HomeMy WebLinkAbout05(H) - Accept Feasibility Report and Schedule Public Hearing - Fish Point Road Phase 2 Improvement Project (CP TRN22-000001) Report
FEASIBILITY REPORT
FISH POINT ROAD (CSAH 44 TO TH 13)
RECONSTRUCTION PROJECT – PHASE 2
CITY OF PRIOR LAKE | SCOTT COUNTY, MINNESOTA
JANUARY 3, 2022
Prepared for:
City of Prior Lake
4646 Dakota Street SE
Prior Lake, MN 55372
CITY PROJECT NO. 2023-01
WSB PROJECT NO. 013977-000
FEASIBILITY REPORT
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project Phase 2
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000
FISH POINT ROAD (CSAH 44 TO TH 13)
RECONSTRUCTION PROJECT – PHASE 2
CITY PROJECT NO. 2023-01
FOR THE
CITY OF PRIOR LAKE, MN
January 3, 2022
Prepared By:
701 XENIA AVENUE S | SUITE 300 | MINNEAPOLIS, MN | 55416 | 763.541.4800 | WSBENG.COM January 3, 2022
Honorable Mayor and City Council
City of Prior Lake
4545 Dakota Street SE
Prior Lake, MN 55372
Re: Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project Phase 2
City of Prior Lake Project No. 2023-01
WSB Project No. R-013977-000
Dear Honorable Mayor and City Council Members:
Transmitted herewith for your review is a feasibility report which addresses improvements
associated with the Fish Point Road (CSAH 44 to TH 13) Reconstruction Project Phase 2.
We would be happy to discuss this report with you at your convenience. Please contact me at
952.737.4675 if you have any questions or concerns.
Sincerely,
WSB
Monica Heil, PE
Project Manager
Attachment
CERTIFICATION
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project Phase 2
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000
I hereby certify that this plan, specification, or report was prepared by me
or under my direct supervision and that I am a duly licensed professional
engineer under the laws of the State of Minnesota.
Monica Heil, PE
Date: January 3, 2022 Lic. No. 47497
Quality Control Review Completed By:
Adam Gadbois, PE
Date: January 3, 2022 Lic. No. 54787
TABLE OF CONTENTS
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000
TITLE SHEET
LETTER OF TRANSMITTAL
CERTIFICATION SHEET
TABLE OF CONTENTS
1. EXECUTIVE SUMMARY ................................................................................................. 1
2. INTRODUCTION ............................................................................................................. 2
2.1 Authorization ........................................................................................................ 2
2.2 Scope .................................................................................................................. 2
2.3 Data Available ...................................................................................................... 2
2.4 Background .......................................................................................................... 2
3. EXISTING CONDITIONS ................................................................................................ 3
3.1 Surface ................................................................................................................ 3
3.2 Public Utilities ...................................................................................................... 3
3.2.1 Storm Sewer and Drainage ...................................................................... 3
3.2.2 Sanitary Sewer ......................................................................................... 4
3.2.3 Watermain ................................................................................................ 4
3.3 Street Lighting ...................................................................................................... 4
3.4 Sidewalks ............................................................................................................ 4
3.5 Private Utilities ..................................................................................................... 4
4. PROPOSED IMPROVEMENTS ...................................................................................... 5
4.1 Streets ................................................................................................................. 5
4.1.1 Right-Of-Way ........................................................................................... 5
4.1.2 Retaining Walls ........................................................................................ 5
4.2 Public Utilities ...................................................................................................... 6
4.2.1 Storm Sewer and Drainage ...................................................................... 6
4.2.2 Sanitary Sewer ......................................................................................... 6
4.2.3 Watermain ................................................................................................ 6
4.3 Street Lighting ...................................................................................................... 6
4.4 Sidewalks ............................................................................................................ 7
4.5 Intersection Improvements ................................................................................... 7
4.6 Permits/Approvals ................................................................................................ 8
4.7 Construction Access/Staging ............................................................................... 8
4.8 Public Involvement ............................................................................................... 8
5. FINANCING .................................................................................................................... 9
5.1 Opinion of Probable Cost ..................................................................................... 9
5.2 Funding .............................................................................................................. 10
5.3 Preliminary Assessment Roll ............................................................................. 10
6. PROJECT SCHEDULE ................................................................................................. 11
7. FEASIBILITY AND RECOMMENDATION .................................................................... 12
Appendix A
Figure 1 – Project Location Map
Typical Sections
TABLE OF CONTENTS (continued)
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project Phase 2
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000
Appendix B
Geotechnical Report
Appendix C
Phase 2 Opinion of Probable Cost
Appendix D
Assessment Map
Phase 2 Preliminary Assessment Roll
Appendix E
January 23, 2020 Neighborhood Meeting Minutes
August 5, 2020 On-Site Property Owner Meeting Notes
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000 1
1. EXECUTIVE SUMMARY
Phase 2 of the Fish Point Road (CSAH 44 to TH 13) Reconstruction Project includes the reconstruction of
Fish Point Road SE from 160th Street SE (CSAH 44) to MnDOT Trunk Highway 13 (TH 13). Phase 1 of
the project was completed in 2021 and included the reconstruction of the local streets that access Fish
Point Road SE in this area. These streets include: Hidden Oaks Circle SE, Timberview Street SE, Millers
Circle SE, Glory Circle SE, Timber Trail SE, and Omega Trail SE. This feasibility report will cover Phase
2 of the Fish Point Road Reconstruction Project.
