4. MUSA Strategic Planning.MEMORANDUM
CITY OF
CHANHASSEN
690 COULTER DRIVE • P.O. BOX 147 • CHANHASSEN, MINNESOTA 55317
(612) 937 -1900 • FAX (612) 937 -5739
TO: Don Ashworth, City Manager
FROM: Kate Aanenson, AICP, Planning Director
DATE: July 29, 1997
SUBJ: MUSA Discussion
As a part of the MUSA discussion for the work session on Monday, August 4, 1997, I
have attached the following items:
• 1993 Sanitary Sewer Plan
1993 Municipal Water Plan
• 1997 Comprehensive Plan
It will be insightful to begin the discussion with existing conditions and the city
municipal services plan which were adopted by the Metropolitan Council in 1993. The
Bluff Creek Watershed Plan provided the opportunity to guide the land uses for the rest of
the city. These land uses will also be reviewed. I also propose to have the amount of
vacant acres in and out of the MUSA available at the work session.
Finally, it would be helpful to take a tour of the southern end of the city. I have arranged
for Southwest Metro to have a mini bus available if you think there will be more than 7
people going on the tour.
CITY OF
CHANHASSEN
Water Supply and
Distribution Plan
Chanhassen, Minnesota
February 1993
BRA File 39303
Bonestroc
Rosene
Anderlik &
Associates
Engineers & Architects
St. Paul • Milwaukee
WATER SUPPLY AND DISTRIBUTION PLAN
CHANHASSEN, MINNESOTA
FEBRUARY, 1993
DONALD CHMIEL MAYOR
COLLEEN DOCKENDORF COUNCIL MEMBER
MICHAEL MASON COUNCIL MEMBER
MARK SENN COUNCIL MEMBER
RICHARD WING COUNCIL MEMBER
DONALD ASHWORTH CITY MANAGER
FAUL KRAUSS COMMUNITY DEVELOPMENT DIRECTOR
CHARLES FOLCH CITY ENGINEER
CITY OF CHANHASSEN
WHOM
APR 2 z 1993
ENNEERIM, DEFT.
BONESTROO, ROSENE, ANDERLIK & ASSOCIATES, INC.
ENGINEERS /ARCHITECTS
ST. PAUL/MILWAUKEE
Bonestroo
Otto G. Bonestroo. P.E.
Robert W Rosene, RE.*
Joseph C. Andelik, RE.
Rosene
Marvin r uer. P.E.
E T
Richard E. Turner, P.E.
mom Glenn
Anderlik &
R. Cook, P.E.
Thomas E. Noyes. P.E.
Robert R. Pfefferle, P.E.
Robert G. Schunicht PE.
Associates
Susan M. t , C.P.A.
Thomas W. Peterson, P.E.
'Senior Consultant
Engineers & Architects
Michael C. Lynch, P.E.
February 26, 1993
Robert C. Russek, A.I.A.
Honorable Mayor and City Council
City of Chanhassen
690 Coulter Drive
P.O. Box 147
Chanhassen, Minnesota 55317
Re: Water Supply & Distribution Plan
Our File No. 39303
Dear Mayor and Council:
Howard A. Sanford, P.E.
Michael P. Rau, P.E.
Mark D. Wallis. P.E.
Keith A. Gordon, P.E.
Philip J. Pyne. P.E.
Miles B. Jensen, P.E.
Robert R. Pfefferle, P.E.
Agnes M. Ring. A.I.C.P.
L. Phillip Gravel III, P.E.
Richard W Foster, P.E.
Thomas W. Peterson, P.E.
Karen L. Wiemeri, P.E.
David O. Loskota, P.E.
Michael C. Lynch, P.E.
Gary D. Kristofitz, P.E.
Robert C. Russek, A.I.A.
James R. Maland, P.E.
F Todd Foster. P.E.
Jerry A. Bourdon, P.E.
Jerry D Pertzsch, P.E.
Keith R. Yapp, P.E.
Mark A. Hanson, P.E.
Kenneth P. Anderson, P.E.
Douglas J. Benoit, P.E.
Michael T Rautmann. P.E.
Mark R. Rolfs. P.E.
Shawn D. Gustafson, P.E.
Ted K. Field. P.E.
Mark A. Seip• P.E.
Cecilio Olivier. PE.
Thomas R. Anderson, A.I.A.
Gary W. Morten. P.E.
Charles A. Erickson
Donald C. Burgardt P.E.
Daniel J. Edgerton, P.E.
Leo M. Pawelsky
Thomas E. Angus, P.E.
Allan Rick Schmidt P.E.
Harlan M. Olson
Ismael Martinez, P.E.
Philip J. Caswell, P.E.
James F. Engelhardt
Transmitted herewith is our Report on a Water Supply and Distribution Plan for the City
of Chanhassen. The plan is intended to serve as a guide for the expansion of the City's
trunk water system. The information presented in this report is based on costs and data
that were available through 1992. An Executed Summary is included at the beginning of
the report.
This report updates and expands upon previous water distribution reports. A layout of the
ultimate trunk supply and water system for the entire City is presented on Figure 5 at the
back of the report. Preliminary cost estimates for water mains, wells and storage facilities
have been prepared to serve as a basis for area, connection, and lateral benefit charges.
We would be pleased to discuss the contents of this report and the findings of our study
with the Council, Staff and other interested parties at any mutually convenient time.
Respectfully submitted,
BONESTROO, ROSENE, ANDERLIK & ASSOCIATES, INC.
P4j X-4,44
L. Phillip Gravel III, P.E.
PG:kf
39303w
I hereby certify that this report was prepared by me or under
my direct supervision and that I am a duly Registered
Professional Engineer under the laws of the State of Minnesota.
t, P.E.
Date: February 26, 1993 Reg. No. 1210.5
TABLE OF CONTENTS
39-3O-3W -2-
PAGE NO.
LETTER OF TRANSMITTAL
1.
TABLE OF CONTENTS
2.
EXECUTIVE SUMMARY
6.
INTRODUCTION
7.
FIGURE 1 - LOCATION MAP
8.
SCOPE OF STUDY
10.
REPORT ORGANIZATION
13.
WATER DEMANDS
15.
GENERAL
15.
LAND USAGE
15.
LAND USE MAP
17.
TABLE 1 - LAND USE TYPE DESCRIPTIONS
18.
POPULATION
19.
TABLE 2 - POPULATION PROJECTIONS
20.
PAST WATER USAGE
20.
FIGURE 2 - POPUL'ATION PROJECTIONS
21.
TABLE 3 - PUMPING RECORDS
23.
PROJECTED WATER USAGE
25.
TABLE 4 - PAST WATER DEMAND VARIATIONS
26.
TABLE 5 - FUTURE DEMAND RATES
26.
TABLE 6 - PROJECTED WATER DEMANDS
29.
WATER QUALITY REQUIREMENTS
30.
PRIMARY STANDARDS
31.
LEAD AND COPPER RULE
32.
TABLE 7 - NATIONAL PRIMARY STANDARDS FOR
DRINKING WATER
34.
SECONDARY STANDARDS
39.
TABLE 8 - SECONDARY DRINKING WATER STANDARDS
41.
39-3O-3W -2-
TABLE OF CO NTENTS (CONT'D
3930-3w -3-
PAGE NO.
HARDNESS
42•
IDEAL WATER QUALITY
43.
TABLE 9 - IDEAL QUALITY WATER CHARACTERISTICS
43.
EXISTING FACILITIES
45.
RAW WATER SUPPLY
45.
TREATMENT
46.
Well Water Quality
46.
TABLE 10 - WELL AND WATER QUALITY DATA
47.
STORAGE
48.
TABLE 11 - EXISTING STORAGE FACILITIES
49.
DISTRIBUTION SYSTEM
50.
PROPOSED FACILITIES
52.
SUPPLY - STORAGE CONSIDERATIONS
52.
HYDRAULIC ANALYSIS
53.
FIGURE 3 - MAXIMUM DAY DEMAND VARIATION
55.
RAW WATER SUPPLY
56.
Wells Required
56.
Galpin Boulevard Well Field
57.
FIGURE 4 - GALPIN BLVD. WELL FIELD SCHEMATIC
60.
Lotus Lake Well Field
58.
Recommendations
58.
FIGURE 5 - LOTUS LAKE WELL FIELD
61.
TREATMENT
62.
General
62•
STORAGE
65.
General
65.
Future Water Storage Facilities
65.
TABLE 12 - ULTIMATE STORAGE FACILITIES
66.
3930-3w -3-
TABLE OF CONTENTS (CONT'D
39303w -4-
PAGE NO.
DISTRIBUTION SYSTEM
68.
General
68.
Low Pressure Zones
71.
TABLE 13 - LOWEST PRESSURE NODES
71.
High Pressure Zones
72.
TABLE 14 - HIGHEST PRESSURE NODES
72.
Fully Developed MUSA
73.
WATER SYSTEM PHASING
73.
General
73.
TABLE 15 - SUPPLY - STORAGE PHASING
75.
ECONOMIC ANALYSIS
76.
COST ESTIMATES
76.
TABLE 16 - WATER SYSTEM COST SUMMARY
77.
CAPITAL IMPROVEMENT PROGRAM
77.
TABLE 17 - CAPITAL IMPROVEMENT PROGRAM
78.
WATER CHARGES
78.
TABLE 18 - REU SUMMARY
80.
TABLE 19 - TRUNK WATER HOOKUP CHARGE SUMMARY
80.
TABLE 20 - MINIMUM AREA WATER CHARGES
81.
SUMMARY AND RECOMMENDATIONS
82.
SUMMARY
82.
Dual Clustered Well Fields
83.
Expanded High Pressure Zone
83.
T.H. 41 Reservoir
83.
39303w -4-
TABLE OF CONTENTS (CO�NT"D)
j
PAGE NO.
Lyman Blvd. Reservoir
84.
Lake Minnewashta Service Area
84.
Lower Bluff Service Area
84.
i
i Galpin Boulevard Booster Station
84.
Chaska Interconnection
85.
Cost Estimates
85.
RECOMMENDATIONS
85.
APPENDIX A - DEMANDS
APPENDIX B - PRESSURES AND ELEVATIONS
APPENDIX C - COST ESTIMATES
FIGURE 6 - CITY OF CHANHASSEN - WATER DISTRIBUTION SYSTEM
39303W -5-
EXECUTIVE SUMMARY
This report was prepared to evaluate the ultimate water works needs for the City of
Chanhassen. The report can be used to plan future development in the City.
Municipal water works systems consist of four components: supply (wells), distribution
(piping), storage (towers), and treatment. This report provides a layout of the future trunk
distribution system. The proposed trunk distribution system will meet water demands and
fire protection flows based on projected land uses. Projected storage requirements are also
noted.
Future supply requirements have been determined. An estimated number of future
wells and general well field locations are proposed. Two well fields are planned to provide
the City with alternative supply sites. Clustered well fields are proposed to facilitate
possible future central water treatment facilities. It is recommended that a follow -up well
field study be completed to determine future well locations and long term water supply
characteristics.
An economic analysis was also completed as part of this report. An area charge
system has been developed that will have new development pay for future water works
improvements. The area charge was established by estimating the costs for all remaining
trunk water facilities (piping, wells, and towers) and spreading these costs out over all
undeveloped property based on the land use type.
This report should be revised every five to seven years during rapid growth periods to
reflect changes in development and land use patterns. The Capital Improvement Program
and area charge rate should be revised annually.
39303w -6-
INTRODUCTION
The City of Chanhassen is located in the southwestern portion of the Seven County
Metropolitan Area and in Carver County, as shown on Figure 1. Chanhassen has
experienced steady but rapid growth over the past 25 years, with the population increasing
from 4,112 in 1967, to a 1990 population of 11,732. The City is expected to continue its
steady growth, with a total population of 19,900 anticipated by the year 2000.
Based on current land use planning, the City's saturation population is estimated at
approximately 43,500.
Water usage within the City has increased substantially during the last 10 years with
the influx of new residents and employees. The 1991 average usage of 37,660,000 gallons
per month was almost double the 1986 average water usage. The City of Chanhassen is
currently pumping approximately 450 million gallons of water into the system each year.
Peak day water demand in 1991 was 2.08 million gallons per day. The increasing demands
that the growing population place on the City's water system make the provision of a well
planned water supply and distribution system a necessity.
The development of a water system capable of supplying and distributing potable water
of high quality to all points of demand at acceptable residual pressures requires advance
planning. Such a system is dependent upon a strong network of trunk water mains
complemented by properly sized and strategically located supply and storage facilities. A
comprehensive plan based on the most reliable information presently available is necessary
to ensure that adequate facilities are provided during a significant growth period and to
39303W -7-
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WATER SUPPLY AND DISTRIBUTION PLAN
allow flexibility for future adjustments. Without proper planning, haphazard and piece -meal
construction can result in either undersized or over -sized facilities. Either condition is very
costly to a community since a water main that is too large is not fully utilized, while a main
that is too small will eventually have to be paralleled or replaced. The purpose of this study
is to provide the City of Chanhassen with a comprehensive Water Supply and Distribution
Plan that will minimize these problems and will establish continuity in the development of
an ultimate system by serving as a guide for future expansions and additions.
The purpose of this report is to update previous water system reports considering the
latest land use, population, and water demand data available. The plan contained herein
presents a water supply and distribution system for the entire City of Chanhassen. A layout
of the system including all relevant data is presented on Figure 6 at the back of this report.
Preliminary cost estimates were prepared and should serve as the basis for new area,
connection and lateral benefit charges. Well field locations and optimal locations for water
storage facilities are also presented in the report.
Table 15 of the report lists recommended well and tower improvements and an
estimated phasing of the improvements. A list of six follow -up recommendations are
presented at the end of the report.
39303w -9-
SCOPE OF STUDY
A municipal water system can be divided into three main categories:
* Supply and Treatment Facilities
* Storage Facilities
* Distribution System
Supply facilities include all equipment necessary to pump, treat, and distribute the
amounts of water demanded by the system. For Chanhassen, it is proposed to consider only
ground water supply sources although this does not preclude the possibility of using surface
water supply at some future date, or water from some other outside sources. The supply
facilities thus include the wells, pumps, pumphouses, controls, water treatment facilities, raw
water transmission mains, and all related facilities.
The storage facilities are the reservoirs used throughout the system to store water for
usage during emergency and peak conditions. Water from storage is fed into the system by
gravity or by pumping from a booster station. Two types of reservoirs feed water directly
into the system by gravity. These include a ground reservoir with the floor resting on the
ground or an elevated reservoir with columns supporting the tank. A ground reservoir may
also be constructed at an elevation which requires a booster station to pump the water into
the system at the proper pressure.
39303w - 10-
The distribution system consists of the trunk water mains (primarily 12 inches or larger
in diameter), the lateral water mains (6 or 8 inches in diameter), the service pipes, valves,
hydrants, and all appurtenances necessary to convey water from the supply sources and
reservoirs to the points of demand. Since the water laterals are normally routed along
residential streets within a development, it is impossible to predict with any degree of
accuracy where future laterals will be placed in undeveloped areas. These lines are
excluded from consideration in analyzing the distribution system hydraulics. Eight inch
mains in place or where their proposed location is relatively fixed are included in the
hydraulic analysis, but excluded from trunk cost determinations. These proposed and
existing 8 -inch mains are shown on Figure 5, but it is suggested that all future 8 -inch mains
be considered laterals and assessed as such.
The phased construction of the Chanhassen water distribution system has primarily
been dependent on development within the City. Where development occurs, water mains
are constructed to serve those specific developments. However, development within the
City has not been absolutely contiguous in the last few years and gaps in the distribution
system have resulted. As development continues to move further away from the supply
wells and reservoirs, these gaps can cause problems with insufficient supply and pressures
since they prevent the "looping" of the distribution system. Looping of the distribution
system provides system reliability in the event of a water main break, but more importantly
it provides the large flows required for fighting fires. One of the purposes of this report is
to evaluate potential water pressure and supply problems inside the MUSA and determine
the most feasible solutions.
39303W - 11 -
The primary objective of this report is to revise previous water system reports and
provide a water system plan for the entire City based on the most recent land use planning
available. Specifically, the following objectives are outlined:
1. To determine the ultimate water demands expected within the City and the
production capacity and storage required to meet these demands.
2. To revise the existing trunk water main system in accordance with present
planning.
3. To determine near -term supply and storage needs in order to allow sufficient
lead time for the addition of facilities to the system.
4. To hydraulically analyze the proposed ultimate system to ensure adequate
residual pressures.
5. To analyze supply, storage and distribution combinations to develop an
economical and energy efficient ultimate water system.
6. To develop preliminary cost estimates for supply, storage and distribution to
form a basis for a satisfactory financing program.
7. To provide general well field layouts for location of future wells.
8. To provide capacities and locations of proposed new water storage facilities.
The report does not address specific well siting or water treatment plant design in
great detail. A separate report on water treatment should be prepared if public demand
requires water treatment in the future. A separate report on the two proposed well fields
should be prepared to address optimal spacing and location of future wells as well as long
term water supply capacities.
39303W -12-
REPORT ORGANIZATION
1.
2.
3.
4.
5.
31
The first section entitled "Water Demands" explains the derivation of near -term
and ultimate water demands. Included are descriptions of land use and
population projections, along with past water usage.
The second section entitled "Water Quality Requirements" summarizes water
quality requirements and goals.
The third section entitled "Existing Facilities" describes existing water system
facilities, including wells and pumphouses, storage reservoirs, and the distribution
system.
The fourth section entitled "Proposed Facilities" provides details of the proposed
water system facilities, including wells and pumphouses, treatment facilities,
storage reservoirs, and the distribution system. This chapter also summarizes the
hydraulic analysis performed and provides an outline of supply- storage phasing.
The fifth section entitled "Economic Analysis" deals with the economics of the
water system improvements, and provides cost estimates and a summary of the
Capital Improvement Program.
The final section entitled "Summary and Recommendations" contains a brief
summary of the report and recommendations.
7. The report contains three appendices:
a. Appendix A is a tabulation of maximum day and maximum hour demands
on the water system.
39303w -13-
b. Appendix B is a tabulation of ground elevations, hydraulic grade lines, and
pressures during the maximum hour of demand for points in the water
system.
c. Appendix C is a tabulation of cost estimates.
39303W - 14-
WATER DEMANDS
GENERAL
Capacity requirements for the three water system components of supply, storage and
distribution are dictated by the demands placed upon them for production and distribution.
The design of the water supply and distribution system for Chanhassen was based on
estimates of the ultimate water demands in the City and phasing of the system
improvements was based on estimates of near -term needs.
Water demand (both peak and average), is affected by many factors including
population, population distribution, commercial and industrial activity, water quality and
rates, climate, soil conditions, economic level of the community, sewer availability, water
pressures, and the condition of the water system. The most important factor is land usage,
which encompasses population and non - residential use activity. Projections of near -term
and ultimate land usage and population for Chanhassen were correlated with past and
present water demands to develop estimates of both near -term and ultimate water demands
in the City.
LAND USAGE
The January, 1991, Year 2000 Land Use Plan for the City of Chanhassen that served
as a basis for the development of the proposed water supply and distribution system is
presented on the following page. In order to estimate water demands, the Land Use Guide
Plan was used to divide the City into the land use types which are defined in Table 1. The
39303w - 15 -
acreage for each land use type was measured in gross developable acreage which is the total
acreage reduced by the undevelopable areas. The gross developable acres include small
parks and street rights -of -way. Lot counts and tabulation of proposed residential units were
used wherever possible in determining expected rates of water consumption from existing
residential areas.
39303w -16-
TABLE 1
LAND USE TYPE DESCRIPTIONS
1) Residential - Low Density (R -L) - Single family residential development at a
density range of 1.2 - 4.0 dwelling units per acre.
2) Residential - Large Lot (R -LL) - Large lot single family residential developments
platted prior to 1987. Minimum lot sizes are 2.5 acres with an average density of
1 unit per 10 acres. Serviced by on -site sewage treatment systems.
3) Residential Medium Density (R -M) - Mix of medium density single family
clusters, townhouses, smaller multiple family structures and occasional apartment
structures at a density range of 4.0 - 8.0 dwelling units per acre.
4) Residential High Density (R -H) - Variety of high density buildings as well as a
controlled mixture of lower density residential classifications at a density range of
8 -16 dwelling units per acre.
5) Commercial - Includes limited, neighborhood, roadside, and general business,
community and regional shopping centers.
6) Office/Industrial - Includes general industrial and general office usage.
7) Public/Semi Public - Includes churches, schools and public service facilities (fire
stations, libraries, utility structures, etc.).
8) Parks/Open Space - Includes all City and County park land as well as some golf
course areas, etc.
9) Mixed Use - A limited area near the City's future Highway 212 consisting of
commercial and high density residential.
10) Undevelopable (Undev.) - Includes floodplains, wetlands, railroad, and major
highway (Highways 5, 7, 41, and 212) rights -of -way, and major lakes.
39303W -18-
POPULATION
Ultimate population estimates for the City of Chanhassen were developed for use in
the design of the distribution system, storage facilities, treatment plants, and well fields.
Population projections are given in Table 2 and are shown graphically on Figure 2.
The population data are based on Census figures, Metropolitan Council estimates, and
City projections. The census data are for 1960, 1970, 1980, and 1990 and include the total
population in the City. The Metropolitan Council population estimates and the City's 1990
Land Use Guide Plan and planned residential densities were used to project total
population.
The facilities described in this report are designed to serve a potential ultimate
saturation population of 43,500, so the actual growth rates will affect only the timing of
construction and not the actual design of the system. Therefore, any discrepancy between
the City's actual population growth rate and the Metropolitan Council's population
projections does not impact the City's ultimate system.
39303w - 19-
TABLE 2
POPULATION PROJECTIONS
Metro Council
* Census data
Year
Projections
1960
3,167*
1970
4,879*
1980
6,359*
1990
11,732*
2000
19,900
2010
26,000
2020
32,000
Ultimate
43,500
PAST WATER USAGE
The rate of water consumption will vary over a wide range during different periods of
the year and during different hours of the day. Several characteristic demand periods are
recognized as being critical factors in the design and operation of a water system. The
demand rates are expressed in million gallons per day (MGD) which, in the case of a daily
demand, indicates the total amount of water pumped in a 24 hour period. Hourly rates are
also expressed in million gallons per day. In the case of an hourly rate, the rate in MGD
is determined by assuming that the pumpage would continue at the indicated rate for 24
hours.
39303W -20-
45,000
0
CL
0
IL
0
1960
POPULATION
PROJECTIONS
METRO COUNCIL
_)XM PROJECTIONS
1960 3,167+
1970 4,879*
1980 6,359*
1990
11
I
2000 19,900
2010 26,000
?
2020 32,000
ULTIMATE
43,500
*
= CENSUS DATA
I Projected
'
Populati
n
3
3
u ",
3
3
�
3
3
i
'
3
1970 1980 1990 2000
YEAR
POPULATION PROJECTIONS
2010 2020
CHANHASSEN, MINNESOTA FIGURE 2
WATER SUPPLY AND DISTRIBUTION PLAN
40,000
35,000
30,000
25,000
20,000
15,000
10,000
5,000
Bonestroo
0 Rosene
Anderiik d
Associates
The average daily demand is equal to the total annual pumpage divided by the number
of days in the year. The principal significance of the average day demand is as an aid in
estimating maximum day and maximum hour demands. The average day demand is also
utilized in estimating future revenues and operating costs such as power and chemical
requirements, since these items are determined primarily by the total annual water
requirements rather than by daily or hourly rates of usage. Pumping records which were
used in determining average daily demands are presented in Table 3.
The maximum day demand is the critical figure in the design of certain elements of the
waterworks system. The principal items affected by the maximum day demands are:
(1) supply of available water,
(2) raw water supply facilities,
(3) treatment plant capacity, and
(4) treated water storage requirements.
The raw water supply facilities must be adequate to supply water near the maximum
day demand rate and the water treatment plant should be capable of processing a majority
of the water supplied. Sufficient treated water storage should be provided to meet hourly
demands in excess of the water supply capacity. The installed capacities should also include
reserves for growth, industrial development and fire protection.
The maximum demands upon the water system are encountered during short periods
of time, usually on days of maximum consumption. These short period demands are
referred to as hourly demands, and they seldom extend over a period of more than three
or four hours, generally during hot summer evenings when the sprinkling load is the highest.
49303W -22-
m LE 3
CI'T'Y OF CHANHASSFN PUMPING RECORDS
PUMPAG (MILLIONS OF GALLONS)
MONTH
1986
1987
1988
1989
1990
1991
1992
January
17.19
18.63
20.13
23.01
25.70
24.00
29.74
February
16.35
16.46
18.64
20.24
24.89
16.95
28.17
March
17.99
20.05
20.09
22.51
31.49
28.19
29.69
April
16.61
31.07
25.22
29.14
37.17
32.00
35.02
May
20.94
29.76
43.88
35.92
34.65
33.43
51.45
June
23.35
43.44
57.58
43.82
36.76
46.97
61.36
July
25.27
38.29
52.69
60.54
44.48
69.89
45.39
August
27.49
28.88
41.44
48.87
92.54
48.14
51.47
September
20.19
27.97
39.31
35.91
45.27
39.37
40.63
October
19.44
26.34
27.79
40.93
36.02
38.17
37.69
November
17.79
21.37
23.05
24.48
36.82
28.90
30.18
December
18.91
20.47
22.87
25.17
39.42
29.35
31.38
Totals
MH/Year
241.52
322.74
392.69
410.54
485.22
435.50
472.17
Avg. Day
(MGD)
0.66
0.88
1.08
1.12
1.33
1.19
1.29
Max. Day
(MGD)
1.85
2.21
3.12
3.37
3.35
2.92
3.48
Max. Month
MG/Month
27.49
43.44
57.58
60.54
92.54
69.89
61.36
Avg. Month
MG/Month
20.13
26.90
32.72
34.21
40.44
36.29
39.35
39303W -23 -
The maximum hour consumption rates impose critical demands on the distribution
system, and major elements of the waterworks facilities must be designed to meet these
demands and provide satisfactory service at all tunes.
Maximum hour demands are supplied through a combination of water from the wells
and water drawn from storage reservoirs on the distribution system. Ultimately, maximum
hour demands will be supplied through pumpage from treatment plants and from storage.
