HomeMy WebLinkAbout1997-03-10 BRAA Preliminary Report on Water & Sewer Extensions West Hwy 5 Study Area •
• Bonestroo, Rosene, Ander lik and Associates, lean Affirmative Action /Equal Opportunity Employer
Bonestroo P P
Princi als. Otto G. Bonestroo, PE •Jose Joseph C. Anderlik, P.E. • Marvin L. Sorvala, P.E. •
Richard E. Turner, P.E. • Glenn R. Cook, P.E. • Thomas E. Noyes, RE. • Robert G. Schunicht, P.E. •
Rosene Jerry A. Bourdon, P.E. • Robert W. Rosene, P.E. and Susan M. Eberlin, C.P.A., Senior Consultants
Associate Principals: Howard A. Sanford, P.E. • Keith A. Gordon, P.E. • Robert R. Pfefferle, PE. •
Anderlik Richard W. Foster, P.E. • David O. Loskota, P.E. • Robert C. Russek, A.I.A. • Mark A. Hanson, P.E. •
Michael T. Rautmann, P.E. • Ted K.Field, P.E. • Kenneth P Anderson, PE. • Mark R. Rolfs, P.E. •
A ssociates Sidney P Williamson, P.E., L.S. • Robert F. Kotsmith
Offices: St. Paul, Rochester, Willmar and St. Cloud, MN • Mequon, WI
Engineers & Architects
A2r2 n iverwar 7 I
1 9 6 1996
PRELIMINARY REPORT
ON
WATER AND SEWER EXTENSIONS
WEST HIGHWAY NO. 5 STUDY AREA
FILE NO. 55136
OAK PARK HEIGHTS, MINNESOTA
March 10 1997
Introduction
The City of Oak Park Heights has been requested to study the feasibility of extending
public water and sewer service to an undeveloped parcel lying west of Highway No. 5 and south
of 55 Street known as the Screaton property. The request also included a potential Ryder bus
terminal which may be located in the Kern Center also lying west of Highway No 5.
Rather than a random study of individual parcels, it is appropriate to investigate the
feasibility and/or limitations of serving all of that portion of Baytown Township lying west of
Highway No. 5. Therefore, this study does include the basic utility layout, capacity analysis, and
cost allocation for the entire area as outlined on Figure 1.
Required Improvements
A 12 -inch diameter water main exists on 58 Street approximately 500 feet east of
Highway 5. This main has sufficient capacity to serve the study area and can be extended
westerly by jacking under the highway and then terminated at Memorial Avenue. The water
main would then continue with an 8 -inch diameter pipe along Memorial Avenue to 55 Street.
All other mains to serve development that occurs would be six inches in diameter all equipped
with the necessary valves and hydrants for operation, control, and fire protection. At some future
date, considerations could be given to providing a looped system in the vicinity of Highway 36,
which is about the only opportunity available for looping.
2335 West Highway 36 • St. Paul, MN 55113-3898 • 612 - 636-4600
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Very little of the study area can be served by gravity to the existing sewer main on 58
Street. Therefore, it is proposed that all sewage generated and collected be pumped to the
existing sewer. It would be possible to direct all sewage to a single pumping station located near
the wetland at the southwest corner of the Screaton property as shown on Figure 1. However,
because this would represent a large capital commitment to initiate a sewer system in this area, it
is proposed that two pumping facilities be considered. This recommendation will also be driven
by capacity limitations which will be discussed in a subsequent section of this report.
It is proposed that a sewage pumping station be constructed at the southwest corner of
Highway No. 5 and 55 Street with discharge through a force main parallel to Highway 5 and
then along 58 Street to the existing sewer main. This facility could serve the Kern Center and
all of the upland portion of the Screaton parcel plus the church and other structures along
Highway 5. If development of the low land around the wetland in the southwest corner of the
study area and/or the residential land west of the Kern Center would occur, a second small lift
station would be required with discharge to the 55 Street system.