The reconstruction of the Fish Point Road corridor and underlying utilities is identified in the City’s Capital
Improvement Plan (CIP) for construction in 2023.
Roadway reconstruction, consisting of removal of the existing bituminous pavement, subgrade correction,
replacement of concrete curb and gutter, and new bituminous pavement is proposed for Fish Point Road
from 160th Street SE (CSAH 44) to MnDOT Trunk Highway 13 (TH 13), which is approximately 3,480 feet
(0.66 miles). The sidewalk along Fish Point Road SE is also proposed to be replaced with this project.
Existing public retaining walls within the project area will be replaced in conjunction with the public
improvements.
A map showing the project location can be found on Figure 1 in Appendix A.
Replacing portions of the City’s deteriorating utility infrastructure in conjunction with the proposed street
improvements provides an opportunity to minimize the replacement costs and traffic disruptions
associated with the work. Proposed utility improvements include the following:
▪ Installation of new watermain
▪ Replacement of hydrants, gate valves, and utility services
▪ Installation of new storm sewer to improve overall drainage and meet State Aid design standards
along Fish Point Road
▪ Replacement of vitrified clay pipe (VCP) sanitary sewer pipe
Traffic improvements are also proposed to Fish Point Road:
▪ Intersection improvements at Fish Point Road and TH 13 to facilitate the construction of
dedicated turn lanes for northbound and southbound traffic onto TH 13 from northbound Fish
Point Road, and a dedicated through lane for southbound traffic onto Fish Point Road from TH 13
▪ Modification of ingress and egress points to Twin Oaks Middle School
The proposed improvement cost for reconstructing Fish Point Road in 2023 is estimated to be
$5,998,000.00. These estimates include a 10% contingency and 28% indirect costs. Funding for the
project will be provided through assessments to benefiting properties, tax levy , State Aid funds, and
various City funds.
Reconstruction of Fish Point Road is scheduled to begin in the spring of 2023, with substantial completion
scheduled for September 2023. The final wear course will also be in the fall of 2023. This project is
feasible, necessary, and cost-effective from an engineering standpoint and should be constructed as
proposed herein.
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000 2
2. INTRODUCTION
2.1 Authorization
On August 19, 2019, the City of Prior Lake City Council authorized the preparation of a feasibility report
for the Fish Point Road (CSAH 44 to TH 13) Reconstruction Project in Resolution 19-095. This project
has been designated City Project No. TRN 20-000001. The feasibility report focusing on Phase 1 of the
project was prepared and accepted by the City Council on September 21, 2020. This feasibility report
update pertains to Phase 2 and is provided as a supplement to the original feasibility report.
2.2 Scope
This report investigates the feasibility of proposed improvements to street and utilities identified within the
City’s Capital Improvement Plan. The streets proposed for the Fish Point Road (CSAH 44 to TH 13)
Reconstruction Project were initially considered because of existing pavement conditions and known
utility failures. The project includes the following streets .
▪ Fish Point Road SE from 160th Street SE (CSAH 44) to Trunk Highway 13 (TH 13)
The project area is shown in Figure 1 of Appendix A.
Improvements within this report include roadway reconstruction, public retaining wall replacement,
concrete sidewalk replacement, sanitary sewer lining improvements and replacement, watermain
replacement, storm sewer improvements, intersection improvements at Fish Point Road and TH 13, and
traffic improvements to Twin Oaks Middle School
2.3 Data Available
Information and materials used in the preparation of this report include the following:
▪ City of Prior Lake Capital Improvement Plan
▪ City of Prior Lake Assessment Policy
▪ City of Prior Lake Property Index Records
▪ City of Prior Lake Topography Maps
▪ City of Prior Lake Sanitary Sewer Televising Reports
▪ City of Prior Lake Utility Maintenance Logs
▪ City of Prior Lake Pavement and Utility Overall Condition Index Ratings
▪ Geotechnical Report prepared by WSB and completed in March 2020
▪ Special Benefit Consultation prepared by Patchin Messner Valuation Counselors, dated July 31,
2020
▪ Field Observations of the Area and Field Topography Surveys
▪ Drone footage of traffic operations during middle school morning drop off and afternoon pick up
times along Fish Point Road, just north of CSAH 44, collected on November 9, 2021.
2.4 Background
The City of Prior Lake has developed a Capital Improvement Plan to maintain infrastructure within the
City. The proposed project area has been identified as a potential street reconstruction project location,
where the streets are proposed to be reconstructed and issues with utilities addressed.