Although the rate of consumption is high during periods of maximum hourly demand, the
duration of the extreme rate is relatively short. Therefore, a moderate quantity of water
withdrawn from storage reservoirs strategically located on the system assures satisfactory
service, minimizes the total maximum hour pumping and transmission main capacity
required, and permits more uniform and economical operation of the treatment plant and
pumping facilities. Storage on the system is also an important factor in insuring reliability
of service during emergencies resulting from power failure, temporary outages of water
supply facilities, and from sudden and unusual demands brought about by fires or line
breaks.
In communities like Chanhassen where the distances from the water supply source and
the storage reservoirs is considerable, another critical situation must be evaluated in
designing the system. Storage tanks are refilled during the night and early morning hours
when demand on the system is low. A strong network of piping is needed between the
supply point and reservoirs to insure that a sufficient amount of water can reach the storage
tanks during the refilling period to provide the required supply for the following day.
39303w -24-
As mentioned earlier, demand variations are critical in the design of water treatment
facilities as well as other waterworks facilities. The demand variations for the maximum day
and maximum month expressed as a percent of the average day demands are shown in
Table 4 for the past seven years. The maximum demand periods were established after a
thorough examination of daily pumping records. The average day demand is also shown in
the table expressed in million gallons per day. The mean value for the maximum day shown
in Table 4 can be used for any projected water demands computations in future studies.
PROJECTED WATER USAGE
A computer model of the existing water system was utilized. The model demands were
checked with the existing connections to the system to verify the accuracy of the existing
model. Future water usage was then added to the model as described below.
Future water usage is projected according to population, land use, and water use
trends. Peak demands vay with land use. High peaks are experienced in low density areas
during hot, dry periods due to extensive lawn sprinkling, while usage in high density areas
depends on human consumption to a greater extent. Commercial and industrial areas are
much more stable and although the usage is very high, the peaks are comparable to those
in residential areas.
Each of the land use categories in Table 1 was examined with consideration given to
population density, area to be sprinkled and other activities likely to occur compatible with
projected land usage. Demand rates were then developed which were related back to unit
4910-3w -25-
demand rates per acre for uniformity. The resulting rates which were used in analyzing
Chanhassen's water system are presented in Table 5.
TABLE 4
CITY OF CHANHASSEN
PAST WATER DEMAND VARIATIONS
Demand Period
1986
1987
1988
1989
1990
1991
1992
Maximum Month
134%
159%
172%
174%
224%
182%
156%
Maximum Day
280%
250%
290%
300%
252%
246%
270%
Avg. Day (MGD)
0.66
0.88
1.08
1.12
1.33
1.19
1.29
TABLE 5
FUTURE DEMAND RATES
Land Use
Type
Res -Large Lot
Res.-Low
Res. -Med.
Res.-High
Comm. /Ind. /Off.
Park/Open Space
Public
Mean
174%
270%
Density
Demand Rates (GPM /Acre)
Person /Acre
Average Day
Max. DU
Max. Hr.
1.6
0.13
0.40
0.80
7.0
0.49
1.46
2.92
18.0
1.13
3.38
6.76
30.0
1.67
5.00
10.00
--
1.39
3.47
6.94
--
0.17
0.43
0.86
--
1.39
3.47
6.94
39303w -26-
Total water usage for designated discrete points of demand on the water system was
determined for the purpose of hydraulic analysis and system design. This was accomplished
by dividing the City into subareas whose total demand was assumed to be located at a
designated point in each subarea. The subareas were then further subdivided into the
various land use categories, based on the City of Chanhassen year 2000 Land Use Guide
Plan. By applying the unit demand rates from Table 5 and the demands from the existing
model, the total demand for each subarea was developed. The point demand rates for the
entire water system are presented in Appendix A. The point designations in Appendix A
refer to points on Figure 6 at the back of this report. Estate land use has not been included
in this report.
For the purpose of phasing additions to the system, population projections were used
in conjunction with per capita usage to project probable water demand rates. Present water
usage per capita (for users connected to City water) is approximately 130 gallons per capita
per day (gcd). It is anticipated that the per capita consumption will increase over the next
twentyyears. This increase in per capita consumption is anticipated to result primarily from
an increase in the number of water consuming commercial and industrial businesses, and
only slightly as an increase in the per capita domestic water consumption. The normally
expected increase in domestic water consumption associated with improved economic
conditions, greater use of water - consuming household appliances, and 'unproved sanitary
facilities is expected to be curtailed by water conservation measures (such as sprinkling
bans) and designs.
39303w -27-
Increased commercial and industrial consumption is expected to raise the per capita
demand from its present rate of 130 gcd to the anticipated ultimate rate of 155 gcd. Based
on a projected connected population of 19,900 in the year 2000, the average day demand
is expected to be approximately 2.6 MGD with a corresponding maximum day demand of
approximately 7.1 MGD.
Anticipated average and maximum day water demands are presented in Table 6. The
maximum day water demands are used for the sizing of supply and treatment facilities. A
record of actual maximum and average day demands should be charted to aid in the sizing
and phasing of future facilities. The ultimate maximum day demand is estimated to be 19.2
MGD. For the estimation of this ultimate maximum day demand no sprinkling restrictions
were applied.
Water usage for fire demand is also a vital consideration in the design of a water supply
and distribution system. Fire demand varies greatly from normal usage in that an extremely
large quantity of water is required from a single demand point in a very short time. The
quantity of water used for fires is almost negligible when compared to other usage
categories, but because of the extreme rate of usage during an emergency situation, fire
demands frequently govern design.
The Insurance Services Office recommends that a system the size of Chanhassen's be
capable of delivering a fire demand of 1500 GPM to 6000 GPM for varying durations
depending on the rate of demand. A fire demand of 6000 GPM sustained for a period of
six hours was incorporated into the design of the Chanhassen water system.
39-3O-3W -28-
TABLE 6
* Census
39303w -29-
CITY OF CHANHASSEN
PROJECTED WATER DEMANDS
Average
Per Capita
Avg. Day
Max. Day
Year
Average
Population
Demand
Demand
Demand
Ending
Population
Served
(gcd,
(MGD)
(MGD)
1990
11,732 *
9,630
135
1.3
3.5
1991
12,300
9,700
125
1.2
3.1
1992
13,100
12,100
132
1.6
4.3
1993
14,000
13,000
133
1.7
4.7
1994
14,800
13,800
134
1.8
5.0
1995
15,700
14,600
135
2.0
5.3
1996
16,500
15,300
136
2.1
5.6
1997
17,400
16,200
137
2.2
6.0
1998
18,200
17,100
138
2.4
6.4
1999
19,100
17,900
139
2.5
6.7
2000
19,900
18,700
140
2.6
7.1
2005
23,000
21,800
143
3.1
8.4
2010
26,000
25,000
145
3.6
9.8
Ult.
43,500
43,000
165
7.1
19.2
* Census
39303w -29-
WATER QUALITY REQUIREMENTS
In 1977, the U.S. Environmental Protection Agency (EPA) established the National
Interim Primary Drinking Water Regulations ( NIPDWR). Developed under the Safe
Drinking Water Act (PL 93 -523), these regulations contain federally enforceable maximum
contaminant level (MCL) standards for substances known to be hazardous to public health.
Based largely upon the Public Health Service Standards of 1962, these regulations include
requirements on the frequency of testing and the subsequent reporting of test results.
Between 1977 and 1983, four amendments were made to the NIPDWR that increased
the number of water quality parameters for which MCL's were assigned. During the
mid- 1980's, an increase in public awareness of water quality and contamination resulted in
Promulgation of the 1986 Safe Drinking Water Act amendments. These amendments
mandated the current review of existing MCL's and the development of still more water
quality standards and treatment requirements for all public drinking water supplies.
Over the past two years there have been several more amendments added to those of
the Safe Drinking Water Act and still more are planned for the future. This is because the
EPA has identified over 65 new substances that still need to be regulated. Permissible
levels for these substances will be proposed and implemented over the next few years.
Under the Safe Drinking Water Act, water quality parameters are defined and
regulated by two separate sets of criterion or standards -- Primary and Secondary. A
discussion of the Primary Drinking Water Standards follows immediately below. A
discussion of the Secondary Drinking Water Standards occurs later in this section.
39303W -30-
NATIONAL PRIMARY STANDARDS
Primary Drinking Water Standards identify maximum containment levels (MCL's) for
those substances known to be harmful to public health. Enforcement of these standards is
under the jurisdiction of the Minnesota Department of Health. The Primary Drinking
Water Standards are divided into five categories with MCL's being determined for each
contaminant. The five categories are:
(1) Inorganic
(2) Synthetic Organic Chemicals (SOC's)
(3) Volatile Organic Chemicals (VOC's)
(4) Microbiological
(5) Radiological
A listing of the five categories and the type of water to which they are applicable, the
contaminants included in each and the MCL are presented in Table 7. Both existing and
proposed regulations are presented. All test results indicate that Chanhassen's water quality
does not exceed any MCL's included in the National Primary Standard.
Testing for coliform bacteria and inorganic chemicals is required in all public water
systems. The number of coliform density samples required under the law is proportionate
to the population served by the system. Testing for turbidity and organic chemicals is
required by law for public water systems utilizing a surface water source. The State can
require testing for organic chemicals and radiological chemicals in certain ground water
supplies.
39-3O-3W -31-
LEAD AND COPPER RULE
In July of 1991, the lead and copper rule was promulgated by the EPA. Included in
the Primary Drinking Water Standards, the lead and copper rule requires treatment when
lead and /or copper in a public water supply exceeds the action levels of 0.015 mg/L for lead
(Pb) and 1.3 mg/L for copper (Cu). Lead and copper enter drinking water mainly from the
corrosion of lead and /or copper distribution and service piping. For this reason,
contamination by these elements primarily takes place after the water enters the distribution
system and testing must be done at the point -of -use.
To comply with the new laws, all water utilities must complete a materials evaluation
of their distribution system and /or review other information to target high risk homes. The
water utilities must then complete an initial sampling survey of site within the service area.
The number of sampling sites is based on the population served and listed below. One
sample is to be taken from each site. Each sample is to be "first- draw" following a period
of stagnant flow.
Initial Monitoring for Lead and Copper
System Size
Minimum Number
Date Sampling
(Population)
Of Samples
Begins _
> 100,000
100
January 1992
50,000 to 100,000
60
January 1992
10,000 to 50,000
60
July 1992
3,300 to 10,000
40
July 1992
500 to 3,300
20
July 1993
100 to 500
10
July 1993
< 100
5
July 1993
39303w -32-
Initially, utilities are required to collect home tap samples for lead and copper analysis
every six months. In systems that are required to install corrosion control treatment,
follow-up samples for other water quality parameters (WQPs) must be taken from within
the distribution system every six months and from entry points to the distribution system
every two weeks. Both the number of sampling sites and the frequency may be reduced if
the action level is met or the system maintains optimal treatment. Sampling frequency is
summarized below.
Lead and Conner Sampling Freauenc
Pb /Cu WON
Within The At entry to
Distribution Distribution
Monitoring Period eriod Home Taps System System
Initial tests 6 mo. 6 mo. 6 mo.
After corrosion
treatment 6 mo. 6 mo. 2 wk.
Reduced
Conditional 1 yr. 6 mo. 2 wk.
Final 3 yr. 3 yr. 2 wk.
Four types of action are required to remedy high lead /copper levels. Once a system
has more than 10 percent of all tap monitoring results exceed the action levels, the system
must perform corrosion control treatment, source water treatment and public education.
If the system continues to exceed the action levels, service line replacement is required.
39303w -33-
To optimize treatment and determine compliance with State lead /copper standards,
additional monitoring must be performed on systems meeting the following conditions:
- Large systems serving more than 50,000 persons, regardless of the lead /copper
levels in tap samples.
- Smaller systems serving less than 50,000 persons, if either action level is
exceeded in tap samples.
Testing for other WQPs such as Ph, alkalinity, calcium, conductivity, orthophosphate,
silica and temperature, occurs at two types of sampling sites:
Within the distribution system, with the number of sites based on the
population served. Two samples are required from each site.
One sample at each entry point to the distribution system.
TABLE 7
NATIONAL PRIMARY STANDARDS FOR DRINKING WATER
MAXIMUM CONTAMINANT LEVELS
A) INORGANIC CHEMICALS
(Surface & Ground Water)
1. Existing Regulated
Inorganic Chemicals
Current
Contaminant
MCL b
Arsenic
50
Asbestos
7 MFL
Barium
2,000
Cadmium
5
Chromium (total)
100
Fluoride
4,000
Lead
TT
Mercury
2
Nitrate (as N)
10,000
Nitrite (as N)
1,000
Selenium
50
* TT - Treatment Technique for lead is triggered by a 15 ppb action level.
39303W -14-
National Primary Standards (Continued)
2. Proposed Inorganic
Chemicals to be Regulated
Proposed
Contaminant MCL b
Antimony
5-10
Beryllium
1
Copper
1,300
Cyanide
200
Nickel
100
Sulfate
400 - 500 mg/L
Thallium
1-2
B) SYNTHETIC ORGANIC CHEMICALS (SOCs)
(Surface & Ground Water)
Current
1. Existing Regulated SOCs MCL (ppb)
Acrylamide
TT*
Alachlor
2
Aldicarb
3
Aldicarb Sulfone
2
Aldicarb Sulfoxide
4
Atrazine
3
Carbofuran
40
Carbon Tetrachloride
5
Chlordane
2
Dibromochloropropane (DBCP)
0.2
o- Dichlorobenzene
600
p- Dichlorobenzene
75
1,2- Dichloroethane
5
1,1- Dichloroethylene
7.
39303w -35 -
National Prnnary Standards (Continued)
cis -1,2- Dichloroethylene
70
trans -1,2- Dichloroethylene
100
2,4- Dichlorophenoxyacetic Acid (2,4 -D)
70
1,2- Dichloropropane
5
Epichlorohydrin
TT *
Ethylbenzene
700
Ethylene Dibromide (EDB)
0.05
Heptachlor
0.4
Heptachlor Epoxide
0.2
Hexachlorocyclopentadiene
50
Lindane
0.2
Methoxychlor
40
Monochlorobenzene
100
PCBs
0.5
Styrene
100
Tetrachloroethylene
5
Total Trihalomethanes
100
Toluene
1,000
Toxaphene
5
2,4,5 -TP (silvex)
50
1,1,1- Trichloroethane
200
Trichloroethylene
5
Vinyl Chloride
2
Xylenes (total)
102000
39303W -16-
National Primary Standards (Continued)
39303w -37-
Proposed
2. Proposed SOCs to be Regulated
MCL (Qpb)
Adipates
500
Dalapon
200
Dichloromethane (methylene chloride)
5
Dinoseb
7
Diquat
20
Endothall
100
Endrin
2
Glyphosate
700
Hexachlorobenzene
1
Hexachlorocyclopentadiene
50
Oxamyl (Vydate)
200
PAHs (Polynuclear Aromatic Hydrocarbons) 0.2
Pentachlorophenol
1
Phthalates
4
Picloram
500
Simazine
4
1,1,2- Trichloroethane
5
2,3,7,8 -TCDD (Dioxin)
0.00005
1,2,4- Trichlorobenzene
9
1,1,2- Trichloroethane
5
39303w -37-
National Primary Standards (Continued)
C) VOLATILE ORGANIC CHEMICALS (VOCs)
(Ground Water)
Current
Contaminant MCL b
Benzene
5
Carbon Tetrachloride
5
p- Dichlorobenzene
75
1,2- Dichloroethane
5
1,1- Dichloroethylene
7
cis -1,2- Dichloroethylene
70
trans -1,2- Dichloroethylene
100
Tetrachloroethylene
5
Trichloroethylene
5
Vinyl Chloride
2
D) MICROBIOLOGICAL
(Surface and Ground Water)
Giardia Lamblia TT*
Legionella TT*
Standard Plate Count TT
Total Coliforms + +*
Turbidity PS*
Viruses
TT*
39303W - 1R -
National Primary Standards (Continued)
E) RADIOLOGICAL
(Surface & Ground Water)
Current Proposed
MCL MCL
Beta - particle and 4 mrem
photon emitters 4 mrem
Alpha Emitters 15 pCi/L
Radium 226 + 228 5 Pci/L
Radium 226 20 Pci/L
Radium 228 20 Pci/L
Radon 300 Pci/L
Uranium 20 g/L
* Abbreviations used in this table:
++ - No more than 5% of the samples per month may be positive. (For
systems collecting fewer than 40 samples per month, no more than 1
sample per month may be positive.)
TT - Treatment- Technique
PS - Performance Standard 0.5 - 1.0 ntu (naphthalene turbidity unit)
SECONDARY STANDARDS
In addition to the hazardous contaminants covered by the Safe Drinking Water Act,
concentrations of other substances, not having an impact on public health, frequently cause
drinking water supplies to have objectionable aesthetic qualities, such as taste and odor.
Because of this, Secondary Drinking Water Standards were developed to act as a guide in
suggesting the maximum contaminant level for select chemical and physical characteristics
of a water supply. The Secondary Standards generally imply that public water supplies
39303w -39-
exceeding the maximum suggested levels will have more customer complaints than those not
exceeding the suggested levels. A summary of the Secondary Drinking Water Standards is
presented in Table 8 on the following page.
Water taken from groundwater aquifers generally contains iron and manganese as well
as hardness causing minerals. Based upon the Secondary Drinking Water Standards, the
recommended limits for iron and manganese are 0.30 and 0.05 milligrams per liter (mg/1),
respectively. Chanhassen's water supply contains 0.1 to 1.2 mg/l iron and 0.05 to 0.38 mg/1
manganese. Precipitation of iron and manganese metals often alter the appearance of the
water and deposition of these precipitates will cause staining of plumbing fixtures and
laundry.
Certain microorganisms, known as "iron slimes ", commonly grow in distribution systems
where iron and manganese are present in the water. These microorganisms accumulate in
the systems, generally in area of low flow or demand. Taste and odor problems result when
portions of these growths die and begin to decay. The decaying microorganisms break loose
from surfaces of the water mains and become dispersed throughout the distribution system.
Customers then start to notice the familiar "rotten egg" smell and foul taste when they draw
water from their taps or when they step into their showers.
To combat the growth of these slimes, it is recommended that all public water utilities
provide a suitable chlorine residual throughout the extents of their distribution systems.
Water utilities should ensure that all work performed on new and existing wells is done so
under sanitary conditions. All equipment used for well work should be clean and the wells
should be heavily disinfected with chlorine after the work has been completed. Iron slimes
39303W -40-
that do accumulate in distribution systems can best be removed by a combination of
chemical disinfection and flushing. Water mains having heavy accumulations of slimes may
require physical surface scraping, commonly known as "pigging ", along with chemical
disinfection for proper, effective cleaning.
TABLE 8
SECONDARY DRINKING WATER STANDARDS
CONTAMINANT LEVEL
1. Regulated Parameter Current
MCL (mg/L)
Aluminum
0.05-0.2
Chloride
250
Color
15 color (units)
Copper
1
Corrosivity
noncorrosive
Fluoride
2
Foaming Agents
0.5
Iron
0.3
Manganese
0.05
Odor
3 TON*
Ph
6.5-8.5
Silver
0.10
Sulfate
250
Total Dissolved Solids (TDS)
500
Zinc
5
2. Proposed Parameter to be Regulated
Proposed
MCL (mg/L)
Hexachlorocyclopentadiene
0.008
* TON - Threshold Odor Number
39303W -41-
HARDNESS
Hardness is another water quality concern. The water in Chanhassen, which averages
340 mg/1(expressed as calcium carbonate) is considered very hard by standards set forth by
the United States Geological Society and the American Water Works Association.
Classification of Hardness is presented below:
Hardness (mgA)
0 -75
75- 150
150-300
>300
Classification
Soft
Moderately Hard
Hard
Very Hard
The most common objections to hard water are:
(1) Consumption of large quantities of soaps and detergents,
(2) Adverse effect on clothing and other articles being cleansed,
(3) Shortening of the life of pipes and fittings, heating systems and boiler shells
and tubes, and
(4) Unsuitability for many industrial uses.
An upper limit
for hardness has
never been established due
the broad range of
customer tolerances,
but water with a
hardness of 70 - 85 mg/1 is
usually considered
desirable for residential and commercial uses. Installation of an iron and manganese
removal plant will not reduce the level of hardness in Chanhassen's water supply. However,
existing softeners owned by the residents and businesses of Chanhassen will operate more
efficiently after treatment removal of the iron and manganese which commonly fouls
softener media causing short softening cycles.
39303W -42-
IDEAL WATER QUALITY
The American Water Works Association has developed a set of characteristics and
concentrations for Ideal Quality Water. These values are summarized in Table 9.
TABLE 9 -
IDEAL QUALITY WATER
Maximum in
A) Physical Characteristics Ideal Water
Turbidity
Less than 0.1 unit
Non - filterable Residue
0.1
Color
3 units
Odor
No change on
carbon content
Taste
None
B) Chemical Characteristics
(Toxic)
Arsenic (As)
10
Barium (Ba)
500
Cadmium (Cd)
10
Chromium (Cr +6)
10
Cyanide (CN)
10
Fluoride (F)
1100
Selenium (Se)
10
Silver (Ag)
20
C) Chemical Characteristics
(Non -Toxic) (mg/L)
ABS
0.20
Alcohol soluble from carbon adsorption0.10
Aluminum (Al)
0.05
Chloroform soluble from
carbon adsorption0.04
Copper (Cu)
0.20
39303W -43-
IDEAL WATER QUALITY (Continued)
Filterable Residue 200
Iron (Fe)
0.05
Manganese (Mn) 0.01
Nitrate - Inorganic (N) 5
Phenolic Compounds (as phenol)0.0005
Zinc ( 7 n) 1.0
* Bean, E. L., "Progress Report on Water Quality Criteria," AWWA Journal, 54:
1313 (November 1962)
Tables 7, 8, and 9 may be used in the future for water quality requirements when new
wells are drilled. Sample water quality values for each of the existing wells are presented
in Table 10 in the next section.
39303w -44-
D) Miscellaneous
Hardness (as CaCO3)
80.0 mg/L
Coliform
1 per L
E) Radiological
Gross Beta Activity
100 Pci/L
Radium (Ra -226)
3 Pci/L
Strontium (Sr -90)
5 Pci/L
* Bean, E. L., "Progress Report on Water Quality Criteria," AWWA Journal, 54:
1313 (November 1962)
Tables 7, 8, and 9 may be used in the future for water quality requirements when new
wells are drilled. Sample water quality values for each of the existing wells are presented
in Table 10 in the next section.
39303w -44-
EXISTING FACILITIES
RAW WATER SUPPLY
The Twin Cities Metropolitan Area is underlain by geological formations that are
capable of yielding large volumes of water. These formations were deposited in a trough
that resulted in a unique dish - shaped geological structure centered below the Seven County
Metropolitan Area.
The Twin City Artesian Basin contains a total of six aquifers. Four of these aquifers,
the Ironton - Galesville, the Franconia, the St. Peter, and the Platteville- Decorah, are minor
aquifers. The major aquifers are the Prairie du Chien - Jordan and the Mt. Simon- Hinckley.
The area also includes numerous smaller glacial drift aquifers. The Prairie du Chien - Jordan
is the major aquifer in the Seven County Metropolitan Area, supplying approximately 75%
of the area's groundwater. The majority of the remaining groundwater is supplied by the
Mt. Simon - Hinckley aquifer.
Where the Prairie du Chien - Jordan aquifer is overlaid by the St. Peter formation and
the full thickness of the aquifer can be developed, well capacities can reach 2,500 gallons
per minute (GPM). Where only the Jordan formation can be developed, the well capacities
will usually fall into the range of 1,000 to 1,200 GPM. Hinckley wells can generally be
developed to a 800 - 1000 GPM capacity. The large drawdown experienced with Hinckley
wells causes higher pumping costs. Also, because the Hinckley formation lies beneath the
Jordan and Franconia - Ironton - Galesville aquifers, Hinckley wells are more expensive to
construct and operate than Jordan wells.
39303w -45-
The City of Chanhassen presently obtains its raw water supply from shallow drift aquifer
wells and deep wells into the Prairie du Chien/Jordan aquifer. The water is pumped directly
into the distribution system following chlorination and fluoridation at each well house.
There are six existing wells that serve the City of Chanhassen. A summary of the
existing wells is presented in Table 10. The capacities of the wells vary from 250 to 1200
gpm depending on the size of the well and the structure of the geological formation at each
site.
The school well is manually controlled and used to supplement the high service area
during summer peak demands. Since it is not automatically controlled, it has not been
included in the capacity calculations.
The total existing well capacity with all wells operating is 4,675 gallons per minute
(gpm) or 6.7 million gallons per day (MGD), excluding the school well. Total firm capacity
is defined as the capacity available with the largest well out of service. Existing total firm
capacity is 3,675 gpm (5.3 MGD), excluding the school well.
TREATMENT
Well Water Quality
Test results on Chanhassen's raw water supply are presented in Table 10. The water
generally is very hard containing from 235 to 470 mg/1 of total hardness. Wells 2, 3, and 4
have iron concentrations above the Secondary Drinking Water Standard of 0.3 mg/l. Iron
and manganese are first formed within a water supply in a "dissolved" form, but are
"oxidized" out of solution (or changed into a solid form) by oxidizing agents such as oxygen.
39303w -46-
TABLE 10
(1) Average pumping rate
(2) Expressed as CaCO(3)
NOTE: All constituents except Ph are reported as mg/l unless otherwise noted.
39303W -47-
WELL AND WATER
QUALITY DATA
1 (Abnd.)
2
3
4
5
School
6
Year Installed
1956
1969
1973
1981
1989
1963
1991
Aquifer
Pdc /Jor
Pdc /Jor
Pdc /Jor
Pdc /Jor
Drift
Pdc /Jor
Drift
Well Field
Lotus
Lotus
Galpin
- --
Lotus
Galpin
Lotus
Casing Depth - Ft.
335
246
317
289
185
419
175
Total Depth - Ft.
518
471
500
478
215
520
215
Size
6 11
20 1'
16
18 1'
12
6 11
12
Static Water Level - Ft.
133
136
154
90
132
170
130
Drawdown - Ft.
- --
15
16
28
10
8
Drawdown at gpm
- --
1000
1000
975
700
1200
Peak Demand Capacity -gpm
- --
1000
1000
975
700
250
1200
WATER QUALITY
Date of Test
- --
Aug.1990
Aug.1990
Aug.1990
Apr.1990
Not Avail
Aug.1991
Ph
- --
6.8
7.2
7.3
7.4
Alkalinity (2)
- --
325
235
330
340
390
Total Hardness (2)
- --
330
235
325
340
470
Chlorides
- --
0.5
1.0
1.0
2
3.8
Iron
- --
0.3
0.7
1.2
< 0.05
.13
Manganese
- --
< 0.05
< 0.05
< 0.05
.38
(1) Average pumping rate
(2) Expressed as CaCO(3)
NOTE: All constituents except Ph are reported as mg/l unless otherwise noted.