Land Use and Sewage Flow
The study area contains the Kern Center which has a variety of uses but for the most part
are low wastewater generators because of the on -site disposal systems. This type of land use,
which would include the proposed Ryder facility, should be encouraged. If public sewer service
is provided to the area, the new land uses must be monitored to assure that the flow assumptions
are not exceeded.
The land west of the Kern Center is separated from the industrial-type land use by
wetlands and a large ravine. This land is heavily wooded and has many hills and depressions and
wetlands. Because of these topographic features, existing homes, and parcel boundaries, the land
use will probably always be very low density, single - family residential.
For the purposes of this report, it is assumed that the land south of 55 Street would be
residential with approximately 17 acres immediately south of the Kern Center being medium
density with 6 units per acre. The balance of the land to 50 Street would be low- density, single -
family residential development.
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If public utilities are provided to the area and the land is developed with the uses
described above, the sewage flow that would be generated is shown in the following tabulation:
Location Area Flow Rate Average Flow
Kern Center 90.0 ac 500 gal/ac /day 45,000 gpd
NW Residential 58.0 ac 1.5 unit/ac @ 240 gpupd 20,880 gpd
Screaton MD 17.0 ac 6 unit/ac @ 200 gpupd 20,400 gpd
Screaton LD 32.0 ac 2 unit/ac @ 240 gpupd 15,360 gpd
Church Site 2.7 ac 1 unit/ac @ 240 gpupd 650 gpd
Existing Site 4.2 ac 1 unit/ac @ 240 gpupd 1,010 gpd
Corner Site 1.0 ac 1 unit/ac @ 240 gpupd 240 gpd
South LD 30.1 ac 2.5 unit/ac @ 240 gpupd 18,060 gpd
Totals 235.0 ac 121,600 gpd
It should be noted that the average capacity available in the 8 -inch diameter sewer on 58
Street is 125,000 gallons per day. Currently, this sewer receives flow from the Senior High
School which has an average daily flow of 45,000 gallons. Obviously, it is not possible to serve
all of the study area west of Highway No. 5. The next step in the study process is to determine
where and how much excess capacity is available in the existing sewer system. Then it will be
necessary to determine development alternatives for the study area.
Existing Sewer System Analysis
In 1991, the City of Oak Park Heights initiated the installation of sanitary sewer to serve
a portion of the area which had been recently annexed. The initial project provided water and
sewer service to the existing business sites along the Highway 36 south frontage road at
Washington Avenue. This project included the installation of a sewage pumping station which
would ultimately serve the proposed senior high school and other developments which would
occur in Oak Park Heights east of Highway 5. Some additional capacity was included in the
system to provide some service to the industrial park site west of Highway No. 5 known as the
Kern Center. In 1993, water and sewer lines were extended to the Stillwater Area Senior High
School along the alignment of the now existing 58 Street. These mains were terminated on 58
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Street approximately 500 feet east of Highway No. 5. Again, limited capacity was available in
the sanitary sewer main for service to additional property west of Highway 5.
An analysis has been made of the various components of the sewer system to predict
probable flows from the City of Oak Park Heights to determine capacity availability for an
expanded service area. This analysis is contained in Appendix A which is attached to this report.
The analysis shows that there is only 45,000 gallons of average daily flow available in the
existing sanitary sewer on 58 Street if it is utilized by the property now referred to as the
Rainbow site or Brackey West Addition and the Stillwater Ford property. However, an average
daily flow of 80,000 gallons per day could be accommodated if the developing area were served
from the east. The analysis shows that approximately 80,000 gallons per day of average flow is
also available in the 12 -inch diameter trunk line and the sewage pumping station. The available
capacity in the pumping station assumes that approximately 75 lots on the Haase property west
of River Hills will be served through the River Hills system to fully utilize the existing pumping
station in Swager Brothers 9 Addition.
A cost analysis contained in a subsequent section of this report shows that there is almost
no additional cost involved in serving the Rainbow and Ford areas to the east to make available
80,000 gallons per day of average flows for the study area.