The City of Prior Lake utilizes a Pavement Management Program to rate the condition of the City’s
streets. The pavement rating, known as Overall Condition Index (OCI), is determined based on the
amount of pavement deterioration that is visually evident. The street OCI is a number between 0-100,
with 100 indicating streets that are in the best condition or are newly paved and 0 being the worst. Streets
in need of a mill and overlay generally have an OCI of 45-65 and streets with an OCI between 35-45
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000 3
usually require a full depth reclamation. When the OCI reaches a range of 0-35 or when utility repairs are
needed, the street usually requires a full reconstruction.
A detailed account of the OCI values for the project area is shown in Table 1.
3. EXISTING CONDITIONS
3.1 Surface
The pavement within the proposed improvement area is aging and exhibiting alligator cracking, edge
cracking, transverse cracking, longitudinal cracking, stripping (that has since been patched) and some
rutting. The bituminous pavement is becoming more brittle due to age and is showing signs of
accelerated deterioration. The concrete curb and gutter is in overall poor condition, with locations of
cracking and settling. The northern portion of Fish Point Road SE includes medians and turn lanes onto
Omega Trail and Trunk Highway 13. The medians are in overall poor condition and show cracking in both
the curb and interior concrete. A summary of existing conditions by street is provided in Table 1.
Table 1
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project Phase 2
Summary of Existing Conditions
Street Name Location ROW
(feet)
Length
(feet)
Width*
(feet) Existing OCI
Fish Point Road SE CSAH 44 to
Glory Circle SE 66 2,910 32 - 44 22
Fish Point Road SE Glory Circle SE to
TH 13 60 550 32-52** 22
*Back of curb to back of curb street width
**Layout includes medians and turn lanes
A geotechnical report was completed by WSB in March of 2020. A total of 9 soil borings were taken at
various locations along Fish Point Road. The borings indicate bituminous pavement thicknesses from 4
inches to 10 inches. Underlying the pavement was approximately 4.5 inches to 24 inches of aggregate
base. The borings showed lean clay and some sand material below the aggregate. The full report can be
found in Appendix B.
3.2 Public Utilities
The City of Prior Lake owns, operates and maintains storm sewer, sanitary sewer, and watermain within
the project area.
3.2.1 Storm Sewer and Drainage
Existing and aging storm sewer infrastructure exists within the project area. The storm sewer was
installed between 1980 and 1986. Stormwater runoff in the project area is collected into a storm
sewer system and is generally discharged to stormwater basins and wetlands located east of Fish
Point Road. Stormwater from the northern portion of Fish Point Road and Omega Trail is
conveyed by storm sewer across TH 13 and into Lower Prior Lake.
Based on field observations, the existing storm sewer is fair-to-poor condition and will need to be
upgraded to properly collect and convey stormwater for the proposed roadway and pedestrian
improvements.
The project is located entirely within the Prior Lake Spring Lake Watershed District (PLSLWD).
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000 4
3.2.2 Sanitary Sewer
The sanitary sewer system within the project area was constructed in 1972 and consists of 8-inch
and 9-inch vitrified clay pipe (VCP). The sanitary sewer for the project area flows north towards
the sanitary sewer at Trunk Highway 13, which then flows south along TH 13 via City-owned
trunk sanitary sewer facilities to CSAH 21, where the system then connects to the MCES gravity
interceptor system that flows west and north to exit the City. The existing sanitary sewer pipe and
manholes are in fair condition.
3.2.3 Watermain
The watermain system within the project area was installed between 1972 and 1975. The existing
watermain on Fish Point Road SE consists of 6-inch and 8-inch ductile iron pipe and 8-inch cast
iron pipe.
3.3 Street Lighting
Streetlights on utility poles exist on Fish Point Road SE from CSAH 44 to Huron Street SE.
3.4 Sidewalks
Between CSAH 44 and Huron Street SE, 5-foot concrete sidewalks with boulevards exists on both the
west and east sides of Fish Point Road SE. Between Huron Street SE and Trunk Highway 13, the
boulevard between the existing 5-foot concrete sidewalk and the face of curb varies from 0-feet to 5-feet
in width. In some locations, the sidewalk extends from the back of curb to the face of existing retaining
walls.
3.5 Private Utilities
Private utilities that have facilities in or near the project area will be notified during the final desi gn phase
of the project and will be requested to coordinate any necessary repairs and replacements as needed at
their cost. Private utility companies that may have facilities, both underground and aerial, within the
project area include the following:
▪ Center Point Energy (Gas)
▪ CenturyLink (Telephone)
▪ Mediacom (Fiber Optic/Cable)
▪ Minnesota Department of Transportation (Signals)
▪ Scott Rice/Integra Telephone (Telephone)
▪ Xcel Energy (Electric)
▪ Minnesota Valley Electric (Electric)
▪ Zayo (Telecom)
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000 5
4. PROPOSED IMPROVEMENTS
4.1 Streets
Fish Point Road SE is proposed to be reconstructed with a 24-inch sand section, an 8-inch aggregate
section, 6 inches of bituminous pavement, and barrier style concrete curb and gutter. Geotextile fabric will
be used to separate the existing subgrade and the new street section. Between CSAH 44 and Huron
Street SE the roadway will have 21.5-foot wide traffic lanes to match the existing roadway section that
accommodates on-street parking adjacent to the two middle schools. Between Huron Street SE and
Trunk Highway 13, the roadway will have 14-foot wide traffic lanes with no on-street parking. The typical
sections for these designs are shown in Figures 2 and 3 in Appendix A.