39303W -47-
Dissolved oxygen, normally present in the water, combines with the dissolved iron and
manganese to form insoluble oxides or solid particles in the water. These particles
precipitate from the water and can accumulate in the distribution system particularly in
areas of low demands. When demand increases or when the system is interrupted for some
reason, red water problems may occur which cause staining of washed clothing and
plumbing fixtures. The color of the water makes it objectionable to drink and brings about
questions as to its bacteriological quality.
The City's maximum concentration of iron is 1.2 mg/l at Well 4. Wells 2 and 3 also have
elevated iron levels. This is typical of water taken from the Jordan aquifer. Well 6 (Drift)
has an elevated manganese level, 0.38 mg/1. This is far above the Secondary Drinking Water
Standard of 0.05 mg/l. At some time it may become desirable to remove these constituents
or add polymers to prevent the iron from oxidizing. A section on water treatment is
presented later in this report.
It is reasonable to expect that future wells in both the Jordan and Drift aquifers would
have similar characteristics to the existing wells.
STORAGE
Maximum hour demands are supplied through a combination of water from the supply
facilities and water drawn from storage reservoirs on the water distribution system.
Although the rate of consumption is high during periods of maximum hourly demand, the
duration of the extreme rate is relatively short. Therefore, a moderate quantity of water
withdrawn from storage reservoirs strategically located on the system assures satisfactory
39303W -48-
service, minimizes the total maximum hour pumping and transmission main capacity
required, and permits more uniform and economical operation of the system and pumping
facilities.
Storage on the system is also an important factor in insuring reliability of service during
emergencies resulting from loss of power, temporary outages of water supply facilities, and
from sudden and unusual demands brought about by fire. The storage allows these
fluctuations in water demands to be met without having additional pumping capacity in
reserve which would be sitting idle most of the time.
Water from storage is fed into the system either by gravity or by pumping from a booster
station. Two types of reservoirs feed water into the system by gravity. These are classified
as either ground reservoirs with the floor resting on the ground or as elevated reservoirs
with columns supporting the tank. A ground reservoir may also be constructed at an
elevation that requires a booster station to pump water into the system.
The City of Chanhassen currently has 1.8 million gallons of usable storage on the system.
A summary of these facilities is presented in the following table.
TABLE 11
EXISTING STORAGE FACILITIES
39303w -49-
Usable
Storage
High
Reservoir
Reservoir
Volume
Water
Year
Site
Location
Tyne
(MG)
Level
Constructed
I
West 76th St.
Elevated
0.1
1120
1965 '
II
Murray Hill Rd.
Elevated
0.2
1200
1972
III
Powers Blvd.
Ground Res.
1.5
1120
1988
39303w -49-
The high water level for all the tanks in the low pressure zone is 1120. The high water
level for tanks in the high pressure zone is 1200. Both existing and proposed water storage
locations can be found on Figure 6 at the back of the report.
DISTRIBUTION SYSTEM
The existing distribution system consists of lines that vary in size from 6 inches to 18
inches in diameter. The majority of the mains are ductile iron pipe, although several older
areas of the City have cast iron mains.
The distribution system currently receives water from two well fields. One well field is
located at the south end of Lotus Lake and draws water from a drift aquifer. A second well
field is adjacent to Galpin Boulevard (north of Highway 5) and draws water from the Jordan
aquifer. A network of large distribution mains extend from the well fields to other points
of the system and to the storage reservoirs located throughout the City. The existing
distribution system is shown on Figure 6 at the back of the report.
The existing water system operates under three pressure zones. The low service area
is served by well pumps 2, 3, 4, 5, and 6, and by a 100,000 gallon water tower and a
3,500,000 gallon ground storage reservoir. Pumps 2, 3, 4, 5, and 6 are controlled to
maintain a water elevation in the two storage tanks near 1120. This elevation provides
adequate pressure to serve the users in the low pressure service area.
The high service area is served by a booster pump station, the school well and a 200,000
gallon water tower. Normal operation has the booster pump pumping from the low service
area water main system to the high service system to maintain a water elevation in the water
39303W -50-
tower of about 1200. The school well is used in the summer to supplement the high service
area. The school well does not have automatic controls; but is manually started and
stopped during high consumption periods.
The third service area, the Lake Minnewashta service area, is served via a pressure
reducing valve from the high service area. The pressure reducing valve reduces the pressure
by about 35 PSI to serve the lower elevation homes of the Lake Minnewashta area.
39303w -51-
PROPOSED FACI]LrMS
SUPPLY - STORAGE CONSIDERATIONS
Supply capacity, storage volume, and distribution system capacity are interrelated to a
great degree. Reservoirs act as additional supply sources during peak periods when the
primary supply source is incapable of meeting the demand. Thus, the storage tends to
stabilize the peaks in water demand and allows the system to produce water at a lower,
more uniform rate. The distribution system must be capable of carrying the flows from both
the supply source and reservoirs without allowing pressures to drop below approximately
35 psi. Static pressure should be kept about 40 psi, if possible. The system must also be
capable of conveying water from the source of supply to the reservoirs for storage without
allowing the development of high pumping heads and high static pressures in the system
during low usage periods.
There are an infinite number of combinations of supply and storage that can be used
to meet peak water demands. Previous reports for the City (Orr - Schelen - Mayron - 1985,
and Liesch - 1990) have discussed differing philosophies of using storage and production
capacity. The ideal combination is found where the sum of the cost of all the facilities in
the system reaches a minimum. A close approximation of this point can be obtained by an
analysis of supply and storage costs.
For the vast majority of metro area communities, the ideal combination of supply and
storage is found when the supply equals 100% of the maximum day demand. Based on our
analysis and discussions with City Staff, we recommend that the City of Chanhassen system
39303W -52-
have the capacity to produce water at a rate equal to 100% of the maximum day demand.
For the ultimate system, this is 19.2 MGD.
The amount of storage required for the ultimate Chanhassen water system was found
by looking at the maximum day demand variation curve and at fire flow demands. The
shadowed area above the maximum day demand line in Figure 3 represents 24% of the
maximum day total demand. This percentage takes into account hourly fluctuations and will
have to be provided by storage facilities. In addition to that a safety factor is required to
account for fire flows and unusual demands on the system. This safety factor was estimated
to be 6% of the maximum day total demand, and was based on a 6,000 gpm fire flow
sustained for 6 hours. A total of 30% of maximum day demand for required storage or 5.8
million gallons of total effective storage. Effective storage is considered to be water
available for use at an adequate residual pressure which is water not lower than 40 feet
below the system high water level.
HYDRAULIC ANALYSIS
The Chanhassen water system was analyzed in detail using a hydraulic computer model.
The model describes the entire system, including wells, pumps, reservoirs, booster stations,
pressure reducing valves, and distribution mains and analyzed the system through a time
simulation during the design maximum demand day.
Hydraulic analysis was performed by the model using the Hazen - Williams energy loss
formula and the Hardy Cross procedure. The Hardy Cross procedure is an iterative process
in which both flows and energy losses are balanced throughout the entire system.
39303W -53-
A time simulation analysis examined the system on an hourly basis over the entire
maximum demand day, including peak demand periods, reservoir -filling conditions and
critical pressures. The analysis requires that a demand curve be developed for the
maximum day. This curve was developed from a review of well and tank operations during
the maximum day demand and is presented on Figure 3. Similar curves were developed for
the second and third maximum days. A peak hourly demand that is two tunes the maximum
day demand is incorporated into the curve.
Input for the Chanhassen computer model includes pipe sizes and lengths, point
supplies and demands, storage reservoir characteristics, pump performance curves, and
ground elevations. A summary of the input demands is presented in Appendix A. The
model then computes data for various times of the day based on the demand curve. These
data include pipe flows and velocities, energy losses, pressures at each demand point,
pumping rates, and storage reservoir levels. Analysis of these data facilitates the design of
an economical and adequate water system. A summary of the output file is presented in
Appendix B. In addition to the previously described hydraulic analysis for the ultimate
system, a model of the fully developed MUSA was made to verify the adequacy of the
MUSA system under saturation conditions. Results of this analysis and recommendations
for improvements are presented later.
39303w -54-
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RAW WATER SUPPLY
Wells Required
As discussed previously, the most economical way to meet the demand conditions in
Chanhassen is to have a total well firm capacity equal to 100% of the maximum day
demand. Peak demands will be supplied by storage on the system. For Chanhassen, at
saturation development, the required total firm production capacity is 19.2 MGD (13,300
gpm). Total firm capacity is defined as the capacity available with the largest well out of
service.
Two well field sites are shown on the water distribution system layout in Figure 6. The
Lotus Lake site is the existing drift aquifer well field and the Galpin Boulevard site is the
existing Prairie du Chien/Jordan aquifer well field. Two well fields are proposed so the City
has two distinct water sources. Clustering of wells into well fields (as opposed to spreading
the wells throughout the City) is proposed to facilitate central water treatment facilities.
A drift acquifier well field near the south end of Lake Minnewashta was also considered.
This location was eliminated because the most suitable property is owned by the Arboretum.
It is recommended that the required ultimate production capacity be divided into 9.6
MGD (6,650 gpm) at the Lotus Lake Well Field and 9.6 MGD (6,650 gpm) at the Galpin
Boulevard Well Field. As of 1993, there were six (6) operating wells located in the City.
Future wells can be located at both the Lotus Lake and Galpin Boulevard fields.
39303w -56-
Appro3dmately 16 wells will be required to meet the total production capacity of 19.2
MGD. This includes one standby well at each well field and assumes an average capacity
of 1,000 gpm for all future Jordan and Drift wells. Future wells will be added as necessary
by increased demand. Anticipated improvements are shown on Table 15. The estimated
number of 16 future wells could be reduced or increased if the estimated ultimate
population of 43,500 changes.
Galpin Boulevard Well Field (Prairie du Chien/Jordi n)
Required Capacity 6,600 gpm
Present Capacity ( #3) 1.000 gpm
Capacity Required 5,600 gpm =
Total Additional Wells
Well Spacing 1000 -1200'
(With Well No. 4 as standby)
6 wells @ 1000 gpm
6
(Estimated)
A schematic of the Galpin Boulevard Well Field is shown on Figure 4. Note that we
have proposed that at least one of these wells feed the high pressure zone. Presently, the
high zone is feed off the booster station. In the future, the City will have the option of
continuing to use the booster station . to feed the high zone, or provide wells (with standby
capacity) to serve the high zone.
Most of the future Galpin Boulevard Well Field wells will be Jordan wells. However,
it is hoped that a future groundwater supply study of the area will identify drift acquifer
locations that can also be used. A combination of drift and Jordan wells would be best.
39303W -57-
Lotus Lake Well Field (Dr1
Required Capacity 6,600 gpm
Present Capacity ( #2 & #5) 1.700 gpm (With Well No. 6 as standby)
Capacity Required 4,900 gpm = 5 wells @ 1000 gpm
Total Additional Wells 5
Well spacing (To be determined)
A schematic of the Lotus Lake Well Field is shown on Figure No. 5. Placement of
future wells for the Lotus Lake Well Field is somewhat limited since the area is mostly
developed. Vacated right -of -way due to the relocation of T.H. 101 may provide space for
future wells and treatment.
Recommendations
The City of Chanhassen should initiate action to acquire additional well sites either prior
to or in conjunction with the development of the adjacent areas. Until a future decision is
made regarding water treatment, each well field plan should reserve a 5 acre site for a
potential water treatment plant. The raw water collection main should also be designed
considering the potential plant.
One factor in siting wells is the distance the wells must be spaced to minimize the
influence between wells. The City should conduct an influence test on both well fields to
determine the optimal spacing for future wells.
The second factor in siting future wells is the extent of the aquifer. The Prairie du
Chien/Jordan aquifer appears to be highly productive in the Galpin Boulevard Well Field.
Depending on the spacing requirements, additional well sites should be able to be located
in this vicinity.
39303w -58-
The extent of glacial drift aquifers are more limited than the Prairie du Chien/Jordan
aquifer and the ability of drift aquifers to produce water can vary widely from one location
to another. We recommend that the City conduct a groundwater supply study of the Lotus
Lake Well Field to identify the most favorable sites for future wells.
The first phase of a groundwater supply study is a resistivity survey. This procedure
"maps" the drift aquifer and gives an indication of more favorable sites for additional testing.
The resistivity study is followed by small, test well construction, to verify the results of the
resistivity study.
Finally, it is imperative that future well sites in both well fields be controlled such that
the quality of the groundwater is maintained. We recommend that a well head protection
plan be included in the well field planning. The land in the proposed well fields is presently
largely undeveloped. The City has a real opportunity to plan development to minimize
threat of contamination of the aquifers. Also, it is likely that future legislation will make
well head protection plans mandatory.
39303W -59-
Existing
i
Booster Station —, ,
l Note: This well field will require a total of
seven wells at ultimate development.
Locations and spacing of future wells
should be determined as development
in this area occurs.
I
HIGH PRESSURE ZONE
\ wuRwsoH
LAKE
Future Well Field
Connection 1250 GPM
to High Zone
Pressure Reducing
1
25--55 1 -0010
� J �n 529
7
25 -591 -0020
42
�c
N�
w�
40
LAKE LUCY RD.
Pressure Zone
Boundary
a
c�
0
0 I LOW PRESSURE ZONE
•
Possible Future
Treatment Plant Site
Existing
Well #3
50 N
Future Well I
Field Connection
5,400 GPM to
Low Zone o 250 5W
25 -500 --0010 I Key Stole in feet
*(QD Pressure Node
25-010-1220 0 Potential Well S
❑ Existing Well Sii
Galpin Boulevard Well Field Schematic
Chanhassen, Minnesota FIGURE 4
Water Supply and Distribution Plan
Bonestroo
Arm 0 Rosene
Anderlik &
Associates
L
6 CHLAND DR.
Note: This well field will
i'l
require eight wells at
ultimate development.
LOTUS
LAKE
Well #1
(Abandon
I I
lo
A
0 0
ST
w ell
HAVEN b-z
. ........... W.
WEST 787H STET
Possible Future
Treatment 01
Plant %J1 L%'
Key
• Potential Well Site
0 Existing Well Site
Lotus Lake Well Field Schematic
I
0 250 500
Scale in feet
Chanhassen, Minnesota FIGURE 5
Water Supply and Distribution Plan
e tupre
ent Plant Site
Bonestroo
Rosene
Anderlik
Associates
TREATMENT
General
The City of Chanhassen presently obtains its raw water supply from glacial drift
aquifers and deep wells into the Prairie du Chien/Jordan Sandstone aquifer. Water
obtained from the wells in Chanhassen is considered to be safe from pathogenic or disease
causing organisms. Raw water in Chanhassen contains three areas of concern: high levels
of iron, high levels of manganese, and hardness.
The iron concentration in the City's wells ranges from 0.05 -1.2 mg/l. Three of the
City's wells (all in the Prairie du Chien/Jordan aquifers) have iron levels at or higher than
the Secondary Standard Recommended Levels of 0.3 mg/l. In addition, the Drift wells have
a manganese content of 0.38 mg/l, which is far above the Secondary Standard
Recommended Level of 0.05 mg/1. The iron precipitates from the water and accumulates
in the distribution system particularly in areas of low demands. When demand increases
or when the system is interrupted for some reason, red water problems occur which cause
staining of washed clothing and plumbing fixtures. Customer complaints can be minimized
somewhat by frequent flushing and cleaning of lines in problem areas.
Because of public complaints and /or high maintenance costs, iron and manganese
treatment may become necessary. Although a detailed analysis of the treatment alternatives
is beyond the scope of this report, the following paragraphs describe some factors to
consider as they relate to the planning of the overall distribution system.
39303bW -62-
Iron and manganese may be removed at a water treatment plant. Removal could be
accomplished at a large, central plant or two smaller facilities, one at each well field. A
central facility would generally be less expensive to build and operate than two smaller
facilities. However, the two smaller plants could be designed more aquifer specific than one
plant treating water from both aquifers. Also, plants at each well field would minimize the
amount of raw water lines. For this report we are assuming that two separate treatment
plants would be constructed if necessary.
The treatment plants would be sized to treat approximately 80% of the maximum day
demand_ Storage in the distribution system and at the water treatment facility itself would
allow the facility to provide 100% treated water during all but the largest peak demand
periods. This level of treatment allows for a significant cost savings due to the smaller plant
size requirements. Since the duration of extreme peak demands are relatively short and the
plant would supply a large percentage of the water required, the mixture of treated and
non - treated water in the system should hold iron and manganese concentrations at
acceptable levels.
An alternative method for control iron and manganese is to add polyphosphates or
sodium silicate to the water in the distribution system. These chemicals are added to the
water at the well pumphouse with special injection equipment. Polyphosphates keep the
iron in suspension so that it does not settle out in the system. Unfortunately,
polyphosphates are substantially less effective in keeping manganese in suspension in the
distribution system. Also, the polyphosphates remain in the water through the wastewater
treatment process and eventually become a source of nutrients in the Minnesota River.
39303bw -63-
The City should continue to monitor the manganese levels at the two existing drift
wells, and future drift wells. Continued high levels of manganese may necessitate a
manganese removal plant at the Lotus Lake Well Field.
Hardness is another water quality concern. The water in Chanhassen averages 297
mg/l of hardness in the Prairie du Chien/Jordan aquifer and 405 mg/1 of hardness in the
Drift aquifer. This is considered very hard by the United States Geological Survey
standards. The most common objections to hard water are:
(1) consumption of large quantities of soaps and detergents,
(2) adverse effect on clothing and other articles being cleansed,
(3) shortening of the life of pipes and fixtures, heating systems and boiler
shells, and
(4) unsuitability for many industrial uses.
A home owned ion exchange (zeolite) softener or a rented softener can be employed
to reduce the hardness of water at home. The costs of home softening is generally higher
than softening in a municipal treatment plant. However, many communities rely on home
water softening since it provides the citizens with a point of use option.
Also, water softening at a central treatment plant can require the construction of lime
storage ponds. These ponds require a lot of land and are somewhat of an eyesore. We
recommend that water softening in Chanhassen be accomplished at the point of use through
- the use of home softening systems.
39303bW -64-
STORAGE
General
The existing and proposed storage sites for the Chanhassen water distribution system
are shown on Figure 6. A total of 5.8 million gallons (MG) of effective storage at six sites
is planned. As discussed previously, more storage is proposed than in the City's previous
studies.
The most important considerations in the selection of the type of storage facilities are
safety, reliability and ease of operation. A gravity feed type of storage facility, either
elevated or ground, provides a safe and reliable source of water, is easy to operate and
allows for smooth operation of pump controls. It is recommended that all of Chanhassen's
future storage be gravity fed elevated reservoirs.
Future Water Storage Facilities
Table 12 shows the existing and proposed storage facilities required to provide the
ultimate required storage capacity of 5.8 million gallons. A total of 1.8 MG of usable
storage presently exists at three reservoir sides. Based on our analysis a total of 4.0 MG
of additional usable storage capacity is recommended for ultimate design within the City:
0.5 MG in the High Pressure Zone and 3.5 MG in the Low Pressure Zone. The proposed
locations for the reservoirs are shown on Figure 6.
39303bW -65-
TABLE 12
CITY OF CHANHASSEN
ULTIMATE STORAGE FACII,ITIES
Service
Usable
Storage Site
Area Type of Facility
CWaci
West 76th Street
Low Existing Elevated
Reservoir
0.1 MG
Murray Hill Road
High Existing Elevated
Reservoir
0.2 MG
Powers Boulevard
Low Existing Ground
Reservoir
1.5 MG*
T.H. No. 41
High Proposed Elevated
Reservoir
0.5 MG
T.H. No. 41
Low Proposed Elevated
Reservoir
2.0 MG
Lyman Boulevard
Low Proposed Elevated
Reservoir
1.5 MG
TOTAL ULTIMATE STORAGE
5.8 MG
* 3.0 million gallons total capacity
The reservoirs have been located to take advantage of high ground, thus minimizing
construction or pumping costs. They are also located at points within the distribution
system which complement the primary supply points and thereby maintain more constant
water pressure during peak demand periods.
393o3bw -66-
A total usable storage volume of 4.3 million gallons is proposed at the five storage
sites inside the MUSA with the remaining 1.5 million gallons programmed at Lyman
Boulevard outside the MUSA. Assuming a storage volume of 30% of the maximum day
demand, the 4.3 million gallons of storage in the MUSA will be capable of supporting a
maximum day demand of 14.3 MGD which is less than the 14.8 MGD estimated for the
maximum day demand at the fully developed MUSA zone. Although this is short of the
required storage, the saturated population of the MUSA area is not expected to occur until
after the year 2010. By that time, it is anticipated that the 1.5 MG elevated reservoir on
Lyman Boulevard will be constructed. Although this tower is outside the MUSA, it actually
will feed both the MUSA area and areas outside the MUSA boundary. Development
should be reviewed periodically to ensure that adequate storage is constructed prior to
development. Based on the current population estimates and the projected per capita
demand, it is expected that construction of the 2.0 MG storage facility along T.H. 41 would
be required by the year 1998. Phasing of tower construction is discussed in more detail later
in this report.
Analysis of the ultimate water distribution system indicated that all the reservoir sites
were hydraulically sound and capable of meeting design residual pressures. The hydraulics
of the proposed water system is discussed in more detail in the following sections.
39303bW -67-
DISTRIBUTION SYSTEM
General
The proposed distribution system for the City of Chanhassen is presented on Figure
6 at the back of this report. The system covers the entire City and reflects changes to
previous reports and layouts.
Because the City's topography ranges considerably, it is recommended the current
system of two service zones be maintained to provide a static pressure range of 40 -104 psi
(pounds per square inch) and a residential pressure range of 25 -105 psi for the maximum
hourly demand. A minimum static pressure of 40 psi is necessary for the operation of
automatic sprinkler systems without a booster. The high water level of the high service
area is 1200 feet and the high water level of the low service area is 1120 feet.
The Lake Minnewashta service area will continue to be served via a pressure reducing
valve off the high service area until it is connected to the service area along T.H. 5.
Development in the lower areas in the south part of town (Lower Bluff Service Area) will
be served via a pressure reducing valve (35 psi reduction) off the low service area.
The distribution system analysis was performed under the assumption that there will
ultimately be two well fields and potentially two treatment plants for Chanhassen. A strong
network of trunk water mains extend in every direction from the well fields. Major mains
connect the storage reservoirs and the well fields and, in most cases, are looped throughout
the system in order to provide reliable service.
39303bw -68 -
An 18" line is shown at the Chanhassen /Chaska City Limits on T.H. 41. This line will
serve as a major interconnection to Chaska's water system. In the event of an emergency,
well field contamination or massive failure, the interconnection would be opened. The two
systems operate at slightly different pressures (18 -20 psi difference), but a direct connection
would not cause any significant problems. The high water level of the Chaska zone is 1165.
feet. The advantage to both communities is that three water sources (drift, Jordan and
Hinckley aquifiers) will be available to the two communities. Such system interconnections
are also a major recommendation of the Metropolitan Council's "Metropolitan Area Water
Supply Plan" and could someday be mandatory.
Hydraulic analysis of the distribution system was performed by a computer program
which is based on the Hazen - Williams pressure loss formula. The program employs an
iterative process to balance both flows and pressure heads throughout the entire system.
A time simulation analysis was utilized which examined the entire system under peak
demand and also reservoir filling conditions. The program computed flow and residual
pressures which were then analyzed to locate problem areas. Water main sizes, storage tank
characteristics and pump controls are then revised and the program is run again until the
problem is corrected. Ground elevations as well as static and residual hydraulic grade lines
and pressures are tabulated in Appendix B for points in the water system. These hydraulic
grade lines and pressures are based on operation during maximum hourly demand. Static
and residual pressures for these points are also shown on Figure 6 at the back of this report.
39303bw -69-
The time simulation computer analysis was used to design the ultimate water system.
The types of alternatives that were tried during the several computer runs can be grouped
into three categories:
(1) Changes in size and location of the projected elevated tanks, preserving the
ultimate total storage.
(2) Changes in diameter of the proposed water mains.
(3) Addition of new water mains.
In looking at the different alternatives, the selected best possible option was a trade -off
among the following parameters:
a) Tank Operation: Including minimum level, ending level and total operation
time for each tank.
b) High Pressure Nodes: Identifying high pressure nodes during low demand
periods.
c) Low Pressure Nodes: Identifying low pressure nodes during high demand
periods.
d) High Headloss Lines: Finding lines with unusually high head loss per
thousand feet that need to be replaced, paralleled, or redesigned.
For the ultimate system in Figure 6, the lowest pressures never go below 25 psi (right
after peak hour demand) and the highest pressures never go above 105 psi during tank -
filing conditions overnight. Headlosses, on the other hand, neither go above 5 ft/1000 ft.
for lines longer than 1000 feet, nor reach 7 ft/1000 ft. for lines 500 feet or shorter, with the
exception of the line nodes 48 and 49 which is 300 ft. long and has 14.1 ft/1000 ft. of losses.
Tanks have acceptable minimum levels, reasonably good ending levels, and considerably
improved operating times.
39303bw -70-
Ix w Pressure Zones
Table 13 represents the lowest pressure nodes determined after running the time
simulation computer model of the ultimate water system on the maximum demand day.
TABLE 13
LOWEST PRESSURE NODES
Time of DU
11:00 PM
11:00 PM
11:00 PM
11:00 PM
11:00 PM
11:00 PM
9:00 PM
9:00 PM
9:00 PM
11:00 PM
11:00 PM
9:00 PM
Midnight
11:00 PM
11:00 PM
39303bw -71-
Minimum
Node No.
Pressure (psi)
29
31
203
36
206
34
207
30
215
38
269
35
302
36
422
39
423
36
435
36 -
502
38
504
38
507
31
523
38
533
39
Time of DU
11:00 PM
11:00 PM
11:00 PM
11:00 PM
11:00 PM
11:00 PM
9:00 PM
9:00 PM
9:00 PM
11:00 PM
11:00 PM
9:00 PM
Midnight
11:00 PM
11:00 PM
39303bw -71-
High Pressure Zones
Table 14 shows the highest pressure nodes determined after running the time
simulation computer model of the ultimate water system on the maximum demand day.