Land Use Restrictions
Because of existing capacity limitations, all of the study area cannot be provided with
sanitary sewer service. With all of the physical constraints that exist with the property west of
the Kern Center, it is reasonable to assume that this land may never be served with sanitary
sewer. Any further development in the area would be single - family homes on large estate -type
lots with individual wells and on -site sewage systems. Therefore, it is recommended that no
sanitary sewer capacity be reserved for this property.
Utilizing the density and sewage flow restrictions outlined in this report it would be
possible to serve all of the Screaton property and Kern Center with public utilities. As an
alternative, all of the residential land between 50 Street and 55 Street can be served plus 55
percent of Kern Center. Other alternatives are probably not practical because of the need for a
second lift station which will be required to go beyond the Screaton uplands.
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Cost Estimates
Detailed cost estimates have been prepared for the construction of public utilities to
generally serve the study area and are included as Appendix B of this report. All costs are based
on unit prices anticipated for the 1997 construction season and include a 25 percent allowance
for engineering, administrative fees, and financing. No costs are included for capitalized interest
during the construction period and before assessments are levied. A summary of costs for the
first phase of service is shown below.
Item Estimated Cost
Sanitary Sewer $138,300.00
Lift Station and Force Main 160,200.00
Water Main 108,000.00
Trunk Water Main 74,400.00
TOTAL PROJECT COST $480,900.00
Additional costs to those shown above will be incurred for service lines and any internal
systems required for the residential development south of 55 Street. If the additional residential
land to 50 Street is to be served with sanitary sewer, another lift station with related force main
will have to be constructed at an estimated cost of $99,700.00
Service to the study area is predicated on providing sanitary sewer service for the
Rainbow and Stillwater Ford properties to the east rather than by connection to the existing
sewer on 58 Street. Any additional cost to make this capacity available should also be borne by
the study area. Detailed cost estimates have also been prepared for these design alternatives and
are shown in Appendix C. A summary of the results of this cost comparison is shown in the
following tabulation.
Original Design
Brackey Addition $49,700.00
Brackey West Addition 61,100.00
Total Estimated Cost $110,800.00
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Alternative Design
Brackey Addition $53,400.00
Brackey West Addition 64,400.00
Total Estimated Cost $115,800.00
The tabulation shows that an estimated $5,000.00 of additional cost will be incurred to
provide capacity in the 58 Street sanitary sewer for the study area. This cost must be added to
the area west of Highway No. 5 and credited to the area east of Highway No. 5.
Cost Allocation
The public improvements described above with costs shown in Appendix B provide
direct lateral benefit to the Kern Center lying south of 58 Street and provide trunk sanitary
sewer and trunk water service to this 55 acres of the Kern Center plus are additional 32 acres of
the Screaton site. If the second lift station and force main is constructed, it would serve an
additional 55 acres of low- density residential property to 5e Street.
For the purposes of this report, it is recommended that all lateral benefit be assigned to
the abutting parcels on a front - footage basis and all trunk facilities be assigned to the property
served on an area basis. This allocation of cost is shown in the following computations.
Item Computation Allocation
Lateral Sanitary Sewer $138,300.00 - 4,476 ft. = $31.00 / front foot
Lateral Water Main $108,000.00 = 4,476 ft. = $24.00 / front foot
Lift Station & Force Main #1 $160,200.00 = 87 acres = $1,840.00 / acre
Lift Station & Force Main #2 $ 99,700.00 _ 55 acres = $1,815.00 / acre
Capacity Reservation $ 5,000.00 = 142 acres = $35.00 / acre
If the sanitary sewer area charge is established at $1,900.00 per acre, the assessments for
the first phase of development would be identical to the estimated cost. At the present time, the
sanitary sewer area charge in the City of Oak Park Heights is $2,310.00 per acre for
commercial/industrial land and $1,590.00 per acre for residential property plus $180.00 per
developed dwelling unit. The current rates will generate slightly more revenue than the
estimated expenditure. However, to maintain uniformity throughout the City, the current rates
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are recommended with any surplus revenue to be used for future capital improvements or
maintenance expenses.
