necessary to maintain an adequate level of
water service. Current and future water needs were evaluated over a planning period extending
to the year 2040. This report will serve as a plan to guide future expansion and redevelopment of
the water system.
The study began with an analysis of community development and growth including population,
and existing and expected future land uses in Section 3. Section 4 covers water consumption
projections, which serve as the foundation for evaluating and identifying recommended
improvements to the system. The assumptions and conclusions presented in Section 3 were
used to develop projections of water requirements that are presented in Section 4. Section 5
summarizes the evaluation of the water system. Part 6 provides recommended improvements
and a capital improvements plan.
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2018 Comprehensive Water Plan
Lakeville, Minnesota
FIGURE 2-1
Existing Water System Model MapMap by:
Projection:
Source:
Project Number: LAKEV 141987
Print Date: Print Date: 6/15/2018
Legend
3Q Water Treatment Plant
UT Water Storage Tanks
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COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 2
Because needs change with time, municipal water system planning is a continuous function.
Therefore, the longer term projections and improvements discussed in this report should be
reviewed, re-evaluated and modified as necessary, to assure the adequacy of future planning
efforts. Proper future planning will help assure that system expansion is coordinated and
constructed in the most effective manner.
2 Existing Water System
2.1 Supply
Water is supplied to the City of Lakeville’s water system from 19 wells that draw from the Prairie
du Chien-St.Lawrence and Tunnel City-Wonewoc (Formerly FIG) aquifers. The total operating
capacity of the City’s wells is 19,150 gpm (27.6 MGD), with a firm supply operating capacity of
16,550 gpm (23.8 MGD). Firm capacity is defined as the system capacity minus the capacity of
the largest pump. This is the capacity that can be provided consistently, even during
maintenance when one well pump might be out of service.
Supply and storage system components are listed in Tables 2 and 3. The well capacities listed in
Table 2 indicate an operating supply capacity that is less than the design capacity of each well.
This is due to the interaction of the wells when pumped simultaneously. During peak summer
operating conditions, the well production rates are reduced by interference-related drawdown
demand of Lakeville. However, care must be taken to ensure the sustainability of the aquifer.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 3
Table 2-1 – Existing Well Supply
Facility
Name Aquifer Treated Design Supply
Capacity (gpm)
Operating Supply
Capacity (gpm)
Operating Supply
Capacity (MGD)
Well 2 Jordan Yes 900 850 1.2
Well 3*** Jordan No 1,300 1,000 1.4
Well 4 Jordan Yes 1,250 1,000 1.4
Well 6
Jordan-St.
Lawrence Yes 1,200 1,000 1.4
Well 8 Jordan Yes 1,580 1,200 1.7
Well 9
Prairie du Chien-
Jordan Yes 1,450 1,200 1.7
Well 10
Prairie du Chien-
Jordan Yes 1,400 1,200 1.7
Well 11
Prairie du Chien-
Jordan Yes 1,300 1,000 1.4
Well 12
Prairie du Chien-
Jordan Yes 1,400 900 1.3
Well 13
Prairie du Chien-
Jordan Yes 1,400 1,000 1.4
Well 14
Prairie du Chien-
Jordan Yes 1,550 1,200 1.7
Well 15 Jordan Yes 1,500 1,200 1.7
Well 16 Jordan Yes 1,500 1,200 1.7
Well 17
Prairie du Chien-
St Lawrence Yes 1,400 1,200 1.7
Well 18**
Tunnel City-
Wonewoc Yes 600 500 0.7
Well 19
Prairie du Chien-
Jordan Yes 1,300 1,100 1.6
Well 20 Jordan Yes 1,200 1,200 1.7
Well 21 Jordan Yes 1,400 1,400 2.0
Well 22
Tunnel City-
Wonewoc Yes 800 800 1.2
Total 23,130 19,150 27.6
Firm Capacity (Two Largest Out of Service) 16,550 23.8
** Well 18, completed in the Tunnel City-Wonewoc, will be utilized to the largest extent possible to reduce
pumping from Prairie du Chien - Jordan Aquifer.
*** Wells 3 designated for emergency use only (Excluded from normal supply)
2.2 Treatment
The water treatment plant for the City of Lakeville provides iron and manganese removal through
a gravity filtration system. The design capacity of the filters is 20 MGD, with room for expansion
to 30 MGD with four additional filter cells. A filter loading study was previously conducted,
indicating that the loading rate on the existing filters could safely be increased to 26.5 MGD.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 4
Filtered water is stored in a below-grade clearwell prior to pumping into the distribution system at
the high service pumping station. The high service pumping station contains four pumps
currently, including two pumps with 4 MGD (2825 gpm) design capacity, one pump with 8 MGD
(5700 gpm) design capacity, and one pump with 14 MGD (8300 gpm) design capacity. The
existing firm pumping capacity of the facility is 16 MGD (11,350 gpm), with the largest pump out
of service.
2.3 Storage
Water storage tanks play an important role in the operation of a water system by sustaining
system pressure and supplying water when needed. Six elevated tanks and one ground level
resevoir provide distribution storage for the Lakeville water system. These facilities are noted in
Table 2-2. All facilities, with the exception of the water treatment plant clearwell provide “floating”
storage for the system meaning, they supply flow from the tank via gravity.
Table 2-2 – Existing Water Storage Facilities
Facility Name Overflow
Elevation Type Storage Capacity
(MG)
Usable * Storage
(MG)
Clearwell 1069 Ground 4.10 4.10
Airlake 1109 Hydropillar 0.50 0.50
Fairfield 1230 Hydropillar 0.75 0.75
Michaud Park 1230 Spheroid 1.00 1.00
Dakota Heights 1230 Standpipe 2.00 1.00
Valley Park/CMF 1121 Composite 1.50 1.50
Hoylyoke 1230 Composite 2.00 2.00
Total 11.85 10.85
Total Elevated 6.75
* Usable storage at Dakota Heights is shown as 1.0 since pressures in the area are below 35 psi static
when it is full. Homes in this area typically are on booster pumps/tank systems which the City participates
50/50 on cost.
2.4 Pressure Zones
Due to the nature of the land elevations served within the service area of the Lakeville water
system, multiple pressure zones have been developed to assure adequate pressure is provided
to each customer. Water system pressure will vary around the service area based on land
elevations, as well as, to a lesser extent, supply rates and customer demands. In general, as
customer demands increase, pressures will decrease, however, the effect of demands on overall
system pressures is usually minor. Areas higher in topographic elevation will also tend to exhibit
lower water system pressures.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 5
A water distribution system must be designed to provide pressures within a range of minimum
and maximum allowable conditions. When system pressure is too low, customers may complain
of inadequate water supply, customer meters may tend to record inaccurately, and fire protection
will be limited. Pressures that are too high can cause problems with system operation and
maintenance, and will tend to cause higher consumption rates by customers. High water system
pressures can also increase the amount of water loss, as leakage rates will increase with
increases in system pressure. Typical Standards for water system design suggest that a
minimum pressure of 35 psi and a maximum pressure of 80 psi be provided at all locations in the
service area under normal operating conditions. If service pressures exceed 80 psi State
Plumbing code calls for PRV's (Pressure Reducing Valves) be installed at service lines where
pressures monitored in the street (Main) exceed 80 psi. Furthermore, water systems are required
to be operated so that under fire flow conditions, the residual pressure in the system will not fall
below 20 psi at any location.
With this in mind, the Lakeville water system has been designed with three Hydraulic Grade
Levels (HGL) and three pressure zones in order to sustain adequate system pressure. A
summary of each pressure zone is identified in Table 2-3.
Table 2-3 – Existing Pressure Zones
Pressure
Zone HGL (ft)Elevations
Served
Static Pressure
Range (psi)
Pressure
Zone
Normal Zone 1,230 949 to 1170 26 to 122
Normal
Zone
Valley Park 1,121 919 to 1020 44 to 88 Valley Park
Air Lake 1,109 939 to 987 52 to 74 Air Lake
2.5 Distribution System
The water distribution system provides a means of transporting and distributing water from the
supply sources to Utility customers and other points of usage. The distribution system must be
capable of supplying adequate quantities of water at reasonable pressures throughout the
service area under a range of operating conditions. Furthermore, the distribution system must be
able to provide not only uniform distribution of water during normal and peak demand conditions,
but must also be capable of delivering adequate water supplies for fire protection purposes.
The Lakeville water system is comprised of approximately 328 miles of water mains ranging in
size up to 36 inches in diameter as illustrated in Figure 2-1. The current water main size inventory
is summarized in Table 2-4 below. Of the 328 miles of water main, thirty-two percent is 10 inches
in diameter or larger which represent the transmission mains in the system. The presence of
large water main as exists in the Lakeville water system supports the ability of the water system
to transmit large system flows.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 6
Table 2-4 – Water Main
Pipe Size
(inches)
Percent
of total
(%)
Length (feet)Length (Miles)
4 0.8% 13,318 2.5
6 20.9% 361,836 68.5
8 45.8% 794,053 150.4
10 0.4% 7,521 1.4
12 20.6% 356,521 67.5
16 7.0% 121,753 23.1
18 0.4% 7,112 1.3
20 3.0% 52,361 9.9
24 0.9% 15,747 3.0
30 0.1% 1,633 0.3
36 0.0% 404 0.1
Total 100% 1,732,259 328
3 Population & Community Growth
This chapter summarizes the planning assumptions made regarding future service area
characteristics for the Lakeville water service area. To maintain consistency between individual
planning efforts, the results of previous planning efforts were reviewed. The input received from
local officials and City staff members was also considered and incorporated.
3.1 Population Forecast
There is generally a close relationship between a community’s population and total water
consumption volumes. Future water sales can be expected to generally reflect future changes in
service area population. Similarly, commercial, public, and industrial water consumption will also
tend to vary proportionately with the growth of the community.
Table 3-1 – Historical Population
Year Population Households Annual Growth
Rate (%)
1970 7,196 1,883
1980 14,790 4,337 7.5%
1990 24,854 7,851 5.3%
2000 43,128 13,609 5.7%
2010 55,954 18,683 2.6%
2015 59,991 20,308 1.4%
2016 60,965 20,581 1.0%
Source: State Demographer
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 7
The City of Lakeville has experienced an exponential increase in population in the last 45 years,
with the population nearly doubling since the mid 90’s. The City’s estimated population in 2016
was 60,965 according to the state demographer. Table 3-1 above summarizes past trends and
Table 3-2 summarizes population projections from the Metropolitan Council for the City of
Lakeville. These forecasts were adopted by the Metropolitan Council as part of the Thrive 2040
Regional Development Framework.
Table 3-2 – Projected Population
Year Thrive 2040
Population Households Employment Annual Growth
Rate (%)
2% Annual Growth
Population
2010 55,954 18,863 13,862
2020 64,300 22,300 18,200 2.8% 65,990
2025 69,450 24,300 19,250 1.6% 72,859
2030 74,600 26,300 20,300 1.4% 80,442
2035 79,050 28,150 21,400 1.2% 88,814
2040 83,500 30,000 22,500 1.1% 98,058
Based on the developable land in Lakeville currently, it is thought that the 2040 projected
population of 83,500 is just short of ultimate build-out and saturated development. The City’s
Economic Development department estimates that 2% growth rate may be reflective of near-term
growth. For the purposes of this study, we have examined a range of potential growth bounded
by the Metropolitan Council projections on the low end, and a 2% growth rate on the high end.
3.2 Existing Land Use
For this study, existing City land use data was reviewed. Figure 3-1 illustrates current land uses
and represents the nature and extent of existing development within the City, future growth and
land use.
Due to the uncertainty with growth projections and water use projections, it is useful to estimate
future water system demands from multiple perspectives to find a range of potential outcomes. In
addition to the population-based method used in the later sections, projected land uses were also
examined for this plan, and water demands projected based on an assumed unit demand per
area for varying land uses.
Since the City is currently in the process of developing a land use plan, the values in Table 4-6
for acreage for each category of development are estimated. The unit demands for each type of
development are typical values, and were chosen here to match the City’s current water and
sewer planning documents.
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2018 Comprehensive Water Plan
Lakeville, Minnesota
FIGURE 3-1
Land Use MapMap by:
Projection:
Source:
Project Number: LAKEV 141987
Print Date: Print Date: 6/14/2018
Legend
City BoundaryFuture Land Use
Airport
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Industrial
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COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 8
3.3 Future Service Areas
The Comprehensive Water Plan of 2008 considered MUSA planned expansion areas and
timelines that represented the development projections at that time. The recent economic
recession and housing market retreat have forced a reconsideration of growth projections for
Lakeville. The City is currently in the beginning stages of developing a comprehensive land use
plan. Preliminary information from that plan, along with population projections previously
developed by the Metropolitan Council for Lakeville, were considered for the projection of future
water demands that will drive water utility infrastructure investment.
It is understood that land development is currently increasing in the east-central portion of the city
(bounded by Dodd Boulevard on the west and north, Lakeville Boulevard on the south, and the
municipal boundary on the east). Preliminary land use planning includes commercial and medium
to high density residential development along the Cedar Avenue corridor between Lakeville
Boulevard and Dodd Boulevard. Outside of that corridor, it is expected that development will be
mostly low to medium density residential.
Though there are other areas for future development to the west, south, and northeast of the
current water utility service area, the vast majority of growth and water system expansion is
expected to occur in the east-central area as defined above.
3.4 Elevations Served
The expansion service areas shown in Figure 3-2 include land with elevations ranging from 930
to 1180. These expansion areas include parts of the City, within city limits which have yet to be
served by municipal water service. This elevation range will likely require service from both the
normal and reduced pressure zones. A portion of the expansion area west of I-35 is unable to be
served by the existing normal pressure zone. Higher elevations in this location will result in
pressures below recommended levels. If this area is served in the future, a small boosted
pressure zone including pumping station would be recommended. A minimum area to be served
by this zone is indicated in Figure 3-2 as “Future Boosted Pressure Zone”. However, Service to
this area is not planned for the foreseeable future.
There are also existing locations within the service area that may have less than ideal service
pressure during high demand scenarios. It is not feasible to isolate these areas into a separate
boosted pressure zone. Therefore, it has been the practice of the City to have users install
booster pumps where service pressures are below ideal (typically 50 psi). Areas where this
condition is likely to occur are indicated figure 3-2 and noted as “Booster Pump Service Area”.
These areas were identified based on land elevations which would result in the pressures
indicated.
4 Water Requirements
Projections of customer demands serve as the basis for capital improvements planning. Several
standard methods were used in this study to project water supply and storage needs based on
estimates of population and community growth. This chapter summarizes the methodology used
and the results of these projections.
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2018 Comprehensive Water Plan
Lakeville, Minnesota
FIGURE 3-2
Future Service ElevationsMap by:
Projection:
Source:
Project Number: LAKEV 141987
Print Date: Print Date: 6/14/2018
Legend
Future Boosted Pressure Zone
Booster Pump Service Area - Pressure <50psi
City Boundary
Pressure Zones
Air Lake
Valley Park / CMF
Pressure (psi)
105+
100-105
95-100
90-95
85-90
80-85
75-80
70-75
65-70
60-65
55-60
50-55
45-50
<45
¯
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 9
4.1 Water Consumption History
An analysis was made of past water consumption characteristics by reviewing annual pumpage
and water sales records for the period from 2007 to 2017. Average and maximum day water
consumption during this period, together with the per capita pumpage, has been analyzed.