TABLE 14
HIGHEST PRESSURE NODES
Maximum
Node No.
Pressure (12sil
Time of DU
202
95
6:00 AM
224
92
6:00 AM
255
92
6:00 AM
256
91
6:00 AM
260
92
6:00 AM
261
92
6:00 AM
263
91
6:00 AM
264
95
6:00 AM
310
93
6:00 AM
311
91
6:00 AM
312
91
6:00 AM
415
94
6:00 AM
416
94
6:00 AM
526
94
6:00 AM
39303bW -72-
Fully Developed MUSA
In addition to the ultimate demand system analysis, a time simulation for full
development of the recently expanded MUSA was performed. The main assumptions
included in the MUSA simulation were:
1. The MUSA is the recently approved expansion.
2. A total usable storage of 4.3 MG inside the MUSA distributed into five
reservoirs located on nodes 102, 420, 531, and 527.
3. A maximum day demand of 21,000 gpm (14.8 MGD) with 100% supply for
the maximum day.
After careful study of the results, the following recommendations are presented for the
improvement of the fully developed MUSA distribution system:
1. Additional storage and supply facilities be constructed as development
occurs, according to the recommendations outlined in Table 15.
2. The Lyman Blvd. reservoir be constructed shortly before the MUSA
reaches saturation.
3. Trunk water mains be constructed as development occurs.
WATER SYSTEM PHASING
General
Chanhassen's projected population in the year 2010 is 26,000. Based on the projected
population growth and increasing per capita usage, additions to the supply and storage
facilities were estimated until the year 2010 and are presented in Table 15. These additions
will keep pace with the increasing needs of the community and at the same time maintain
a desirable balance between storage and supply for economy and reliability. If growth rates
39303bW -73-
deviate from the rates outlined in this report or if a major water consumer is added to the
system, the phasing schedule should be revised in accordance with the latest available data.
The data presented in Table 15 are based on the assumption that new wells will
provide an average capacity of 1,000 gpm for all Prairie du Chien/Jordan wells and 1,000
gpm for future'drift wells and that one complete standby well (1,000 gpm) will be provided
at each well site. The next two wells are proposed at the Galpin Lake well field to balance
the supply available from the two well fields.
As indicated in Table 15, a 2.0 MG elevated reservoir is scheduled to begin
construction in 1998 at the T.H. 41 low service area site. The need for this facility is based
on requirements for storage on the overall system.
A 0.5 MG elevated reservoir is planned for construction about the year 2010 at the
T.H. 41 high service area site. The need for this facility is based on the storage
requirements for the high service area.
39 -1o3bw -74-
TABLE
15
SUPPLY AND STORAGE PHASING
Req'd 2
Existing Raw
Maximum Day'
Water
Water
Required i
Exist.
Population
Demand
Supply
Supply
Storage
Storage
Phasing
Year
Served
,(MGD)
(GPM)
(GPM)
_(GPM)
SMG1
(Mg) -
Schedule
1992
12,100
4.3
2,986
2,986
3,675
1.3
1.8
1993
13,000
4.7
3,264
3,264
3,675
1.4
1.8
Upgrade Booster Station
1994
13,800
5.0
3,472
3,472
3,675
1.5
1.8
Add Well No. 7 (Jordan)
1995
14,600
5.3
3,681
3,681
4,675
1.6
1.8
1996
15,300
5.6
3,889
3,889
4,675
1.7
1.8
1997
16,200
6.0
4,167
4,167
4,675
1.8
1.8
1998
17,100
6.4
4,444
4,444
4,675
1.9
3.8
Add Well No. 8 (Jordan),
Add Hwy. 41 Tower (Low)
1999
17,900
6.7
4,653
4,653
5,675
2.0
3.8
2000
18,700
7.1
4,931
4,931
5,675
2.1
3.8
Add Well No. 9 (Drift)
2005
21,800
8.4
5,833
5,833
6,675
2.5
3.8'
Add Well No. 10 (Jordan)
2010
25,000
9.8
6,806
6,806
7,675
2.9
4.3
Add Hwy. 41 Tower (High)
Ultimate
43,500
19.2
13,300
13,300
14,600
5.8
5.8
All Wells & Towers Constnrcted
1. Estimated values based on population served and design values for per capita max. day demand.
2. 100% of Maximum Day Demand as recommended in report.
3. Well capacities for all new wells are estimated at 1000 gpm without including standby wells.
1. Estimated value based on the ratio of total ultimate storage to total ultimate maximum day demand (30 %).
5. Indicates year in which construction should be started (Construction period: 1 yr. for well & reservoir,
Wells are scheduled to provide one reserve well (1000 gpm ea.) at each well field.
39303bW -75-
ECONOMIC ANALYSIS
COST ESTIMATES
One of the basic objectives of this report was to determine the cost of completing
Chanhassen's water supply and distribution system for use in determining trunk water
charges and developing a Capital Improvement Plan. The cost estimates presented in this
report were based on February 1992 construction costs and can be related to the value of
the ENR Index for Construction costs of 4,884 (February 1992). Future changes in this
index are expected to fairly accurately describe cost changes in the proposed facilities.
During interim periods, between full evaluation of projected costs, capital recovery
procedures can be related to this index. A summary of the estimated total costs of future
water supply, storage, and trunk distribution facilities is presented in Table 16. Detailed
cost analysis of treatment facilities was beyond the scope of this study and should be the
subject of a separate report at the time that treatment is being considered. Cost estimates
for reservoirs include 20% for contingencies and administrative, legal, and engineering costs,
while all other estimates include 25% for these items.
Water mains smaller than 12 inches are considered to be lateral and were not included
in the distribution system cost. Lateral benefits were not calculated and the distribution
cost has not been reduced for lateral benefits. Appendix C shows a more detailed cost
estimate.
39303Uw -76-
TABLE 16
WATER SYSTEM COST SUMMARY
Supply
Storage
Distribution
Total Water System Costs
CAPITAL IMPROVEMENT PROGRAM
$ 4,950,000
5,000,000
7.350.000
$17,300,000
The installation of Chanhassen's trunk water system has proceeded rapidly and much
of the City is presently served with water. It is anticipated that growth of the water system
will continue at a relatively rapid rate.
A capital improvement program for the City of Chanhassen's water supply and storage
system is presented in Table 17. The table shows the storage or supply facility added, the
estimated cost, and the total expenditure for the time period. The capital improvement
program has been based on the supply- storage phasing of Table 15, assuming the
construction of Prairie du Chien/Jordan and Drift Wells.
Costs for the distribution system improvements have not been included in Table 17.
Trunk and lateral distribution costs are dependent on the development patterns of the City.
These costs can be added according to the development plan of the City.
39303bW -77-
TABLE 17
CITY OF CHANHASSEN
CAPITAL p"ROVEMENT PROGRAM
WA'T'ER WORKS SUPPLY AND STORAGE FACILITIES
Year
Improvement
Estimated Cost
1992
1993
1994
1995
1996
1997
1998
1999
2000
2005
2010
Upgrade Galpin Blvd. Booster Station
Well No. 7 (Jordan)
Well No. 8 (Jordan)
2.0 MG Hwy 41 Tower
Subtotal
Well No. 9 (Drift)
Well No. 10 (Jordan)
0.5 MG Hwy 41 Tower
Ultimate Additional Wells
1.5 MG Lyman Blvd Tower
Subtotal
Total Supply and Storage
$ 75,000
450,000
$ 450,000
2,325,000
$2,850,000
$450,000
$450,000
$700,000
$3,600,000
1.900,000
$5,500,000
$9,950,000
Note: Distribution system improvements will be installed as development dictates.
WATER CHARGES
The City of Chanhassen currently finances trunk water utility improvements by levying
a unit connection charge at the time trunk service is provided. These connection charges
are essentially for the older part of town and are to cover previous water improvement
costs.
39303bW -78-
As part of this report, the City's Comprehensive Land Use Plan was reviewed to
determine the estimated amount of new hookups that are projected at ultimate
development. The total amount of hookups was determined by assigning a minimum
number of Residential Equivalent Units (REU's) to each type of land use based on the
projected flow rates used in the overall system design. With the number of total estimated
future hookups (REUs) and the total estimated future water system costs (Table 16), the
cost per hookup was determined to be $1,275 per unit (Table 19). The Unit Rate of $1,275
can be adjusted annually based on a February, 1992 ENR Index of 4884.
It is recommended that the resulting minimum area charge (REUs x Unit Rate) be
levied when improvements are installed in the service area (Table 20). If additional units
above the minimum per acre shown in Table 18 are platted, additional charges should be
levied at the time of development. Similarly, additional charges should be levied at the time
of development of commercial/industrial property if additional units (based on SAC units)
are developed beyond the minimum of 4 per acre shown in Table 18.
Table 18 on the following page presents a summary of the estimated REUs for the
water system. The table includes estimated future chargeable units based on land use types
for remaining developable land. The third column of the table lists the minimum number
of REU's per acre for different land types.
3930-3bW -79-
TABLE 18
RESIDENTIAL EQUIVALENT
UNIT (REU)
S1JIVIIVIARY
Area
Minimum
Land Use Type
Acres
REU Ac.
REUs
Low Density
3,100
2
6,200
Medium Density
300
3
900
High Density
175
6
1,050
Commercial/Industrial
1,200
4
4,800
Public
65
2
130
Existing Plats
—
—
500
Totals
4,840
--
13,580
The acreages in Table 18 are net developable acres which is the total area of a parcel
less major highway right -of -ways, railroad right -of -ways, and wetlands. It is assumed that
the net developable acres for individual sites will include internal right -of -ways and
unbuildable areas such as steep slopes, parks, and wooded areas. The resulting area hookup
charge for the water system is presented in Table 19.
TABLE 19
TRUNK WATER HOOKUP CHARGE SUMIVIARY
Total Estimated Cost
REUs
Trunk Area Hookup Charge
$17,300,000
13,580 units
$1,275 /unit
39303bW -80-
TABLE 20
AREA WATER CHARGES S UMMARY
Public 2 $1275/ac.
Minimum 1992
Land Use Type REU /Ac. Rate
Low Density 2 $1275/ac.
Medium Density 3 $1275/ac.
High Density 6 $1275/ac.
Commercial/Industrial 4 $1275/ac
Net Area
Charge,
$2550/ac.
$3825/ac.
$7650/ac.
$5100 /ac.
$2550/ac.
39303bW -81-
SUMMARY AND RECOMMENDATIONS
SAY
This report presents a Comprehensive Water Supply and Distribution Plan of a water
system which will meet both the near -term and ultimate needs of the City of Chanhassen.
Water demand estimates were based on the year 2000 Land Use Plan. Unit demands
were assigned to each usage category in accordance with values experienced in Chanhassen
and other similar communities. Demands throughout the system under peak flow conditions
at saturation population were then determined by assigning service areas to point
designations and applying unit demand rates to the various land usages included. A
summary of the resultant demands is presented in Appendix A.
The distribution system resulting from hydraulic analysis under peak demands and
saturation population is presented on Figure 6. The ultimate system will operate under two
pressure zones. The high water level for the high service zone is 1200 feet above mean sea
level The high water level for the low service zone is 1120 feet above mean sea level.
Static pressures and residual pressures under peak demand conditions are shown on Figure
6 and also in Appendix B. Major features of the overall system are described below.
39303bW -82-
Dual Clustered Well Fields
The recommended system includes two well fields, one at the south end of Lotus Lake
and the other adjacent to Galpin Blvd.. The Lotus Lake well field uses a drift aquifer while
the Galpin Blvd. well field uses the Jordan aquifer thus providing safety and flexibility
through alternative water sources at separate locations. The Galpin Blvd. well field will
serve both the high pressure zone and the low pressure zone and the standby well should
be able to feed both zones.
Expanded High Pressure Zone
The High Pressure Zone has been expanded southward to T.H. 5 and east to Galpin
Blvd. (see Figure 6) in order to provide adequate pressure to all high elevation properties.
The expanded service zone requires a second elevated reservoir (0.5 MG along T.H. 41) to
provide adequate peak demand and fire demand service. The second high service zone
reservoir also provides flexibility for service and painting of the structures.
T.H. 41 Reservoir
A 2.0 million gallon (MG) reservoir is proposed south of T.H. 5 and east of T.H. 41.
This facility, in combination with a 12" line to the west side of Lake Minnewashta, will
eliminate the need for a previously proposed smaller tower and provide a service to a
greater area. This reservoir and the new 0.5 MG high pressure zone reservoir will serve the
entire City north of Lyman Blvd. at saturation development.
39303bW -83-
Lyman Blvd. Reservoir
A 1.5 million gallon reservoir is proposed south of Lyman Blvd. and east of Audubon
Road. This reservoir will not be required until substantial development occurs south of
Lyman Blvd. and will serve the area between Lyman Blvd. and T.H. 169 at saturation
development.
Lake Minnewashta Service Area
The homes in the lower areas near Lake Minnewashta will continue to be served via
a pressure reducing valve off the high service area. The pressure reducing valve will reduce
the pressure by about 35 psi to this area. Eventually, a direct connection to the low service
zone will be made on the south side of the lake.
Lower Bluff Service Area
Development in the low elevation areas in the south bluff part of the City will be
served via pressure reducing valves off the low service area. The pressure reducing valves
will reduce the pressure by about 35 psi to this area.
Gall fm Road Booster Station
Future wells at the Galpin Blvd. well field could pump directly to the High Pressure
Zone, thus eliminating the need to maintain this booster station. A decision to abandon
or keep the booster station can be made in the future, in conjunction with a decision
regarding the extension of Lake Lucy Road.
-3930 -3bw -84-
Chaska Interconnection
An 18" line is shown at the Chanhassen /Chaska City Limits on T.H. 41. This line will
serve as a major interconnection to Chaska's water system. In the event of an emergency,
well field contamination or massive failure, the interconnection would be opened. The two
systems operate at close to the same pressure (18 -20 psi difference) and the direct
connection will not cause any significant problems. The advantage to both communities is
that three water sources (Drift, Jordan and Hinckley aquifers) will be available to the two
communities. Such system interconnections are also a major recommendation of the
Metropolitan Council's "Metropolitan Area Water Supply Plan ".
Cost Estimates
The total cost for the supply, storage and distribution facilities is estimated at
$17,300,000. Phasing of supply, and storage facilities is projected in Tables 15 and 17. The
current connection charges were reviewed and the results are presented in the Economic
Analysis Section.
RECOMMENDATIONS
The following recommendations are presented for the Council's consideration:
1) That Figure 6 titled "City of Chanhassen Water Distribution System" be
adopted by the Council as the revised Master Development Plan for the trunk
water supply and distribution system for the City of Chanhassen.
39303bW -85-
2) That trunk area hookup charges be implemented as shown in Table 18 and
Table 20 to assure funding for water supply and distribution costs.
3) That the City initiate a comprehensive study of the Galpin Boulevard and
Lotus Lake Well Fields, including influence testing, groundwater supply study,
and well head protection planning.
4) That the City initiate action to acquire the reservoir and well sites indicated
in the report and also any easements required to connect these sites to the
water system.
5) That the City review the proposed Capital Improvement Program yearly to
make necessary modifications and continue to revise the entire Water Supply
and Distribution Plan at five to seven year intervals to reflect changes in land
use and development patterns.
6) That the City continue to monitor the water quality and consumer complaints
for "red" water due to high concentrations of iron and manganese.
39303bW -86-
APPENDIX A
DEMANDS.
Point Max Day Max. Hour
APPENDIX A - DEMANDS
Point Max Dav Max Hour
.���. ..�..
UvInanu ivrm)
Leman (UrM)
Designation
Demand (GPM)
Demand (GPM)
Designation
Demand (GPM)
w Demand (GPM)
1
9.9
19.7
109
16.4
32.8
211
13.2
263
2
4.8
9S
110
9.1
18.2
212
16.8
33S
3
16.2
32.4
111
3.7
73
213
73
14.6
4
5.1
10.2
112
0.8
1S
214
343
683
5
6.0
11.9
113
183
36.5
217
33
6.6
6
6.6
13.1
114
8.8
17.5
218
5.1
10.2
7
6.0
11.9
115
22.4
44.7
219
21.9
43.8
8
9.1
18.2
116
35.2
70A
220
11.0
21.9
9
73
14.6
117
21.2
423
221
33
6.6
10
17.9
35.7
118
66.9
133.7
222
5.9
11.7
11
10.2
20.4
119
0.0
0.0
223
6.6
13.1
12
73
14.6
121
0.0
0.0
224
9S
19.0
13
9.1
18.2
122
110.1
220.2
225
13.2
263
14
93
18.5
123
0.0
0.0
226
9S
19.0
15
2.9
5.8
124
0.0
0.0
227
13.9
27.7
16
4.6
9.2
125
0.0
0.0
228
8.0
16.0
17
4.6
9.2
126
0.0
0.0
229
6.2
12.4
18
4.6
9.2
127
0.0
0.0
232
33
6.6
19
4.6
9.2
128
0.0
0.0
233
33
6.6
20
4.6
9.2
129
70S
140.9
234
3.7
7.3
21
4.8
9.5
130
0.0
0.0
235
3,7
73
22
4.8
9.5
131
0.0
0.0
236
7.7
153
23
11.0
21.9
132
0.0
0.0
237
33
6.6
24
33
6.6
133
0.0
0.0
238
20.1
40.1
25
5.9
11.7
134
0.0
0.0
239
- 3325.0
- 6650.0
26
10.2
20.4
135
0.0
0.0
240
3.7
73
27
143
28.5
201
21.2
423
241
4.4
8.8
28
19.0
38.0
202
11.7
233
242
3.7
73
29
0.0
0.0
203
183
36S
243
3.7
73
30
0.0
0.0
204
2.9
5.8
244
8.8
17.5
102
0.0
0.0
205
3.7
73
245
5.5
10.9
104
0.0
0.0
206
2.2
4A
246
2.6
5.1
105
4.9
9.7
207
8.8
17.5
247
1S
2.9
106
16.4
32.8
208
8.0
16.0
248
65.1
130.2
107
73
14.6
209
2.9
5.8
249
53.1
106.1
108
73
14.6
210
2.9
5.8
250
13.9
27.8
APPENDIX A - DEMANDS
Point Max Day Max. Hour Point Max. Day Max. Hour Point Max. Dav Mar. T-T-
--- °•b•
wrivi)
Leman wrM)
Designation
Demand (GPM)
Demand (GPM)
Designation
Demand (GPM)
Demand (GPM)
251
2.8
5.6
403
4.6
9.2
506
355.8
711.6
252
17.4
34.7
404
4.6
9.2
507
3913
782.6
253
7.7
153
405
4.6
9.2
508
147.6
295.2
254
4.8
9.5
406
0.0
0.0
509
569.6
1139.2
255
36.5
72.9
407
4.9
9.7
510
349.9
699.7
256
146.9
293.8
408
4.9
9.7
511
4623
924.6
257
10.6
21.1
410
0.0
0.0
512
344.2
6883
258
11.0
21.9
411
0.0
0.0
513
448.8
897.6
259
23.0
45.9
412
0.0
0.0
514
34.7
69.4
260
183
36.5
414
11.0
21.9
515
857.8
17155
261
32.8
65.6
415
0.0
0.0
516
412.6
825.2
262
16.8
335
416
0.0
0.0
517
2023
4045
263
11.0
21.9
417
0.0
0.0
518
668.6
1337.1
264
183
365
418
0.0
0.0
519
4263
852.6
265
255
51.0
420
0.0
0.0
520
0.0
0.0
266
149.1
298.2
421
41.4
82.7
521
0.0
0.0
267
7.7
15.3
422
78.4
156.7
522
0.0
0.0
268
11.7
23.3
423
175.2
3503
523
117.6
235.2
269
13.2
263
424
10.0
20.0
524
71.7
1433
301
230.0
460.0
425
125
25.0
525
0.0
0.0
302
159.4
318.8
426
0.0
0.0
i 526
0.0
0.0
303
1555
311.0
427
- 2700.0
- 5400.0
!; '� �. 527
0.0
0.0
304
3013
602.6
428
0.0
0.0
528
0.0
0.0
305
955
191.0
429
547.9
1095.8
529
-625.0
- 1250.0
306
157.9
315.8
430
0.0
0.0
531
0.0
0.0
307
240.0
480.0
431
0.0
0.0
532
2443
488.6
309 '
5.6
11.1
432 "
227.7
455.4
533
0.0
0.0
310
137.8
275.6
433
0.0
0.0
534
560.0
1120.0
311
245
48.9
434
0.0
0.0
535
115.0
230.0
312
0.0
0.0
435
117.8
235S
536
0.0
0.0
313
0.0
0.0
500
5315
1063.0
537
0.0
0.0
314
24.1
48.1
501
7885
1577.0
538
0.6
0.0
323
382.2
7643
502
142.9
285.7
539
0.0
0.0
400
6.0
11.9
503
144.4
288.7
540
0.0
0.0
401
9.1
18.2
504
145.6
291.1
541
344.2
688.4
402
4.6
9.2
505
441.9
883.8
800
43.8
875
68254.7
APPENDIX B
PRESSURES AND ELEVATIONS
39303.APPBI.APP
APPENDIX B
PRESSURES AND ELEVATIONS
Static
Residual
Point
Ground
Hydraulic Grade
Pressure
Hydraulic Grade
Pressure
No.
Elevation
Line - Elevation
PSI
Line Elevation
(PSI)
1
985.0
1120
58.4
1098.7
49.3
2
969.5
1120
65.2
1098.7
56.0
3
970.0
1120
64.9
1098.7
55.8
4
989.0
1120
56.7
1098.0
47.2
5
990.0
1120
56.3
1097.7
46.7
6
981.5
1120
60.0
1097.8
50.4
7
950.0
1120
73.6
1096.8
63.6
8
957.5
1120
70.3
1096.7
60.3
9
950.0
1120
73.6
1096.7
63.6
10
967.5
1120
66.0
1096.3
55.8
11
950.0
1120
73.6
1096.0
63.3
12
941.0
1120
77.5
1096.0
67.2
13
942.5
1120
76.8
1095.9
66.5
14
948.0
1120
74.5
1095.8
64.1
15
972.0
1120
64.1
1095.8
53.7
16
982.0
1120
59.7
1095.8
49.3
17
972.0
1120
64.1
.1095.7
53.6
18
982.0
1120
59.7
1095.7
49.3
19
959.8
1120
69.4
1095.7
58.9
20
979.6
1120
60.8
1095.7
50.3
21
996.0
1120
53.7
1095.7
43.2
22
960.0
1120
69.3
1095.7
58.8
23
980.0
1120
60.6
1095.6
50.1
24
961.7
1120
68.5
1095.6
58.0
25
961.0
1120
68.8
1095.6
58.3
26
966.0
1120
66.7
1095.6
56.2
27
998.0
1200
87.4
1188.7
82.6
28
1031.0
1200
73.2
1188.8
68.4
29
1025.0
1120
41.1
1095.6
30.6
30
1025.0
1200
75.8
1188.7
70.9
102
1068.0
1200
57.1
1188.7
52.3
104
1040.0
1200
69.3
1187.8
64.1
105
1045.5
1200
66.9
1188.2
61.8
39303.APPBI.APP
APPENDIX B - CONT'D
39303.APPBI.APP
Static
Residual
Point
Ground
Hydraulic Grade
Pressure
Hydraulic Grade
Pressure
No.
Elevation
Line - Elevation
(PSI)
Line Elevation
(PSI)
106
1010.0
1200
82.3
1187.9
77.1
107
1031.0
1200
73.2
1187.0
67.6
108
1027.0
1200
74.9
1187.0
69.3
109
1038.0
1200
70.1
1187.0
64.6
110
1011.7
1200
81.5
1187.0
76.0
111
1010.0
1200
82.3
1187.0
76.7
112
1004.5
1200
84.6
1187.0
79.1
113
986.5
1120
57.8
1109.3
53.2
114
980.0
1120
60.6
. 1109.3
56.0
115
1006.0
1120
49.4
1109.1
44.7
116
1004.0
1120
50.2
1106.0
44.2
117
992.0
1120
55.4
1105.2
49.1
118
1005.0
1120
49.8
1103.2
42.5
119
1004.5
1120
50.0
1109.3
45.4
121
1010.0
1120
47.6
1109.2
43.0
122
1060.0
1200
60.6
1187.6
55.3
123
1040.0
1200
69.3
1187.1
63.7
124
1025.0
1200
75.8
1187.3
70.3
125
1015.0
1200
80.1
1187.5
74.7
126
1020.0
1200
77.9
1187.3
72.5
127
1004.5
1120
50.0
1109.3
45.4
128
990.0
1120
56.3
1109.2
51.6
129
1000.0
1120
51.9
1109.1
47.3
130
1002.0
1120
51.1
1105.5
44.9
131
1000.0
1120
51.9
1105.4
45.7
132
1000.0.
1120
51.9
1105.2
45.6
133
1000.0.
1120
51.9
1104.7
45.4
134
998.0
1120
52.8
1104.1
46.0
135
999.0
1120
52.4
1104.8
45.8
201
994.0
1120
54.5
1108.1
49.5
202
910.0
1120
90.9
1106.0
84.9
203
1018.5
1120
43.9
1105.1
37.5
204
999.0
1120
52.4
1105.7
46.3
205
1000.0
1120
51.9
1105.5
45.7
39303.APPBI.APP
APPENDIX B - CONT'D
39303.APPBI.APP
Static
Residual
Point
Ground
Hydraulic Grade
Pressure
Hydraulic Grade
Pressure
No.