The street section designs are based on soil conditions found from the soil borings (see Appendix B), the
traffic volumes, previous project experience in the area, and City standards. Within the project, the
reconstructed roadway grades will be designed in such a way to minimize impacts to existing
neighborhood features such as trees, landscaping, and driveways. Minor modifications to the existing
alignment and roadway profile for Fish Point Road will be made to meet current State Aid design
requirements. All impacted public retaining walls will be reconstructed based on the recommendations
provided in the Geotechnical Report (see Appendix B).
Drain tile will be installed with all new street sections within the project area to provide adequate drainage
for the roadway subgrade and extend the useful life of the roa dway section.
Permanent driver feedback signs (DFB) are proposed to be installed along Fish Point Road as a part of
the project. In the past, City Staff has installed temporary DFBs have been installed along Fish Point
Road in response to resident concerns regarding vehicle speeds within the corridor. As a part of the
improvement project, permanent DFBs will be installed, similar to what was installed along Franklin Trail
south of CSAH 44 (160th).
City Staff have conducted multiple meetings with representatives from ISD #719 to review traffic
congestion issues during peak hours (morning drop-off, afternoon pick-up, and events). Traffic data was
collected via aerial camera in November 2021 during the morning drop-off and afternoon pick-up. It was
discovered that the left turning movement into Twin Oaks Middle School from northbound Fish Point
Road vehicles was a significant contributor to the traffic issues. It does not appear that adding dedicated
turn lanes into either school along Fish Point Road will reduce the traffic issues. City Staff plan to
coordinate further with school district representatives to evaluate alleviation options during final design .
4.1.1 Right-Of-Way
Right-of-way needs, if any, will be identified during the final design process. Temporary
construction easements or right-of-entries may be required for grading purposes to provide
positive slopes to the curb and to address issues with existing retaining walls. Temporary
construction easements may also be necessary along the lot lines in which runoff outlets.
4.1.2 Retaining Walls
Public retaining walls within the right-of-way along Fish Point Road SE are proposed to be
replaced. Precast Modular Block Walls (PMBWs) will be installed and will match walls installed
with other recent public improvement projects. It is anticipated that there will be impacts to
existing vegetation associated with wall excavation and construction. Fencing will be installed
atop of retaining walls greater than or equal to four-feet in height to provide the necessary fall
protection. Fencing is proposed to be black vinyl coated chain link.
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000 6
4.2 Public Utilities
The City of Prior Lake owns, operates and maintains storm sewer, sanitary sewer, and watermain within
the project area. The improvements to these utilities are summarized below.
4.2.1 Storm Sewer and Drainage
Reconstruction of the streets provides the opportunity to improve the drainage within the project
area through the installation of new or additional storm sewer facilities. Proposed drainage
improvements include installation of an entirely new storm sewer collection and conveyance
system.
Stormwater management improvements will be implemented to achieve the requirements of the
Prior Lake Spring Lake Watershed District (PLSLWD) as well as the NPDES and MS4
requirements of the Minnesota Pollution Control Agency (MPCA). Rate control will be provided to
ensure proposed discharge rates are less than existing condition or that downstream facilities
have the required capacity. Volume control and water quality treatment will be provided to meet
the needs of the project. Stormwater credits from previous public improvements projects will be
used as appropriate and available to meet the volume control and water quality treatment
requirements for this project. A decrease in impervious surface would achieve the requirements
of the MS4 permit. If this does not occur, additional stormwater treatment may need to be
incorporated.
Temporary erosion and sediment control devices will be utilized during construction in
accordance with pertinent MPCA NPDES General Construction permit requirements.
The costs for the proposed storm sewer improvements are included in Appendix C.
4.2.2 Sanitary Sewer
The proposed sanitary sewer improvements consist of replacing all of the VCP sewer pipe within
the project area. It is the City of Prior Lake’s practice to replace all sanitary sewer services to the
right-of-way with the road reconstruction projects. Parcels that may be subdivided in the future
will receive additional services based on the size of the lot. The costs for sanitary replacement
are included in Appendix C.
4.2.3 Watermain
New 8-inch PVC watermain is proposed along the project corridor. Full watermain replacement
including replacement of all water services and curb boxes within the project area is proposed as
part of the improvements. Temporary water services will need to be provided to maintain service
to the affected properties while the main is replaced. Hydrants, valves, and services will also be
replaced in these areas as needed. All parcels will receive a new service to the right-of-way.
Parcels that may be subdivided in the future will receive additional services based on the size of
the lot. The costs for watermain replacement are included in Appendix C.