It is further recommended that the existing waterworks area charge also be applied to the
study to assure payment of its proportional share of the trunk water mains, wells, and storage
facilities. This charge is $4,010.00 per acre for commercial/industrial land and $2,110.00 per
acre for residential land plus $475.00 for each dwelling unit connected to the system.
The front footage charge for lateral sanitary sewer and water mains derived above is very
typical of costs and charges being experienced in other developments in the City of Oak Park
Heights.
Conclusions and Recommendations
As a result of the study undertaken, it can be concluded that construction of sanitary
sewer and water main to serve a portion of that part of Baytown Township which is west of
Highway No. 5, is feasible with costs being similar to other developing areas in the City of Oak
Park Heights. It is further concluded that limitations in sanitary sewer capacity prevent
extension of municipal services to the area lying west of Kern Center and north of 55 th Street.
This limitation will also require careful control over residential land use densities and type of
uses allowed in the Kern Center so as not to overload existing downstream facilities. To
maximize the utilization of all existing components of the sanitary sewer system, 75 additional
single - family lots should be served through the River Hills system, and the developing area in
the vicinity of the Rainbow Foods site must be served with a main which directs flow away from
the 58 Street sewer.
The project is necessary to allow for development to occur west of Highway No. 5 to
normal urban densities. It will also allow for the continuation of development in the Kern Center
in a manner which better protects the environment as it relates to wastewater disposal. Because
of the proximity of the existing utilities and other public facilities which are in place, the
improvements are cost effective.
It is recommended that this report be used as a guide for the layout and design of the
public improvements to provide public utilities to serve that part of Baytown Township lying
west of Highway No. 5. It is also recommended that the cost allocation method by adopted if the
improvements are to proceed.
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Copies of this report should be distributed to the various property owners in the study
area so that they can evaluate the cost and desirability of having public utilities extended into the
area for future development activities and ultimate replacement of on -site systems.
I hereby certify that this plan, specification,
or 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.
,cogy 6.4f 4
Josep h C. Anderlik
Date: March 11, 1997 Registration No. 6971
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APPENDIX A
Oak Park Heights, Minnesota
Available Capability