Elevation
Line - Elevation
(PSI)
Line Elevation
(PSI)
206
1023.0
1120
42.0
1105.1
35.6
207
1033.0
1120
37.7
1104.7
31.1
208
998.0
1120
52.8
1104.7
46.2
209
1000.0
1120
51.9
1104.7
45.4
210
1001.0
1120
51.5
1104.7
45.0
211
989.0
1120
56.7
1104.8
50.2
212
992.0
1120
55.4
1104.5
48.7
213
1002.7
1120
50.8
1104.2
44.0
214
978.5
1120
61.3
1103.9
54.4
215
1013.5
1120
46.1
1103.6
39.0
216
1006.0
1120
49.4
1103.8
42.4
217
1001.0
1120
51.5
1103.6
44.4
218
978.0
1120
61.5
1103.1
54.2
219
957.0
1120
70.6
1102.2
62.9
220
970.0
1120
64.9
1104.1
58.1
221
966.5
1120
66.5
1104.1
59.7
222
925.5
1120
84.2
1103.9
77.3
223
939.0
1120
78.4
1103.8
71.4
224
915.0
1120
88.7
1103.6
81.7
225
955.0
1120
71.4
1102.8
64.0
226
971.5
1120
64.3
1102.2
56.7
227
970.0
1120
64.9
1102.2
57.3
228
986.0
1120
58.0
1102.0
50.3
229
988.5
1120
56.9
1101.9
49.1
230
992.0
1120
55.4
1101.6
47.5
231
982.0
1120
59.7
1101.8
51.9
232
989.7
1120
56.4
1101.1 ,
48.5
233
992.6
1120
55.2
1101.9
47.4
234
989.8
1120
56.4
1102.3
48.8
235
970.0
1120
64.9
1102.7
57.5
236
994.5
1120
54.3
1102.8
46.9
237
979.5
1120
60.8
1104.0
54.0
238
976.0
1120
62.3
1107.8
57.1
239
976.0
1120
62.3
1111.2
58.6
240
985.9
1120
58.1
1101.5
50.1
39303.APPBI.APP
APPENDIX B - CONT'D
39303.APPBI.APP
Static
Residual
Point
Ground
Hydraulic Grade
Pressure
Hydraulic Grade
Pressure
No.
Elevation
Line - Elevation
PSI
Line Elevation
(PSI.
241
984.7
1120
58.6
1101.9
50.8
242
975.0
1120
62.8
1102.4
55.2
243
973.7
1120
63.3
1102.9
56.0
244
972.0
1120
64.1
1103.5
57.0
245
975.0
1120
62.8
1103.9
55.9
246
977.0
1120
61.9
1100.7
53.6
247
976.0
1120
62.3
1099.2
53.4
248
973.0
1120
63.6
1099.0
54.6
249
955.8
1120
71.1
1099.0
62.1
250
959.7
1120
69.4
1099.3
60.5
251
961.0
1120
68.8
.1104.0
62.0
252
954.5
1120
71.6
1104.3
64.9
253
970.0
1120
64.9
1105.9
58.9
254
967.0
1120
66.2
1106.9
60.6
255
930.8
1120
81.9
1109.6
77.5
256
920.0
1120
86.6
1107.4
81.2
257
933.0.
1120
81.0
1107.4
75.6
258
927.5
1120
83.3
1107.4
78.0
259
941.5
1120
77.3
1107.5
71.9
260
923.0
1120
85.3
1107.5
80.0
261
922.0
1120
85.7
1107.7
80.5
262
918.0
1120
87.4
1108.3
82.5
263
928.0
1120
83.1
1108.6
78.3
264
920.5
1120
86.4
1108.9
81.6
265
942.0
1120
77.1
1110.3
72.9
266
945.0.
1120
75.8
1107.4
70.4
267
972.0
1120
64.1
1101.8
56.2
268
1008.0
1120
48.5
1104.2
41.7
269
1020.0
1120
43.3
1107.4
37.9
301
990.0
1120
56.3
.1093.4
44.8
302
1010.0
1120
47.6
1093.6
36.2
303
980.0
1120
60.6
1095.5
50.0
304
990.0
1120
56.3
1093.0
44.6
305
930.0
1120
82.3
1093.5
70.9
39303.APPBI.APP
APPENDIX B - CONT'D
39303.APPB LAPP
Static
Residual
Point
Ground
Hydraulic Grade
Pressure
Hydraulic Grade
Pressure
No.
Elevation
Line - Elevation
PSI
Line Elevation
PSI
306
950.5
1120
73.4
1094.5
62.4
307
950.0
1120
73.6
1093.7
62.3
309
946.0
1120
75.3
1107.6
70.0
310
929.0
1120
817
1107.4
77.3
311
931.0
1120
81.8
1106.3
76.0
312
931.0
1120
81.8
1106.2
75.9
313
939.0
1120
78.4
1106.1
72.4
314
936.0
1120
79.7
1105.8
73.6
323
950.0
1120
73.6
1091.4
61.3
400
970.0
1120
64.9
1097.2
55.1
401
954.0
1120
71.9
1096.8
61.9
402
981.0
1120
60.2
1095.7
49.7
403
981.0
1120
60.2
1095.7
49.7
404
980.0
1120
60.6
1095.7
50.1
405
977.0
1120
61.9
1095.7
51.4
406
1010.0
1200
82.3
1188.5
77.4
407
1045.0
1200
67.1
1188.3
62.1
408
1045.0
1200
67.1
1188.4
62.1
410
970.0
1120
64.9
1103.6
57.9
411
960.0
1120
69.3
1111.2
65.5
412
961.0
1120
68.8
1111.2
65.1
414
928.0
1120
83.1
1107.4
77.8
415
906.0
1120
92.6
1093.7
81.3
416
906.0
1120
92.6
1093.7
81.3
417
1031.0
1200
73.2
1188.8
68.4
418
1031.0
1200
73.2
1188.8
68.4
420
992.0
1120
55.4
1101.9
47.6
421
1005.0
1120
49.8
1101.7
41.9
422
1010.0
1120
47.6
1100.5
39.2
423
1015.0
1120
45.5
1099.0
36.4
424
1000.0
1120
51.9
1100.8
43.7
425
1000.0
1120
51.9
1101.9
44.2
39303.APPB LAPP
APPENDIX B - CONT'D
39303.APPBI.APP
Static
Residual
Point
Ground
Hydraulic Grade
Pressure
Hydraulic Grade
Pressure
No.
Elevation
Line - Elevation
PSI
Line Elevation
PSI
426
1000.0.
1120
51.9
1100.1
43.4
427
1010.0
1120
47.6
1109.4
43.1
428
1010.0
1120
47.6
1109.4
43.1
429
965.0
1120
67.1
1091.3
54.7
430
985.0
1120
58.4
1109.5
54.0
431
1000.0
1120
51.9
1109.8
47.6
432
980.0
1120
60.6
1090.4
47,8
433
950.0
1120
73.6
1111.2
69.9
434
950.0
1120
73.6
1111.2
69.9
435
1020.0
1120
43.3
1109.2
38.7
500
1010.0
1120
47.6
1102.0
39.9
501
1070.0
1200
56.3
1188.6
51.4
502
1015.0
1120
45.5
.1108.3
40.4
503
1000.0
1120
51.9
1107.1
46.4
504
1010.0
1120
47.6
1098.5
38.4
505
973.0
1120
63.6
1101.8
55.8
506
990.0
1120
56.3
1093.5
44.8
507
1025.0
1120
41.1
1101.9
33.3
508
970.0
1120
64.9
1100.2
56.4
509
985.0
1120
58.4
1094.7
47.5
510
960.0
1120
69.3
1092.7
57.5
511
950.0
1120
73.6
1090.2
60.8
512
930.0
1120
82.3
1088.3
68.6
513
970.0
1120
64.9
1098.4
55.6
514
965.0
1120
67.1
1105.4
60.8
515
950.0
1120
73.6
1083.3
57.7
516
940.0
1120
77.9
1083.3
62.1
517
940.0
1120
77.9
1078.1
59.9
518
760.0
1040
121.2
989.5
99.4
519
925.0
1120
84.4
1090.0
71.5
520
950.0
1120
73.6
1094.1
62.5
39303.APPBI.APP
APPENDIX B - CONT'D
39303.APPBl.APP
Static
Residual
Point
Ground
Hydraulic Grade
Pressure
Hydraulic Grade
Pressure
No.
Elevation
Line - Elevation
PSI
Line Elevation
PSI
521
950.0
1120
73.6
1100.5
65.2
522
965.0
1120
67.1
1099.1
58.1
523
910.0
1040
56.3
992.3
35.7
524
800.0
1040
103.9
994.5
84.3
525
950.0
1120
73.6
1094.0
62.4
526
900.0
1120
95.2
1093.4
83.8
527
1040.0
1120
34.6
1103.3
27.4
528
1027.0
1120
40.3
1103.1
33.0
529
1045.0
1200
67.1
1192.2
63.8
531
1070.0
1200
56.5
1189.1
51.6
532
1040.0
1200
69.3
1185.6
63.1
533
910.0
1040
56.3
1000.0
39.0
534
910.0
1120
90.9
1073.4
70.8
535
880.0
1040
69.3
1000.0
52.0
536
1070.0
1200
56.3
1189.0
51.6
537
965.0
1120
67.1
1092.5
55.2
538
950.0
1120
73.6
1092.5
61.8
539
990.0
1120
56.3
1094.6
45.3
540
990.0
1120
56.3
1093.4
44.8
541
935.0
1120
80.1
1084.4
64.8
800
936.0
1120
79.7
1107.4
74.3
39303.APPBl.APP
APPENDIX C
COST ESTIMATES
APPENDIX C
COST ESTIMATES
SUPPLY
WELLS AND PUMPHOUSES
6 Each 1000 gpm Prairie du Chein /Jordan,
@ $450,000 /ea.
5 Each 1000 gpm Drift @ $450,000 /ea.
Subtotal - SUPPLY
STORAGE
2.0 MG
0.5 MG
1.5 MG
IP "C9 I .I llll s ►I
76,450
Lin.ft.
19,700
Lin.ft.
12,500
Lin.ft.
19,500
Lin.ft.
7,500
Lin.ft.
Hwy. 41 - Low Pressure Zone
Hwy. 41 - High Pressure Zone
Lymann Blvd.
Subtotal - STORAGE
12" water main @ $40.00/lin.ft.
16" water main @ $60.00/lin.ft.
18" water main @ $70.00/lin.ft.
20" water main @ $80.00/lin.ft.
24" water main @ $90.00/lin.ft.
Subtotal - DISTRIBUTION
SUMMARY
SUPPLY
STORAGE
DISTRIBUTION
TOTAL
NOTE: Reservoir cost estimate includes 20% for contingency,
administration, legal, engineering, while all other
cost estimates utilized 25 %.
* Cost not reduced for lateral benefit. Water main smaller than 12"
considered lateral and not included in the distribution system cost.
$2,700,000
2.250,000
$4,950,000
$2,400,000
700,000
1,900,000
$5,000,000
$3,058,000
1,182,000
875,000
1,560,000
675.000
$7,350,000
$ 4,950,000
5,000,000
7,350,000
$17,300,000
39303.APX -C
CITY OF
CHANHASSEN
Comprehensive
Sewer Policy Plan
Chanhassen, Minnesota
February 1993
BRA File 39303
Bonestroo
Rosene
0
Anderlik &
Associates
Engineers & Architects
St. Paul • Milwaukee
COMPREHENSIVE SEWER POLICY PLAN
DONALD CHMIEL
COLLEEN DOCKENDORF
MICHAEL MASON
MARK SENN
RICHARD WING
DONALD ASHWORTH
PAUL KRAUSS
CHARLES FOLCH
CHANHASSEN, MINNESOTA
FEBRUARY, 1993
COUNCIL MEMBER
COUNCIL MEMBER
COUNCIL MEMBER
COUNCIL MEMBER
CITY MANAGER
COMMUNITY DEVELOPMENT DIRECTOR
CITY ENGINEER
CITY OF
MOUND
CHANHASSEN
APR 2 � 1993
ENGINEEHINS OEpr.
BONESTROO, ROSENE, ANDERLIK & ASSOCIATES, INC.
ENGINEERS AND ARCHITECTS
ST. PAUL/MILWAUKEE
Bonestroo
Otto G. Bonestroo, P.E.
Robert W. Rosen, RE.*
Joseph C. Andedik. P.E.
Howard A. Sanford, P.E.
Keith A. Gordon, P.E.
Robert R. Pfefferle, P.E.
Michael P. Rau, P.E.
Philip J. Pyne, P.E.
Agnes M. Ring. A.I.C.P.
Rosen
Marvin L. Sorvala. P.E.
Richard E. Tumer, P.E.
Richard W Foster. P.E.
David O. Loskota, P.E.
Thomas W. Peterson. P.E.
Michael C. Lynch. P.E.
®
Anderlik &
Glenn R. Cook, P.E.
Thomas E. Noyes. P.E.
Robert C. RUSSek, A.I.A.
Jerry A. Bourdon, P.E.
James R. Maland. P.E.
Jerry D Pertzsch. P.E.
Robert G. Schunicht, P.E.
Mark A. Hanson, P.E.
Kenneth P. Anderson, RE.
Associates
Susan M. Eberlin, C.P.A.
Michael T Rautmann, P.E.
Mark R. Rolfs. P.E.
`Senior Consultant
Ted K. Field, P.E.
Mark A. Seip, P.E.
Thomas R. Anderson, A.I.A.
Gary W. Morien. PE.
Engineers & Architects
Donald C. BurgardL P.E.
Daniel J. Edgerton, P.E.
Thomas E. Angus, P.E.
Allan Rick Schmidt P.E.
February 26, 1993
Ismael Martinez. P.E.
Philip J. Caswell. P.E.
Honorable Mayor and City Council
City of Chanhassen
690 Coulter Drive, P.O. Box 147
Chanhassen, Minnesota 55317
Re: Comprehensive Sewer Policy Plan
Our File No. 39303
Dear Mayor and Council:
Mark D. Wallis, P.E.
Miles B. Jensen, P.E.
L. Phillip Gravel III. P.E.
Karen L. Wiemeri. P.E.
Gary D. Kristofitz, P.E.
F. Todd Foster, P.E.
Keith R. Yapp, P.E.
Douglas J. Benoit, P.E.
Shawn D. Gustafson, P.E.
Cecilio Olivier, P.E.
Charles A. Erickson
Leo M. Pawelsky
Harlan M. Olson
James F Engelhardt
Transmitted herewith is the Comprehensive Sewer Policy Plan for the City of Chanhassen.
This plan updates the sanitary sewer portion of the 1991 Comprehensive Plan. The report
incorporates review comments and changes in land use densities received from the City
Staff. The information presented in this report is based on costs and data that were
available in 1992. The plan was prepared in accordance with Metropolitan Council
guidelines as outlined in the Wastewater Treatment and Handling Policy Plan.
The trunk sanitary sewer system is presented on Figure 7. Data regarding population, land
use, and sewer design has been incorporated into the text and appendices of this report.
A capital improvement program for the phased construction of the completion of the trunk
sewer system has been developed.
We would be pleased to discuss the contents of this report and the findings of our study
with the City Council and Staff or other interested parties at any mutually convenient time.
Respectfully submitted,
BONESTROO, ROSENE, ANDERLIK & ASSOCIATES, INC.
pu !
L. Phillip Gravel III, P.E.
LPG:kf
I hereby certify that this report was prepared by me or under
my direct supervision and that I am a duly Registered
Professional Engineer under the laws of the State of Minnesota.
Robert G. Schunicht, P.E.
393035 Date: Februaryy 26. 1993 Reg. No. 12105
TABLE OF CONTENTS
PAGE NO.
LETTER OF TRANSMITTAL 1.
TABLE OF CONTENTS 2.
EXECUTIVE SUMMARY 4.
INTRODUCTION 5.
FIGURE 1 - LOCATION MAP 6.
TIER I - SEWER ELEMENT OF COMPREHENSIVE PLAN 8.
TABLE 1 - METROPOLITAN COUNCIL PROJECTIONS 8.
TIER 11 - LOCAL COMPREHENSIVE SEWER POLICY PLAN 9.
SCOPE OF STUDY 9.
TOPOGRAPHY 11.
SANITARY SEWER DISTRICTS 12.
TABLE 2 - SANITARY SEWER DISTRICTS 13.
FIGURE 2 - MAJOR SANITARY SEWER DISTRICTS 13.
LAND USAGE AND POPULATION 14.
GENERAL 14.
LAND USAGE 15.
FIGURE 3 - LAND USE GUIDE PLAN 16.
TABLE 3 - LAND USE TYPE DESCRIPTIONS 17.
TABLE 4 - LAND USE SUMMARY 18.
POPULATION 19.
FIGURE 4 - POPULATION PROJECTIONS 20.
DESIGN CRITERIA 21.
WASTEWATER FLOWS 21.
TABLE 5 - UNIT AND AREA WASTEWATER FLOWS 22.
TABLE 6 - WASTEWATER CHARACTERISTICS 22.
TABLE 7 - WASTEWATER FLOW PROJECTIONS 23.
TABLE 8 - MAJOR WASTEWATER GENERATORS 23.
INFILTRATION/INFLOW 24.
SYSTEM DESIGN 25.
FIGURE 5 - PEAK FLOW FACTOR 26.
39303S - -
TABLE OF CONTENTS (CONT'D)
PAGE NO.
SYSTEM DESCRIPTION
27'
27.
GENERAL
27'
METROPOLITAN FACILITIES
31.
INTERCOMMUNITY FLOWS
CHANHASSEN SANITARY DISTRICTS
32.
MINNEWASHTA DISTRICT
32'
32'
NORTH DISTRICT
33.
LAKE ANN DISTRICT
33.
LOTUS LAKE DISTRICT
34.
LAKE RILEY DISTRICT
34.
LAKE LUCY DISTRICT
34.
UPPER BLUFF CREEK DISTRICT
35.
LOWER BLUFF CREEK DISTRICT
36.
LIFT STATIONS
FIGURE 6 - LIFT STATION LOCATIONS
37•
COST ANALYSIS
38.
38.
TRUNK SEWER SYSTEM COSTS
39.
TABLE 9 - TRUNK SEWER SYSTEM COST SUMMARY
CAPITAL IMPROVEMENT PROGRAM
39.
40.
TABLE 10 - TRUNK SYSTEM PHASING
SEWER CHARGES
41.
42.
TABLE 11 - REU SUMMARY
42•
TABLE 12 - SEWER HOOKUP CHARGE SUMMARY
ON -SITE WASTEWATER DISPOSAL FACILITIES
43.
43.
GENERAL
ON -SITE SYSTEM MANAGEMENT
44.
SUMMARY AND RECOMMENDATIONS
47.
APPENDIX A - AREAS
APPENDIX B - AVERAGE FLOWS
APPENDIX C - DESIGN FLOWS
APPENDIX D - PIPE CAPACITIES
APPENDIX E - COST ESTIMATES
APPENDIX F - LIFT STATION DATA
FIGURE 7 - CITY OF CHANHASSEN SANITARY SEWER TRUNK LAYOUT
39303S -3-
EXECUTIVE SUMMARY
This report was prepared to review the existing and future sanitary sewer needs for
Chanhassen. With the present steady growth of the City, the need for a comprehensive
review of the system's future needs and costs was critical.
The City is divided into eight sanitary sewer drainage districts based on service areas.
These districts are further divided into subdistricts. Of the eight sewer districts, three
contain the majority of the undeveloped land in City: Lake Ann District, Upper Bluff
Creek District, and Lower Bluff Creek District. The report presents the necessary new
trunk sanitary sewer facilities to serve the undeveloped property in these districts. Timing
of the proposed improvements is largely dependent on the timing of new developments.
An economic analysis was completed as part of the report. A sanitary sewer area
charge system has been developed that will have new developments pay for future sanitary
sewer system improvements. The area charge was established by estimating the costs for
all trunk sanitary sewer facilities (lift stations, sewers, and forcemains) and spreading these
costs out over all undeveloped property based on land use type.
This report should be revised in four to five years to reflect changes in development
patterns and land use.
3930 -3s -4-
INTRODUCTION
The City of Chanhassen is located in Carver County in the southwestern portion of the
Seven County Metropolitan Area (see Figure 1). Chanhassen is a growing community which
incorporates some commercial and industrial area providing the City with a sound economic
base. The City has an excellent transportation system which includes U.S. Highway 169/212
and State Highways 7, 5, and 41. These highways allow easy access to any destination in
the Metropolitan area.
Chanhassen has experienced steady growth over the past 25 years when the old town
of Chanhassen merged with the surrounding township. Population has been increasing from
the 1967 population of 4,112 to the 1990 census population of 11,732. The Metropolitan
Council has projected that the City will grow at an average annual rate of approximately 750
people per year, from a 1990 sewered population of 11,000 to a 2010 sewered population
of 26,000. These projections are from the 1992 Wastewater Treatment and Handling Policy
Plan by the Metropolitan Council. The estimated saturation population in the study area
(as defined in Figure 7), is approximately 43,500.
Municipal sanitary sewer service was first provided within the original City of
Chanhassen in the 1950's. The original service area consisted of the area southwest of
Lotus Lake and included two lift stations. The Chanhassen wastewater treatment plant was
located near the SE corner of Dakota Avenue and Highway 5. The plant was abandoned
in 1969 and flow was directed to Eden Prairie with a lift station which was subsequently
phased out with the construction of major interceptors in the area.
393035 -5-
LOCATI MAP Rosestroo
_ osene
0 Anderlik di
CHANHASSEN, MINNESOTA FIGURE 1 Associates
COMPREHENSIVE SEWER POLICY PLAN
ST. FRANCIS
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BROOKLYN
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LOCATI MAP Rosestroo
_ osene
0 Anderlik di
CHANHASSEN, MINNESOTA FIGURE 1 Associates
COMPREHENSIVE SEWER POLICY PLAN
The purpose of this report is to provide the City of Chanhassen with a Comprehensive
Sewer Policy Plan that will serve as an inventory of existing facilities and a guide for the
completion of Chanhassen's trunk sanitary sewer system. With the recent expansion of the
MUSA line, the City is planning for possible future growth beyond its existing sewered
boundaries. This report has proposed a trunk system that will service this larger future
area.
A layout of the trunk sanitary sewer system including all relevant data is presented on
Figure 7 at the back of the report. Preliminary cost estimates have been prepared to
establish a basis for updating the Capital Improvement Program. The report has been
prepared in accordance with the Metropolitan Council's guidelines for local Comprehensive
Sewer Policy Plans.
The report serves as both the sewer element of the public facilities plan for the
Metropolitan Council and the Comprehensive Sewer Policy Plan (CSPP) for the
Metropolitan Waste Control Commission (MWCC). The first section of the report (with
references to other sections) will be reviewed by the Metropolitan Council. The entire
document will be reviewed by the MWCC. Using Metropolitan Council terminology, the
first section of the report can be referred to as Tier I and the remainder of the report can
be referred to as Tier II .
39303S -7-
TIER I - SEWER ELEMENT OF COMPREHENSIVE PLAN
This report provides detailed information on a number of different aspects of
Chanhassen's sanitary sewer system. A brief synopsis of the results is presented below:
TABLE 1
C= OF CHANHASSEN
METROPOLITAN COUNCIL PROJECTIONS
Estimated No.
of Homes and
Multiple Units
4,249
7,000
M
12,800
Estimated No.
of Employees
6,100
8,670
10,890
11,620
Estimated
Sewage Flow
(MGD)
1.40-1.50
2.50-2.70
3.50-3.65
4.20-4.70
Note, the projections in Table 1 are based on 1992 Metropolitan Council
Projections.
Figure 7 at the back of this report is a map showing Chanhassen's trunk sewer service
areas. Table 10 shows trunk system phasing through the year 2010.
The City's ultimate population is based on land use and density information provided
by the City's Planning Department. The total existing area served by Chanhassen's sanitary
sewer system is approximately 5,900 acres. The total proposed ultimate sewered area would
be approximately 13,300 acres.
39303S - $ -
Estimated
Sewered
Year
Population
1990
11,000
2000
19,600
2010
26,000
2020
32,000
Estimated No.
of Homes and
Multiple Units
4,249
7,000
M
12,800
Estimated No.
of Employees
6,100
8,670
10,890
11,620
Estimated
Sewage Flow
(MGD)
1.40-1.50
2.50-2.70
3.50-3.65
4.20-4.70
Note, the projections in Table 1 are based on 1992 Metropolitan Council
Projections.
Figure 7 at the back of this report is a map showing Chanhassen's trunk sewer service
areas. Table 10 shows trunk system phasing through the year 2010.
The City's ultimate population is based on land use and density information provided
by the City's Planning Department. The total existing area served by Chanhassen's sanitary
sewer system is approximately 5,900 acres. The total proposed ultimate sewered area would
be approximately 13,300 acres.
39303S - $ -
TIER U - LOCAL COMPREHENSIVE SEWER POLICY PLAN
SCOPE OF STUDY
The 1976 Metropolitan Land Planning Act requires local governments to prepare
comprehensive plans and submit them to the Metropolitan Council to determine their
consistency with the metropolitan system plans. The local comprehensive plan is to include
a sewer element covering the collection and disposal of wastewater generated by the
community. Similarly, under the 1969 Metropolitan Sewer Act, local governments are
required to submit a comprehensive sewer policy plan (CSPP) describing service needs from
the Metropolitan Waste Control Commission (MWCC) for its approval. The CSPP is
broader in scope than the sewer element of the local comprehensive plan and provides
detailed sewer system engineering information.
Treatment and disposal of wastewater generated by the City of Chanhassen is
accomplished by the MWCC at the Blue Lake Wastewater Treatment Plant in Shakopee.
The Comprehensive Sewer Policy Plan for the City of Chanhassen deals primarily with the
conveyance facilities required to collect the wastewater and transport it to the Blue Lake
plant.
The local elements of conveyance are the sewer services, laterals, trunks, manholes, lift
stations, force mains, and all correlated appurtenances associated with the collection and
transportation of wastewater. The sewer laterals and service lines are governed to a large
extent by platting as the land is developed. Therefore, those facilities cannot be accurately
determined and must be excluded from a study of this type. However, trunk sewers are
largely dependent on topography, soil conditions, physical features and manmade barriers.
39303s -9-
This study is concerned with the trunk system which includes all lines 12 inches in diameter
and larger and other facilities (such as lift stations) which are a part of the trunk system.
Since the sewer trunk design determines the ultimate service area for the system, it is
essential that an overall trunk plan be available as a guide for future development. Such
a plan should be flexible enough to respond to approved planning and development patterns
which are experienced by the City. Periodic review with updating which shows the
relationship of constructed facilities to future planning and which reevaluates costs is
required.
The preparation of this report and the layout of the proposed future trunk sewer for
Chanhassen includes a number of factors. An outline of the steps involved in preparing the
report is presented below:
1. Determine drainage district boundaries for trunk sewers based on topography.
2. Relate probable land usage to design flows of wastewater anticipated ultimately
from all parts of the study area.
3. Establish generally the sewer trunk routing and sizes.
4. Investigate those available alternatives which might affect the feasibility or
economy of segments of the system.
5. Examine the near -term and long -term future requirements relative to trunk sewer
extensions to provide for orderly, well- planned growth.
6. Estimate the approximate cost of trunk facilities in order to develop a sound,
equitable financial program of trunk expansion.