Projections of future water requirements are based on the results of this analysis, coupled with
estimates of population and community growth discussed in Section 2.
Table 4-1 – Historical Water Use
Year Population
Estimate
Average Day
Demand
(MGD)
Average Per
Capita Demand
(gpcd)
Maximum
Day Demand
(MGD)
Peaking
Factor
(MD/AD)
Maximum Day
Per Capita
Demand (gpcd)
2007 53,829 7.2 134 20.4 2.8 379
2008 54,328 6.7 123 20.2 3.0 372
2009 55,772 6.6 118 17.1 2.6 307
2010 55,954 5.8 104 13.2 2.3 236
2011 56,534 6.3 111 15.0 2.4 265
2012 57,048 6.9 121 18.9 2.7 331
2013 57,805 6.3 109 16.0 2.5 277
2014 58,562 6.0 102 16.0 2.7 273
2015 59,991 5.9 99 15.1 2.5 252
2016 60,965 5.9 96 15.6 2.7 256
2017 61,938 6.3 101 16.5 2.6 267
Average 6.4 109 16.7 2.6 292.2
Maximum 7.2 133.8 20.4 3.0 379.0
Design 109 - 3.0 331
A summary of recent historical water pumpage is provided in Table 4-1. Over the 11 year period
of data summarized in the table, daily water pumpage varied from a low of 5.8 million gallons per
day (MGD) in 2010 to a high of 7.2 MGD in 2007 which was a dry and hot year, which may have
led to excessive outdoor water use. The highest maximum day demand rate was experienced in
2007 at 20.4 MGD. It is thought that conservation activities, as well as a downturn in the housing
market, are contributing factors to the reduction in demand since 2007.
4.2 Per Capita Usage
Water use is often proportional, and is therefore correlated with a community’s population. An
analysis of per capita water consumption for the Lakeville water system for three customer
classifications was made from the available sales records and is summarized in Table 4-2.
Lakeville’s residential per capita sales have varied over 4 years documented below, averaging
approximately 76 gallons per capita per day (gpcd) over the recent 4-year period. Lakeville’s
commercial and industrial per capita sales have remained somewhat consistent with a recent
decline in 2016. Water conservation will be considered as part of future planning in the following
section.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 10
Table 4-2 – Historical Per Capita Water Use
Year Population
Estimate
Res. Sales
(MG)
Res. Per
Capita (gpcd)
Com. Sales
(MG)
Com. Per
Capita (gpcd)
Ind. Sales
(MG)
Ind. Per
Capita (gpcd)
2013 57,805 1877.2 89 211.0 10 73.6 3
2014 58,562 1739.0 81 205.0 10 67.8 3
2015 59,991 1636.0 75 193.1 9 67.9 3
2016 60,965 1329.4 60 150.3 7 51.2 2
Average 1645.4 76.2 189.8 8.8 65.1 3.0
Maximum 1877.2 89.0 211.0 10.0 73.6 3.5
4.3 Variations in Water Use
Water demands are variable throughout the day and the season. The heaviest demand
conditions typically occur during a Maximum Day (MD) demand scenario in the summer, when
outdoor water use is at its highest level.
4.3.1 Seasonal Variations
Seasonal fluctuations in water usage are important factors in the design and sizing of water
supply and storage facilities. The seasonal nature of water consumption in Lakeville can be
demonstrated by an analysis of monthly pumpage variations. Lakeville’s monthly pumpage
variations in 2017 are presented in Figure 4-2. In 2017, the maximum monthly pumpage occurred
in July, while the minimum monthly pumpage occurred November through April.
Table 4-2 revealed an interesting trend of the 2017 water use. During the cold-season months
the average day pumpage was almost constant, at an average of 3.9 mgd compared to a yearly
average daily pumpage of 6.3 mgd. Thus, the warm months raised the annual average day
pumpage from 3.9 mgd to 6.3 mgd. Lakeville experiences a substantial warm-season water
demand compared to the cold-season.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 11
Table 4-3 – Seasonal Water Pumpage (MG)
Installation Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Well 10 51.7 46.7 51.6 50.0 49.5 46.9 47.5 50.7 48.9 54.0 52.9 54.2
Well 11 0.0 0.0 0.0 0.0 3.3 4.9 10.8 2.3 3.9 0.0 0.0 0.0
Well 12 0.0 0.0 0.0 0.0 0.0 5.3 2.6 0.0 0.0 0.0 0.0 0.0
Well 13 0.0 0.0 0.0 0.0 0.0 1.8 5.7 0.8 1.5 0.0 0.0 0.0
Well 14 14.3 14.3 13.6 10.9 42.3 34.7 34.8 18.1 34.3 11.7 1.8 3.2
Well 15 0.0 0.0 0.0 0.0 0.0 0.0 5.4 2.5 0.0 0.0 0.0 0.0
Well 16 0.0 0.0 0.0 0.0 0.0 10.5 14.8 5.0 7.5 0.0 0.0 0.0
Well 17 0.0 0.0 0.0 0.0 0.0 16.1 20.0 10.2 27.2 2.5 0.0 0.0
Well 18 0.0 0.0 0.0 10.9 19.8 18.9 19.1 18.0 17.6 18.3 17.8 18.5
Well 19 51.6 46.3 51.3 49.4 50.1 33.3 38.2 31.2 42.1 47.8 44.7 47.2
Well 2 0.0 0.0 0.0 0.0 4.3 21.5 24.2 7.8 27.7 19.8 0.0 0.0
Well 20 0.0 0.0 0.0 0.0 0.0 19.3 20.1 5.0 15.6 0.6 0.0 0.0
Well 3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Well 4 0.0 0.0 0.0 0.0 0.0 17.1 9.4 0.0 0.0 0.0 0.0 0.0
Well 6 0.0 0.0 0.0 0.0 0.0 33.8 44.0 32.8 0.0 0.0 0.0 0.0
Well 7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Well 8 0.0 0.0 0.0 0.0 17.0 28.6 28.8 14.3 10.5 0.0 0.0 0.0
Well 9 0.0 0.0 0.0 0.0 0.0 37.8 53.5 55.1 47.3 0.0 0.0 0.0
AD Pumpage
(MGD) 3.8 3.8 3.8 4.0 6.0 11.0 12.2 8.2 9.5 5.0 3.9 4.0
4.4 Hourly Demand Fluctuations
Over the course of a given day, water uses often follow a diurnal demand distribution. Figure 4-1
represents a typical demand distribution graph for residential water use. Commercial and
industrial uses are usually more constrained and predictable. The residential demand graph
depicts low water demand during the late evening and early morning periods. As the morning
progresses, there is an increase in demand as automatic sprinkler systems are operated in
conjunction with increased home water use. During late morning to early afternoon there is a
slight recovery prior to a second peak use in the early evening.
Most water systems are designed to meet the maximum daily demand rate with supply facilities
such as wells, treatment processes, and high service pumping facilities. Storage reservoirs are
used to supplement the supply of treated water during the peak usage hours within each day.
During lower usage periods, the system is able to produce water in excess of the demand. This
excess is used to fill the storage reservoirs. When the demand rate exceeds the production rate,
the stored water in the reservoirs is used to make up for the deficit.
Based on accounts of utility operations staff in Lakeville, the demand distribution in Lakeville may
have a higher peak in the morning than in the evening, due to the predominance of automatic
sprinkler systems in the city. The storage tanks in Lakeville are also observed to lose a greater
quantity of water during the morning peak use period.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 12
4.5 Water Conservation
Water conservation occurs in two different forms, active conservation and passive conservation.
Active conservation efforts include mechanisms such as educational programs, customer
incentives and conservation ordinances while passive conservation results are a product of the
installation of water efficient fixtures (toilets, showerheads and washers) implemented by
manufacturing standards and plumbing codes which may or may not be a result of intended
conservation efforts.
Research has indicated that individual conservation efforts including educational programs,
public information, school programs, retrofit programs, conservation ordinances, and/or
regulations can reduce water use about 1%-4% per program. It should be also noted that indoor
residential water use has decreased about 15.4 percent from 69.3 GPCD in 1999 to 58.6 GPCD
in recent years nationwide. Furthermore, homes built according to EPA’s water sense
specification use 37 percent less water than the average home and 47 percent less water than an
average home in 1999. In summary, when estimating projected water use, both active and
passive water conservation should be accounted for.
As previously noted, nationwide per capita indoor water use has been trending downward. The
Water Research Foundation previously published an executive report profiling the Residential
End Use of Water in 1999 and followed up with a second version of the report in 2016. In
Table 3-6, the report profiled water use trends across the country and found that per capita
average water use has decreased from 69.3 gpcd in 1999 (REU 1999) to 58.6 gpcd in 2016
(REU 2016). The improved efficiency of clothes washers and toilets account for most of the water
savings.
0.00
0.20
0.40
0.60
0.80
1.00
1.20
1.40
1.60
1.80
2.00
4:00 AM 8:00 AM 12:00 PM 4:00 PM 8:00 PM 12:00 AM% of Daily DemandTime of Day
Figure 4-4 Lakeville Daily Demand Distribution: May 28- June 3, 2018 Average
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 13
Table 4-4 – Indoor Conservation Potential - Per Capita Water Use
Water Use REU 19991 REU 20162 2007 MWCP3 High
Efficiency4
Showers 11.6 11.1 8.8 8.4
Clothes Washers 15 9.6 10 8.7
Dishwashers 1 0.7 0.7 0.6
Toilets 18.5 14.2 8.2 6.1
Baths 1.2 1.5 1.2 1.2
Leaks 9.5 7.9 4 3.2
Faucets 10.9 11.1 10.8 6.9
Other Domestic
Uses 1.6 2.5 1.6 1.6
TOTAL 69.3 58.6 45.3 36.7
1. 1999 report, Residential end use of water (REU 1999)
2. 2016 report, Residential end use of water, Version 2 (REU 2016)
3. 2007 Madison Water Conservation Plan (Vickers, Amy. 2002. Handbook of Water Use and
Conservation: Homes, Landscapes, Industries, Businesses, Farms)
Even without an intentional conservation program and or effort to switch to more efficient fixtures,
reductions in total water use will be expected as old toilets and washers wear out. Per capita
water use has the potential to be reduced to 36.7 gpcd in the future (REU 2016). For purposes of
this report, Table 4-6 will be considered the maximum water use reduction potential used in the
most optimal conservation effort. However, future water use projections will be based on previous
historical percapita water use experienced in Lakeville.
4.5.2 Maximum Day Water Conservation
Conservation with regards to the Maximum day demand may provide more immediate benefit to
Lakeville, and Lakeville is required to provide sufficient supply and storage for the maximum day
demand. Conserving on the maximum day is usually connected to outdoor water use, such as
lawn watering. Indoor water use is usually constant throughout the year, as people generally do
not change their domestic hygiene habits from summer to winter. Conservation of outdoor water
use, however, is challenging to achieve because it usually requires some degree of authority
action, either by increasing rates (charging higher fees for excess water use) or by enforcement
(writing citations). Alternate day lawn watering is used by many utilities; however, the water
reduction of alternate day lawn watering is often offset (or even reversed) by excessive watering
when watering occurs.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 14
4.6 Water Needs Projections
4.6.1 Projected Water Use By Population
Based on the population projection range presented in Table 3-2 above, water demands are
projected in Table 4-5. These demand projections are based on an assumed average day per
capita demand rate of 109 gallons per capita per day (gpcd), which is an average of the prior 10
years. The maximum day demand is projected using a peaking factor (maximum day demand to
average day demand ratio) of 3.0, which is the highest of the previous tenyears. The projected
demand rates represent a high water use year for the projected population, and likely a summer
with low rainfall.
Using a relatively high demand projection rate, though within reason, aides in assuring sufficiently
sized infrastructure planning. A capital improvement plan based on such projections will allow for
the City to reliably meet the future demands of the water system.
Table -5 – Projected Water Use – By Population
Year
Population Average Day
Demand (MGD)
Maximum Day
Demand (MGD)
Thrive 2040
(Low)
2% Annual
Growth (High)Low High Low High
2020 64,300 65,990 7.0 7.2 21.0 21.6
2025 69,450 72,859 7.6 7.9 22.7 23.8
2030 74,600 80,442 8.1 8.8 24.4 26.3
2035 79,050 88,814 8.6 9.7 25.8 29.0
2040 83,500 98,058 9.1 10.7 27.3 32.1
Based on 109 gpcd total system 10 year historical water use
4.6.2 Projected Water Use By Future Land Use
Due to the uncertainty with growth projections and water use projections, it is useful to estimate
future water system demands from multiple perspectives to find a range of potential outcomes. In
addition to the population-based method used in the previous section, projected land uses were
also examined for this plan, and water demands projected based on an assumed unit demand
per area for varying land uses. The method used is summarized in Table 4-6
Since the City is currently in the process of developing a land use plan, the values in Table 9 for
acreage for each category of development are estimated. The unit demands for each type of
development are typical values, and were chosen here to match the City’s current water and
sewer planning documents. The Ultimate demand documented in this estimate is greater than
that shown in the 2040 population projection method since it assumed complete development of
the City.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 15
Table 4-6 – Projected Ultimate Water Use - By Land Use
Area
(ac)
Units
per
Acre
Pers.
per
Unit
Unit
Demand
(gpcd)
Unit
Demand
(gpd/ac)
Average Day
Demand
(MGD)
Cedar Ave Commercial 80 1,200 0.096
Cedar Ave MD / HD Res. 490 7 2.56 77 1,380 0.676
South Office Park 490 1,200 0.588
South Light Industrial 105 1,200 0.126
West Commercial 70 1,200 0.084
West LD Residential 140 3 3.16 77 730 0.102
West MD / HD Residential 140 7 2.56 77 1,380 0.193
Rural / Open Space 2,000 - -
Remainder - Low Dens. Res. 3,380 3 3.16 77 730 2.5
Estimated Total - Added Average Day Demand through Ultimate
Development 4.3
2017 Average Day Demand 6.3
Projected Average Day Demand through Ultimate Development 10.6
Ultimate Projected Maximum Day Demand through Ultimate
Development (Assumes a Maximum Day Peaking Factor of 3.0) 31.8
4.7 Water Needs for Fire Protection
In addition to the water supply requirements for residential, public, commercial, and industrial
consumption, water system planning for fire protection needs is an important consideration. In
most instances, water main sizes are designed specifically to supply needed fire flow
requirements.
Benefits of providing adequate fire protection for Lakeville include the reduction of insurance
rates for residential homes and commercial business in the community. In the United States,
guidelines for determining fire flow requirements are developed based on recommendations
offered by the Insurance Services Office (ISO), which is responsible for evaluating and classifying
municipalities for fire insurance rating purposes.