Capacity Restrictions
58 Street Sanitary Sewer
Maximum Capacity - 8" @ 0.40% = 500,000 gpd
Probable Flows:
Rainbow Area 29.5 acres @ 1,000 gpapd 29,500 gpd
Stillwater Ford 12.0 acres @ 500 gpapd 6,000 gpd
Senior High School 45,000 gad
Average Daily Flow 80,500 gpd
Maximum Average
Pipe Capacity 500,000 gpd 125,000 gpd
Probable Flow 322,000 gpd 80,500 gpd
Average Capacity 178,000 gpd 44,500 gpd
60 Street Sanitary Sewer
Maximum Capacity - 12" @ 0.16% = 900,000 gpd
Probable Flows:
Rainbow Area 29.5 acres @ 1,000 gpapd 29,500 gpd
Stillwater Ford 12.0 acres @ 500 gpapd 6,000 gpd
Senior High School 45,000 gpd
Menards 12.0 acres @ 500 gpapd 6,000 gpd
Brackey West 22.0 acres @ 1,000 gpapd 22,000 gpd
Brackey East 28.0 acres @ 1,000 gpapd 28,000 gpd
Autumn Ridge 77 lots @ 240 gpupd 18,500 gpd
Haase South 75 lots @ 240 gpupd 18,000 gnd
Average Daily Flow 173,000 gpd
Maximum Average
Pipe Capacity 900,000 gpd 250,000 gpd
Probable Flow 622,800 gpd 173,000 gad
Average Capacity 277,200 gpd 77,000 gpd
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Kreuger Lift Station
Maximum Capacity = 700 gpm = 1,008,000 gpd
Probable Flows:
Rainbow Area 29.5 acres @ 1,000 gpapd 29,500 gpd
Stillwater Ford 12.0 acres @ 500 gpapd 6,000 gpd
Senior High School 45,000 gpd
Menards 12.0 acres @ 500 gpapd 6,000 gpd
Brackey West 22.0 acres @ 1,000 gpapd 22,000 gpd
Brackey East 28.0 acres @ 1,000 gpapd 28,000 gpd
Autumn Ridge 77 lots @ 240 gpupd 18,500 gpd
Haase South 75 lots @ 240 gpupd 18,000 gpd
Walmart Area 27.5 acres @ 500 gpapd 13,800 gpd
Haase North 22.0 acres @ 1,000 gpapd 22,000 gpd
Average Daily Flow 208,000 gpd
Maximum Average
Pipe Capacity 1,008,000 gpd 288,000 gpd
Probable Flow 793,000 gpd 208,800 gpd
Average Capacity 215,000 gpd 79,200 gpd
58 Street Sanitary Sewer
Maximum Capacity — 8" @ 0.40% = 500,000 gpd
Probable Flows — Divert Brackey West
Senior High School 45,000 gpd
Average Daily Flow 45,000 gpd
Maximum Average
Pipe Capacity 500,000 gpd 125,000 gpd
Probable Flow 180,000 gpd 45,000 gpd
Average Capacity 320,000 gpd 80,000 gpd
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APPENDIX B
Highway 5 West Utility Study
Cost Estimates
Sanitary Sewer
Memorial Avenue
1,175 Lin. ft. 8" P.V.C., SDR -35, 10' — 12' deep in pl. @ 16.00 $18,800.00
125 Lin. ft. 8" P.V.C., SDR -35, 12' — 14' deep in pl. @ 18.00 2,250.00
65 Lin. ft. 8" P.V.C., SDR -26, 12' — 14' deep in pl. @ 20.00 1,300.00
140 Lin. ft. 8" P.V.C., SDR -26, 14' — 16' deep in pl. @ 22.00 3,080.00
140 Lin. ft. 8" P.V.C., SDR -26, 16' — 18' deep in pl. @ 24.00 3,360.00
180 Lin. ft. 8" P.V.C., SDR -26, 18' — 20' deep in pl. @ 26.00 4,680.00
210 Lin. ft. 8" P.V.C., SDR -26, 20' — 22' deep in pl. @ 28.00 5,880.00
6 Each Std. 4' diam. MH, 8' deep w/ cstg in pl. @ 1,200.00 7,200.00
24 Lin. ft. Manhole depth greater than 8' deep @ 100.00 2,400.00
13 Each 8" x 4" P.V.C., SDR -35 wye branch in pl. @ 50.00 650.00