4.3 Street Lighting
The streetlights that exist along Fish Point Road SE are limited to that portion of the road between CSAH
44 and Huron Street SE and the intersections at Hidden Oaks Circles SE and Trunk Highway 13. The
replacement of existing streetlights and the addition of new streetlights, especially at intersections, has
been standard practice with past improvements projects within the City. The proposed streetlights for the
project will be rectilinear style with LED style bulbs. Streetlights will be owned and maintained by the
electric service providers for this area (Xcel Energy and Minnesota Valley Electric ).
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000 7
4.4 Sidewalks
Replacement of the 5-foot wide concrete sidewalk is proposed along Fish Point Road SE. From CSAH 44
to Huron Street SE, a 5.5-foot boulevard is proposed between the face of the curb and the edge of the
sidewalk. Between Huron Street SE and Trunk Highway 13, the boulevard width will vary between being
0.5-feet wide and 5-feet wide, such that the sidewalk will be reinstalled in a similar location to
preconstruction conditions where adjacent retaining walls and right-of-way locations limit the creation of
boulevard spaces between the roadway and the sidewalk. Pedestrian curb ramps meeting current ADA
standards will be constructed at sidewalk connections with the residential streets.
New concrete sidewalk along the west side of Fish Point Road from Omega Trail SE to TH 13 is proposed
based on feedback from residents. This sidewalk would create a connection to the sidewalk on the east
side of Fish Point Road that utilizes a signalized crosswalk . Installation of such a sidewalk will result in
the need for additional right-of-way, and thus is dependent on cooperation from the property owner.
Private utility impacts and retaining wall needs associated with the construction
4.5 Intersection Improvements
The medians and turn lanes at the Fish Point Road SE and Timber Trail SE/Omega Trail SE and at Fish
Point Road SE and Trunk Highway 13 are proposed to be removed and/or reconfigured with this project.
The median south of Omega Trail SE is proposed to be eliminated and replaced with pavement markings,
while the northern median will be relocated to allow for the construction of a dedicated southbound left
turn lane onto Timber Trail SE, as well as dedicated north and southbound turn lanes onto TH 13 from
northbound Fish Point Road. See Figure 4.5.1 below.
Figure 4.5.1
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000 8
4.6 Permits/Approvals
The anticipated permits and approvals, and the respective regulatory agencies, are listed below:
▪ Minnesota Pollution Control Agency (NPDES) ............................... Erosion/Storm Water Permit
▪ Minnesota Department of Transportation (TH 13) ...................................... Right-of-Way Permit
▪ Scott County (CSAH 44) ............................................................................. Right-of-Way Permit
▪ Minnesota Department of Health ............................................... Extension of Watermain Permit
▪ Prior Lake Spring Lake Watershed District……………..Stormwater and Erosion Control Permit
In addition to a Right-of-Way Permit, the City will work with MnDOT to obtain the necessary approvals
associated with the intersection improvements at Fish Point Road and TH 13, including the relocation of
the existing signal arm to facilitate the construction of north and southbound turn lanes onto TH 13 from
Fish Point Road. Costs for reconfiguration of the signal system are included in Appendix C.
4.7 Construction Access/Staging
A detour for Fish Point Road SE will be necessary to keep non-local traffic from entering the project area
and to maintain access to the middle school sites during construction.
Fish Point Road will be closed to through traffic, and open to “Local Traffic Only,” during construction.
The neighborhood will experience times during utility and retaining wall construction and other work tasks
where ingress and egress is restricted during the day. Alternative routes through the neighborhood may
need to be utilized to access driveways.
It is anticipated that construction activities throughout the project area will be phased during the 2023
construction season. Additional details regarding phasing and detour plans will be developed with the
final design of the project. Phasing of the project will allow for portions of Fish Point Road to remain open
while other segments are closed to thru traffic.
Access to driveways will be restricted during and after concrete curb and concrete driveway patches are
poured.
City Staff has been coordinating with ISD #719 on bus access and construction activities during the 2023-
2024 school years, though it is anticipated that the segment of Fish Point Road adjacent to the middle
schools will be completed prior to Labor Day 2023. City Staff will continue to work with the school district
to coordinate access to both middle schools during the summer months to ensure planned Community
Education offerings at the middle school can continue, in addition to planned athletic club use of the
middle school sites and Lakefront Music Fest Parking. School district representatives have suggested
that many, if not all, events can be moved to another location for the su mmer.
4.8 Public Involvement
Public informational meetings for the proposed project have been conducted by the City on multiple
occasions throughout the multi-year project. Information has been presented to attendees regarding the
proposed improvements, funding sources, schedule, and impacts associated with the project. An open
house meeting will be conducted in January 2022, after the feasibility report is accepted by City Council,
but prior to final design.
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000 9
A project website, project email and project helpline number have all been established for this project to
assist with on-going project communication:
Project Website
Project Email
Project Helpline
fishpointproject.com
info@fishpointproject.com
952-737-4683
5. FINANCING
5.1 Opinion of Probable Cost
A detailed opinion of probable cost is included in Appendix C of this report. The opinion of probable cost
is based on projected construction costs for 2023 and includes a 10% contingency and 28% indirect
costs. The indirect costs include engineering, legal, and administrative costs associated with the project.