When a community evaluation is conducted by ISO, the water system is evaluated for its capacity
to provide needed fire flow at a specific location and will depend on land use characteristics and
the types of properties to be protected. The ISO has developed a method for design and
evaluation of a municipal system which will indicate the Needed Fire Flow (NFF). For residential
buildings the NFF is determined by the distance between structures as shown below:
Distance between Structures (ft) Fire Flow
(gpm)
More than 100 500
31-100 750
11-30 1,000
Less than 11 1,500
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 16
Fire protection needs vary with the physical characteristics of each building that is to be
protected. For example, needed fire flows for a specific building can vary from 500 gpm to as
high as 12,000 gpm, depending on habitual classifications, separation distances between
buildings, height, materials of construction, size of the building, and the presence or absence of
building sprinklers. Municipal fire insurance ratings are partially based on the City’s ability to
provide needed fire flows up to 3,500 gpm. If a specific building has a needed fire flow greater
than this amount, the community’s fire insurance rating will only be based on the water system’s
ability to provide 3,500 gpm.
However, in high value districts containing commercial and industrial buildings, fire flow
requirements of up to 3,500 gpm or more can be expected. These values can be reduced if
existing buildings have sprinklers. Below is a formula that has been established for determining
the NFF for commercial and industrial structures and is documented in the Fire Protection Rating
System and AWWA M31:
NFF = 18 x F x A0.5 [O x (X+P)]
Where: NFF = needed fire flow (gpm)
F = class of construction coefficient
A = effective area (ft²)
O = occupancy factor
X = exposure factor
P = communication factor
Based on current insurance classification guidelines, base fire flow requirements are not
expected to change over the planning period. The base fire flow used in this plan of 3,500 gpm
for 3 hours is based on typical ISO recommendations.
Table 3-11 shows typical fire flow requirements for various land uses. These requirements were
used as a basis for evaluating the Lakeville water system. The requirements shown in the table
are only intended as a general guideline. The actual needed fire flow for a specific building can
vary considerably, as discussed above.
Table 4-7 – Typical Fire Flow Requirements
Land Use Approximate Needed
Fire Protection (gpm)
Single & Two-Family (Below)
-Over 100 feet Building Separation 500
-31 to 100 feet Building Separation 750
-11 to 30 feet Building Separation 1,000
-10 feet or Less Building Separation 1,500
Multiple Family Residential Complexes 2,000 to 3,000+
Average Density Commercial 1,500 to 2,500+
High Value Commercial 2,500 to 3,500+
Light Industrial (Industrial Park) 2,000 to 3,500
Heavy Industrial (Mfg, Consumables) 2,500 to 3,500+
Other Commercial, Industrial & Public Buildings Up to 12,000
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 17
Water System Evaluation
Water systems are analyzed, planned, and designed primarily through the application of basic
hydraulic principles. A map of the existing water system is shown in Figure 1-1. The existing
water system contains multiple tanks, wells, pressure reducing valves (PRV’s) and pressure
zones. When analyzing the various components of a water system, important factors that must
be considered when performing this analysis include:
The location and capacity of supply facilities
The location, sizing, and design of storage facilities
The location, magnitude, and variability of customer demands
Water system geometry and geographic topography
Minimum and maximum pressure requirements
Land use characteristics with respect to fire protection needs
Other operational criteria which define the manner in which the system can most
efficiently be operated
For this study, an evaluation of the Lakeville water system was performed to determine the
adequacy of the system to supply existing and future water needs, and to supply water for fire
protection purposes.
The system was evaluated based on the following criteria:
Reliable Supply Capacity of Entire System
Reliable Pumping Capacity into each Zone
Storage Volume in each Zone
Pressures
Fire Projection
Reliability
The water system evaluation was based on compliance with Minnesota state code requirements
and standard water industry engineering practice.
5.1 Reliable (Firm) Supply Capacity
The reliable supply capacity of a water system is the total available delivery rate with the largest
pumping unit(s) out of service. The reliable supply capacity is less than the total supply capacity
because well and other high service pumps must be periodically taken out of service for
maintenance. These water supply pumps can be off-line for periods of several days to several
weeks, depending on the nature of the maintenance being performed. For a system as large as
Lakeville with 18 high capacity wells typically in use, it is somewhat likely for two wells to be
offline at the same time, comprising approximately 10 percent of the total supply capacity.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 18
The current reliable water supply capacity is given in Table 2-1. Under present operating
conditions, the existing wells have a combined total capacity of about 27.6 mgd when operating
24 hours per day. However, the reliable capacity of the supply wells is approximately 23.8 mgd
with the two highest yielding wells out of service. The availability of this reliable supply capacity
assumes that there will be no significant declines or changes in the water supply capacity over
the next 20 years. The above calculations also exclude the use of Well No.3 in the capacity
calculations.
To determine if Lakeville should plan for additional supply, the demands of the system must be
compared to supply capacity. The projected average day and maximum day demands are
compared to total and reliable supply capacities in Table 5-1, assuming the growth projections
discussed in previous sections. The results in Table 5-1 indicated a potential need for more
reliable supply in the future; however, future demands are estimated projections (not records)
and thus should be re-evaluated frequently (every five years ±).
Table 5-1 – Projected Water Supply Needs
Year
Maximum Day Demand
(MGD)
Additional Well Supply
Capacity Recommended
(gpm)
Low High Low High
2020 21.0 21.6 0 0
2025 22.7 23.8 0 600
2030 24.4 26.3 1,000 2,400
2035 25.8 29.0 2,000 4,300
2040 27.3 32.1 3,100 6,400
A previous study was conducted review potential locations for future wells along the Dodd Blvd.
corridor. That study is attached in Appendix A. It included a review of hydrogeologic conditions
and raw water transmission capacity.
The findings indicated that the aquifer and transmission main should support 2-3 additional wells
along that corridor. There are potential well interference issues, and transmission main friction
losses that limit development beyond that. With this construction of Well 21 and 22, the Dodd raw
waterline is approaching its capacity. For this planning effort the raw water model was revisited,
with the new wells placed into operation. With all wells in operation, the average velocity in the
main is between 4-5 feet per second. Assuming the reasonable normal limit of 5-6 fps, it is
feasible that an additional two wells could be placed into operation along this line from a
hydraulics perspective. Additional wells could potentially be added beyond that for redundant
supply, assuming all would not be in operation at the same time.
Previous planning included the intent to construct additional future wells in the east central
portion of the city, extending a second raw water transmission main to transport water back to the
existing water treatment facility. The long range water system capital improvement plan set forth
in this plan includes this assumption. As the need for the transmission main, and those additional
wells, becomes more imminent, it is recommended that an aquifer pumping test be conducted in
the vicinity of proposed new wells to assess the local aquifer properties in more detail. Regular
collection of static water level and drawdown information for every well would also be helpful.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 19
5.1.2 Total System Storage
To determine the water storage needs of a community, average daily demands, peak demands,
and emergency needs must be considered. Table 5-2 shows the calculations used to determine
future water storage volume requirements for Lakeville. Water storage facilities should be
capable of supplying the desired rate of fire flow for the required length of time during peak
demands when the water system is already impacted by other uses and with the largest supply
pump out of service.
The calculations in Table 5-2 assume that maximum day demands are occurring on the system,
storage volume is reduced by peak demands greater than firm supply pumping rate (i.e.
equalization storage is expended). For purposes of this analysis, it is assumed that the “firm
capacity” of the WTP high service pumping (largest pump out of service) is acpaable of supplying
maximum day demands. Also, there is an assumption that the firm well capacity is equal to or
greater than the firm pumping capacity at the water treatment facility. It should be noted that the
calculation is examining elevated storage capacity only, since the storage capacity at the water
treatment plant is accounted for by the firm high service pumping rate that draws from the below-
grade clearwell.
Because there are multiple pressure zones in Lakeville served by elevated storage, it is important
to evaluate the needs of each zone separately. In the case of Lakeville, two of the elevated
storage tanks are in reduced pressure zones (Air Lake and Valley Park/CMF). Water from these
tanks is not available to serve the needs of the normal pressure zone.
Table 5-2 indicates that with the addition of the new 2.0 MG Holyoke elevated storage tank, the
entire water system should not have a shortage of water storage in the near future through the
2040 design year.
Storage need in the reduced pressure zones (Air Lake and Valley Park/CMF) is more a function
of flow distribution than capacity, therefore individual calculations similar to those in Table 5-2 are
not included for these zones. The reduced zones are served by multiple PRVs with ample
capacity to maintain water levels in the Air Lake and Valley Park/CMF tanks provided there is
enough storage on the system as a whole. The storage tanks on the high zone are capable of
serving the reduced zones as well. The presence of elevated storage in these zones helps to
control PRV operation and to provide a local reservoir of water for fire demands. The current
storage capacity in the reduced zones is sufficient to serve these functions through ultimate build-
out of the water distribution system.
5.2 Water Distribution System Analysis
Now that a macroscopic analysis of supply, pumping and storage capacity was performed for
each pressure zone, the water distribution system must be analyzed. Two important factors in
proper distribution system performance are the normal pressures and the available flow for fire
protection. The following sections discuss how the system was analyzed using a computer water
model.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 20
5.2.1 Water System Computer Model
The 2018 hydraulic computer model was generated to closely match the City’s current water
distribution system using CAD and GIS information. The Lakeville system was modeled using
WaterGEMS®, a pipe network program developed by Bentley®. Pipe roughness coefficients
were based on industry standards.
5.2.2 Normal Pressures
Water system pressure is primarily a function of elevation with some degree of pressure loss as
water flows across the system. Static pressures throughout the distribution system as determined
by the water model are shown in Figure 5-1 for average day demand, Figure 5-2 for maximum
day demand, and Figure 5-3 for peak hour demand. Low pressures generally occur in areas
where the elevations are relatively high compared to the overflow elevation or hydraulic grade
line of the pressure zone.
5.2.3 Available Flow for Fire Protection
The modeled fire flows were run up to a maximum of 3,500 gpm. The computer model indicates
that higher flows are available in some areas, but at some point they become unrealistic because
there are not enough hydrants or fire equipment to deliver such high rates.
The minimum fire flow available at any given point in a system should not be less than 500 gpm
at a residual pressure of 20 psi. This represents the amount of water required to provide for two
standard hose streams on a fire in a typical residential area for single-family residential dwellings
with spacing between 31 to 100 feet. The distance between buildings and the corresponding fire
flow was previously summarized in table 4-7.
While the minimum available fire flow for residential buildings with greater than 100 feet between
them should be at or above 500 gpm, typically more available flow is needed. Needed fire flow
can approach 10,000 gpm for some properties. It is not realistic for a water distribution system to
provide that amount of water for fire protection in most cases. Therefore, those properties would
need other fire protection systems to augment the water from the distribution system.
ISO does expect communities to provide up to 3500 gpm for 3 hours where needed fire flow is in
excess of 3500 gpm. The community’s fire insurance rating can be impacted for providing less
than this where needed. These flow rates are usually necessary for high density or industrial
properties.
The computed fire flows for the current distribution system are represented in Figure 5-5. They
are represented by fire flow districts in gallons per minute.
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195th St WJudicial RdCo Rd 64
210th St W
205th St W Kenrick Ave202n
d
S
t
W
Minnreg Rd
Co Rd 5207th St W
Co Rd 1 Italy Ave197th St W
Juni
p
e
r
W
a
y
Laigle AveKeokuk AveLucerne Trl
Kaparia AveIndia AveJuno
T
r
l
Jury CtJutland Pl
204th St W
Ivo
r
y
L
n
Justi
c
e
W
a
y
205th Ct W
Hytrail Cir
Co Rd 70Keokuk AveI- 35Co Rd 5Kenrick AvePath: C:\Projects\KO\L\Lakev\141987\4-prelim-dsgn-rpts\GIS\mxd\Figure 5-1 Existing AD Pressure.mxd0 3,000 6,0001,500
Feet
2018 Comprehensive Water Plan
Lakeville, Minnesota
FIGURE 5-1
Existing Average Day Demand
Water System Pressure
Map by:
Projection:
Source:
Project Number: LAKEV 141987
Print Date: Print Date: 6/15/2018
Legend
3Q Water Treatment Plant
UT Water Storage Tanks
#*PRV'sPressure (psi)
<35
35-45
45-50
50-55
55-60
60-65
65-70
70-75
75-80
80-85
85-90
90-95
95-100
100+
!P Wells
Model Pipe Size (in.)
<6
6
8
10
12
16
18
20
24
30
36
Pressure Zones
Air Lake
Valley Park / CMF
¯
!P
!P
!P !P
!P
!P
!P
!P
!P
!P
!P
!P
!P
!P
!P
!P
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!P
#*
#*
#*
#*
#*
#*
#*
#*
UT
UT
UT
UT
UT
UT
3Q
Well #7I- 35Co Rd 9Dodd BlvdCo Rd 70215th St W
212th St W
195th St WJudicial RdCo Rd 64
210th St W
205th St W Kenrick Ave202n
d
S
t
W
Minnreg Rd
Co Rd 5207th St W
Co Rd 1 Italy Ave197th St W
Juni
p
e
r
W
a
y
Laigle AveKeokuk AveLucerne Trl
Kaparia AveIndia AveJuno
T
r
l
Jury CtJutland Pl
204th St W
Ivo
r
y
L
n
Justi
c
e
W
a
y
205th Ct W
Hytrail Cir
Co Rd 70Keokuk AveI- 35Co Rd 5Kenrick AvePath: C:\Projects\KO\L\Lakev\141987\4-prelim-dsgn-rpts\GIS\mxd\Figure 5-2 Existing MD Pressure.mxd0 3,000 6,0001,500
Feet
2018 Comprehensive Water Plan
Lakeville, Minnesota
FIGURE 5-2
Existing Maximum Day Demand
Water System Pressure
Map by:
Projection:
Source:
Project Number: LAKEV 141987
Print Date: Print Date: 6/15/2018
Legend
3Q Water Treatment Plant
UT Water Storage Tanks
#*PRV'sPressure (psi)
<35
35-45
45-50
50-55
55-60
60-65
65-70
70-75
75-80
80-85
85-90
90-95
95-100
100+
!P Wells
Model Pipe Size (in.)
<6
6
8
10
12
16
18
20
24
30
36
Pressure Zones
Air Lake
Valley Park / CMF
¯
!P
!P
!P !P
!P
!P
!P
!P
!P
!P
!P
!P
!P
!P
!P
!P
!P
!P
#*
#*
#*
#*
#*
#*
#*
#*
UT
UT
UT
UT
UT
UT
3Q
Well #7I- 35Co Rd 9Dodd BlvdCo Rd 70215th St W
212th St W
195th St WJudicial RdCo Rd 64
210th St W
205th St W Kenrick Ave202n
d
S
t
W
Minnreg Rd
Co Rd 5207th St W
Co Rd 1 Italy Ave197th St W
Juni
p
e
r
W
a
y
Laigle AveKeokuk AveLucerne Trl
Kaparia AveIndia AveJuno
T
r
l
Jury CtJutland Pl
204th St W
Ivo
r
y
L
n
Justi
c
e
W
a
y
205th Ct W
Hytrail Cir
Co Rd 70Keokuk AveI- 35Co Rd 5Kenrick AvePath: C:\Projects\KO\L\Lakev\141987\4-prelim-dsgn-rpts\GIS\mxd\Figure 5-3 Existing PKHR Pressure.mxd0 3,000 6,0001,500
Feet
2018 Comprehensive Water Plan
Lakeville, Minnesota
FIGURE 5-3
Existing Peak Hour
Water System Pressure
Map by:
Projection:
Source:
Project Number: LAKEV 141987
Print Date: Print Date: 6/14/2018
Legend
3Q Water Treatment Plant
UT Water Storage Tanks
#*PRV'sPressure (psi)
<35
35-45
45-50
50-55
55-60
60-65
65-70
70-75
75-80
80-85
85-90
90-95
95-100
100+
!P Wells
Model Pipe Size (in.)