6 Each 8" x 4' P.V.C., SDR -26 wye branch in pl. @ 60.00 360.00
38 Lin. ft. 4" P.V.C. Schedule 40 rider in pl. @ 15.00 570.00
2,025 Lin. ft. Television inspection of 8" sewer @ 1.00 2,025.00
2,000 Lin. ft. Improved pipe fdn mtl, 6" thick in p1. @ 2.00 4,000.00
80 Lin. ft. Remove and replace driveway culvert @ 10.00 80.00
2 Each Patch existing driveways @ 750.00 1,500.00
Lump Sum Clear & grub trees 1,000.00
Lump Sum Cross end of existing triple culvert 1,000.00
3,800 Sq. yd. Sodding of drainage ditch @ 2.50 9,500.00
2 Acres Seeding w/ mulch anchored in pl. @ 2,400.00 4,800.00
400 Lin. ft. Hay bale diversion in pl. @ 3.00 1,200.00
Estimated Construction Cost $75,355.00
25% Engr., Fiscal, & Admin. 18 845.00
TOTAL MEMORIAL AVE. SAN. SEWER $94,200.00
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55 Street — Memorial to Lift Station
25 Lin. ft. 8" P.V.C., SDR -26, 18' — 20' deep in p1. @ 26.00 $650.00
560 Lin. ft. 8" P.V.C., SDR -26, 20' — 22' deep in pl. @ 28.00 15,680.00
3 Each Std. 4' diam. MH, 8' deep w/ cstg in pl. @ 1,700 3,600.00
40 Lin. ft. Manhole depth greater than 8' deep @ 100.00 4,000.00
1 Each 8" x 4" P.V.C., SDR -26 wye branch in pl. @ 60.00 60.00
10 Lin. ft. 4" P.V.C., Schedule 40 riser in pl. @ 15.00 150.00
575 Lin. ft. Television inspection of 8" sewer @ 1.00 575.00
600 Lin. ft. Improved pipe fdn mtl., 6" thick in pl. @ 2.00 1,200.00
500 Cu. yd Core excavation @ 4.50 2,250.00
900 Ton Class 5 gravel base in pl. @ 6.00 5,400.00
0.5 Acres Seeding w/ mulch anchored in pl. @ 2,400.00 1,200.00
Lump Sum Clearing & grubbing 500.00
Estimated Construction Cost $35,265.00
25% Engr., Fiscal, & Admin. 8,835.00
TOTAL 55 ST. SANITARY SEWER (EAST) $44,100.00
Lift Station and Force Main No. 1
1 Each 200 GPM duplex submersible lift sta. in pl. @ 80,000.00 $80,000.00
2,240 Lin. ft. 6" D.I.P., Class 52, 7 /' cover in p1. @ 13.00 29,120.00
80 Lin. ft. 6" D.I.P., jacked in pl. w/ 24" carrier @ 150.00 12,000.00
325 Lbs. D.I. fittings in pl. @ 1.00 325.00
1 Each Cut -in to existing manhole @ 200.00 200.00
Lump Sum Driveway patching at cut -in 500.00
2.5 Acres Seeding w/ mulch anchored in pl. @ 2,400.00 6,000.00
Estimated Construction Cost $128,145.00
25% Engr., Fiscal, & Admin. 32,055.00
TOTAL LIFT STATION & FORCE MAIN $160,200.00
Lift Station and Force Main No. 2
1 Each 100 GPM duplex submersible lift sta. in pl. @ 70,000.00 $70,000.00
950 Lin. ft. 4" D.I.P., Class 52, 7 cover in pl. @ 10.00 9,500.00
225 Lbs. D.I. fittings in pl. @ 1.00 225.00
Estimated Construction Cost $79,725.00
25% Engr., Fiscal, & Admin. 19,975.00
TOTAL LIFT STATION & FORCE MAIN $99,700.00
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Water Main
58 Street
1,345 Lin. ft. 12" D.I.P., Class 52, 7 Pi' cover in pl. @ 25.00 $33,625.00
80 Lin. ft. 12" D.I.P., jacked w/ 24" carrier in p1. @ 160.00 12,800.00