The project costs are summarized as follows:
Table 3
2023 Construction - Fish Point Road (CSAH 44 to TH 13)
Improvement Estimated Cost
CSAH 44 to TH 13
Street Improvements $3,344,000
Drainage Improvements $697,500
Sanitary Improvements $330,500
Watermain Improvements $581,500
Lighting Improvements $58,000
Retaining Wall Improvements $856,500
TH 13 / Fish Point Road Intersection
Improvements $130,000
GRAND TOTAL $5,998,000
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000 10
5.2 Funding
The proposed funding for the improvements is a combination of funding from City funds and assessments
to benefiting properties. The City’s funding is from State Aid funds, the tax levy general funds, utility
funds, and water quality funds. State Aid funds are estimated to fund all the surface improvements, less
funding received from assessments, the lighting improvements, the retaining wall improvements, the
drainage improvement costs. The proposed amount for each funding source is identified below:
Table 5
2023 Construction – Fish Point Road (CSAH 44 to TH 13)
Funding Summary
Funding Source Amount
Assessments $440,500*
State Aid Funds $4,463,000
Tax Levy $183,000
Water Utility Fund $581,500
Sewer Utility Fund $330,000
GRAND TOTAL $5,998,000
*From Special Benefit Consultation, and assuming 3.0% per year
inflation over two years.
The preliminary assessment amounts were obtained from a special benefit consultation completed on
July 31, 2020. A 3% per year inflationary rate has been applied to the preliminary assessment amounts
over a two-year period, which is the time elapsed between the Phase 1 Assessment Hearing and the
Phase 2 Assessment Hearing.
5.3 Preliminary Assessment Roll
Assessments will be levied to the benefiting properties as outlined in Minnesota Statute 429 and the City
of Prior Lake’s Assessment Policy. A Special Benefit Consultation by Patchin Messner Valuation
Counselors was prepared for this project. This report analyzes the probable special benefit to the
abutting properties derived by the infrastructure improvements. The proposed assessment roll for Phase
2 is included in Appendix D of this report, along with an assessment map identifying the benefiting
properties.
The Assessment Review Committee met on August 5th, 2020, and reviewed the front footage, lot area,
and Residential Unit Density (RUD) assessment methods, as well as the Special Benefit Consultation
Report. The Assessment Review Committee determined it was most appropriate to use the special
benefit amounts determined in the Special Benefit Consultation. The special assessment amounts for
each property are provided in the proposed assessment rolls in Appendix D. The assessment amounts
have been adjusted for an inflation rate of 3.0% per year for a period of two years.
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000 11
6. PROJECT SCHEDULE
The proposed schedule for the Project is as follows:
Accept Feasibility Report/Set Public Hearing ........................................................... January 3, 2022
Neighborhood Meeting ........................................................................................... January 20, 2022
Public Improvement Hearing for Phase 2 ............................................................... February 7, 2022
State Aid Submittal for Fish Point Road Improvements ............................................ August 8, 2022
Approve Plans and Specifications/Authorize Ad for Bid ..................................... November 14, 2022
Open Bids ............................................................................................................... January 18, 2023
Assessment Hearing for Phase 2 ............................................................................... March 6, 2023
Begin Construction for Phase 2 ................................................................................. May/June 2023
Final Completion for Phase 2 ................................................................................... November 2023
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000 12
7. FEASIBILITY AND RECOMMENDATION
The improvements proposed in this study are necessary for a number of reasons. The reconstruction of
the streets within this project provides the City with a cost-effective means of continuing the City’s street
improvement efforts and ensuring an adequate means of transportation for local residents. The
reconstruction of utilities within the area is ideal at this time due to the reconstruction of the road and the
worsening state of the existing utilities. These improvements will provide a longer lasting p roduct needing
less maintenance over time.
The proposed improvements constitute a project large enough to ensure a competitive bidding
environment, economies of scale, and are deemed to be cost-effective. Based on the information
contained within this report, the proposed project is deemed necessary, cost-effective, and feasible from
an engineering standpoint. The project feasibility is subject to financial review by the City.