<6
6
8
10
12
16
18
20
24
30
36
Pressure Zones
Air Lake
Valley Park / CMF
¯
!P
!P
!P !P
!P
!P
!P
!P
!P
!P
!P
!P
!P
!P
!P
!P
!P
!P
UT
UT
UT
UT
UT
UT
3Q
Well #7I- 35Co Rd 9Dodd BlvdCo Rd 70215th St W
212th St W
195th St WJudicial RdCo Rd 64
210th St W
205th St W Kenrick Ave202n
d
S
t
W
Minnreg Rd
Co Rd 5207th St W
Co Rd 1 Italy Ave197th St W
Juni
p
e
r
W
a
y
Laigle AveKeokuk AveLucerne Trl
Kaparia AveIndia AveJuno
T
r
l
Jury CtJutland Pl
204th St W
Ivo
r
y
L
n
Justi
c
e
W
a
y
205th Ct W
Hytrail Cir
Co Rd 70Keokuk AveI- 35Co Rd 5Kenrick AvePath: C:\Projects\KO\L\Lakev\141987\4-prelim-dsgn-rpts\GIS\mxd\Figure 5-4 Existing PK HR Velocity.mxd0 3,000 6,0001,500
Feet
2018 Comprehensive Water Plan
Lakeville, Minnesota
FIGURE 5-4
Existing Peak Hour
Pipe Flow Velocity
Map by:
Projection:
Source:
Project Number: LAKEV 141987
Print Date: Print Date: 6/15/2018
Legend
3Q Water Treatment Plant
UT Water Storage Tanks
!P Wells
Pipe Velocity (fps)
0-3 fps
3-4 fps
4-5 fps
5+ fps
Pressure Zones
Air Lake
Valley Park / CMF
¯
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Path: C:\Projects\KO\L\Lakev\141987\4-prelim-dsgn-rpts\GIS\mxd\Figure 5-5 Existing MD FF.mxd0 3,000 6,0001,500
Feet
2018 Comprehensive Water Plan
Lakeville, Minnesota
FIGURE 5-5
Existing Max Day
Calc. Avail. Fire Flow @ 20 psi
Map by:
Projection:
Source:
Project Number: LAKEV 141987
Print Date: Print Date: 5/23/2018
Legend
3Q Water Treatment Plant
UT Water Storage Tanks
#*PRV's
!(<500 gpm
!(500-1000 gpm
!(1,000-1,500 gpm
!(1,500-2,000 gpm
!(2,000-2,500 gpm
!(2,500-3,000 gpm
!(3,000-3,500 gpm
!(3,500 + gpmPressure Zones
Air Lake
Valley Park / CMF
¯
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 21
5.2.4 Pipe Velocities and Friction Loss
Pipe segments are considered potentially deficient, or most-limiting, if they have the following
conditions:
Velocities greater than 5 ft/s; and
Head losses greater than 10 ft/1000 ft.
Velocities in pipe segments are acceptable up to about 10 ft/s during emergency or extreme
demand conditions of short duration. As velocities increase, pipe friction increases and problems
with water hammer occur. This is especially true in systems with higher pressures.
We have checked the system for locations where velocities and head losses meet the above
stated conditions. There are several locations where pipe velocities exceed 5 ft/s. The majority of
these locations are near the water treatment plant as the high service pumps are operating at
peak capacity. In addition, several locations throughout the distribution system where
inconsistent sizing creates bottlenecks were also apparent. These bottlenecks also results in
head losses greater than 10 ft/1000 ft. Results of this analysis are shown in figure 5-4.
6 Recommended Improvements
With future development, Lakeville will require additional supply, storage and trunk water main to
meet the water supply needs of its residents and businesses. Water treatment capacity may need
to be expanded in the future as well. A previous study evaluated the capacity of the existing
water treatment facility. This section evaluates the capacity of water supply and distribution
facilities based on current and projected water demands. The proposed distribution system layout
for the ultimate service area was presented in Figure 6-1.
6.1 Water Supply Wells
A community’s water supply capacity is sized to meet maximum day demands reliably. The
industry standard is to provide enough pumping capacity to meet the maximum day demand rate
with the largest two pumps out of service (i.e. firm capacity). Current well supply capacity in
Lakeville is 27.6 MGD, and the firm pumping capacity is 23.8 MGD. Maximum day demands
reached a peak of 20.4 MGD in 2007. That rate has fluctuated since then, but could reach that
level during an extreme drought year.
Based upon the peak demand projections in Table 4-5 and the well analysis shown in table 5-1, it
is estimated that projected maximum daily demand may exceed firm/reliable well supply capacity.
For that reason, additional capacity is recommended in the future. The City recently completed a
well improvement project where wells number 21 and 22 were added to the water system. If
growth continues at the projected rate, additional wells will be needed as indicated in Table 6-1
Figure 6-1 shows the proposed locations of future wells. A study was conducted as part of this
plan update to review potential locations for future wells along the Dodd Blvd. corridor. That study
is attached in Appendix A. It included a review of hydrogeologic conditions and raw water
transmission capacity.
The findings indicate that the aquifer and transmission main should support 2-3 additional wells
along that corridor. There are potential well interference issues, and transmission main friction
losses that limit development beyond that.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 22
The current plan is to construct additional future wells in the east central portion of the city,
extending a second raw water transmission main to transport water back to the existing water
treatment facility. The long range water system capital improvement plan set forth in this plan
includes this assumption. As the need for the transmission main, and those additional wells,
becomes more imminent, it is recommended that an aquifer pumping test be conducted in the
vicinity of proposed new wells to assess the local aquifer properties in more detail.
6.2 Trunk Water Main
As development progresses into the expansion areas, a trunk water main system must be
constructed to deliver adequate flows for various conditions including emergency fire flow. A
trunk water main is defined as a pipe sized such that it can supply water for nearby users as well
as serve a greater function by transporting water across the system to meet the demands of the
extended water system. The majority of trunk water main improvements identified are outside of
the existing service area and should be constructed as development occurs and road
improvements are constructed. Figure 6-1 presented the proposed preliminary routing of trunk
water mains to serve future development areas. Actual main routing will depend on a variety of
local factors as individual projects progress. This map should be seen as a recommendation for
the general hydraulic capacity of the distribution system as it is extended to serve new
development. Generally speaking, the trunk main layout is comprised of a gridded network of 20-
inch, 16-inch, and 12-inch diameter water mains.
6.3 Water Storage
With the completion of the Holyoke 2.0 MG storage tank, water storage needs for the entire
system can be satisfied for the foreseeable future. However, as the system evolves and expands,
it may be necessary to construct a boosted pressure zone in the Southwest part of the City (see
Figure 3-2). If this occurs, it may be prudent to also construct an appropriately sized water tower
to serve the newly created pressure zone. Such a configuration may allow for the construction of
a relatively small water tower to primarily meet the equalization storage needs of the pressure
zone. Potential alternatives for this pressure zone are presented later in this report.
6.4 Water Booster Station
The Southwest portion of the City has high land elevations which equate to potentially low water
system pressures. As a result a proposed boosted pressure zone was developed in the ultimate
water system plan. There are two booster station options explored as part of this planning effort.
The first was a high capacity booster station. This option would involve the construction of full
booster pumping station either above or below grade to provide water boosted pressure and high
capacity flow to the proposed high pressure zone. A typical station of this nature would include
multiple large capacity pumps to support fire flow and a series of smaller pumps to provide flow to
meet domestic water demands and maintain system pressure. While a system such as this would
provide desired flow and pressure in the project area, investment in this type of facility would be
very costly. ($800,000 - $1,000,000 depending on features).
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 23
Modeling has revealed that even with lower pressures in this area, properly sized trunk water
main would be able to carry sufficient fire flows without high capacity pumping. As a result, an
alternative booster station option was explored which This option would serve to increase system
pressure on a normal operational basis, while large capacity flows for fire protection and flushing
would bypass the station and flow at lower pressures. Systems such as these typically include a
small insulated and heated enclosure with two small pumps, intended to supply domestic flow
rates and desirable system pressure. While a system such as this would not provide a boost in
fire flow, normal system operating pressures would be maintained above 40 psi. When larger
flows are demanded, such as during a fire event, flows would be conducted through a pressure
sustaining valve (similar to a PRV) located at in vaults surrounding the pressure zone. For
purposes of this plan, it is assumed that the City would pursue the smaller scale booster station
option with an estimated cost of $300,000 - $400,000 (excluding Valve Vaults).
6.5 Ultimate Water System Modeling Results
As development progresses into the expansion areas, a trunk water main system must be
constructed to deliver adequate flows for various conditions including emergency fire flow. The
majority of trunk water main improvements identified are outside of the existing service area and
should be constructed as development occurs. Figure 6-1 presented the proposed preliminary
routing of trunk water mains to serve future development areas. Actual main routing will depend
on a variety of local factors as individual projects progress. This map should be seen as a
recommendation for the general hydraulic capacity of the distribution system as it is extended to
serve new development. Generally speaking, the trunk main layout is comprised of a gridded
network of 20-inch, 16-inch, and 12-inch diameter water mains.
6.5.1 System Pressures After Improvements
The future maximum day system pressures after all recommended improvements are
represented in Figure 6-2. Peak hour pressures are shown in Figure 6-3.The modeling results
indicate that the trunk main capacities as modeled will allow the distribution of flow under
projected peak hour demands without significant losses due to friction. In addition, the division
into pressure zones of the future expansion area in the east-central portion of the city was
designed to maintain static system pressures within acceptable operating ranges where possible.
The average day and peak hour conditions represent a range of expected typical operating
pressures.
6.5.2 Available Fire Flows After Improvements
The future available fire flows under maximum day demands are represented in Figure 6-4 These
flows represent the future expected available fire flows with all recommended system
improvements.
7 Capital Improvements Plan
One of the main objectives of this study was to develop a long-range Capital Improvement Plan
(CIP) for water system facilities. The CIP provides information on the anticipated cost and timing
of future water supply, storage and distribution improvements.
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Path: C:\Projects\KO\L\Lakev\141987\4-prelim-dsgn-rpts\GIS\mxd\Figure 6-1 Ultimate Water System.mxd0 3,000 6,0001,500
Feet
2018 Comprehensive Water Plan
Lakeville, Minnesota
FIGURE 6-1
Ultimate Water System MapMap by:
Projection:
Source:
Project Number: LAKEV 141987
Print Date: Print Date: 6/19/2018
Legend
3B Future Booster Station
XW Fut. Pressure Sus/Check Valves
#*Future PRV's
#*Existing PRV's
3Q Water Treatment Plant
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12-inch Trunk
16-inch Trunk
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Pressure Zones
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Path: C:\Projects\KO\L\Lakev\141987\4-prelim-dsgn-rpts\GIS\mxd\Figure 6-2 Ultimate Max Day Pressure.mxd0 3,000 6,0001,500
Feet
2018 Comprehensive Water Plan
Lakeville, Minnesota
FIGURE 6-2
Ultimate Water System
Ultimate Max Day Demand Pressure
Map by:
Projection:
Source:
Project Number: LAKEV 141987
Print Date: Print Date: 6/19/2018
Legend
3B Future Booster Station
XW Fut. Pressure Sus/Check Valves
#*Future PRV's
#*Existing PRV'sFuture Water Main
Planned 8-inch
12-inch Trunk
16-inch Trunk
20-inch Trunk
Pressure (psi)
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50-55
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Path: C:\Projects\KO\L\Lakev\141987\4-prelim-dsgn-rpts\GIS\mxd\Figure 6-3 Ultimate MD Velocity.mxd0 3,000 6,0001,500
Feet
2018 Comprehensive Water Plan
Lakeville, Minnesota
FIGURE 6-3
Ultimate Max Day Demand
Pipe Velocity
Map by:
Projection:
Source:
Project Number: LAKEV 141987
Print Date: Print Date: 6/19/2018
Legend
3B Future Booster Station
XW Fut. Pressure Sus/Check Valves
#*Future PRV's
#*Existing PRV's
3Q Water Treatment Plant
UT Water Storage Tanks
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Pipe Velocity (fps)
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Valley
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Holyoke
Well #10
Well #7
Well #6 Well #11
Well #4
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Path: C:\Projects\KO\L\Lakev\141987\4-prelim-dsgn-rpts\GIS\mxd\Figure 6-4 MD Fire Flow.mxd0 3,000 6,0001,500
Feet
2018 Comprehensive Water Plan
Lakeville, Minnesota
FIGURE 6-4
Ultimate Water System
MD Calc. Aval. Fire Flow @ 20 psi
Map by:
Projection:
Source:
Project Number: LAKEV 141987
Print Date: Print Date: 6/15/2018
Legend
!(<500 gpm
!(500-1000 gpm
!(1,000-1,500 gpm
!(1,500-2,000 gpm
!(2,000-2,500 gpm
!(2,500-3,000 gpm
!(3,000-3,500 gpm
!(3,500 + gpm
UT Water Storage Tanks
Future Water Main
Planned 8-inch
12-inch Trunk
16-inch Trunk
20-inch Trunk
Pressure Zones
Air Lake
Valley Park / CMF
Future Boosted Pressure Zone
Low Pressure Area
¯
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 24
7.1 Estimated Cost of Water System Improvements
The estimated costs of future trunk water main extensions, storage and well facilities, and raw
water main are shown in Tables 15, 16, and 17 respectively. Costs for future water treatment
facility improvements are no included in this plan.
7.2 Trunk Water Main Oversize Costs
Right-of-way costs that may be related to the final construction are not included. Trunk facilities
are defined as all pipes greater than 8 inches in diameter. The City’s cost, oversize cost, is only a
part of the total cost and is defined by the difference in cost between the actual improvement and
a residential equivalent improvement (defined as an 8-inch water main of equal length).
7.3 Wells
Estimates for well construction include a test well, production well construction, pump and motor
installation, pitless unit installation, on site water main, hydrant, paving, meter vault, electrical and
controls. The value also includes an estimate for engineering and administrative costs.
7.4 Raw Water Collection/Supply Lines
Right-of-way costs that may be related to the final construction are not included. The
transmission line costs also do not include well site main installation as those costs are
addressed in the individual well cost estimates. The value includes an estimate for engineering
and administrative costs.
7.5 Water Booster Station
The trunk distribution features column in table 7-1 below outlines the construction of various
pressure reducing valves (PRV’s) and pressure sustaining valves (PSV’s) which are placed on
the border of system pressure zones. This also includes the construction of a small scale water
booster station and PSV in 2030.