40 Lin. ft. 8" D.I.P., Class 52, 7'/z' cover in pl. @ 17.00 680.00
30 Lin. ft. 6" D.I.P., Class 52, 7 �h'cover in pl. @ 13.00 390.00
1 Each 12" butterfly valve and box in pl. @ 1,000.00 1,000.00
1 Each 8" gate valve and box in pl. @ 600.00 600.00
1 Each 6" gate valve and box in pl. @ 400.00 400.00
1 Each 5" valve hydrant in pl. @ 1,200.00 1,200.00
2,350 Lbs. D.I. fittings in pl. @ 1.00 2,350.00
1 Each Cut -in to existing 12" D.I.P @ 500.00 500.00
1,400 Lin. ft. Improved pipe fdn mtl., 6" thick in pl. @ 1.00 1,400.00
Lump Sum Patch Memorial Avenue crossing 1,000.00
1.5 Acres Seeding w/ mulch anchored in p1. @ 2,400.00 3,600.00
Estimated Construction Cost $59,545.00
25% Engr., Fiscal, & Admin. 14,855.00
TOTAL 58 STREET WATER MAIN $74,400.00
Memorial Avenue
2,220 Lin. ft. 8" D.I.P., class 52, 7 1' cover in pl. @ 17.00 $37,740.00
70 Lin. ft. 6" D.I.P., Class 52, 7'/' cover in pl. @ 13.00 910.00
2 Each 8" gate valve and box in pl. @ 600.00 1,200.00
6 Each 6" gate valve and box in pl. @ 400.00 2,400.00
5 Each 5" valve hydrant in pl. @ 1,200.0 6,000.00
2,690 Lbs. D.I. fittings in pl. @ 1.00 2,690.00
2,300 Lin. ft. Improved pipe fdn mtl., 6" thick in pl. @ 1.00 2,300.00
120 Lin. ft. Remove and replace driveway culverts @ 10.00 1,200.00
3 Each Patch existing driveways @ 750.00 2,250.00
Lump Sum Cross end of existing triple culvert 1,000.00
3,800 Sq. yd. Sodding of drainage ditch 2 2.50 9,500.00
1.5 Acres Seeding w/ mulch anchored in pl. @ 2,400.00 3,600.00
400 Lin. ft. Hay bale diversion in pl. @ 3.00 1.200.00
Estimated Construction Cost $71,990.00
25% Engr., Fiscal, & Admin. 18 010.00
TOTAL MEMORIAL AVE. WATER MAIN $90,000.00
•
55 Street — Memorial to Lift Station
680 Lin. ft. 6" D.I.P., Class 52, 7 1' cover in pl. @ 13.00 $8,840.00
4 Each 6" gate valve and box in pl. @ 400.00 1,600.00
2 Each 5" valve hydrant in p1. @ 1,200.00 2,400.00
865 Lbs. D.I. fittings in p1. @ 1.00 865.00
700 Lin. ft. Improved pipe fdn mtl., 6" thick in p1. @ 1.00 700.00
Estimated Construction Cost $14,405.00
25% Engr., Fiscal, & Admin. 3,595.00
TOTAL 55 ST. WATER MAIN (EAST) $18,000.00
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APPENDIX C
Oak Park Heights Capacity Allocation
Alternate Design Costs
Brackey Addition
150 Lin. ft. 8" P.V.C., SDR -35, 0' — 8' deep in pl. @ 14.00 $2,100.00
280 Lin. ft. 8" P.V.C., SDR -35, 8' — 10' deep in pl. @ 15.00 4,200.00
390 Lin. ft. 8" P.V.C., SDR -35, 10' — 12' deep in pl. @ 16.00 6,240.00
260 Lin. ft. 8" P.V.C., SDR -35, 12' — 14' deep in pl. @ 18.00 4,680.00
535 Lin. ft. 8" P.V.C., SDR -35, 14' — 16' deep in pl. @ 20.00 10,700.00
7 Each Std. 4' diam. MH, 8' deep w/ cstg in pl. @ 1,200.00 8,400.00
34 Lin. ft. Manhole depth greater than 8' deep @ 100.00 3,400.00
Estimated Construction Cost $39,720.00
25% Engr., Fiscal, & Admin. 9,980.00
TOTAL BRACKEY ADDITION $49,700.00
Brackey Addition — Alternate Design