7. Provide a guide for the installation and regulation of on -site wastewater disposal
systems.
TOPOGRAPHY
The City of Chanhassen is located in the southwestern metropolitan area. The City
contains nine major lakes, six of which are entirely within the City's borders. These lakes
provide a valuable resource and contribute to the City's identity.
Chanhassen also contains a large number of streams and wetlands which provide a
habitat for fish and wildlife and serve as stormwater runoff basins. The City's terrain
consists of rolling hills and bluffs. Soils in the city generally consist of soils of the Hayden-
Lester -Peat association. Ground water elevations within the soil types are generally
elevated.
Because of it's topography, sanitary sewer service is somewhat more complicated than
many communities. The rolling terrain and high number of wetlands and lakes limits the
sewer alignments available and requires the use of many sanitary sewer lift stations.
39303S - 11 -
SANITARY SEWER DISTRICTS
There are eight major sanitary sewer districts in the City, each defining the limits of
service for a separate trunk system. These districts are further subdivided into smaller
subdistricts that were used to develop design flows and to determine cumulative design flows
in the various sewer segments. The major sanitary sewer districts and their corresponding
prefix abbreviation are given below in Table 2.
TABLE 2
SANITARY SEWER DISTRICTS
Sewer District
Abbreviation
Minnewashta
MW
North
NO
Lake Ann
LA
Lotus Lake
LL
Lake Riley
LR
Lake Lucy
LL
Upper Bluff Creek
BC
Lower Bluff Creek
LB
The boundaries of all the major districts are shown on Figure 2. A summary of the
areas and the existing and anticipated residential units in each major district and subdistrict
is presented in Appendix A. A description of each district is presented later in this report.
�9�o3s
-12-
E
a 2000 4000
sour :7a twt
MAJOR SANITARY SEWER DISTRICTS
CHANHASSEN, MINNESOTA FIGURE 2
COMPREHENSIVE SEWER POLICY PLAN
" Bonestroo
v Rosene
" Anderlik &
Associates
LAND USAGE AND POPULATION
GENERAL
The sizing of sanitary sewer facilities is dependent on the hydraulic capacity required
for each part of the system. Municipal wastewater generally is a mixture of domestic
sewage, commercial and industrial wastes, ground water infiltration, and surface water
inflow. With proper design and construction, groundwater (infiltration) is reduced to a
minor percentage of the total flow and surface water (inflow) is eliminated. Hydraulic
discharges which must be handled depend to the greatest extent upon the types of
development and the population densities which are ultimately achieved.
The City of Chanhassen has experienced a steady growth rate over the past few years
to reach a 1990 population of 11,732 and an estimated 1990 sewered population of 11,000.
This growth trend is expected to continue with a sewered population of 19,600 projected for
the year 2000 (see Figure 4). The ultimate saturation population in the City is projected
to be 43,500. Since properly designed and constructed sanitary sewer pipes have extremely
long life expectancies, it is reasonable to assume that near saturation population will be
reached in the City before replacement becomes necessary. Therefore, the preliminary
design of trunk sanitary sewer facilities in this report is based on saturation conditions
throughout the City.
39303S - 14-
LAND USAGE
The Land Use Guide Plan for the City of Chanhassen that served as a basis for the
development of the sanitary sewer trunk system is presented in Figure 3. In order to
estimate the volume of wastewater flow anticipated, the Land Use Guide Plan was used to
divide the City into the land use types which are summarized in Table 3. The estimated
acreage for each land use type is listed in Appendix A for every sanitary sewer subdistrict
and is summarized in Table 4. The acreage in Appendix A and Table 4 is measured in
gross developable acres which is the total acreage reduced by the undevelopable areas.
Undevelopable areas include major street right -of -ways and wetlands. The gross
developable acres include small parks and street rights -of -way. Areas were determined
using the City's Land Use Guide Plan. Lot counts and tabulation of proposed residential
units were used in determining expected wastewater flow from existing residential
developments.
39303S - 15-
TABLE 3
LAND USE TYPE DESCRIPTIONS
1) Residential - Low Density (R - Single family residential development at a
density range of 1.2 - 4.0 dwelling units per acre.
2) Residential - Large Lot R -LL) - Large lot single family residential developments
platted prior to 1987. Minimum lot sizes are 2.5 acres with an average density of
1 unit per 10 acres. Serviced by on -site sewage treatment systems.
3) Residential Medium Density (R-W - Mix of medium density single family
clusters, townhouses, smaller multiple family structures and occasional apartment
structures at a density range of 4.0 - 8.0 dwelling units per acre.
4) Residential High Density (R -H) - Variety of high density buildings as well as a
controlled mixture of lower density residential classifications at a density range of
8 -16 dwelling units per acre.
5) Commercial - Includes limited, neighborhood, roadside, and general business,
community and regional shopping centers.
6) Office /Industrial - Includes general industrial and general office usage.
7) Public /Semi Public - Includes churches, schools and public service facilities (fire
stations, libraries, utility structures, etc.).
8) Parks /Open Space - Includes all City and County park land as well as some golf
course areas, etc.
9) Mixed Use - A limited area near the City's future Highway 212 consisting of
commercial and high density residential.
10) Undevelopable (Undev.) - Includes floodplains, wetlands, railroad, and major
high- way (Highways 5, 7, 41, and 212) rights -of -way, and major lakes.
393036 - 17 -
T_
CITY OF CHANHASSEN
LAND USE SUMMARY
Use
Acres
Percentage
Existing Single Family
4,136
31.0
Existing Mult. Residential
81
0.6
Existing Commercial
151
1.1
Existing Industrial
461
3.5
Future Single Family
1,134
8.5
Future Mult. Residential
279
2.1
Future Commercial
129
1.0
Future Industrial
638
4.8
Park/Public
3,132
23.5
V/A
1,891
14.2
Undevelopable
1.295
9.7
Total
13,327
100
The information in Table 4 above is based on the City's 1991 Comprehensive Plan. The
total acreage of 13,327 acres excludes lakes, ponds, and major right -of -ways.
393035 -18-
POPULATION
Population projections and an ultimate population estimate for the City of Chanhassen
were developed for evaluating the trunk sanitary sewer system as well as other planning
efforts. Population projections are shown both in tabular form and graphically on Figure
4. The population data are based on Census figures and Metropolitan Council projections.
Because of the uncertain growth patterns for a rapidly growing community like Chanhassen,
Figure 4 also shows a shaded range of projected populations.
The facilities described in this report are designed to serve the projected ultimate
saturation population of approximately 43,500. Actual growth rates will affect only the
timing of trunk sewer construction and not the actual design of the system.
3930 -s - 19-
45,000
CITY OF CHANHASSEN
- POPULATION PROJECTIONS
METRO COUNCIL
40,000 _ M PROJECTIONS
1960 3,167*
1970 4,879*
1980 6.359*
1990 11.732*
35,000 2000 19.900
2010 26.000
2020 32,000..
ULTIMATE 43.500
* = CENSUS DATA
30.000 .. :
I Projecte : <.
Populatlan> ' M
:•,rkn
Q
25,000 ............_ h•; :,:. .:..
g
20.000
fo.iyf tf .
I ; � Y N'•' %' f
15,000
10,000
i
,
5,000
0
1960
1970 1980 1990 2000
YEAR
2010 2020
POPULATION PROJECTIONS
CHANHASSEN, MINNESOTA FIGURE 4
COMPREHENSIVE SEWER POLICY PLAN
An Bonestroo
Rosene
v Anderlik &
Associates
DESIGN CRITERIA
WASTEWATER FLOWS
Anticipated wastewater flows from the various subdistricts were determined by applying
unit flow rates to each of the land use categories. Wastewater flow rates are presented in
Table 5.
Table 5 also gives the unit rates for the existing residential developments and presents
area flows based on gross developable acreage. The population densities are in accordance
with our discussions with City Staff as well as our experience with other communities in the
Twin Cities area. The estimated unit flows are in accordance with standard engineering
practice and are generally considered conservative.
Average wastewater flows under saturation population conditions, using the flows in
Table 5, are presented in Appendix B for each of the sanitary sewer subdistricts. These are
projected average flows from each area and can be summed for any point to which they are
tributary.
Large lot (estate lot) plats have been included in the calculations and projected flows.
It is estimated that these areas could be subdivided to a density of approximately 1.8 units
per acre.
Wastewater flow projections for the Lower Bluff Creek District were based on limited
information. Much of the district's land use is residential large lot and undeveloped. It is
suggested that this area be reexamined in the future when more planning information
(including the MWCC's Chaska WWTF Plan) is available for the area.
393035 -21-
TABLE-5
UNIT AND AREA WASTEWATER FLOWS
Persons/
Gal/Cap/
Gal/Unit/
Units/
Gals. /Acre/
Land Use Type Unit
Da GCD
Da GUD
Acre
DU (GAD),
Residential: R -L 3.2
100
320
3.2
1,024
R -M 2.5
100
250
5.2
1,300
R -H 1.7
100
170
8.8
1,500
Commercial/Industrial
1,500
Public Use /Semi Public
700
Parks /Open Space
250
The City's wastewater characteristics are presented in Table 6. The current total
wastewater flow in the City is estimated at 132 gallons per person per day, which includes
an estimated 10 gcd of infiltration and inflow (I /1) and a base flow of 122 gallons per capita
per day (gcd). Per capita flow includes commercial and industrial flow.
TABLE 6
WASTEWATER CHARACTERISTICS
Item Design Existin
Per Capita Flow 122 gcd ' 122 gcd
Per Capita 1/1 10 gcd * * 10 gcd
5 -Day BOD 200 mg/l ** Not Available
Suspended Solids 220 mg/1 ** Not Available
* Includes commercial, industrial, public flows. Does not include 1/I flow
** Estimated
393035 -22-
Wastewater flow projections for the City are presented in Table 7. These flows include
commercial and industrial flows and are based on Metropolitan Council projections.
TABLE 7
WASTEWATER FLOW PROJECTIONS
* Based on Metropolitan Council's 1992 projections.
There are a number of industries in Chanhassen whose average daily sewage flow
exceeds 10,000 gallons. These industries and the respective average daily sewage flows are
shown below in Table 8.
TABLE 8
MAJOR WASTEWATER USERS
Est. Sewered
Avg. Wastewater
Year
Population
Flow (MGD)
1990
11,000
1.40-1.50
2000
19,600
2.50-2.70
2010
26,000
3.50-3.65
2020
32,000
4.20-4.70
* Based on Metropolitan Council's 1992 projections.
There are a number of industries in Chanhassen whose average daily sewage flow
exceeds 10,000 gallons. These industries and the respective average daily sewage flows are
shown below in Table 8.
TABLE 8
MAJOR WASTEWATER USERS
McGlynn Bakeries
55,700 gallons /day
Redmond Products
48,900 gallons /day
Rosemount, Inc.
42,100 gallons /day
Chanhassen Dinner Theater
13,300 gallons /day
Instant Web
13,100 gallons /day
Empak
10,500 gallons /day
Victory Envelope
10,400 gallons /day
Country Suites
10,000 gallons /day
3930-3s -23-
There are no known industries in Chanhassen whose wastewater contains toxic
substances. At this time, no industries in the City require pretreatment of their wastewater
before discharge into the City's sanitary sewer system.
DflMTRATION/INFLQW
The design flows described in Table 6 incorporate an allowance for an average of 10
gallons per capita per day of extraneous water entering the sanitary sewer system through
inflow and infiltration. Also, current design specifications limit infiltration to 100 gallons
per day per inch of diameter per mile of pipe.
The City has taken steps to minimize Infiltration/Inflow (I/I). These steps include
stringent testing of all new sanitary sewer lines, use of manholes with concealed pick holes,
and proper maintenance of the existing system. The City completed a major I/I analysis in
1982- The report indicated a number of possible I/I sources. Since then the City has
implemented some of the reports recommendations for I/I reduction. In 1987, the City
completed a Downtown Redevelopment Project which included the replacement of sanitary
sewer lines in the downtown area that had previously been identified as high infiltration
lines. The City also prohibits the connection of roof and foundation drains and sumps to
the sanitary sewer system.
Chanhassen has a peak 1/I ratio (average of 3 highest peak day flows /average daily flow)
of 2.81 according to a June, 1991 MWCC report. Chanhassen is actively participating in the
MWCC's current I/I reduction program.
39303s -24-
SYSTEM DESIGN
The trunk sanitary sewer system must be capable of handling not only the average flows,
but also the anticipated peak flows. These peak flow rates can be expressed as a variable
ratio applied to the average flow rates. This variable ratio, called the Peak Flow Factor, has
been found generally to decrease with increasing average flow rates. The Peak Flow Factors
applied in this study are shown and presented in tabular form in Figure 5. They are taken
from the September 1960 "Report on the Expansion of Sewage Works in the Minneapolis -
Saint Paul Metropolitan Area ", prepared for the Minneapolis - Saint Paul Sanitary District.
These values are generally conservative and are widely used for planning in the Twin Cities
metropolitan area.
The design flows for each segment of pipe are presented in Appendix C. This
information includes the reference points of the segment involved, the average design flow
from Appendix B, the Peak Flow Factor, and the resulting design flow. The capacity of the
critical segment for each existing or proposed sewer trunk is also shown.
Appendix D presents pipe capacities for existing and proposed sewers based on the
capacity limiting segment for each sewer branch. This appendix also list approximate pipe
lengths for proposed trunk sewer extensions.
39303S -25-
00
PEAK FLOW
MULTIPLES
PEAK FLOW
AVERAGE DAILY
FACTOR
FLOW LIMITS (MGD)
4.0
0.00 -
0.11
3.9
0.12 -
0.18
3.8
0.19 -
0.23
3.7
0.24 -
0.29
3.6
0.30 -
0.39
3.5
0.40 -
0.49
3.4
0.50 -
0.64
3.3
0.65 -
0.79
3.2
0.80 -
0.99
3.1
1.00 -
1.19
3.0
1.20 -
1.49
2.9
1.50 -
1.89
2.8
1.90 -
2.29
2.7
2.30 -
2.89
2.6
2.90 -
3.49
2.5
3.50 -
4.19
2.4
4.20
- 5.09
2.3
5.10
- 6.39
2.2
6.40
- 7.99
2.1
8.00 -
10.39
2.0
10.40
- 13.49
1.9
13.50
- 17.99
1.8
18.00
- 29.99
1.7
OVER
30.00
to
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00
W
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PEAK FLOW FACTOR
SEWER PEAK FLOW FACTORS in Rosestroo
osene
Anderlik b
CHANHASSEN, MINNESOTA FIGURE 5 M Associates
COMPREHENSIVE SEWER POLICY PLAN
k.
SYSTEM DESCRIPTION
GENERAL
The trunk sanitary sewer system layout for the City of Chanhassen is presented on
Figure 7 at the back of this report. This map shows major district and subdistrict
boundaries, existing and proposed trunk sanitary sewers, lift stations and force mains. In
addition, sizes of all sewers are shown along with reference points throughout the system.
Design flows for each segment are presented in Appendix C. Present capacities and design
information for existing and proposed lift stations can be found in Appendix F. Lift Station
Locations are shown on Figure 6.
METROPOLITAN FACILMES
The majority of Chanhassen is served by the series of sewers made up of the Purgatory
Creek, Red Rock, and Lake Ann Interceptors. In January, 1992, the MWCC granted the
City additional capacity in this series of sewers. The City's current allocated capacity is 16.1
MGD. Future MWCC facilities may be constructed to service the Bluff Creek and Lower
Bluff Creek Districts through Chaska. Future service to this area is being addressed in a
wastewater treatment facilities plan for the Chaska service area, presently being prepared
by the MWCC. Specific MWCC wastewater conveyance and treatment facilities that serve
the City are described below.
39303S -27-
Blue Lake Wastewater Treatment Plant
The Blue Lake Metropolitan Wastewater Treatment Plant is an activated sludge plant.
It is located in the City of Shakopee just north of Highway 101. It discharges to the
Minnesota River.
The Blue Lake Plant provides primary and secondary treatment for sewage flows for
communities in a 325 square mile area on the west side of the Metropolitan Area. The
current design capacity of this facility is 32 MGD. Limitations on communities flow to the
Blue Lake Treatment Plant have been set by the MWCC. The flow allowance for
Chanhassen for the years 2000 and 2010 are based on population projections by the MWCC.
Shorewood II Interceptor
The Shorewood II Interceptor is a force main and gravity flow interceptor sewer which
flows eastward through parts of Shorewood, Excelsior, Greenwood and Minnetonka and
connects to the Shorewood Interceptor at Town Line Road.
As shown on the Metropolitan Facilities Map, there are four extensions of the
interceptor which project southward to the north boundary of Chanhassen.
a) A 12 -inch diameter reinforced concrete pipe gravity facility flows between
Christmas Lake and Silver Lake from the Chanhassen boundary to the
Shorewood Interceptor.
39303S -28-
b) A combined gravity and force main facility flows north from the Chanhassen
boundary along Christmas Lake Road through a 15 -inch diameter reinforced
concrete pipe to a lift station, then through a 9 -inch polyvinyl chloride pipe
and an 8 -inch ductile iron pipe to the major interceptor.
c) A 9 -inch diameter PVC force main runs from the Chanhassen boundary at
Chaska Road to the west shore of Galpin Lake in Shorewood to the major
interceptor.
d) A 15 -inch diameter RCP gravity facility flows northeasterly from the
Chanhassen boundary at Washta Bay Road along Pleasant Avenue to the
northwest side of Mary Lake in Shorewood to the major interceptor.
The Shorewood II Interceptor provides metropolitan interceptor sewer service for a
portion of northern Chanhassen as well as the communities along the southern shores of
Lake Minnetonka.
The Southwest Facility Planning Study completed by the MWCC in 1980 states the
capacity of the interceptor varies from 7.3 MGD to 15.5 MGD.
Lake Ann InkMotor
The Lake Ann Interceptor is an MWCC sewer and serves Chanhassen in the Rice-
Marsh Lake, Lake Susan, Lake Ann, and Lake Lucy vicinity. The Lake Ann Interceptor
sewer system was constructed in three phases and was completed in 1988.
39_303S -29-
The interceptor flows southeast, beginning at Trunk Highway 41 near the north City
limits and extends approximately 4.5 miles to the Red Rock Interceptor at the
Chanhassen/Eden Prairie border. The City's Lake Ann trunk sewer runs parallel to the
MWCC trunk sewer between the Red Rock Interceptor and Highway 5.
The Red Rock Interceptor starts at the termination of the Lake Ann Interceptor and
continues southeasterly through Eden Prairie where it discharges into the Purgatory Creek
Interceptor and eventually to the Blue Lake sewage treatment plant in Savage. The
Southwest Facility Planning Study completed by the MWCC in 1980 states the capacity of
the interceptor as 43.4 MGD.
Lake Virginia Lift Station and Forcemain
This system begins at the Lake Virginia lift station just northwest of Chanhassen. The
Lake Virginia forcemain runs along West 62nd Street, Church Street, State Highway 7 and
State Highway 41. At this point, it discharges into the Lake Ann Interceptor which
discharges to the Red Rock Interceptor. The Red Rock Interceptor starts at the
termination of the Lake Ann Interceptor and continues southeasterly through Eden Prairie
to the Purgatory Creek Interceptor at Research Road.
The Lake Virginia lift station and forcemain carries wastewater flows from the western
Lake Minnetonka communities. The Lake Ann Interceptor and the Red Rock Interceptor
carry wastewater from the local service areas of Chanhassen and Eden Prairie along with
the Lake Virginia lift station flows. The Lake Virginia lift station and forcemain design flow
is 17.3 MGD. Design flow of the Red Rock Interceptor at its intersection with the
Purgatory Creek Interceptor is 39.1 MGD, which includes 30.4 MGD from Chanhassen.
393035 -30-
INTERCONaVIUNITY FLOWS
Because of its rolling topography, Chanhassen has many areas of intercommunity
sanitary sewer flows. The Shorewood Interceptor and Lake Virginia system described above
convey flows from Chanhassen and its neighboring communities. The northeast corner of
the City (Subdistrict NO -2) flows easterly through a 15" sewer in Eden Prairie.
A recent agreement between Chanhassen and the City of Chaska allows for small
border areas of Chanhassen to flow into Chaska's system. In addition, long -term planning
by the MWCC allowing for the Lower Bluff Creek District and possibly some of the Upper
Bluff Creek District to flow into the MWCC's Chaska system.
Finally, an interim agreement between Chaska and Chanhassen allows for Chaska to
construct a lift station /force main system to divert approximately 1.0 MGD average flow to
Chanhassen's newly constructed Lift Station No. 24. The diverted flow is intended to
relieve overloading experienced at the MWCC's Chaska Wastewater Treatment Plant. The
flow diversion is a temporary measure and will be phased out in approximately seven years.
39303s -31 -
CFU�NHASSEN SAI�TITARY DISTRICTS
MINNEWASHTA DISTRICT
The Minnewashta District consists of 1,473 total acres of land. The district is divided
into three subdistricts: the area west of Lake Minnewashta, the area north of lake
Minnewashta, and the arboretum area.
The district trunk sanitary sewer has basically been completed. The district is served
by a series of eight inch and ten inch sewers and five lift stations (Nos. 3, 4, 6, 7, and 8).
All existing facilities appear to have adequate capacity to service the Minnewashta District
under ultimate conditions.
NORTH DISTRICT
The North District consists of 1,143 total acres of land on the north and northeast
edges of the City. The district is composed of two subdistricts as shown on Figure No. 7.
The majority of the district is presently developed.
The district is served by sewers from 8 inches to fifteen inches in diameter, as well as
six lift stations (Nos. 5, 13, 14, 15, 16, and 21). Flow from the district discharges into
Shorewood and Eden Prairie and eventually into MWCC sewers.
393035
-32-
LAKE ANN DISTRICT
The Lake Ann District consists of 2,042 acres of developable land (2,330 acres total)
draining to the north and east. The Northeast District is divided into 6 subdistricts.
The Lake Ann Sewer District is served primarily by the MWCC Lake Ann Interceptor.
A sub -trunk line running west from the Lake Ann Interceptor with a lift station and force
main west of Galpin Boulevard is required to complete the sewer system in the Lake Ann
District. This trunk line and lift station will be constructed under City Project 92 -5 and will
serve the property currently being proposed for development between Galpin Boulevard and
T.H. 41.
LOTUS LAKE DISTRICT
The Lotus Lake District consists of 1,366 developable acres (1,404 acres total) in the
northeast corner of the City. The Lotus Lake District consists of only 1 subdistrict.
All trunk sanitary sewer lines serving the Lotus Lake District have been installed.
There are seven existing lift stations in the district (Nos. 1, 2, 9, 10, 11, 12, and 22). All
existing facilities appear to have adequate capacity to service the Lotus Lake District under
ultimate conditions.
39303S -33 -
LAKE RILEY DISTRICT
The Lake Riley District consists of 586 developable acres located in the southeast area
of the City. The Lake Riley District is divided into 2 subdistricts divided by the proposed
Highway 212 ROW. The northern subdistrict (LR -1) is mostly developed with adequate
facilities for service.
The southern subdistrict is presently partially served. It is proposed to totally serve
the area by extending gravity trunk sewer south along Hwy. 101 and upgrading existing Lift
Station No. 17. Sewer repairs to the existing sewer north of Lake Riley Blvd. should also
be completed. The district includes three lift stations (Nos. 17, 18, and 20) and a section
of on -site system effluent collection along the north side of 96th Street.
LAKE LUCY DISTRICT
The Lake Lucy District consists of 68 developable acres (80 acres total). The Lake
Lucy District has of only 1 subdistrict and includes the Carver Beach Playground area. A
future lift station and forcemain is planned to serve the Lake Lucy Sanitary District.
UPPER BLUFF CREEK DISTRICT
The primary feature of the Upper Bluff Creek District system is a 6.7 MGD lift station
at Lyman Boulevard and Audubon Road (L.S. No. 24). This station pumps through a 16"
forcemain to a 24" gravity line in Audubon Road. The 24" line then follows Audubon Road
and Lake Drive west to the existing Lake Ann Trunk Sewer. From the lift station, a trunk
line heads northward along Bluff Creek and its tributaries to serve the remainder of the
39.3o.�s
-34-
district. Two future lift stations are proposed in the western portion of the district, west of
Galpin Boulevard and south of T.H. 5. These stations are recommended rather than the
other alternatives of a gravity sewer along the creek in Timberwood Estates or a deep (40-
50') and expensive gravity line through the property to the south of Timberwood Estates.
A proposed lift station south and west of Lyman Boulevard could be eliminated if its
tributary parcel was connected to the Chaska system. The connection to Chaska's system
appears to be feasible and has been included in the recently approved agreement between
Chaska and Chanhassen.
LOWER BLUFF CREEK DISTRICT
The Lower Bluff Creek District consists of 1,090 developable acres (1,359 acres total)
located on the southern edge of the City. The Lower Bluff Creek District is divided into
5 subdistricts and is not within the present MUSA line. This district could be served in the
future either to the north into the Lake Riley system or to the west into the MWCC's
Chaska system. Service to the north would require at least two lift stations. The MWCC
is presently evaluating the feasibility of servicing the area through their system in Chaska.
A more detailed analysis of this district should be made when the MWCC's report is
completed. For this report, it is assumed that the district will be served to the north as
shown on Figure No. 7. This report also assumes that large lot areas in the Lower Bluff
Creek District may be subdivided into Low Density Residential property at a density of 1.8
units per acre.
39303s -35-
LIFT STATIONS
Because of it's unique terrain, Chanhassen has a large number of lift stations within
the sanitary sewer system. Presently there are twenty -two operating lift stations with two
more under construction and one planned for later this year. The lift station sizes range
from grinder pump stations serving a small number of homes to major lift stations servicing
entire drainage districts. A summary of available lift station data is presented in Appendix
F Lift station locations are shown on Figure No. 6.
39303S -36-
uwcc
No. 5
No.
0 � o. 16
IR
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No. 25
No. 24
No.
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No. 12
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No.
1
No. 2q
it
0 2000 400
Soots in lost
Cff'f OF
. . . . . . . . . . . .
CHANBASSBI
LIFT STATION LOCATIONS Bonestroo
0
Rosene
d
CHANHASSEN, MINNESOTA FIGURE Anderlik GURE 6 Associates
COMPREHENSIVE SEWER POLICY PLAN
COST ANALYSIS
TRUNK SEWER SYSTEM COSTS
One of the basic objectives of this report is to determine the cost of completing the
City of Chanhassen's Trunk Sanitary Sewer System, so that connection charges and trunk
area assessments can be determined so as to insure availability of sufficient funds for the
required construction.