7.6 Water Treatment Facility Improvements
Planning and cost estimates for future water treatment facility improvements are not included in
this plan as they have been addressed in a previous facility plan completed by Black and Veatch.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 25
7.7 Capital Improvement Plan Timeline
Table 7-1 summarizes estimated annual costs (in 2018 dollars) for the recommended future
improvements.
Table 7-1 – Capital Improvements Timeline
Year
Trunk
Main
Extension
Trunk
Distribution
Features
Raw Water
Transmission
Main
Well Well Cost Total
2019 $265,000 $265,000
2020 $265,000 $150,000 $415,000
2021 $265,000 $265,000
2022 $265,000 $150,000 $415,000
2023 $265,000 $265,000
2024 $265,000 $150,000 23 $1,000,000 $1,415,023
2025 $265,000 $265,000
2026 $265,000 $150,000 $415,000
2027 $265,000 $265,000
2028 $265,000 $150,000 24,25 $1,800,000 $2,215,000
2029 $265,000 $265,000
2030 $265,000 $550,000 $815,000
2031 $265,000 $1,300,000 26 $1,000,000 $2,565,026
2032 $265,000 $150,000 $415,000
2033 $265,000 $265,000
2034 $265,000 $150,000 $415,000
2035 $265,000 $265,000
2036 $265,000 $150,000 $280,000 27 $1,000,000 $1,695,027
2037 $265,000 $265,000
2038 $265,000 $150,000 $415,000
2039 $265,000 $265,000
2040 $265,000 $150,000 $250,000 28 $1,000,000 $1,665,028
7.8 Trigger Chart
The timing of future water improvements will be influenced by a number of parameters. Items
such as development pressure in specific areas, aging facilities and/or facilities which are
undersized, availability of funds, etc. all play a role in the timing of future improvements.
Because of the factors involved, it is difficult to accurately predict the timing of future
improvements, especially those which may occur far into the future.
A trigger chart is presented in below, which correlates well and storage improvements to system
demands. Future capital improvement planning can thus be tied to actual system demands and
the timeline adjusted as necessary.
COMPREHENSIVE WATER SYSTEM PLAN LAKEV 141978
Page 26
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
2020 2025 2030 2035 2040Demand (MGD)Year
Well Supply Needs - Trigger Chart
Projected
Maximum Day
Demand (MGD)
Well 23 Well 24 & 25
Well 26
Well 27
*Demand Projections Based on the average of the Met Council Thrive 2040 popuation and 2% Growth Projections.
Appendix A
Raw Water System Analysis
Figure1Raw Water System Modeling02,0004,0001,000FeetExisting & Proposed Raw Water SystemPipe Sizes!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.WELL 29WELL 28WELL 27WELL 26WELL 25WELL 24WELL 23WELL 22WELL 20WELL #8WELL #9WELL #2WELL #4WELL #6WELL #18WELL #17WELL #19WELL #16WELL #15WELL #14WELL #13WELL #12WELL #11WELL #103535 VADNAIS CENTER DR.ST. PAUL, MN 55110PHONE: (651) 490-2000FAX: (888) 908-8166TF: (800) 325-2055www.sehinc.comMap Document: (L:\Resources\Cartographic\Templates\EmptyLayouts\B_ANSI_11x17L\11x17L_Std3_VertBlk.mxd)2/16/2009 -- 3:28:34 PMOThis map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is acompilation of records, information, and data gathered from various sources listed on this map and is to be used forreference purposes only. SEH does not warrant that the Geographic Information System (GIS) Data used to prepare thismap are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any otherpurpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. Theuser of this map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use ofdata provided.Lakeville, MinnesotaMap by: JDCProjection: Dakota CountySource: City of LakevilleProject: LAKEV 123875Print Date: 06/25/2015LegendWells!!.Future FIG Well!!.Future PDCJ Well!!.Existing WellsExisting Raw Water Main (Dia.)10-Inches12-Inches16-Inches20-Inches24-Inches30-InchesProposed Raw Water Main (Dia)12-Inches16-Inches2024-Inches!!.!!.WELL #18WELL #10INSETWATER TREATMENT PLANTINSETINTERSECTION - 185TH & DODD
Figure2Raw Water System Modeling0 1,000 2,000500FeetExisting Raw WaterSystemPipe Velocity!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.500 GPM900 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,000 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,000 GPM2.413.43.473.515 .4 3
3.833.91.913.681.444.26001.9103.43.833.43.43.513.43.4Well #8Well #9Well #2Well #4Well #6Well #18Well #17Well #19Well #16Well #15Well #14Well #13Well #12Well #113535 VADNAIS CENTER DR.ST. PAUL, MN 55110PHONE: (651) 490-2000FAX: (888) 908-8166TF: (800) 325-2055www.sehinc.comMap Document: (L:\Resources\Cartographic\Templates\EmptyLayouts\B_ANSI_11x17L\11x17L_Std3_VertBlk.mxd)2/16/2009 -- 3:28:34 PMOThis map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is acompilation of records, information, and data gathered from various sources listed on this map and is to be used forreference purposes only. SEH does not warrant that the Geographic Information System (GIS) Data used to prepare thismap are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any otherpurpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. Theuser of this map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use ofdata provided.Lakeville, MinnesotaMap by: JDCProjection: Dakota CountySource: City of LakevilleProject: LAKEV 123875Print Date: 06/25/2015LegendExisting Raw Water Main Pipe Velocity (fps)0-55-88-1010+!!.Existing Wells!!.!!.500 GPM1,200 GPM3.95 .4 3 4.263.833.43.685.227.532.723.91.912.411.443.35INSETWATER TREATMENT PLANTINSETINTERSECTION - 185TH & DODDWell NameModel Flow Rate (gpm)Model Flow Rate (MGD)WELL 021,000 1.4WELL 041,200 1.7WELL 061,200 1.7WELL 081,200 1.7WELL 091,200 1.7WELL 101,200 1.7WELL 111,200 1.7WELL 12900 1.3WELL 131,000 1.4WELL 141,200 1.7WELL 151,200 1.7WELL 161,200 1.7WELL 171,200 1.7WELL 18500 0.7WELL 191,200 1.7Total 16,600 23.9Table 1Existing Production Well CapacitiesTable Notes: Flow rates verified w ith Utility StaffSource: Water ModelLakeville, Minnesota
Figure3Raw Water System Modeling0 1,000 2,000500FeetProposed Raw Water SystemPipe Velocity!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.400 GPM400 GPM400 GPM500 GPM900 GPM1,000 GPM1,000 GPM1,000 GPM1,000 GPM1,000 GPM1,000 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,000 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,000 GPMWELL 29WELL 28WELL 27WELL 26WELL 25WELL 24WELL 23WELL 22WELL 203.41.68 .33.473.122.133.194.152.843.833.511.912.414.543.684.184.831.440.073.41.913.42.843.43.83Well #8Well #9Well #2Well #4Well #6Well #18Well #17Well #19Well #16Well #15Well #14Well #13Well #12Well #113535 VADNAIS CENTER DR.ST. PAUL, MN 55110PHONE: (651) 490-2000FAX: (888) 908-8166TF: (800) 325-2055www.sehinc.comMap Document: (L:\Resources\Cartographic\Templates\EmptyLayouts\B_ANSI_11x17L\11x17L_Std3_VertBlk.mxd)2/16/2009 -- 3:28:34 PMOThis map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is acompilation of records, information, and data gathered from various sources listed on this map and is to be used forreference purposes only. SEH does not warrant that the Geographic Information System (GIS) Data used to prepare thismap are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any otherpurpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. Theuser of this map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use ofdata provided.Lakeville, MinnesotaMap by: JDCProjection: Dakota CountySource: City of LakevilleProject: LAKEV 123875Print Date: 06/25/2015Legend!!.Existing WellsProposed Wells!!.Future FIG Well!!.Future PDCJ Well Raw Water Main Pipe Velocity (fps)0-55-88-1010+!!.!!.!!.!!.500 GPM1,200 GPM8 .3 4.184.834.263.833.43.687.6710.84.583.44.181.914.831.443.20.072.84INSETWATER TREATMENT PLANTINSETINTERSECTION - 185TH & DODDWell NameModel Flow Rate (gpm)Model Flow Rate (MGD)WELL 02 1,000 1.4WELL 041,200 1.7WELL 061,200 1.7WELL 081,200 1.7WELL 091,200 1.7WELL 101,200 1.7WELL 111,200 1.7WELL 12900 1.3WELL 131,000 1.4WELL 141,200 1.7WELL 151,200 1.7WELL 161,200 1.7WELL 171,200 1.7WELL 18500 0.7WELL 191,200 1.7WELL 20*1,000 1.4WELL 21*- 0.0WELL 22*400 0.6WELL 23*1,000 1.4WELL 24*400 0.6WELL 25*400 0.6WELL 26*1,000 1.4WELL 27*1,000 1.4WELL 28*1,000 1.4WELL 29*1,000 1.4Total 23,800 34.3Table 2Anticipated Well Production Well CapacitiesLakeville, MinnesotaTable Notes: *Indicated Proposed Future WellSource: Water Model
Figure1Raw Water System Modeling02,0004,0001,000FeetExisting & Proposed Raw Water SystemPipe Sizes!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.WELL 29WELL 28WELL 27WELL 26WELL 25WELL 24WELL 23WELL 22WELL 20WELL #8WELL #9WELL #2WELL #4WELL #6WELL #18WELL #17WELL #19WELL #16WELL #15WELL #14WELL #13WELL #12WELL #11WELL #103535 VADNAIS CENTER DR.ST. PAUL, MN 55110PHONE: (651) 490-2000FAX: (888) 908-8166TF: (800) 325-2055www.sehinc.comMap Document: (L:\Resources\Cartographic\Templates\EmptyLayouts\B_ANSI_11x17L\11x17L_Std3_VertBlk.mxd)2/16/2009 -- 3:28:34 PMOThis map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is acompilation of records, information, and data gathered from various sources listed on this map and is to be used forreference purposes only. SEH does not warrant that the Geographic Information System (GIS) Data used to prepare thismap are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any otherpurpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. Theuser of this map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use ofdata provided.Lakeville, MinnesotaMap by: JDCProjection: Dakota CountySource: City of LakevilleProject: LAKEV 123875Print Date: 06/25/2015LegendWells!!.Future FIG Well!!.Future PDCJ Well!!.Existing WellsExisting Raw Water Main (Dia.)10-Inches12-Inches16-Inches20-Inches24-Inches30-InchesProposed Raw Water Main (Dia)12-Inches16-Inches2024-Inches!!.!!.WELL #18WELL #10INSETWATER TREATMENT PLANTINSETINTERSECTION - 185TH & DODD
Figure2Raw Water System Modeling0 1,000 2,000500FeetExisting Raw WaterSystemPipe Velocity!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.500 GPM900 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,000 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,000 GPM2.413.43.473.515 .4 3
3.833.91.913.681.444.26001.9103.43.833.43.43.513.43.4Well #8Well #9Well #2Well #4Well #6Well #18Well #17Well #19Well #16Well #15Well #14Well #13Well #12Well #113535 VADNAIS CENTER DR.ST. PAUL, MN 55110PHONE: (651) 490-2000FAX: (888) 908-8166TF: (800) 325-2055www.sehinc.comMap Document: (L:\Resources\Cartographic\Templates\EmptyLayouts\B_ANSI_11x17L\11x17L_Std3_VertBlk.mxd)2/16/2009 -- 3:28:34 PMOThis map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is acompilation of records, information, and data gathered from various sources listed on this map and is to be used forreference purposes only. SEH does not warrant that the Geographic Information System (GIS) Data used to prepare thismap are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any otherpurpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. Theuser of this map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use ofdata provided.Lakeville, MinnesotaMap by: JDCProjection: Dakota CountySource: City of LakevilleProject: LAKEV 123875Print Date: 06/25/2015LegendExisting Raw Water Main Pipe Velocity (fps)0-55-88-1010+!!.Existing Wells!!.!!.500 GPM1,200 GPM3.95 .4 3 4.263.833.43.685.227.532.723.91.912.411.443.35INSETWATER TREATMENT PLANTINSETINTERSECTION - 185TH & DODDWell NameModel Flow Rate (gpm)Model Flow Rate (MGD)WELL 021,000 1.4WELL 041,200 1.7WELL 061,200 1.7WELL 081,200 1.7WELL 091,200 1.7WELL 101,200 1.7WELL 111,200 1.7WELL 12900 1.3WELL 131,000 1.4WELL 141,200 1.7WELL 151,200 1.7WELL 161,200 1.7WELL 171,200 1.7WELL 18500 0.7WELL 191,200 1.7Total 16,600 23.9Table 1Existing Production Well CapacitiesTable Notes: Flow rates verified w ith Utility StaffSource: Water ModelLakeville, Minnesota
Figure3Raw Water System Modeling0 1,000 2,000500FeetProposed Raw Water SystemPipe Velocity!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.!!.400 GPM400 GPM400 GPM500 GPM900 GPM1,000 GPM1,000 GPM1,000 GPM1,000 GPM1,000 GPM1,000 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,000 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,200 GPM1,000 GPMWELL 29WELL 28WELL 27WELL 26WELL 25WELL 24WELL 23WELL 22WELL 203.41.68 .33.473.122.133.194.152.843.833.511.912.414.543.684.184.831.440.073.41.913.42.843.43.83Well #8Well #9Well #2Well #4Well #6Well #18Well #17Well #19Well #16Well #15Well #14Well #13Well #12Well #113535 VADNAIS CENTER DR.ST. PAUL, MN 55110PHONE: (651) 490-2000FAX: (888) 908-8166TF: (800) 325-2055www.sehinc.comMap Document: (L:\Resources\Cartographic\Templates\EmptyLayouts\B_ANSI_11x17L\11x17L_Std3_VertBlk.mxd)2/16/2009 -- 3:28:34 PMOThis map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is acompilation of records, information, and data gathered from various sources listed on this map and is to be used forreference purposes only. SEH does not warrant that the Geographic Information System (GIS) Data used to prepare thismap are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any otherpurpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. Theuser of this map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use ofdata provided.Lakeville, MinnesotaMap by: JDCProjection: Dakota CountySource: City of LakevilleProject: LAKEV 123875Print Date: 06/25/2015Legend!!.Existing WellsProposed Wells!!.Future FIG Well!!.Future PDCJ Well Raw Water Main Pipe Velocity (fps)0-55-88-1010+!!.!!.!!.!!.500 GPM1,200 GPM8 .3 4.184.834.263.833.43.687.6710.84.583.44.181.914.831.443.20.072.84INSETWATER TREATMENT PLANTINSETINTERSECTION - 185TH & DODDWell NameModel Flow Rate (gpm)Model Flow Rate (MGD)WELL 02 1,000 1.4WELL 041,200 1.7WELL 061,200 1.7WELL 081,200 1.7WELL 091,200 1.7WELL 101,200 1.7WELL 111,200 1.7WELL 12900 1.3WELL 131,000 1.4WELL 141,200 1.7WELL 151,200 1.7WELL 161,200 1.7WELL 171,200 1.7WELL 18500 0.7WELL 191,200 1.7WELL 20*1,000 1.4WELL 21*- 0.0WELL 22*400 0.6WELL 23*1,000 1.4WELL 24*400 0.6WELL 25*400 0.6WELL 26*1,000 1.4WELL 27*1,000 1.4WELL 28*1,000 1.4WELL 29*1,000 1.4Total 23,800 34.3Table 2Anticipated Well Production Well CapacitiesLakeville, MinnesotaTable Notes: *Indicated Proposed Future WellSource: Water Model
Appendix B
Development Analysis
Engineers | Architects | Planners | Scientists
Short Elliott Hendrickson Inc., 3535 Vadnais Center Drive, St. Paul, MN 55110-5196
SEH is 100% employee-owned | sehinc.com | 651.490.2000 | 800.325.2055 | 888.908.8166 fax
MEMORANDUM
TO: City of Lakeville
FROM: Chad T. Katzenberger, PE
DATE: October 29, 2014
RE: Water Distribution System Modeling – 2015 Utility Reconstruction Project
SEH No. LAKEV 125769
BACKGROUND
This memo is intended to summarize the utilization of the City’s existing water model to analyze the
effects of potential water distribution piping changes as part of a 2015 street/utility reconstruction project.