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000
APPENDIX A
Figure 1 – Project Location Map
Figure 2 - Typical Section: Fish Point Road SE (North Area)
Figure 3 - Typical Section: Fish Point Road SE (South Area)
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G³WX
Twin Oaks Middle School Hidden Oaks Middle School
W O O D S IDE RD S E HIDDENOAKS
CIR
S
E
158 ST W
153 ST W
160 ST E
SUE ANN LNHURON ST SEFORSYTHERDSELUTHER RD SE
G LO R YCIRSEM IL L E R S C IR SEW
I
L
D
WOODCIRSEHILLSBORO AV SCOUNTRYDR
COU N T RYLNOMEGATRLSEHWY 13 ST IM BER TRL SE
160 ST SEF ISHPOINTRDSEScott County GIS
Ph ase 1 (20 21) Project Location
Ph ase 2 (20 23) Project Location
0 400Feet¯Fish Point Road (CSAH 44 to TH 13) Reconstruction ProjectFigure 1 - Project Location MapPrior Lake, MN Document Path: K:\013977-000\GIS\Maps\ProjectLocationAerial.mxd Date Saved: 8/14/2020 8:28:36 AM1 inch = 400 f eet
WSB PROJECT NO.:K:\013977-000\Cad\Exhibits\013977_Typical Sections Exhibit.dwg 11/23/2021 12:39:57 PM013977-000
FISH POINT ROAD (CSAH 44 TO TH 13)
FIGURE 2 - FISH POINT ROAD SE (NORTH AREA)
CITY OF PRIOR LAKE, MN
33'33'
ROADWAY
2%2%1:1
14'
R/W R/W
2" TYPE SP 12.5 BITUMINOUS WEARING COURSE MIXTURE (3,C) SPWEB340C
2357 BITUMINOUS TACK COAT
2" TYPE SP 12.5 BITUMINOUS BINDER COURSE MIXTURE (3,C) SPWEB340C
2357 BITUMINOUS TACK COAT
2" TYPE SP 12.5 BITUMINOUS NON WEARING COURSE MIXTURE (3,C) SPNWB330C
8" AGGREGATE BASE CLASS 5
24" SELECT GRANULAR EMBANKMENT
GEOTEXTILE FABRIC TYPE 5
EXISTING SUBGRADE
14'
B618
CONCRETE
CURB &
GUTTER
B618
CONCRETE
CURB &
GUTTER
TYPICAL SECTION
FISH POINT ROAD
HURON ST SE TO TH 13
CL
RECONSTRUCTION PROJECT
VARIES max. 10%
4" SALVAGE
BOULEVARD
TOPSOIL
BORROW
AND SOD
6" CONCRETE
WALK
4" GRANULAR
MATERIAL
0.5'-5'5'
VARIES
max.
10%
9'-13.5'19'
VARIES
max.
2%
6" PE DRAINTILE
6" PE DRAINTILE
WSB PROJECT NO.:K:\013977-000\Cad\Exhibits\013977_Typical Sections Exhibit.dwg 11/23/2021 12:39:54 PM013977-000
FISH POINT ROAD (CSAH 44 TO TH 13)
FIGURE 3 - FISH POINT ROAD SE (SOUTH AREA)
CITY OF PRIOR LAKE, MN
33'33'
ROADWAY
2%2%1:1
21.5'
R/W R/W
2" TYPE SP 12.5 BITUMINOUS WEARING COURSE MIXTURE (3,C) SPWEB340C
2357 BITUMINOUS TACK COAT
2" TYPE SP 12.5 BITUMINOUS BINDER COURSE MIXTURE (3,C) SPWEB340C
2357 BITUMINOUS TACK COAT
2" TYPE SP 12.5 BITUMINOUS NON WEARING COURSE MIXTURE (3,C) SPNWB330C
8" AGGREGATE BASE CLASS 5
24" SELECT GRANULAR EMBANKMENT
GEOTEXTILE FABRIC TYPE 5
EXISTING SUBGRADE
4" SALVAGE BOULEVARD
TOPSOIL BORROW AND
SOD
21.5'
B618
CONCRETE
CURB &
GUTTER
B618
CONCRETE
CURB &
GUTTER
5.5'5'
VARIES
max. 10%
VARIES
max. 2%
1'
TYPICAL SECTION
FISH POINT ROAD
CSAH 44 TO HURON ST SE
6" CONCRETE WALK
4" GRANULAR
MATERIAL
5.5'5'
VARIES
max. 10%
VARIES
max. 2%
1'
CL
RECONSTRUCTION PROJECT
6" PE DRAINTILE
6" PE DRAINTILE
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000
APPENDIX B
Geotechnical Report
GEOTECHNICAL REPORT
2021 STREET IMPROVEMENTS
PRIOR LAKE, MINNESOTA
March 27, 2020
Prepared for:
City of Prior Lake
17073 Adelmann Street
Prior Lake, MN 55372
WSB PROJECT NO. 013977-000
GEOTECHNICAL REPORT
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000
2021 STREET IMPROVEMENTS
PRIOR LAKE, MINNESOTA
FOR
CITY OF PRIOR LAKE
March 27, 2020
GEOTECHNICAL REPORT
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000
CERTIFICATION
I hereby certify that this plan, specification, or report was prepared by me or
under my direct supervision and that I am a duly Licensed Professional
Engineer under the laws of the State of Minnesota.
Mark W. Osborn, PE
Date: March 27, 2020 Lic. No. 41362
March 27, 2020
Nick Monserud, PE
Assistant City Engineer
City of Prior Lake
17073 Adelmann Street
Prior Lake, MN 55372
Re: Geotechnical Report
2021 Street Improvements
WSB Project No.: 013977-000
We have conducted a geotechnical subsurface exploration program for the above referenced project.