The cost estimates presented in this report are based on 1992 construction costs and
can be related to the value of the ENR Index for Construction Costs of approximately 4,884
(February, 1992). Future changes in this index are expected to fairly accurately describe
cost changes in the proposed facilities. During interim periods between full evaluation of
projected costs, capital recovery procedures can be related to this index. A summary of the
cost estimates is presented in Table 9 and a detailed breakdown of the cost estimates is
presented in Appendix E.
The cost estimates include 25 %n for legal/design /administration costs, 5% for capitalized
interest, 5% for construction contingencies, and 30% for planning and lateral overdepth
costs. Actual estimated construction costs are approximately 60% of the total project costs
shown. Land and easement acquisition costs are not directly included but may be partially
offset by the contingencies.
The cost estimates in Table 9 include all costs associated with the completion of
Chanhassen's trunk sanitary sewer system, including trunk sanitary sewer, lift stations, and
forcemains.
39303s -38-
TABLE 9
TRUNK SEWER SYSTEM COST SUMMARY
FUTURE COST
Lake Ann District
Lake Riley District
Lake Lucy District
Upper Bluff Creek District
Lower Bluff Creek District
Net Cost to Complete Trunk SysteF t
CAPITAL IAVRO Pb ()GRAM
$330,000
1,200,000
180,000
4,870,000
2,250,000
$8,830,000
The instillation of the City c i_ lianhassen's trinik sanitary sewer system has proceeded
steadily and much of the area .7,1 1 .fiisi the existing MUSA line is presently served by trunk
sanitary se- %ver. it is anticipated that the remaining area within the MUSA line will continue
to grow at a steady pace kk , ith tl,t truak systesrl not expected to be completed until sometime
during the next century.
A Capital bliproveinent Program Eased on estimated phasing of trunk sewer construction
is presented in Table 10. This table; includes the service areas added, the estimated cost of
each segment, and the total expenditure. The average annual expenditure required to
improve the trunk system is approximately $913,750 for the next six years. The proposed
sewer extensions are shown graphically in Figure 7.
Note that the costs shown above and on Table 10 do not include annual maintenance,
lift station upgrade, infiltration /inflow reduction, or sewer replacement costs.
393035 _ 39 _
TABLE 10
CITY OF CHANHASSEN
TRUNK SYSTEM PHASING
Trunk Extension
Costs
Subdistrict
From
To
Incre-
Year
Flow Added
Point
Point
mental
Total
1992 -1995
BC -1, LA -3
LA 1.1
BC 1.1
$1,537,400
BC -4
BC 1.1
BC 2.1
518,400
BC 2.1
BC 2.2
88,000
BC -5
BC 2.2
BC 2.3
822,100
LA -5
LA 2.2
MW -3
328,000
3,293,900
1995 -1998
BC -6
BC 2.1
BC 2.4
541,300
LR -1
MW -1
LR 2.1
530,800
LR -2
LR 2.1
LR 2.2
670,500
BC_7
BC 2.4
BC 3.1
446,000
2,188,600
1998 -2003
BC -8
BC 3.1
BC 4.1
64,000
BC 4.1
BC 4.2
152,000
BC -9
BC 4.1
BC 5.1
165,000
381,000
Post 2000
____
BC 1.1
BC 1.2
38,000
BC -2
BC 1.2
BC 1.3
170,800
BC -2
BC 1.2
BC 1.4
156,400
BC -3
BC 1.1
BC 1.5
180,000
LC -1
LC 1.1
LC 1.2
178,700
LB_1
LR 2.1
LB 1.1
518,000
LB_2
LB 1.1
LB 1.2
124,500
LB -4
LB 1.2
LB 1.3
560,000
LB -5
LB 1.2
LB 1.4
686,000
LB -3
LB 1.4
LB 1.6
385,100
2,998.300
$8,861,800
TOTAL
393035 - an
SEWER CHARGES
Chanhassen presently finances trunk sanitary sewer improvements through unit
connection charges levied under previous projects. An assessment policy for the remaining
undeveloped and unassessed area of the City was developed as part of this report. The
result was a trunk area sanitary sewer hookup charge on a per unit basis.
In developing the unit hookup charge the City's Comprehensive Land Use Plan was
reviewed to determine the estimated ultimate amount of new sanitary sewer hookups in the
previously unassessed parts of the City. The total amount of hookups was determined by
assigning a minimum number of Residential Equivalent Units (REU's) to each type of land
use. With the number of estimated future hookups (REU's) and the estimated future water
system costs (Table 9), the cost per hookup was determined to be $970 per unit. The rate
of $970 per unit can be adjusted regularily based on an ENR index of 4884 (February 1992).
It is recommended that the minimum unit area charges (REU's x Unit Rate) as shown
in Table 11 be levied at the time trunk improvements are available to an area. If additional
units above the minimum shown in Table 11 are developed, the additional units shall be
charged at the time of the individual development. The number of units for commercial/
industrial property shall be a minimum of four units per net developable acre plus
additional units based on SAC calculations.
Table 11 below summarizes the estimated REU's for the sanitary sewer system. The
table also lists the minimum number of REU's per land use.
39303S _ " _
TABLE 11
CITY OF CHANHASSEN SANITARY SEWER
RESIDENTIAL E DIVALENT UNIT (REUI
SA Y
Area
Minimum
Unit
Minimum Unit
Land Use Type
Acres
REU's
REU Ac.
Rate
Area Charge
Low Density
2,030
4,060
2
$970
$1940 /Ac.
Medium Density
180
540
3
$970
$2910 /Ac.
High Density
85
510
6
$970
$5820/Ac.
Commercial/Industrial 840
3,360
4
$970
$3880/Ac.
Public
70
140
2
970
1940 Ac.
Totals
3,205
8,610
- --
- - --
----
* Minimum unit area charge is based on a rate of $970 per REU and can be revised.
The acreages in Table 11 are net developable acres which is the total area of a parcel
less major highway and railroad right -of -ways and wetlands. It is assumed that the net
developable areas for individual developments will include internal right -of -ways and
unbuildable areas such as steep slopes, parks, and wooded areas. The resulting hookup
charges for the sanitary sewer system is presented in Table 12.
TABLE 12
TRUNK SANITARY HOOKUP CHARGE SYSTEM
Total Estimated Cost $8,350,000
REU's 8,610
Sewer Hookup Charge 970
893033 -42-
ON -SITE WASTEWATER DISPOSAL FACII.PITES
GENERAL
There are currently an estimated 450 on -site sewage treatment systems in the City of
Chanhassen. These individual facilities can be found at scattered locations throughout the
City. Most on -site systems will be eliminated as municipal sewer service is extended
throughout the City. A few on -site systems are expected to remain even after the year 2010.
Non - sewered areas within the MUSA line will be planned to have municipal sewer
service in accordance with the schedule described in the Capital Improvement Program.
At the present time, no significant on -site problems are known to exist in these areas. In
addition, there are several scattered individual disposal systems within areas serviced by
trunk facilities (large lot single family homes).
The Lake Ann Sewer Facility Agreement entered into between the City of Chanhassen,
the Metropolitan Council, and the Metropolitan Waste Control Commission required that
the City include in its sewer plan a description of adopted on -site sewage disposal ordinance
provisions consistent with application requirements set forth in the Metropolitan Council's
Comprehensive Sewer Policy Plan, including Policies 42 -47 and Procedure 10. The
following described existing regulations and reviews policies relating to existing systems and
future subdivisions containing on -site systems.
ON SITE SYSTEM MANAGEMENT
In 1983, Chanhassen adopted an On -site Treatment System Ordinance consistent with
Metropolitan Council guidelines (Ordinance 10 -A). The City amended its ordinance to
permit development on a one unit per 2.5 acre basis. As required by the Sewer Facility
Agreement, the City amended its Zoning Ordinance in 1987 to prohibit continuation of
developments at a 1 unit/2.5 acre density. Rather, it now enforces a 1 unit/10 acre density
standard with no unit smaller than 2.5 acres. Because several subdivisions occurred under
the 1 unit/2.5 acre ordinance standard, the City initiated an ordinance amendment to its on-
site treatment controls to strengthen its standards.
Ordinance 10 -A was amended in 1987 (New Ordinance 10 -B). The revised ordinance
strengthened several requirements. First, it adopts by reference the State regulations,
Minnesota Rules Chapter 7080. The ordinance was also changed to permit alternative
systems, such as mound and SB -2 systems, and provides regulations for their installation.
Ordinance compliance, permit information, and licensing requirements were also improved
to require pumping reports on a monthly basis from pumpers; to require annual licensing
procedures for designers. installers, and pumpers; and to submit detailed design plans and
plat plans indicating two drainfield sites for each lot. The City has consequently proceeded
to improve its record keeping processes as well as beginning an educational program to
increase awareness of septic system users of the permit, the pamphlet "Get to Know Your
Septic Tank" (from the University of Minnesota Agricultural Extension Office) is distributed
as well as information regarding the ordinance requirement to pump the tank once every
three years.
39303s -44-
The ordinance also establishes the ability of the inspector to perform inspections to
determine compliance with the provisions of the ordinance. The City, given the amount of
systems that will be installed in the rural area, will establish an inspection program to insure
compliance with its ordinances.
Fisting On -site Systems
There are areas located immediately outside the MUSA line which contain septic
systems. Because there have been system failures in these areas, it can be expected that
other systems within the area would fail sometime in the future. Where septic system
failures occur, the current ordinance provides for procedures to repair or replace the system
on a timely basis. However, if it is determined that no alternative system can be placed on
the property, the parcel should be connected to the City sewer system if it can be serviced
by gravity sewer flow and if the property is located immediately outside the MUSA line.
A MUSA amendment would be necessary.
Future Subdivisions
Concurrent with the ordinance amendment process to the On -site Treatment System
Ordinance, the City also amended its Subdivision Ordinance (Ordinance No. 33 -E) in 1986
to require the submission of soil boring data and identification of two septic system sites for
each proposed lot. This data is reviewed by City Staff to determine that each lot contains
two drainfield sites and contains adequate buildable area for the two septic system sites,
house pad, appropriate location of the well, and appropriate setbacks as required by City
ordinance from wetlands and lakes. The ordinance also specifically prohibits location 'of
septic systems on slopes in excess of twenty -five percent.
39303S
The City's ordinance and administrative procedures are consistent with and enforce
Policies 42 -47 and Procedure 10 of the Metropolitan Council Waste Quality Plan.
39303s -46-
SUMMARY AND RECOMMENDATIONS
The Comprehensive Sewer Policy Plan presented herein is intended to serve as an
inventory of Chanhassen's existing sanitary sewer trunk facilities as well as a guide to
completing the remaining sections of the trunk system. The document also serves to meet
the sewer planning requirements for both the Metropolitan Waste Control Commission and
the Metropolitan Council.
The City was divided into eight major districts with each district then being divided into
subdistricts. The areas and residential units of each subdistrict are presented in Appendix
A. Unit rates of wastewater generation were assigned to each land use category with the
resulting flows for each subdistrict presented in Appendix B.
The trunk sewer system is presented on Figure 7 at the back of this report which includes
major districts and subdistricts, existing and proposed trunk sewers with pipe sizes, lift
stations and forcemains. Reference points are provided along each trunk line and point by
point capacities are presented in Appendix C. Design data for the lift stations are presented
in Appendix F. Adjustments in the routing and size of the trunk facilities can be expected
as determined by the conditions at the time of final design, however, the general concepts
should be adhered to for assurance of an economical and adequate ultimate system.
The estimated cost of completion of the trunk system is $8,830,000. A Capital
Improvement Program for completion of the trunk sanitary sewer system in the City is
presented in Table 10.
39303S
Ile following recommendations are presented for the Chanhassen City Council's
consideration:
1. That the Council adopt this report as the Comprehensive Sewer Policy Plan for the
City of Chanhassen and that it be submitted to the Metropolitan Council, the
Metropolitan Waste Control Commission for review and comments.
2. That the proposed policy of assessing for trunk sanitary sewer service on an area and
connection basis be retained. Assessment rates will be revised by the City Staff on
an annual basis.
3. That the existing ordinances and inspection policies for on -site disposal systems be
maintained.
4. That existing provisions be maintained for controlling Infiltration/Inflow into the
sanitary sewer system during new sewer construction.
S. That the Capital Improvement Program as outlined herein be adopted and revised
annually.
39303S - 48 -
1993
APPENDIX A
AREAS
A • EXISTING SEWERS) AREAS
CRy of Chanhassen, C9PP
1 \CHANHASS \4SANMUSA.WQ1 A -1
A -1
10
26
30
41
0
0
0
31
23
0
0
0
45
390
20
3
542
4 -2
0
13
97
148
0.
0
0
0
0
136
28
0
0
0
11
0
272
totals
10
39
127
189
0
0
0
31
23
136
28
0
45
390
31
3
814
i LAKE EXST.
L -1
15
33
899
1,529
0
0
0
0
24
0
5
22
160
150
47
59
1,366
totals
15
33
899
1,529
0
0
0
0
24
0
5
22
160
150
47
59
1,366
RILEY EXST.
R -1
80
166
90
88
31
12
0
0
25
0
10
48
0
0
48
0
252
R -2
7
91
52
82
0
0
0
0
214
0
0
36
0
0
32
0
334
totals
87
257
142
170
31
12
0
0
239
0
10
84
0
0
80
0
586
LUCY EXST.
C -1
19
12
0
0
0
0
0
0
68
0
0
0
0
0
0
0
68
totals
19
12
0
0
0
0
0
0
68
0
0
0
0
0
0
0
68
EWASHTA
W -1
30
42
546
430
0
0
0
0
0
0
0
0
20
0
20
0
586
W -2
10
11
169
150
0
0
0
0
0
0
0
0
0
0
10
15
194
W -3
10
15
0
0
0
0
0
0
0
0
0
0
0
0
0
575
575
Aotals
50
68
715
580
0
0
0
0
0
0
0
0
20
0
30
590
1,355
'H EXST.
NO -1
5
37
582
420
0
0
0
0
0
0
0
0
20
0
20
0
622
NO -2
15
12
417
477
0
0
0
0
0
0
0
0
20
0
35
5
477
)totals
20
49
999
897
0
0
0
0
0
0
0
0
40
0
55
5
1099
:RED AREA
?ALS
201
458
2,882
3,365
31
12
0
31
354
136
43
106
265
540
243
657
5,288
1 \CHANHASS \4SANMUSA.WQ1 A -1
1993
4RT 9 • UNSEWEREl7 AREAS
APPENDIX A (CONT'D)
AREAS
rrcn Dwrr -- ,.a,.
0
0
0
0
0
0
0
19
210
18
0
247
BC-2 73 13
BC -3 15 28
0 0 0
0 0 0
0
0
0
323
0
0
0
0
0
15
0
338
Subtotals 88 41
0 0 0
0
0
0
323
0
0
0
19
210
33
0
585
PPER BLUFF CREEK 2ND.
0
97
0
0
0
0
110
20
0
227
BC -1 5 78
BC-4 16 11
0 0 59
81 141 82
12
26
0
0
0
0
0
0
0
0
36
0
0
199
BC-5 27 69
0 0 19
6
0
0
67
0
25
0
0
227
0
0
338
BC-6 5 26
18 6 20
6
0
0
0
9
52
0
0
151
21
27
298
Subtotals 53 184
99 147 180
50
0
0
164
9
77
0
0
524
41
27
1,062
?PER BLUFF CREEK 3RD.
0
58
0
81
0
85
0
0
0
224
BC -7 7 44
0 49
0 0 0
0 0 0
0
0
0
0
0
225
0
33
0
0
0
0
0
258
BC -8
BC -9 0 84
0 0 0
0
0
0
0
0
5
0
0
0
245
43
293
Subtotals 7 177
0 0 0
0
0
0
283
0
119
0
85
0
245
43
775
)WER BLUFF CREEK
0
0
0
114
0
18
0
38
0
0
0
170
LB -1 227 69
LB -2 145 30
0 0 0
0 0 115 "•
29
0
0
90
0
0
0
0
0
0
140
345
LB -3 117 68
0 0 0
0
0
0
168
0
0
0
20
0
0
0
188
LB -4 189 35
0 0 210 ••
76
0
0
0
0
0
0
0
0
0
0
210
LB -5 85 23
0 0 188 ••
81
0
0
0
0
0
0
0
0
174
0
362
Subtotals 763 225
0 0 513
186
0
0
372
0
18
0
58
0
174
140
1,275
WE ANN FUTURE
0
0
0
54
0
0
0
23
0
113
3
0
193
LA -3 0 8
LA -4 13 49
0 0
0 0 0
0
0
0
245
0
31
66
0
0
147
24
513
LA -5 38 81
61 113 0
0
0
0
167
0
0
0
0
0
0
0
228
LA -6 23 120
63 21 0
0
0
0
284
0
0
0
0
0
10
0
294
Subtotals 74 258
124 134 0
0
0
54
696
0
31
89
0
113
160
24
1,228
NSEWERED
TOTALS 985 885
223 281 693
236
0
541
1,838
9
245
891
162
847
653
234
4,925
GRAND
TOTAL
(A + B) 1,186 1,343 3,105 3,646 724
248
0
85
2,192
145
288
195
427
1,387
896
891
10,213
Note: • Total acreage column does not include undevelopable, wetlands, or Lake acreage.
•" Assumed future Development at 1.8 units per acre (575 gallons /acre)
DDB\CHANHASS \4SANMUSA.W01 A -2
1993
PART A - SEWERED
LA-1
0.0131
LA-2
0.0474
Subtotals
0.0605
LOTUS LAKE EXST.
LL-1
0.4893
Subtotals
0.4893
LAKE RILEY EXST.
LR-1
0.0282
LR-2
0.0262
Subtotals
0,0544
LUCY LAKE EXST.
LC-1
0.0000
Subtotals
0.0000
MINNEWASHTA
Subtotals
0.7320
NORTH EXST.
Subtotals
1.0230
0.0000 0.0000 0.00001 0.0000
SEWERED AREA
TOTAL 2.3592 0.0041 0.0000 0.0465 0.3625
0.0000 0.0000 0.0000 0.0600 0.0000 0.0137 0.0035 1.1002_
0.0231 0.0559 0.15901 0.3975 0.8100 0.0607 0.4599 4.7384
J:\DDB\CHANHASS\4SANMUSA.WQ1 B-1
APPENDIX B
City of Chanhassen, CSPP
AVERAGE FLOWS
(MGD)
MM 4
,im
0.0000
0.0000
0.0465
0.0236
0.0000
0.0000
0.0000
0.0675
0.5850
0.0050
0.0021
0.7428
0.0000
0.0000
0.0000
0.0000
0.0231
0.0364
0.0000
0.0000
0.0000
0.0028
0.0000
0.1096
0.0000
0.0000
0.0465
0.0236
0.0231
0.0364
0.0000
0.0675
0.5850
0.0078
0.0021
0.8524
0.0000
0.0000
0.0000
0.0246
0.0000
0.0065
0.0330
0.2400
0.2250
0.0118
0.0413
1.0714
0.0000
0.0000
0.0000
0.0246
0.0000
0.0065
0.0330
0.2400
0.2250
0.0118
0.0413
1.0714
0.0041
0.0000
0.0000
0.0256
0.0000
0.0130
0.0720
0.0000
0.0000
0.0120
0.0000
0.1548
0.0000
0.0000
0.0000
0.2191
0.0000
0.0000
0.0540
0.0000
0.0000
0.0080
0.0000
0.3074
0.0041
0.0000
0.0000
0.2447
0.0000
0.0130
0.1260
0.0000
0.0000
0.0200
0.0000
0.4622
0.0000
0.0000
0.0000
0.0696
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0696
0.0000
0.0000
0.0000
0.0696
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0696
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0300
0.0000
0.0075
0.4130
1.1825
0.0000 0.0000 0.00001 0.0000
SEWERED AREA
TOTAL 2.3592 0.0041 0.0000 0.0465 0.3625
0.0000 0.0000 0.0000 0.0600 0.0000 0.0137 0.0035 1.1002_
0.0231 0.0559 0.15901 0.3975 0.8100 0.0607 0.4599 4.7384
J:\DDB\CHANHASS\4SANMUSA.WQ1 B-1
1993
APPENDIX B (CONT'D)
AVERAGE FLOWS (MGD)
PART 8 - UNSEWERED AREA
W6wl I .... ..-.
BC -2
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0285
0.3150
0.0045
0.0000
0.348
BC -3
0.0000
0.0000
0.0000
0.0000
0.3308
0.0000
0.0000
0.0000
0.0000
0.0000 •
0.0038
0.0000
0.3345
SUBTOTAL
0.0000
0.0000
0.0000
0.0000
0.3308
0.0000
0.0000
0.0000
0.0285
0.3150
0.0083
0.0000
0.6825
BLUFF CREEK 2ND
BC -1 0.0000
0.0041
0.0000
0.0000
0.0993
0.0000
0.0000
0.0000
0.0000
0.1650
0.0050
0.0000
0.2734
BC-4
0.0451
0.0088
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0540
0.0000
0.0000
0.1080
BC -5
0.0000
0.0020
0.0000
0.0000
0.0686
0.0000
0.0325
0.0000
0.0000
0.3405
0.0000
0.0000
0.4436
BC -6
0.0019
0.0020
0.0000
0.0000
0.0000
0.0015
0.0676
0.0000
0.0000
0.2265
0.0053
0.0189
0.3237
SUBTOTAL
0.0470
0.0170
0.0000
0.0000
0.1679
0.0015
0.1001
0.0000
0.0000
0.7860
0.0103
0.0189
1.1488
BLUFF CREEK 38D
BC -7 0.0000
0.0000
0.0000
0.0000
0.0594
0.0000
0.1053
0.0000
0.1275
0.0000
0.0000
0.0000
0.2922
BC -8
0.0000
0.0000
0.0000
0.0000
0.2304
0.0000
0.0429
0.0000
0.0000
0.0000
0.0000
0.0000
0.2733
BC -9
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0065
0.0000
0.0000
0.0000
0.0613
0.0301
0.0979
SUBTOTAL
0.0000
0.0000
0.0000
0.0000
0.2898
0.0000
0.1547
0.0000
0.1275
0.0000
0.0613
0.0301
0.6633
LOWER BLUFF CREEK
LB -1
0.0000
0.0000
0.0000
0.0000
0.1167
0.0000
0.0234
0.0000
0.0570
0.0000
0.0000
0.0000
0.1971
LB-2
0.0000
0.0661
0.0000
0.0000
0.0922
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0980
0.2563
LB-3
0.0000
0.0000
0.0000
0.0000
0.1720
0.0000
0.0000
0.0000
0.0300
0.0000
0.0000
0.0000
0.2020
LB-4
0.0000
0.1207
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.1207
LB -5
0.0000
0.1081
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0435
0.0000
0.1516
SUBTOTAL
0.0000
0.2949
0.0000
0.0000
0.3809
0.0000
0.0234
0.0000
0.0870
0.0000
0.0435
0.0980
0.9277
LAKE ANN FUTURE
LA-3
0.0000
0.0000
0.0000
0.0810
0.0000
0.0000
0.0000
0.0345
0.0000
0.1695
0.0008
0.0000
0.2858
LA-4
0.0000
0.0000
0.0000
0.0000
0.2509
0.0000
0.0403
0.0990
0.0000
0.0000
0.0368
0.0168
0.4437
LA -5
0.0362
0.0000
0.0000
0.0000
0.1710
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.2072
LA -6
0.0067
0.0000
0.0000
0.0000
0.2908
0.0000
0.0000
0.0000
0.0000
0.0000
0.0025
0.0000
0.3000
SUBTOTAL
0.0429
0.0000
0.0000
0.0810
0.7127
0.0000
0.0403
0.1335
0.0000
0.1695
0.0400
0.0168
1.2367
UNSEWERED
TOTAL
0.0899
0.3119
0.0000
0.0810
1.8821
0.0015
0.3185
0.1335
0.2430
1.2705
0.1633
0.1638
4.6590
GRAND TOTAL
(A + B)
2.4491
0.3160
0.0000
0.1275
2.2446
0.0247
0.3744
0.2925
0.6405
2.0805
0.2240
0.6237
9.3974
J: \DDB \CHANHASS \4SANMUSA.WQ1 B-2
1993
UNIT RATES
n ::::?•'::':::: ?::•::•i:•i:•i:•i:•i:•i*i'.iiii ii: ?: �ii;::;i :•'.y +ii:•;:•iii
� • F:::::;::
320 1,02
LG. LOTS
340 170
R -M
250 1,300
R -H
170 1,500
Comm.
1,500
INO /OFF.