The City’s water model was recently updated as part of a 2013 water system comprehensive planning
effort. This model was utilized to compare various water system configuration options discussed later in
this memo.
PROJECT LOCATION
The roads identified for reconstruction as part of the 2015 reconstruction project were provided by City
staff as a figure drafted by WSB titled 2015 Street Reconstruction Project. This figure identifies all roads
on a map slated for reconstruction. There is approximately 54,000 feet of 6, 8 & 12-inch water main
currently serving this area. (See Figure 1)
Table 1
Existing Project Area Piping Summary
Pipe Size Length (ft) Length
(Miles) % of total
6-inch 25,852 4.9 48%
8-inch 14,924 2.8 28%
12-inch 13,251 2.5 25%
Total 54,027 10.2 100%
Table Notes: Hydrant leads not included
Source: Water Model
Some of the unique features of the project area include:
• The boundary of the primary pressure zone and the Valley Park Pressure zone.
Error! Reference source not found.
October 29, 2014
Page 2
• The Primary Pressure Zone operates at a higher hydraulic grade line than that of the Valley Park
Pressure Zone
• There is a pressure reducing valve (PRV) Station located along the pressure zone boundary
which may currently have limited functionality.
• There is an existing 12-inch water main with very few water services running near the North
border of Foxbourough Park which may be a candidate for elimination.
• There is a heavy saturation of 12-inch trunk water main in the project area.
• The majority of the 2015 Utility reconstruction project area consists of residential lots.
MODEL CAPABILITIES & ANALYSIS
The complete and calibrated water model has many uses that are very helpful in analyzing both the
current water system and potential future improvements. For purposes of this memo, standard functions
of the water model software were used to analyze the City's existing water system as it relates to
available pressure and fire flow.
Water systems are analyzed, planned, and designed primarily through the application of basic hydraulic
principles. Some important factors that must be considered when performing this analysis include:
Component size, physical features, pressure requirements and land use characteristics.
For this water model analysis effort, the water system was analyzed according to:
• Reliable Service Pressure
• Fire Flow Capacity
• System functionality
The water system evaluation was based on standard water industry engineering practice.
WATER SYSTEM PRESSURES
Water system pressure in the project area range from 50-65 psi in the valley park pressure zone and 75-
110 psi in the primary pressure zone. Proposed system piping will maintain similar pressure levels.
AVAILABLE FIRE FLOW
Water system planning for fire protection is an important consideration. In most instances, water main
sizes are designed specifically to supply desired fire flows. Guidelines for determining fire flow
requirements are provided by the ISO. ISO is the insurance service organization responsible for
evaluating and classifying municipalities for fire insurance rating purposes.
Fire protection needs vary with the physical characteristics of each building to be protected. For example,
needed fire flows for a specific building can vary from 500 gpm to as high as 12,000 gpm, depending on
habitual classifications, separation distances between buildings, height, materials of construction, size of
the building, and the presence or absence of building sprinklers. Municipal fire insurance ratings are
partially based on the City's ability to provide needed fire flows up to 3,500 gpm. If a specific building has
a needed fire flow greater than this amount, the community's fire insurance rating will only be based on
the water system's ability to provide 3,500 gpm. For purposes of water system modeling analysis, only
results up to 3,500 gpm are provided.
Nearly all of the project are consists of Low Density residential properties. Typical fire flow requirements
for this type of property range from 500-1,500 gpm while maintaining a water system residual pressure of
20 psi. (These requirements are intended as a general guideline. The actual needed fire flow for a
specific building can vary.)
Error! Reference source not found.
October 29, 2014
Page 3
Figure 3 illustrates the estimated available fire flow throughout the entire project area for a typical
maximum day water demand while maintaining a residual pressure of 20 psi throughout the system.
As can be seen in the figure, the majority of the project area indicates fire flow availability that range from
700 gpm to 3,500 gpm. Lower available fire flow typically occur at relatively higher elevation areas with
small diameter water main. Average available fire flow across in the project area is 2,700 gpm.
As new water infrastructure is proposed, future water main can be sized to increase available flow in
areas that currently have less than robust fire flow availability. Conversely, those areas that have more
than robust flow availability could have the possibility for a reduced water main size while maintaining
existing fire flow availability levels.
WATER MAIN SIZING OBJECTIVES
• Increase available Fire Flow to a minimum of 1,500 gpm in all project areas
• Maintain or increase current available fire flow levels
• Upsize existing water main were necessary to achieve desired fire flow levels.
• Reduce pipe size in areas with more than adequate fire flow availability while maintaining existing fire
flow availability.
WATER SYSTEM IMPROVEMENTS OPTIONS
Option A – Remove existing 12-inch main & replace existing water main in kind (size for size)
• Remove existing 12-inch water main running near the North border of Foxbourough.
• Replace all other water main in kind
• See Figure X for proposed pipe location and sizing
This option is documented in Figure 3 and represents the resulting fire flow available with the water
sys tem improvements noted above. In general, even with the removal of the 12-inch main along
Foxbourough, the available fire flow would remain nearly identical to existing fire flow conditions. This
indicates that the removal of this water main would have a negligible effect on realized available fire flow.
Table 2
Option A - Project Area Piping Summary
Pipe Size Length (ft) Length
(Miles) % of total
6-inch 25,852 4.9 50%
8-inch 14,924 2.8 29%
12-inch 10,814 2.0 21%
Total 51,590 9.8 100%
Table Notes: Hydrant leads not included
Source: Water Model
Option B – Re-size new water main
• Remove existing 12-inch water main running near the North border of Foxbourough.
Error! Reference source not found.
October 29, 2014
Page 4
• Replace existing water main with sizes proposed in figure 4
• Option results in a net reduction of 12-inch main and an overall pipe volume reduction of 25%
This option is documented in Figure 4 acknowledges the understanding that existing water main may be
sized larger than what is needed to serve the project area. As a result a water main sizing scenario was
developed to analyze potential modifications to existing water main sizes. For this option water main
diameters were selected to meet the sizing objectives noted above with the overall goal of reducing net
water main size across the project area. An iterative pipe sizing process was utilized to determine the
posed pipe sizes. The resulting fire flow for the proposed option is documented in Figure 4. As can be
seen in this figure, though pipe sizes are reduced in size in many areas, fire flow capacities are
maintained at levels that exceed the minimum 1,500 gpm requirement, with the majority of the levels
being maintained well above this threshold. Some sections of pipe in the valley park pressure zone were
upsized from 6-inch to 8-inch resulting an increase in fire flow availability in areas that currently exhibit
limited flow availability.
However, it should be noted that one section of water main along Goodview Trail and Godson Drive
would experience a slight reduction in available fire flow compared to current conditions. However, the
available flows would still exceed the 1,500 gpm minimum requirement. The primary reason for the
limited flow in this area is due to the piping configuration along this stretch. The water main travels along
Goodview and bends around to Godson where it continues to the boundary of the valley park pressure
zone. At this point the water main is valved shut to isolate the two pressure zones. As a result, was can
only be delivered from one direction, slightly limiting flow. If the City determined additional fire flow should
be provided to this area, a check valve in a manhole could be installed at the pressure zone boundary in
place of the current isolation valve. On a normal basis, this type of valve would remain shut, however, if a
large enough flow were demanded (above 2,000 gpm), this valve would open and supplement the area in
question with additional flow.
Table 3
Option B - Project Area Piping
Pipe Size Length (ft) Length
(Miles) % of total
6-inch 19,781 3.7 38%
8-inch 30,765 5.8 60%
12-inch 1,042 0.2 2%
Total 51,588 9.8 100%
Table Notes: Hydrant leads not included
Source: Water Model
CONCLUSIONS
In an effort to best allocate limited water system improvement funds, it would be feasible to resize water
main as described in Option B. Though the water main would be reduced in size in many areas,
appropriate fire flow levels would be maintained. Additionally, water main would be slightly upsized in
other areas to increase flow availability to acceptable levels.
CTK
c:\users\ckatzenberger\desktop\_ project links\_water model initiative\lakeville\lakev\common\water\2015 utility reconstruction\m-water main sizing - 2015 utility recon.docx
Í""B
Í""B
Í""B
160TH ST W
HIGHVIEW AVECEDAR AVE175TH ST W
170TH ST W
172ND ST W
D O D D B L V D
GRIFFON TRL
GLACIER WAYHARVARD DRHAVELOCK WAYHARVARD LN
CEDAR AVE SGLENCOE AVEGROVE TRL166TH ST WHARMONY PATHGROVE AVEG
O
D
S
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161ST ST W
174TH ST W GLENWOOD AVEU P P E R 167T H S T W
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173 R D S T W
1 6 8 T H S T W GRI
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LHAWTHORN PATHGREENTREE PATH
176TH ST W HAYES AVE173RD ST
HALIFAX PATHGLEN OAKS RDGOLDENVIEW AVEGREENTREE AVEH O M E S T E A D T R L
H A R D I N G L N GR
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HIBISCUS AVE172ND STG
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PRIVATE
171ST ST W
UPPER 164TH ST WGRINNELL AVEGUNFLINT CIRI N T E R L A C H E N B L V D
HEMLOCK AVEGR
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HEIDELBERG WAYHOMI
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P
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HHOLLAND AVEUPPER 171ST ST W
GRIFFON TR
HAZEL CT GOODHUE AVEGEORGETOW N W AYHARRINGTON WAY
HAVEN AVEHAVERHILL CIR
1 6 2 N D S T W
HEATH CTGOODVIEW WAY
HARMONY TRL
GODSON CIR
GREENBRI
AR CTGREENVIEW CIRHARVARD CTGERMANE CT
WGANNON AVEHEMLOCK CTHERSHEY CTHANNIBAL CTHAMILTON CT GRIFFON CTHEYWOOD CTHILL
S
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UPPER 167TH CT W
HICKORY CT 173RD CIRH E A R T H S I D E C T
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HAMILTON DR174TH ST W
165TH ST W
HAYES AVE165TH ST W
173RD ST W
H A RVA R D D R
H IB IS C U S A V E
Water System Model Analysis FIGURE 1
O
Map by: CTK
Projection: CC
Source: WaterCAD, Tiger, City Files
0 250 500
Feet
Lakeville, Minnesota Existing Water System Map &
2015 Utility Improvement Area
This map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is a compilation of records, information, and data gathered from various sources listed on this map and is to be used for reference purposes only. SEH does not warrant that the Geographic
Information System (GIS) Data used to prepare this map are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. The user of
this map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use of data provided.
Project Number: LAKEV 125769Path: C:\Users\ckatzenberger\Desktop\_ Project Links\_Water Model Initiative\Lakeville\Lakev\Common\Water\2015 Utility Reconstruction\gis\Figure 1 - Existing Water System & Project Location.mxdPrint Date: 10/28/2014
Legend
Í""B PRV Station
Water Main Size (inch)
4
6
8
10
12
16
18
20
24
2015 Project Area
Valley Park Pressure Zone
Í""B
Í""B
Í""B
99
99
94
91
90
87
87
87
86
84
80
80
79
76
75
74
73
73
72
68
68
66
65
64
60
60
55
51
110
109
104
99.8
99.7
99.6
99.2
98.3
98.2
98.1
98.1
97.9
97.6
97.5
97.5
97.2
97.2
97.1
96.5
96.4
96.3
96.1
95.9
95.9
95.9
95.8
95.8
95.8
95.7
95.6
95.6 95.5
95.4
95.2
95.1
95.1
94.9
94.9
94.9
94.9
94.9
94.8
94.7
94.7
94.7 94.7
94.6
94.5
94.5
94.4
94.394.1
94.1
93.9
93.9
93.793.7
93.6
93.6
93.5
93.4
93.4
93.3
93.2
92.9
92.9
92.6
92.5
92.4
92.3
91.7
91.2
90.7
90.7 90.4
90.3
90.1
89.9
89.889.8 89.8
89.5
89.5
89.5
89.589.3
89.2
88.9
88.9
88.8
88.7
88.3
88.2
87.9
87.8
87.8
87.4
87.2
86.9
86.8
86.8
86.7
86.7
86.6
86.5
86.4
86.4
86.1
86.1
85.9
85.9
85.8
85.8
85.6
85.3
85.285.1
85.1
84.9
84.9
84.7
84.6
84.5
84.5
84.4
84.4
84.3
84.3
84.3
84.2
84.2
84.1
83.9
83.7
83.783.6
83.683.3
83.2
83.1
82.9
82.9
82.6
82.6
82.5
82.2
82.2
82.1
81.9
81.9
81.8
81.8
81.7
81.7
81.7
81.6
81.6
81.6
81.6
81.3
81.2
81.2
81.2
80.9
80.9
80.8
80.8
80.8
80.780.5
80.4
80.4
80.3
80.3
80.2
80.2
79.9
79.9
79.7
79.7
79.5
79.3
78.8
78.7
78.6
78.4
78.2
77.8 77.7
77.5
77.5
77.4
77.4
77.3
77.3
77.3
77.3
77.2
77.2
76.9
76.8
76.7
76.7
76.6
76.4
76.376.2
76.1
76.1
75.9
75.9
75.8
75.8
75.8
75.7
75.7
75.6
75.5
75.5
75.4
75.475.3
75.2
75.2
74.9
74.8
74.7
74.7
74.5
74.5
74.4
73.9
73.4
73.2
73.2
72.9
72.9
72.8
72.8
72.872.8
72.672.6
72.5
71.9
71.7
71.4
71.3
71.2
71.1
70.9
70.9
70.5
70.4
70.4
69.7
69.7
69.6
69.5
69.3
69.2
69.2
68.8
68.8 68.868.6
68.6
68.3
68.2
67.9
67.8
67.7
67.767.7
67.7
67.7
67.5
67.5
67.5
67.3
67.3
67.1
67.1
66.9
66.8
66.8
66.7
66.6
66.4
66.4
66.2
65.1
64.3
64.2
64.2
64.2
64.2
64.2
64.163.9
63.8
63.8
63.7
63.7
63.7
63.4
63.2
63.2
63.162.9
62.8
62.7
62.7
62.5
62.3
62.2
61.8
61.8
61.7
61.5
61.2
61.1
60.6
60.4
60.1
59.9
59.8
59.8
59.5
59.5
59.3
56.3
55.5
55.4
54.9
54.9
53.652.3
50.8
48.448.4
44.5
44.5
39.4
110.5110.5
109.7
109.1
108.5108.3
108.3
107.9
107.4
106.8
106.6
106.6
106.5
106.5
105.7
103.9
103.6
102.6
102.4101.6
101.5
101.4
101.2
100.8
100.8
100.7
160TH ST W
HIGHVIEW AVECEDAR AVE175TH ST W
170TH ST W
172ND ST W
D O D D B L V D
GLACIER WAYHARVARD DRHAVELOCK WAYCEDAR AVE SGLENCOE AVEGROVE TRLGROVE AVEGODSON DR174TH ST W GLENWOOD AVE17 3R D S T W
HAMILTON DR GL
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WGRENADIER AVEGUNFLINT TRLGREENTREE PATH
176TH ST W HAYES AVEHALIFAX PATHGREENTREE AVEGRINNELL WAYGARCIA WAY W
HIBISCUS AVE1
7
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ND ST171ST ST W
HEMLOCK AVEHEIDELBERG WAYHOMINY PATHHOLLAND AVEHAZEL CTGOODHUE AVEHUBBARD TRLH A V E R H IL L C IR GOODLAND PATHHEATH CTGOODVIEW WAYGREENVIEW CIRHARVARD CTHEMLOCK CTHANNIBAL CTHARBOR CTINTERLACHEN CTGLENGARY CT WHAYES AVEH IB IS C U S A V E
Water System Model Analysis FIGURE 2A
O
Map by: CTK
Projection: CC
Source: WaterCAD, Tiger, City Files
0 250 500
Feet
Lakeville, Minnesota Existing Water
System Pressures
This map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is a compilation of records, information, and data gathered from various sources listed on this map and is to be used for reference purposes only. SEH does not warrant that the Geographic
Information System (GIS) Data used to prepare this map are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. The user of
this map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use of data provided.