150 Lin. ft. 8" P.V.C., SDR -35, 0' — 8' deep in p1. @ 14.00 $2,100.00
275 Lin. ft. 8" P.V.C., SDR -35, 8' — 10' deep in pl. @ 15.00 4,125.00
330 Lin. ft. 8" P.V.C., SDR -35, 10' — 12' deep in pl. @ 16.00 5,280.00
60 Lin. ft. 8" P.V.C., SDR -35, 12' — 14' deep in pl. @ 18.00 1,080.00
5 Lin. ft. 8" P.V.C., SDR -26, 8' — 10' deep in pl. @ 17.00 85.00
10 Lin. ft. 8" P.V.C., SDR -26, 10' — 12' deep in pl. @ 18.00 180.00
10 Lin. ft. 8" P.V.C., SDR -26, 12' — 14' deep in pl. @ 20.00 200.00
90 Lin. ft. 8" P.V.C., SDR -26, 14' — 16' deep in pl. @ 22.00 1,980.00
180 Lin. ft. 8" P.V.C., SDR -26, 16' — 18' deep in pl. @ 24.00 4,320.00
505 Lin. ft. 8" P.V.C., SDR -26, 18' — 20' deep in pl. @ 26.00 13,130.00
6 Each Std. 8' diam. MH, 8' deep w/ cstg in pl. @ 1,200.00 7,200.00
35 Lin. ft. Manhole depth greater than 8' deep @ 100.00 3,500.00
Estimated Construction Cost $43,180.00
25% Engr., Fiscal, & Admin. 10,220.00
TOTAL BRACKEY ADDITION — ALT. $53,400.00
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Brackey West Addition
1,275 Lin. ft. 8" P.V.C., SDR -35, 10' — 12' deep in pl. @ 16.00 $20,400.00
7 Each Std. 4' diam. MH, 8' deep w/ cstg in pl. @ 1,200.00 8,400.00
18 Lin. ft. Manhole depth greater than 8' deep @ 100.00 1,800.00
135 Lin. ft. 6" P.V.C., Schedule 40, variable depth @ 20.00 2,700.00
60 Lin. ft. 6" P.V.C., jacked w/ 18" carrier in pl. @ 140.00 8,400.00
1 Each Cut -in to existing manhole @ 2,000.00 2,000.00
1 Each Connect to existing 8" stub 2 200.00 200.00
Lump Sum Surface patch at sewer connection 500.00
1,510 Lin. ft. Television inspection of sewer @ 1.00 1,510.00
1,500 Lin. ft. Improved piPe fdn mtl., 6" thick in pl. @ 2.00 3.000.00
Estimated Construction Cost $48,910.00
25% Engr., Fiscal, & Admin. 12390.00
TOTAL BRACKEY WEST ADDITION $61,100.00
Brackey West Addition — Alternate Design
170 Lin. ft. 8" P.V.C., SDR -35, 8' — 10' deep in pl. @ 15.00 $2,550.00
220 Lin. ft. 8" P.V.C., SDR -35, 10' — 12' deep in pl. @ 16.00 3,520.00
240 Lin. ft. 8" P.V.C., SDR -35, 12' — 14' deep in pl. @ 18.00 4,320.00
175 Lin. ft. 8" P.V.C., SDR -35, 14' — 16' deep in pl. @ 20.00 3,500.00
135 Lin. ft. 8" P.V.C., SDR -26, 14' — 16' deep in pl. @ 22.00 2,970.00
465 Lin. ft. 8" P.V.C., SDR -26, 16' — 18' deep in pl. @ 24.00 11,160.00
200 Lin. ft. 8" P.V.C., SDR -26, 18' — 20' deep in pl. @ 26.00 5,200.00
6 Each Std. 4' diam. MH, 8' deep w/ cstg in pl. @ 1,200.00 7,200.00
31 Lin. ft. Manhole depth greater than 8' deep @ 100.00 3,100.00
1 Each 8" x 6" P.V.C., SDR -26 wye branch in pl. @ 80.00 80.00
1,725 Lin. ft. Television inspection of sewer @ 1.00 1,725.00
1,700 Lin. ft. Improved pipe fdn mtl., 6" thick in pl. @ 2.00 3,400.00
0.5 Acre Add'l seeding w/ mulch anchored in pl. @ 2,400.00 1,200.00
Estimated Construction Cost $49,925.00
25% Engr., Fiscal, & Admin. 12 475.00
TOTAL BRACKEY WEST ADDITION - ALT. $62,400.00
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