1,500
Park
250
Pub. Use
700
)B \CHANHASS \4SANMUSA.WQ1 B-3
1993
APPENDIX C City of Chanhassen, CSPP
DESIGN FLOWS
SEWERED AREAS
LA -3
LA -1.2
LA -1.1
BLUFFCREEK
2.7804
2.7804
LA -1.1
MW -1
LA- 1,LA -2
0.8524
3.6328
LAKE RILEY
2.5234
3.0
4.1698
6.3551
LR -2.2
LR -2.1
LR -2
0.3074
0.3074
LR -2.1
MW -1
LO BL,LR -1
1.0826
1.3899
MW -1
MWCC
LOTUS LK
22.9551
24.3450
LA- FUTURE
LK VIRGINIA LS
LUCY LAKE
LC -1.1
LC -1.2
LC -1
0.0696
0.0696
2.7
7.5069
7.4512
2.6799
2.5
9.0819
12.1826
3.3536
3.6
1.1066
0.7756
2.5234
3.0
4.1698
6.3551
4.5722
1.8
43.8211
61.3116
2.5184
4.0
0.2785
0.4279
6.1445
J: \DDB \CHANHASS\4SANMUSA.WQ1 C-1
1993
APPENDIX C (CONT - D)
DESIGN FLOWS
UNSEWERED AREA
BC -1.3
BC-1.2
SBC -2
0.1740
0.1740
BC -1.4
BC -1.2
.5BC -2
0.1740
0.1740
BC -1.5
BC -1.1
BC -3
0.3345
0.3345
BC -1.2
BC -1.1
6.7354
0.0000
0.3480
BC -1.1
LA -1.2
BLUFFCREEK
1.8121
2.4946
LA -1.2
LA -1.1
LA-3
0.2858
2.7804
UPPER BLUFF
CREEK
3.4
1.8755
1.6281
BC -2.4
BC -2.1
BC -6
0.3237
0.9871
BC -2.3
BC -2.2
BC -5
0.4436
0.4436
BC -2.2
BC -2.1
BC -4
0.1080
0.5516
BC -2.1
BC -1.1
BC -1
0.2734
1.8121
UPPER BLUFF
CREEK
0.7677
1.0013
4.9563
BC -5.1
BC-4.1
BC -9
0.0979
0.0979
BC -4.1
BC -3.1
BC -8
0.2733
0.3712
BC -3.1
BC -2.4
BC -7
0.2922
0.6633
LOWER BLUFF CREEK
3.3
2.4110
4.1281
LB -1.6
LB -1.5
LB-3
0.2020
0.2020
LB -1.5
LB -1.4
0.7756
0.0000
0.2020
LB -1.4
LB -1.2
LB -5
0.1516
0.3536
LB -1.8
LB -1.3
LB -2
0.2563
0.2563
LB -1.7
LB -1.3
LB-4
0.1207
0.1207
LB -1.3
LB -1.2
0.0000
0.3770
LB -1.2
LB -1.1
0.0000
0.7306
LB -1.1
LR -2.1
LB -1
0.1971
0.9277
LAKE ANN FUTURE
LA -2.2
LA -2.1
.7LA -5
0.1450
0.1450
LA -2.1
MW-3
.3LA -5
0.0622
0.2072
MW -3
MW -2
LA- 4,LA -6
0.7438
0.9509
3.9
0.6786
0.7756
4.4576
3.9
0.6786
0.7756
4.4576
3.6
1.2042
1.2611
3.7701
3.6
1.2528
2.2862
6.5695
2.7
6.7354
6.7976
2.7249
2.7
7.5069
7.4512
2.6799
3.2
3.1587
3.0350
3.0748
3.5
1.5528
1.1512
2.5949
3.4
1.8755
1.6281
2.9515
2.9
5.2551
5.1180
2.8244
4.0
0.3914
0.4279
4.3725
3.6
1.3361
1.6166
4.3556
3.3
2.1890
2.3240
3.5035
3.8
0.7677
1.4193
7.0253
3.8
0.7677
1.0013
4.9563
3.6
1.2731
2.2862
6.4649
3.7
0.9482
1.7075
6.6633
3.9
0.4707
1.1512
9.5379
3.6
1.3571
2.5044
6.6437
3.3
2.4110
4.1281
5.6504
3.2
2.9687
5.1996
5.6047
3.9
0.5656
0.7756
5.3485
3.8
0.7872
2.6453
12.7689
3.2
3.0430
31.7683
33.4074
J: \DDB \CHANHASS\4SANMUSA.WQ1 C-2
1993
APPENDIX D City of Chanhassen, CsPP
EXISTING /PROPOSED PIPE CAPACITIES
SEWERED AREA
LA -1.2
LA -1.1
PROP.
24
6200
884.00
0.25
l3.0
o.gu
i i.
..Ya
I.NVV7
LA -1.1
MW -1
EXIST.
36
5400
871.29
0.08
36.5
23.58
18.8586
12.18
9.0819
LAKE RILEY
LR -2.2
LR -2.1
PROP. FM
10
3100
910.00
0.30
1.7
1.10
1.2007
0.78
1.1066
LR -2.1
MW -1
PROP. FM
20
6200
871.00
0.50
6.2
4.01
9.8377
6.36
4.1698
MW -1
MWCC
EXIST.
66
6000
860.00
0.08
78.0
50.39
94.9096
61.31
43.8211
LUCY LAKE
LC -1.1
LC -1.2
PROP. FM
8
1000
970.00
0.30
1.4
0.90
0.6623
0.43
0.2785
JADDB \CHANHASS \4SANMUSA.WQ1 D -1
1993
APPENDIX D (CONT'D)
EXISTING /PROPOSED PIPE CAPACITIES
UNSEWERED AREA
BC -1.3
BC-1.2
PROP.
10
2300
860.00
0.30
1.7
1.10
1.2007
0.78
0.6786
BC -1.4
BC-1.2
PROP.
10
2300
865.00
0.30
1.7
1.10
1.2007
0.78
0.6786
BC -1.5
BC -1.1
PROP.
12
2500
860.00
0.30
2.2
1.42
1.9522
1.26
1.2042
BC -1.2
BC -1.1
PROP.
15
500
855.00
0.30
4.1
2.65
3.5390
2.29
1.2528
BC -1.1
LA -1.2
PROP. FM
16
2200
930.00
1.88
4.1
2.65
10.5226
6.80
6.7354
LA -1.2
LA -1.1
EXST.
24
3300
920.00
0.26
13.0
8.40
11.5343
7.45
7.5069
UPPER BLUFF
CREEK
BC -2.4
BC -2.1
PROP.
18
6300
875.00
0.20
6.2
4.01
4.6982
3.04
3.1587
BC -2.3
BC -2.2
PROP.
12
6000
905.00
0.25
2.2
1.42
1.7821
1.15
1.5528
BC -2.2
BC -2.1
PROP.
12
1000
875.00
0.50
2.2
1.42
2.5202
1.63
1.8755
BC -2.1
BC -1.1
PROP.
21
5100
855.00
0.25
9.1
5.88
7.9226
5.12
5.2551
UPPER BLUFF
CREEK
BC -5.1
BC-4.1
PROP. FM
8
2100
945.00
0.30
1.4
0.90
0.6623
0.43
0.3914
BC-4.1
BC-3.1
PROP.
15
800
955.00
0.15
4.1
2.65
2.5025
1.62
1.3361
BC-3.1
BC-2.4
PROP.
15
4800
925.00
0.31
4.1
2.65
3.5975
2.32
2.1890
LOWER BLUFF CREEK
LB -1.6
LB -1.5
PROP.
12
1600
700.00
0.38
2.2
.1.42
2.1971
1.42
0.7677
LB -1.5
LB -1.4
PROP. FM
10
3700
895.00
0.50
1.7
1.10
1.5501
1.00
0.7677
LB -1.4
LB -1.2
PROP.
15
6800
850.00
0.30
4.1
2.65
3.5390
2.29
1.2731
LB -1.8
LB -1.3
PROP.
12
1300
850.00
0.55
2.2
1.42
2.6433
1.71
0.9482
LB -1.7
LB -1.3
PROP.
12
1850
868.00
0.25
2.2
1.42
1.7821
1.15
0.4707
LB -1.3
LB -1.2
PROP.
15
4600
850.00
0.36
4.1
2.65
3.8768
2.50
1.3571
LB -1.2
LB -1.1
PROP.
18
1500
845.00
0.37
6.2
4.01
6.3903
4.13
2.4110
LB -1.1
LR -2.1
PROP. FM
16
5300
910.00
1.10
4.1
2.65
8.0490
5.20
2.9687
LAKE ANN FUTURE
LA -2.2
LA -2.1
PROP. FM
10
1700
965.00
0.30
1.7
1.10
1.2007
0.78
0.5656
LA -2.1
MW-3
PROP.
12
2500
932.00
1.32
2.2
1.42
4.0949
2.65
0.7872
MW-3
MW -2
EXIST.
42
4600
921.00
0.24
55.0
35.53
49.1769
31.77
3.0430
J: \DDB \CHANHASS \4SANMUSA.WQt Q2
1993
INLET CONTROL CAPACITIES
8
1.
9
10
1.7
1.1
12
2.2
1.4
15
4.1
2.6
18
6.2
4
21
9.1
5.9
24
13
8.4
27
17.7
11.4
30
23.3
15.1
33
29
18.8
36
36.5
23.6
42
55
35.6
48
78
50.5
J: \DDB \CHANHASS \4SANMUSA.WQ1 D-3
APPENDIX E
COST ESTIMATE
city of chanhassen
1993 CSS P lan
........................... .........................
?{•}: 4 :4 } } }: ^:4:G } }:4:v: ^:O } } }: ? ?:•!- :..• }:: {. }:4:• } }:4 } }•. }
.... v .....• ;....• w::::}:::::::::::• :............... e..
......................... ...............................
..... .. .... .. v:}:{{•}:• i}: • }:4:4:v:4 }:• }:ti:•: { ?•
} }•n } }. }'. -: nh:• }'i 4'•:v }:v }: }: vv:{•}:•}:•}:•} :• }:• }:4: ^ }: {4:v: ?4: ^ } }:•
e.. n:{::..• e.......... v .....• ; ............................. v
.
} } } }:: ? }: is fti{•}: 4:•}:•}: G}:•}:•}:
} } } }.v '.}}}} }: ?•k• }:• }: ^:4:•
e.........•
v:•}} rv:{ i:}::{{{•} i} i}:
}:• }:• }: { {4:.:v vv } }' ? {:v:
:v:::::::: }.....:....................:.
i}:•}:{ ry.}:•}: 4:•}:^:^}:
}:•}:•}:• is4:•}:^:•}: :
4i}} i}:}: • } }:• }:3'• }:• }v } }:• }:• }:•:•'i :{
}: ?• } }'y:..v:::::.v::•::. {•m:: {::::• }. :f: :• }v:;
:.:: :v............. e.v..... f.ShC• � :::::•:. �..:i'ri• ?:'::h}:• i.'•�: : ?ffif :
:j
................
...... .... ..:.............
: :::::::. .v...
w�y�► .....
.. . ......v............
�r.�RiN ...... ...............
♦ ...............
............................
.. ............
... .v...........:::
w:::::: w:::::::::nv:::::._:
........:::::::::::::::
...............................
evx. w.:::rw:::::::::x::
::: ex.v :::::::::::::::.vve•
ev:::. v:::: :::::•:;.•:::.:::nv::ew:::::;::
.... .........:..........
x:::: :::::::::::::
::v::: :v: •:;; ......v..........
.............:.::.ew::::.v::::;
w::::::::::::;ew;
e:v:;;;;; ... ............................,.;
....................
- .:....... :.........
..........................
.................v.:
v; •: v::,, ........
r. }'• }' {: ? {• }::v:•..:v; .•: •. }v:::::
e.... ...:...................
•: :• }::::f
•.; ....; >e ..v .... . e? . ..
{v':• }::ti:: x• •, {.; . } :. :. .., v : }.
. v:. }
....v:..e .:e }.... . ...... .+�'S�. \....
.r.:: v
. }:: { {{•'ff �l } if r: ••.4:4
.. ... }r ..:. v ...x..y.
.. e•... .....::f . x ..
.:.:. { •v:...... : . .•
:v x ::::::::: :. . ..... . ... ... .. 4. .............
:. ............ . ?• •: vti+ ::: r:::::
..:: ...: ........ .:. :... ......{... :.............
.... ..e .. e.0 ... v : :. ...:.v..... ..:................... .v... •::., n. ........... eev::fex•.ve•.vx:ev:: w:::::::::::::::
xv::::. . ., .....r .. v.v. {. . . .. ..................:.... n...:::.:::. . ..; ; ........................:: •: :........ .... ......v..:
.. .::::: f..v6 w::: y., -. :Q:::: ........: .....fw:.w;;; . -.. :... ..................... .,
:....... .. :: x: ::::::::nw::v:::•:::•i:4:• }:• }. ..
hem:{{.}:.;:.}:.}
nv.•::ry }'• } } } } }: {L.. : - -: v.:: {�-....... .. ... •.�
..... • ............ .. f.:.v. ..£ rr .: {.::••ti.< } "r,';::ti ;'' ''
. },4 }:: ri} v. .. /r... { :�i , h{ { ,f, .. ff
}.. � '' :f•. ? :iii:•:
':::.
:::::::::::::::.. ..�.........::i................
...... .::::.::
:::::::::::: :::::::::::.:::::.�
:
:. }:.:�:. } }: ?. } }•:::::::::.�:�#
..::::;::;:�:<:...
...::.::..••. }:.
.. :.•�. }r '
}:.} :: {:: :.
:::.::: ::: -
Lake Lucy
LC -1.1
LC -1.2
8" DIP,
10' -15'
deep
LF
900
$50.00
$45,000.00
Lift Station
Ls
1
60,000.00
60,000.00
8 PVC,
10' -15
deep
IF
1100
67.00
73,700.00
Subtotal
$178,700.00
Lake Ann Future
LA -2.2
LA -2.1
10" DIP,
10 -15
deep
LF
2500
$55.00
$137,500.00
Lift Station
LS
1
80,000.00
80,000.00
LA -2
MW
12" PVC,
10' -15
deep
LF
1700
65.00
110,500.00
Subtotal
$328,000.00
Lower Bluff Creek
LB -1.1
LR -2.1
16" DIP,
10 -15
deep
LF
5300
$60.00
$318,000.00
Lift Station
LS
1
200,000.00
200,000.00
LB -1.2
LB -1.1
18" RCP,
15' -20'
deep
LF
1500
83.00
124,500.00
LB -1.3
LB -1.2
15" PVC,
15 -20
deep
LF
1700
76.00
129,200.00
15" PVC,
20' -25
deep
LF
200
92.00
18,400.00
15" PVC,
25' -30'
deep
LF
1100
106.00
116,600.00
15" PVC,
30' -35'
deep
LF
300
122.00
36,600.00
15" PVC,
35 -40
deep
LF
1300
140.00
182,000.00
LB -1.4
LB -1.2
15" PVC,
15' -20'
deep
LF
600
76.00
45,600.00
15" PVC,
20' -25
deep
LF
1200
92.00
110,400.00
15" PVC,
25 -30
deep
LF
5000
106.00
530,000.00
LB -1.6
LB -1.5
12" PVC,
15' -20'
deep
IF
1200
72.00
86,400.00
12" PVC,
20 -25
deep
LF
400
88.00
35,200.00
LB -1.5
LB -1.4
10" DIP,
10' -12'
deep
LF
3700
55.00
203,500.00
Lift Station
LS
1
60,000.00
60,000.00
LB -1.7
LB -1.3
12" PVC,
10 -15
deep
LF
600
65.00
39,000.00
LB -1.8
LB -1.8
12" PVC,
10' -15
deep
LF
600
65.00
39,000.00
Subtotal
$2,274,400.00
APPENDIX E
COST ESTIMATE (Cont'd)
........................:::.............................:...:......................................................:............:..........:.............................................................................
......................:...:...:.......................................
......... .. .......... n.v...........................•
....... v.. ................
: ti::::::::::%; 3:::•` 5:::::::: r::::; .::: :::::::::::::::::::�:::a::':ta'
...............................
..,.. ................ ...........................
r......... .....................
...............................
: 4i: �:_::::? 3��::::::::::::!: f::::::`:::•`•:::::::::•': �•`::a�:::_ ? <:r::r�::::: {:
:.................
n.... . r............ n........ .............5................. n.. ,................... ..;:::::::::.v,.: x.•.•.•.• ?. , ...vr ...f n, A. x..:... ' . '
....: . ....:. ..................:. v::,.:::.•:.................................................. .....n::::::::::::.v: x: ...; . .... \:vf.,v,•.O\ ,::: }.•}.. . ti • .' ?vr
��..
::::.•.• .. :::. ..:::: nv:::::::::
................
.... ..
... •: :.............:::: n:•:.•.•::.•.•:::::::: }:n:. .n :.v::::: nv::::::::::::::::::: •.•.v:nv::::::::.vx::.•.•.., }:•:,:•: r: v.•.J��q:•v.:• }:v::::.•:.v
. .:. ..............:......................... ............................... .................. .... v:.w::::.;:,..•.:... v....n n.... Y...Ciri. •.. :... l:J:.Ji }' ..
:::::::.vnv.:. � . •. .:..:. i .: ..::::::::.v::::::.•
? :v::. � ........... ..: .; .. vii}:•}::::•}: v:? ?4:4:• }:C }: }'i }: ?? ?•ii }i }:• }i:} }.. ::
Y .�.r
��..yy y 3 • }N4Y }i:•r:• }:•:•::•:•: v
Upper Bluff Creek
BC -1.1
BC -1.2
15"
PVC,
15 -20
deep
LF
500
$76.00
$38,000.00
BC -1.2
BC -1.3
10"
PVC,
15' -20
deep
LF
1700
68.00
115,600.00
10"
PVC,
20.' -25
deep
LF
300
85.00
25,500.00
10"
PVC,
25' -30
deep
LF
300
99.00
29,700.00
BC -1.2
10"
PVC,
15' -20
deep
LF
200
68.00
13,600.00
BC -1.4
10"
PVC,
15' -20
deep
LF
2100
68.00
142,800.00
BC -1.1
Bc -1.5
12"
PVC,
15' -20
deep
LF
2500
72.00
180,000.00
Subtotal
$545,200.00
Upper Bluff creek
BC -1.1
LA -1.2
24"
DIP,
10' -15
deep
LF
2200
$100.00
$220,000.00
Lift station
LS
1
550,000.00
550,000.00
LA -1.2
LA -1.1
24"
RCP,
15' -20
deep
LF
3700
110.00
407,000.00
24"
RCP,
20' -25
deep
LF
800
126.00
100,800.00
24"
RCP,
25 -30
deep
LF
500
140.00
70,000.00
24
RCP,
30 -35
deep
LF
1200
158.00
189,600.00
BC -1.1
BC -2.1
21"
RCP,
15' -20
deep
LF
3900
97.00
378,300.00
21"
RCP,
20' -25
deep
LF
900
113.00
101,700.00
21"
RCP,
25' -30
deep
LF
300
128.00
38,400.00
BC -2.1
BC -2.2
12"
PVC,
20' -25
deep
LF
1000
88.00
88,000.00
BC -2.2
BC -2.3
15"
PVC,
15' -20
deep
LF
1700
76.00
129,200.00
15"
PVC,
20' -25
deep
LF
200
92.00
18,400.00
15"
PVC,
25 -30
deep
LF
200
106.00
21,200.00
15"
PVC,
30' -35
deep
LF
200
122.00
24,400.00
15"
PVC,
35' -40
deep
LF
300
140.00
42,000.00
15"
PVC,
40' -45
deep
LF
1700
155.00
263,500.00
15"
PVC,
45' -50
deep
LF
600
176.00
105,600.00
15"
PVC,
50' -60
deep
LF
1100
198.00
217,800.00
APPENDIX E
COST ESTIMATE (Cont'd)
. ......... .
.................................................
..................... ............................................
........................ ............................................................ .............................................
............................... .................................................... ................................
........................ ...... .................................................... ................................
............................. .................................................................
.. . ... ...........................................
............ .............. ........
..................... .... .......................
........... ... ...... .
.... ..... .
.......... ..... ... ... f.
.......... . ... . .....
.................................. ? ................
. .. . . . . ........ ....... . .... .. . . '.
. .... . . ...
. .
... . ... ..............
...... .
...... ... .........................
.........................................................
......................................................
. .............
....
........ .................................................
. ... ....... .. ... .......................
..................................
.... . .
Oman
tit
v
......
Upper Bluff Creek
BC-2.1
BC-2.4
. .... I ........
18-1 RCP,
...
151-20
deep
..
LF
.. .....
5500
83.00
456,500.00
30
(cont'd )
18" RCP,
201-251
deep
LF
400
99.00
39,600.00
1811 RCP,
251-30
deep
LF
400
113.00
45,200.00
BC-2.4
BC-3.1
151 PVC,
151-20
deep
LF
2800
76.00
212,800.00
151 PVC,
20
deep
LF
200
92.00
18,400.00
151 PVC,
251-30
deep
LF
300
106.00
31,800.00
151 PVC,
301-35
deep
LF
1500
122.00
183,000.00
Subtotal
$3,953,200.00
Upper Bluff Creek
BC-4.1
BC-4.2
15" PVC,
15
deep
LF
2000
$76.00
$152,000.00
BC -3.1
BC-4.1
151 PVC,
15
deep
LF
600
76.00
45,600.00
151 PVC,
201-25
deep
LF
200
92.00
18,400.00
BC-4.1
BC-5.1
811 DIP,
101-15
deep
LF
2100
50.00
105,000.00
Lift Station
LS
1
60,000.00
60,000.00
Subtotal
$381,000.00
Riley Lake
LR-2.1
LR-2.2
1011 DIP,
101-15
deep
LF
3100
$55.00
$170,500.00
Lift station
LS
1 500,000.00
500,000.00
LR-2.1
mw-1
2011 DIP,
101-15
deep
LF
6200
66.00
409,200.00
2011 DIP,
201-25
deep
LF
1000
99.00
99,000.00
2011 DIP,
25
deep
LF
200
113.00
22,600.00
Subtotal
$1,201,300.00
- 1GRAND TOTAL
$8,861,800.00
CITY OF CHANHASSEN CSPP
APPENDIX F
LIFT STATION DATA
Lift Station #1
7205 Frontier Trail,
Sunrise Beach Lot
2 pumps, 675 gpm and
740 gpm capacity
20 HP, 240 volts
Lift Station #2
7522 Frontier Trail,
4 Blocks No. of Main
2 pumps, 343 and
357 gpm capacity
12.1 H.P., 240 volts, 3 phase
Lift Station #3
3900 Highway 7
2 pumps, 660 gpm capacity each
18 HP, 240 volts, 3 phase
Lift Station #4
2935 Washta Bay Road
2 pumps, 1000 and 1100 gpm capacity
18 HP, 240 volts, 3 phase
Lift Station #5 Lift Station #6
1005 Holly Lane, Christmas Lake 7255 Minnewashta Parkway,
2 pumps, 325 and 265 gpm capacity No. of Hwy. 5
9.4 HP, 240 volts, 3 phase 2 pumps, 5 HP
240 volts, 3 phase
Lift Station #7
7000 Minnewashta Parkway,
2 pumps, 135 gpm capacity each
10 HP, 240 volts, 3 phase
Lift Station #8
3305 Shore Drive
2 pumps (Grinder)
2 HP, 240 volts, 1 phase
Lift Station #9
6601 Lotus Trail
2 pumps, 18 HP, 240 volts,
3 phase
Lift Station #11
7110 Utica Lane, at Greenwood Dr.
2 pumps, 100 gpm each
9.4 HP, 240 volts, 3 phase
Lift Station #13
100 Sandy Hook Road
2 pumps, 130 gpm capacity each
5 HP, 240 volts, 3 phase
Lift Station #10
600 Carver Beach Road
2 pumps, 960 gpm capacity each
88 HP, 480 volts, 3 phase
Lift Station #12
7580 Chanhassen Road
2 pumps, 100 gpm each
9.4 HP, 240 volts, 3 phase
Lift Station #14
337 Pheasant View Road
2 pumps, 1.5 HP, 240 volts
3 Phase Add -A -Phase
39303S
9 9 Vz 10 ►._ UMMO I I Iasi a C
LIFT STATION DATA
Lift Station #15
6653 Horseshoe Curve
2 pumps, 10 HP, 240 volts
3 Phase Add -A -Phase
Lift Station #16
641 Pleasant View Road
2 pumps (Grinder)
2 HP, 240 volts, 1 phase
Lift Station #17
8990 Lake Riley Boulevard, at Lyman
2 pumps, 7.5 HP, 240 volts, 3 phase
Lift Station #19
7330 Dogwood
2 pumps, 5 HP, 240 volts, 1 phase
Lift Station #21
295 Trappers Pass
2 pumps, 5 HP, 240 volts, 1 phase
Lift Station #23
Not Constructed
Lift Station #25
Lundgreen Bros. Development
Proposed under City Proj. 92 -5
Lift Station #18
9250 Lake Riley Boulevard
2 pumps, 5 HP, 240 volts, 1 phase
Lift Station #20
599 West 96th Street
2 pumps, 1 HP, 240 volts, 1 phase
Lift Station #22
7620 West 184th Street
2 pumps, 10 HP, 480 volts, 3 phase
Lift Station #24
1801 Lyman Blvd., at Audubon Rd.
3 pumps (existing) 1550 gpm each
1 pump (future) 1550 gpm, 90 HP
460 volts, 3 phase, 60 Hz
Lift Station #26
Galpin Blvd. So. of Hwy. 5
Proposed under City Proj. 91 -17B
39303S
0
L E
Updates from City Hall for the week of July 21 - 25, 1997
Planning Department
Park & Recreation Dept.
proposal to install a public beach at Lake
Carver County Recycling Center (Field
Stone Creek Park will officially open next
week. The neighborhood is hosting a block
Susan Park. Currently a small sand
blanket is present. The meeting will be
of Dream) is having its Grand Opening
per, in front of the park on August 9.
held on August 26, 1997. Public notifica-
on Saturday, August 2nd from 11 -2 p.m.
Amenities include a playground, hillside
tion will occur.
It is located on Engler Blvd. across from
slide, half basketball court, sledding hill
The Park and Recreation Commission
Chaska Public Works.
and trail connection.
took action to incorporate a "skate park"
into the redevelopment plan for City
Plans and specs are in for the parking lot
Center Park. Area youth wishing to in-
Engineering/Public Works Dept
expansion at the Chan Recreation Center/
line skate and skate board in town have
Charles is on vacation this week.
Bluff Creek Elementary School. City
limited options. Construction is sched-
Council approval of the change order to
PP g
uled for 1998.
complete the work will be sought on
August 11. A great deal of work has been
Requests for proposals to provide
invested on behalf of the facilities' users to
professional services associated with the
get this project off the ground.
special park election projects are being
mailed this week and next. City Council
The Park and Recreation Commission will
to approve at your first meeting in Sept.
be holding a public meeting to review a
Administration
Public Safety Department
City Picnic- The summer picnic
Historical Society in keeping historical
appeared to be a success albeit having
records of the city's past. We loaned 2
The annual grant application for the
to be rescheduled to the Rec Center due
older file cabinets for record keeping and
Southwest Metro Drug Task, of which
to threatening storms.
are working on the history display in Old
Chanhassen is a member, is due. The
Village Hall.
resolution authorizing us to continue
I did contact the Hennepin Co. Engi-
will be on the next council agenda.
neer, Jim Grube, and he has assured me
Fall newsletter is in process and should be
that a meeting between the four
out by August 18.
Local drug lab seized by the Drug Task
engineers and the two city councils will
Force last week is an example of
occur prior to the end of August.
One of my fish died.
activity occurring in the area.
The Postal Agreement has been signed
Finance Department
"No Wake 100' from Shore" signs
and returned to them.
Updated revenue and expenditure budget
posted last week. A meeting is
reports will be included in the next city
scheduled with the DNR this week.
The City Council will be receiving
council packet.
a confidential memo from the city
attorney's office.
Todd Christopherson will also submit an
updated budget report on the city hall
City staff is working with the
expansion.
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