Project Number: LAKEV 125769Path: C:\Users\ckatzenberger\Desktop\_ Project Links\_Water Model Initiative\Lakeville\Lakev\Common\Water\2015 Utility Reconstruction\gis\Figure 2A - Existing Water System Pressures.mxdPrint Date: 10/29/2014
Legend
Water Pressure (psi)
<40
40-45
45-50
50-55
55-60
60-65
65-70
70-75
75-80
80+
Í""B PRV Station
Water Main Size (inch)
4
6
8
10
12
16
18
20
24
2015 Project Area
Valley Park Pressure Zone
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HIGHVIEW AVECEDAR AVE175TH ST W
170TH ST W
172ND ST W
D O D D B L V D
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GLACIER WAYHARVARD DRHAVELOCK WAYHARVARD LN
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173RD ST W
H A RVA R D D R
H IB IS C U S A V E
790
790
980
650
770
670
35003500
3100
350035003500
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3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
2300
3500
3500
3500
35003500
3500
2000
3500
3500
3500
3500
2200
3500
3500
3500
2800
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
2600
2600
3500
3500
3500
3500
3500
3500
3500
3500
1600
3500
3500
3500
3500
35003500
3300
2600
3500
3500
3500
3500
3500
2500
3500
3500
2600
3200
3500
3500
35003500
3500
3400
3500
3500
3500
3500
3500
3500
3500
3200
3500
3500
3500
3500
3500
3500
3500
35003500
3500
35003500
2800
3500 3500
2100
3100
3500
35003500
3500
2100
3200
1700
3500
3300
3500
1800
3500
3500
3500
1100
2800
3500
2000
3500
3500
3500
3500
3500
3500
3500
2900
35003500
3500
3200
3500
3500
3500
3500
3500
1100
3500
3500
2400
1600
3500
1600
3500
3500
3500
2000
3500
2300
3500
3500
3500
2100
2000
3500
3500
23003500
3500
2000
3500
3500
3500
1600
3500
1100
35003500
1900
3500
1900
1700
3500
3500
35003500
3500
1800
1700
1600
1600
1700
1300
1400
1400
3500
3500
3500
3500
3500
2100
1000
350035002000
20001700
1700
3500
Water System Model Analysis FIGURE 2B
O
Map by: CTK
Projection: CC
Source: WaterCAD, Tiger, City Files
0 250 500
Feet
Lakeville, Minnesota Existing Water System
Calculated Available Fire Flow
This map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is a compilation of records, information, and data gathered from various sources listed on this map and is to be used for reference purposes only. SEH does not warrant that the Geographic
Information System (GIS) Data used to prepare this map are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. The user of
this map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use of data provided.
Project Number: LAKEV 125769Path: C:\Users\ckatzenberger\Desktop\_ Project Links\_Water Model Initiative\Lakeville\Lakev\Common\Water\2015 Utility Reconstruction\gis\Figure 2B - Existing Water System Avail FF.mxdPrint Date: 10/29/2014
Legend
Available Fire Flow (gpm)
!(0-500
!(500-1,000
!(1,000-1,500
!(1,500-2,000
!(2,000-2,500
!(2,500-3,000
!(3,000-3,500
!(3,500+
Í""B PRV Station
Water Main Size (inch)
4
6
8
10
12
16
18
20
24
2015 Project Area
Valley Park Pressure Zone
Í""B
Í""B
Í""B
99
99
9494
91
90
87
87
87
87
86
84
80
80
79
76
75
74
73
73
72
69
68
6564
64
63
-1
-1
-1
-1
110
109
104
99.8
99.7
99.7
99.2
98.3
98.2
98.1
98.1
97.9
97.6
97.5
97.5
97.3
97.2
97.1
96.5
96.4
96.3
96.1
95.9
95.9
95.9
95.8
95.8
95.7
95.7
95.6
95.5 95.5
95.4
95.2
95.1
95.1
94.9
94.9
94.9
94.8
94.8
94.8
94.7
94.7
94.7 94.6
94.5
94.4
94.4
94.394.1
93.9
93.9
93.9
93.793.6
93.6
93.5
93.4
93.4
93.4
93.3
93.1
92.9
92.9
92.5
92.4
92.3
91.7
91.2
90.7
90.7
90.5
90.3
90.1
89.9
89.889.8 89.8
89.5
89.5
89.5
89.5
89.3
89.2
88.9
88.9
88.8
88.7
88.3
88.2
87.9
87.9
87.8
87.4
87.2
86.8
86.8
86.7
86.7
86.6
86.5
86.5
86.4
86.1
86.1
85.9
85.9
85.8
85.7
85.5
85.3
85.285.1
85.1
84.9
84.9
84.7
84.6
84.5
84.5
84.4
84.3
84.3
84.3
84.3
84.2
84.2
84.1
83.9
83.7
83.783.6
83.683.3
83.2
83.1
82.9
82.9
82.7
82.5
82.5
82.2
82.2
82.1
81.9
81.9
81.8
81.8
81.7
81.7
81.7
81.6
81.6
81.6
81.6
81.3
81.2
81.2
81.2
80.9
80.9
80.9
80.8
80.7
80.6
80.5
80.5
80.5
80.3
80.3
80.2
80.2
80.1
79.9
79.7
79.6
79.4
79.3
78.8
78.7
78.6
78.3
78.1
77.8 77.7
77.5
77.5
77.4
77.4
77.3
77.3
77.3
77.2
77.2
77.2
76.9
76.7
76.7
76.7
76.6
76.4
76.376.2
76.1
76.1
75.9
75.9
75.8
75.8 75.7
75.7
75.7
75.6
75.6
75.5
75.5
75.375.3
75.2
75.2
74.9
74.8
74.7
74.7
74.4
74.4
74.4
73.9
73.4
73.2
73.1
72.9
72.9
72.8
72.8
72.872.8
72.672.6
72.5
71.9
71.7
71.4
71.3
71.1
71.1
70.9
70.9
70.6
70.4
70.3
69.9
69.7
69.6
69.5
69.3
69.3
69.2
68.9 68.868.7
68.5
68.3
68.2
68.1
67.9
67.8
67.6
67.6
67.6
67.6
67.6
67.5
67.4
67.4
67.3
67.3
67.3
67.3
66.9
66.7
66.7
66.7
66.6
66.4
66.3
66.1
65.9
64.9
64.3
64.1
64.1 64.1
63.9
63.9
63.8
63.8
63.8
63.7
63.6
63.5
63.2
63.162.9
62.9
62.8 62.7
62.5
62.4
62.1
62.1
61.7
61.6
61.4
60.8
60.4
60.3
59.8
59.8
59.7
59.7
59.6
59.4
59.4
59.4
59.2
59.2
56.2
55.5
55.3
55.1
54.9
54.5
53.552.2
50.5
50.3
48.348.3
44.4
44.4
39.4
110.5110.5
109.7
109.1
108.3
108.3
107.8
107.4
106.7
106.6
106.6
106.4
105.7
103.9
103.6
102.6
102.4
101.5
101.4
101.2
100.8
100.8
100.7
160TH ST W
HIGHVIEW AVECEDAR AVE175TH ST W
170TH ST W
172ND ST W
D O D D B L V D
GLACIER WAYHARVARD DRHAVELOCK WAYCEDAR AVE SGLENCOE AVEGROVE TRL166TH ST W
GROVE AVEGODSON DR161ST ST W
174TH ST W GLENWOOD AVE17 3R D S T W
HAMILTON DR GL
A
D
I
OL
A
A
V
E
WGRENADIER AVEGUNFLINT TRLGREENTREE PATH
176TH ST W HAYES AVEHALIFAX PATHGREENTREE AVEGRINNELL WAYGARCIA WAY W
HIBISCUS AVE1
7
2
ND ST171ST ST W
HEMLOCK AVEHEIDELBERG WAYHOMINY PATHHOLLAND AVEHAZEL CTGOODHUE AVEHUBBARD TRLH A V E R H IL L C IR GOODLAND PATHHEATH CTGOODVIEW WAYGREENVIEW CIRHARVARD CTHEMLOCK CTHANNIBAL CTHARBOR CTINTERLACHEN CTGLENGARY CT WHAYES AVEH IB IS C U S A V E
Water System Model Analysis FIGURE 3A
O
Map by: CTK
Projection: CC
Source: WaterCAD, Tiger, City Files
0 250 500
Feet
Lakeville, Minnesota Option 1
Water System Pressures
This map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is a compilation of records, information, and data gathered from various sources listed on this map and is to be used for reference purposes only. SEH does not warrant that the Geographic
Information System (GIS) Data used to prepare this map are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. The user of
this map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use of data provided.
Project Number: LAKEV 125769Path: C:\Users\ckatzenberger\Desktop\_ Project Links\_Water Model Initiative\Lakeville\Lakev\Common\Water\2015 Utility Reconstruction\gis\Figure 3A - Option 1 Pressure.mxdPrint Date: 10/29/2014
Legend
Water Pressure (psi)
<40
40-45
45-50
50-55
55-60
60-65
65-70
70-75
75-80
80+
Í""B PRV Station
Water Main Size (inch)
4
6
8
10
12
16
18
20
24
2015 Project Area
Valley Park Pressure Zone
Í""B
Í""B
Í""B
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HIGHVIEW AVECEDAR AVE175TH ST W
170TH ST W
172ND ST W
D O D D B L V D
GRIFFON TRL
GLACIER WAYHARVARD DRHAVELOCK WAYHARVARD LN
CEDAR AVE SGLENCOE AVEGROVE TRL166TH ST WHARMONY PATHGROVE AVEG
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161ST ST W
174TH ST W GLENWOOD AVEU P P E R 167T H S T W
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HEATH CTGOODVIEW WAY
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165TH ST W
HAYES AVE165TH ST W
173RD ST W
H A RVA R D D R
H IB IS C U S A V E
-1
-1
-1
780
780
640
790
690
35003500
3100
350035003500
2200
3500
3500
2400
3500
1900
35003500
3500
3500
3200
3500
2500
3500
3500
2700
3500
3500
3500
2900
3500
3500
3500
1900
3500
3500
2400
2000
2600
3500
3500
3500
2600
1900
3500
1900
3500
3500
3400
3500
3500
3500
3500
35003500
3500
3500
3500
3500
3500 2000
3500
3500
3500
3500
3500
1700
3500
3500
3500
3500
3500
3500 3500
3500
3500
3500
3500
3500
3500
3500
35003500
3300
3500
3500
35003500
2900
3500
3500
3500
3500
3500
3500
2400
3500
3500
2500
3000
3500
3500
3500
3500
3500
2000
3500
3500
3500
3500
3500
3500
3500 3500
3500
3200
3500
2400
3500
3500
2300
3500
3500
2400
3500
3500
3500
3500
3500
2300
3500
3500
2400
3500
3500
2500
3500
3500
3500
3500
1700
3500
3500
3500
2000
3500
2700
3500
3500
2800
3500
35003500
3500
3500
3500
2300
3500
3500
3500
3500
3500
3500
1900
3500
3500
3100
3500
3500
3500
3500
3500
3500
35003500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
2300
3500
3500
3500
3500
3500
2000
3500
3500
3500
3500
3500
2200
3500
3500
2800
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
2600
2600
3500
3500
3500
3500
3500
3500
3500
3500
1600
3500
3500
3500
3500
35003500
3300
2600
3500
3500
3500
3500
3500
2500
3500
3500
3200
2600
3500
3500
35003500
3500
3400
3500
3500
3500
3500
3500
3500
3500
3200
3500
3500
3500
3500
3500
3500
3500
35003500
3500
35003500
2800
3500 3500
2100
3100
3500
35003500
3500
2100
3200
1700
2600
3300
3500
1800
3500
3400
3500
1100
2800
3500
2000
3500
3500
3500
3500
3500
3500
3500
3500
3000
3500
3500
3300
3500
3500
3500
1100
2000
3500
3500
3500
1600
3500
2000
2500
1700
3500
3500
2000
3500
2300
3500
3500
3500 3500
3500
2100
2300
2400
3500
3500
3500
3500
3500
2300
3500
35003500
1800
1200
1900
3500
1700
2000
3500
35003500
1000
1900
3500
2100
1300
1800
1700
3500
2100
1600
3500
1500
3500
3500
3500
2200
1000
350035002100
21001700
1700
3500
Water System Model Analysis FIGURE 3B
O
Map by: CTK
Projection: CC
Source: WaterCAD, Tiger, City Files
0 250 500
Feet
Lakeville, Minnesota Option 1
Calculated Available Fire Flow
This map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is a compilation of records, information, and data gathered from various sources listed on this map and is to be used for reference purposes only. SEH does not warrant that the Geographic
Information System (GIS) Data used to prepare this map are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. The user of
this map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use of data provided.
Project Number: LAKEV 125769Path: C:\Users\ckatzenberger\Desktop\_ Project Links\_Water Model Initiative\Lakeville\Lakev\Common\Water\2015 Utility Reconstruction\gis\Figure 3B - Option 1 Avail FF.mxdPrint Date: 10/29/2014
Legend
Available Fire Flow (gpm)
!(0-500
!(500-1,000
!(1,000-1,500
!(1,500-2,000
!(2,000-2,500
!(2,500-3,000
!(3,000-3,500
!(3,500+
Í""B PRV Station
Water Main Size (inch)
4
6
8
10
12
16
18
20
24
2015 Project Area
Valley Park Pressure Zone
Í""B
Í""B
Í""B
99
9494
91
90
87
87
87
86
85
84
81
80
80
79
76
75
73
73
72
69
68
6564
63
63
61
-1
-1
-1
-1
110
109
104
99.8
99.7
99.6
99.1
98.9
98.3
98.2
98.1
98.1
97.9
97.6
97.5
97.4
97.3
97.1
97.1
96.5
96.4
96.3
96.1
95.9
95.9
95.8
95.8
95.8
95.7
95.7
95.6
95.5 95.4
95.4
95.2
95.1
95.1
94.9
94.9
94.9
94.8
94.8
94.8
94.7
94.7
94.7 94.6
94.5
94.4
94.4
94.394.1
93.9
93.9
93.9
93.793.6
93.6
93.5
93.4
93.4
93.4
93.3
93.1
92.9
92.9
92.5
92.4
92.3
91.7
91.2
90.8
90.7
90.5
90.3
90.1
89.9
89.889.8 89.8
89.5
89.5
89.5
89.4
89.3
89.3
88.9
88.9
88.7
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85.285.1
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76.9
76.7
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76.6
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76.376.2
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76.1
75.9
75.9
75.8
75.8 75.7
75.7
75.7
75.6
75.6
75.5
75.4
75.375.3
75.2
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74.9
74.8
74.7
74.7
74.5
74.4
74.4
73.9
73.9
73.4
73.2
73.1
72.9
72.9
72.8
72.8
72.872.8
72.672.6
72.5
71.9
71.7
71.4
71.3
71.1
71.1
70.9
70.9
70.6
70.4
70.3
69.9
69.7
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69.5
69.3
69.3
69.2
68.9 68.868.7
68.5
68.3
68.2
68.1
67.9
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67.6
67.667.6
67.6
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67.3
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66.9
66.7
66.7
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66.7
66.4
66.3
66.1
65.9
64.9
64.3
64.1
64.1
64.1
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64.1
63.963.8
63.8
63.8
63.7
63.6
63.6
63.2
63.1
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62.9
62.9
62.6
62.4
62.1
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61.8
61.6
61.4
60.6
60.5
60.1
59.959.9
59.8
59.7
59.7
59.6
59.4
59.4
59.2
56.2
55.5
55.3
55.1
54.9
54.7
53.552.2
50.8
50.6
48.348.3
44.4
44.4
39.4
110.5110.4
109.6
109.1
108.3
108.3
107.8
107.3
106.7
106.6
106.6
106.4
105.7
103.9
103.6
102.6
102.4
101.5
101.3
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100.8
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Water System Model Analysis FIGURE 4A
O
Map by: CTK
Projection: CC
Source: WaterCAD, Tiger, City Files
0 250 500
Feet
Lakeville, Minnesota Option 2
Water System Pressures
This map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is a compilation of records, information, and data gathered from various sources listed on this map and is to be used for reference purposes only. SEH does not warrant that the Geographic
Information System (GIS) Data used to prepare this map are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. The user of
this map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use of data provided.
Project Number: LAKEV 125769Path: C:\Users\ckatzenberger\Desktop\_ Project Links\_Water Model Initiative\Lakeville\Lakev\Common\Water\2015 Utility Reconstruction\gis\Figure 4A - Option 2 Pressure.mxdPrint Date: 10/29/2014
Legend
Water Pressure (psi)
<40
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Water Main Size (inch)
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2015 Project Area
Valley Park Pressure Zone
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Water System Model Analysis FIGURE 4B
O
Map by: CTK
Projection: CC
Source: WaterCAD, Tiger, City Files
0 250 500
Feet
Lakeville, Minnesota Option 2
Calculated Available Fire Flow
This map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is a compilation of records, information, and data gathered from various sources listed on this map and is to be used for reference purposes only. SEH does not warrant that the Geographic
Information System (GIS) Data used to prepare this map are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. The user of
this map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use of data provided.
Project Number: LAKEV 125769Path: C:\Users\ckatzenberger\Desktop\_ Project Links\_Water Model Initiative\Lakeville\Lakev\Common\Water\2015 Utility Reconstruction\gis\Figure 4B - Option 2 Avail FF.mxdPrint Date: 10/29/2014
Legend
Available Fire Flow (gpm)
!(0-500
!(500-1,000
!(1,000-1,500
!(1,500-2,000
!(2,000-2,500
!(2,500-3,000
!(3,000-3,500
!(3,500+
Í""B PRV Station
Water Main Size (inch)
4
6
8
10
12
16
18
20
24
2015 Project Area
Valley Park Pressure Zone
Engineers | Architects | Planners | Scientists
Short Elliott Hendrickson Inc., 3535 Vadnais Center Drive, St. Paul, MN 55110-5196
SEH is 100% employee-owned | sehinc.com | 651.490.2000 | 800.325.2055 | 888.908.8166 fax
MEMORANDUM
TO: City of Lakeville
FROM: Chad T. Katzenberger, PE
DATE: December 15, 2017
RE: Water Distribution System Modeling – Avonlea Addition
SEH No. LAKEV 125769 14.00
BACKGROUND
This memo is intended to summarize the utilization of the City’s existing water model to analyze the
potential interim operation of proposed water main within the Avonlea 4th Addition. Portions of the
proposed plat fall within both the CMF reduced pressure zone (HGL=1121’), while the south west portion
falls within the main pressure zone (HGL=1230’), as defined by the comprehensive water system plan.
Initially, it is anticipated that the system will first be fed by the CMF reduced pressure zone, with looped
connections to the main pressure zone to be constructed at a later date. The memo will aim to analyze
the implications of operating the water system in this manor from a system pressure and fire flow
perspective.
PROJECT LOCATION
The plat identified for development was provided by City staff as represented in drawings labeled Avonlea
4th Addition – Preliminary Plat. Anticipated water main sizes were provided by the City of Lakeville and
are documented in Figure 1.
MODEL CAPABILITIES & ANALYSIS
The complete and calibrated water model has many uses that are very helpful in analyzing both the
current water system and potential future improvements. For purposes of this memo, standard functions
of the water model software were used to analyze the City's existing water system as it relates to
available pressure and fire flow.
Water systems are analyzed, planned, and designed primarily through the application of basic hydraulic
principles. Some important factors that must be considered when performing this analysis include:
Component size, physical features, pressure requirements, and land use characteristics.
For this water model analysis effort, the water system was analyzed according to:
• Reliable Service Pressure
• Fire Flow Capacity
• System functionality
The water system evaluation was based on standard water industry engineering practice.
December 15, 2017
Page 2
WATER SYSTEM PRESSURES
The water system model was operated with the proposed water system piing layout, with the assumption
that all sections of main would be served by the CMF zone in the short term. Water system pressure in
the project area are as expected, with the sections of main falling within the CMF pressure zone having
pressures in the 45-55psi while the areas that ultimately should be served by the main zone have
pressures in the 25-40 psi range (see Figure 1). 10 state standards recommend that system pressures be
maintained above 35 psi with ideal pressure being 40psi or greater.
In the long term, the pressure issue will be eliminated once the southwest and northeast section of the
development is connected to the main pressure zone and isolated from the CMF zone. In the interim,
additional remedial efforts could be pursued. These alternatives are discussed below.
AVAILABLE FIRE FLOW
Water system planning for fire protection is an important consideration. In most instances, water main
sizes are designed specifically to supply desired fire flows. Guidelines for determining fire flow
requirements are provided by the ISO. ISO is the insurance service organization responsible for
evaluating and classifying municipalities for fire insurance rating purposes.
Fire protection needs vary with the physical characteristics of each building to be protected. For example,
needed fire flows for a specific building can vary from 500 gpm to as high as 12,000 gpm, depending on
habitual classifications, separation distances between buildings, height, materials of construction, size of
the building, and the presence or absence of building sprinklers. Municipal fire insurance ratings are
partially based on the City's ability to provide needed fire flows up to 3,500 gpm. If a specific building has
a needed fire flow greater than this amount, the community's fire insurance rating will only be based on
the water system's ability to provide 3,500 gpm. For purposes of water system modeling analysis, only
results up to 3,500 gpm are provided.
Much of the project area consists of Medium Density residential properties. Typical fire flow requirements
for this type of property range from 1,000-1,500 gpm while maintaining a water system residual pressure
of 20 psi. (These requirements are intended as a general guideline. The actual needed fire flow for a
specific building can vary.)
Figure 2 illustrates the estimated available fire flow throughout the entire interim project area for a typical
maximum day water demand while maintaining a residual pressure of 20 psi throughout the system.
As can be seen in Figure 2, the areas of lower land elevation, served by the CMF zone have available fire
flow in the range of 3,500 gpm, but as elevations rise, system pressure is reduced as is calculated
available fire flow. Areas that are to eventually be served by the main pressure zone will have slightly
limited pressure and fire flow until connecting main can be extended from the main zone.
TEMPORARY WATER SEVICE TO AREAS OF HIGHER ELEVATION (FUTURE MAIN PRESSURE ZONE)
As noted above, those areas with higher land elevations, which are slated to be served by the main
pressure zone, will have limited system pressure and fire flow until these area can receive water from the
CMF pressure zone. While it appears the available fire flow levels may be tolerable, system pressure in
the some areas fall below 40 psi. Limited pressure will be available until this area can be connected to the
main pressure zone. Two potential options are presented below to address the limited pressures in the
short term.
December 15, 2017
Page 3
High Capacity Booster Station
This option would involve the construction of full booster pumping station either above or below grade to
provide water boosted pressure and high capacity flow to the areas that will eventually be served by the
main pressure zone. A typical station would include multiple large capacity pumps to support fire flow and
a series of smaller pumps to provide flow to meet domestic water demands and maintain system
pressure. While a system such as this would provide desired flow and pressure in the project area,
investment in this type of facility would be very costly. ($400,000 - $1,000,000 depending on features)
System such as this are typically intended to provide water service on a long term basis. Financial
investment in a facility of this magnitude may not be warranted on a temporary basis. Upon connection of
the areas in question to the main pressure zone, this type of facility would no longer serve a useful
purpose.
Small Capacity Pressure Booster Station
This option would serve to increase system pressure on a temporary basis, while large capacity flows for
fire protection and flushing would need to bypass the station and flow at lower pressures. Systems such
as these typically include a small insulated and heated enclosure with two small pumps, intended to
supply domestic flow rates and desirable system pressure. While a system such as this would not provide
a boost in fire flow, normal system operating pressures would be maintained above 40 psi. A system such
as this could be removed upon connection to the main pressure zone as it would no longer be needed to
boost system pressure,
December 15, 2017
Page 4
CONCLUSIONS
The City must decide what level of system pressure and fire flow is tolerable in the interim, until these
areas can be served by their ultimate intended pressure zone. There are other small neighborhood areas
of the exiting Lakeville water system that operate with less than ideal system pressures (30-40 psi). Some
residents in these areas have small booster pumps installed on their service connections, to boost water
pressure inside the home. However, the 10-States Recommended Standards for Water Works states that
Individual booster pumps shall not be allowed for any individual residential service from the public water
supply mains. As a result, if the City desires to provide increased system pressure in the areas in
questions, a small booster station can be considered.
ctk/mrb
s:\ko\l\lakev\123875\1-genl\14-corr\m city water service - avonlea - 121517.docx
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49 49
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4039
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3232
31
31
29
27
26 CEDAR AVEDODD BLV
D
179TH ST WHAYES AVEHIBISCUS AVEHEMLOCK AVEWater System Model Analysis FIGURE 1
O
Map by: CTK
Projection: CC
Source: WaterCAD, Tiger, City Files
0 250 500
Feet
Lakeville, Minnesota Near Term
System Pressures
This map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is a compilation of records, information, and data gathered from various sources listed on this map and is to be used for reference purposes only. SEH does not warrant that the Geographic
Information System (GIS) Data used to prepare this map are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. The user of this
map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use of data provided.
Project Number: LAKEV 125769Path: C:\Users\ckatzenberger\Desktop\_ Project Links\_Water Model Initiative\Lakeville\Lakev\Common\Water\_Analysis\Avonlea\GIS\Figure 1 - Proposed Interim Water System Pressures.mxdPrint Date: 12/14/2017
Legend
#0 PRV StationWater Pressure (psi)
<40
40-45
45-50
50-55
55-60
60-65
65-70
70-75
75-80
80+Proposed Main Size (in.)
8
10
12
16
20
CMF Pressure Zone
Low pressure due to water
service from CMF Zone
#0
#0
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3500
350035003500
3500
350035003500
3500
3500
3500
3500
35003500
3500
3500
3500
3500
35003500
3500 3500
3500
3500
35003500
35003500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
3500
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2900
3500
34003500
3500
3500
3500
3500
35003500
3500
3500
3500
3500
3500
3300
3500
3500
3500
3500
3500
3500
3500
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35003500
350035003500
3500
3500
3500
3500
35003500
3500
3500
2900
3500
3500
2900
3500
3500
2600
3500
3500
3500 3500
3500
2300
3500
3500
3500
3500
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3500
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3500
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3500
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34003100
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1800 1800
3500
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3100
1700
1400
2300
2400
1300
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17001700
2300
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2400
3100
1400
1200 CEDAR AVEDODD BLV
D
179TH ST WHIBISCUS AVEHEMLOCK AVEWater System Model Analysis FIGURE 2
O
Map by: CTK
Projection: CC
Source: WaterCAD, Tiger, City Files
0 250 500
Feet
Lakeville, Minnesota Near Term
Calculated Available Fire Flow
This map is neither a legally recorded map nor a survey map and is not intended to be used as one. This map is a compilation of records, information, and data gathered from various sources listed on this map and is to be used for reference purposes only. SEH does not warrant that the Geographic
Information System (GIS) Data used to prepare this map are error free, and SEH does not represent that the GIS Data can be used for navigational, tracking, or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. The user of this
map acknowledges that SEH shall not be liable for any damages which arise out of the user's access or use of data provided.
Project Number: LAKEV 125769Path: C:\Users\ckatzenberger\Desktop\_ Project Links\_Water Model Initiative\Lakeville\Lakev\Common\Water\_Analysis\Avonlea\GIS\Figure 2 - Proposed Interim Water System Fire Flow.mxdPrint Date: 12/7/2017
Legend
Available Fire Flow (gpm)
!(0-500
!(500-1,000
!(1,000-1,500
!(1,500-2,000
!(2,000-2,500
!(2,500-3,000
!(3,000-3,500
!(3,500+
#0 PRV StationProposed Main Size (in.)
8
10
12
16
20
CMF Pressure Zone
Lower Fire Flow due to
Low pressure
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