This report contains our soil boring logs, an evaluation of the conditions encountered in the borings and
our recommendations for suitable foundation type, allowable soil bearing pressure for footing design, and
other geotechnical related design and construction considerations.
If you have questions concerning this report or our recommendations, or for construction material testing
for this project, please call us at (952) 737-4660.
Sincerely,
WSB
Mark Osborn, PE Darin Hyatt, PE
Geotechnical Project Engineer Senior Geotechnical Engineer
Attachment:
Geotechnical Report
MWO/
TABLE OF CONTENTS
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000
TITLE SHEET
CERTIFICATION SHEET
LETTER OF TRANSMITTAL
TABLE OF CONTENTS
1. INTRODUCTION ................................................................................................................................... 1
Project Location ......................................................................................................................... 1
Project Description .................................................................................................................... 1
Purpose and Project Scope of Services .................................................................................... 1
2. PROCEDURES ..................................................................................................................................... 2
2.1 Boring Layout and Soil Sampling Procedures ........................................................................... 2
2.2 Groundwater Measurements and Borehole Abandonment ....................................................... 2
2.3 Boring Log Procedures and Qualifications ................................................................................ 2
3. EXPLORATION RESULTS .................................................................................................................. 3
3.1 Site and Geology ....................................................................................................................... 3
3.2 Subsurface Soil and Groundwater Conditions .......................................................................... 3
3.3 Strength Characteristics ............................................................................................................ 4
3.4 Groundwater Conditions ............................................................................................................ 4
4. ENGINEERING ANALYSIS AND RECOMMENDATIONS .................................................................. 7
4.1 Discussion ................................................................................................................................. 7
4.2 Retaining Wall Area Preparation ............................................................................................... 7
4.3 Foundation Recommendations.................................................................................................. 8
4.4 Excavations Near Existing Structures ....................................................................................... 8
4.5 Retaining Walls .......................................................................................................................... 8
4.6 Backfill and Fill Selection and Compaction ............................................................................... 9
4.7 Pavement Subgrade Preparation and Stability ......................................................................... 9
4.8 Pavement Area ........................................................................................................................ 10
4.9 Optional Frost Free Pavement Design .................................................................................... 12
4.10 Utilities ..................................................................................................................................... 12
4.11 Dewatering............................................................................................................................... 12
4.12 Construction Considerations ................................................................................................... 12
4.13 Construction Safety ................................................................................................................. 13
4.14 Cold Weather Construction ..................................................................................................... 13
4.15 Field Observation and Testing................................................................................................. 13
4.16 Plan Review and Remarks ...................................................................................................... 13
5. STANDARD OF CARE ....................................................................................................................... 15
Appendix A
Soil Boring Exhibit
Logs of Test Borings
Symbols and Terminology on Test Boring Log
Notice to Report Users Boring Log Information
Unified Soil Classification System (USCS)
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 1
1. INTRODUCTION
Project Location
The site is located along Fish Point Road between State Hwy 13 and 160th Street SE, as well as Timber
Trail SE, Glory Circle, Hidden Oaks Circle, Timberview Street, M illers Circle, and Omega Trail, all within
Prior Lake, Minnesota. The approximate soil boring locations can be found on the Soil Boring Exhibit in
Appendix A.
Project Description
It is our understanding that this project consists of reconstruction of Fish Point Road between State Hwy
13 and 160th Street SE, as well as reconstruction of Timber Trail SE, Glory Circle, Hidden Oaks Circle,
Timberview Street, Millers Circle, and Omega Trail. Along with pavement reconstruction and installation
of concrete curb and gutter, we understand the underground utilities (watermain, sanitary) will be
reconstructed across much of the project. Retaining walls along the roadway wi ll also be reconstructed.
We understand that the sanitary sewer within the southern half of the project is at depths of about 25 feet
below existing pavement grade.
We understand the horizontal and vertical alignment of the roadways will remain relativ ely unchanged
from existing conditions.
WSB has developed foundation recommendations for this project in consideration of the proposed layout,
loadings, and structural configurations as understood at this time. When the designer develops additional
information about final design structural loadings, building configuration, or other significant factors, the
recommendations presented herein may no longer apply. WSB should be made aware of the revised or
additional information in order to evaluate the recommendations for continued applicability.
Purpose and Project Scope of Services
Monica Heil with WSB requested these services which were authorized by Nick Monserud with the City of
Prior Lake. In order to assist the design team in preparing plans and specifications, we have developed
recommendations for retaining wall foundations, underground utilities and pavements. As such, we have
completed a subsurface exploration program and prepared a geotechnical report for the referenced site.
This stated purpose was a significant factor in determining the scope and level of service provided.
Should the purpose of the report change the report immediately ceases to be valid and u se of it without
WSB’s prior review and written authorization should be at the user’s sole risk.
Our authorized scope of work has been limited to:
1. Clearing underground utilities utilizing Gopher State One Call.
2. Mobilization / demobilization of a truck mounted drill rig.
3. Drilling 9 standard penetration borings to 20 foot depths.
4. Drilling 9 standard penetration borings to 30 foot depths.
5. Sealing the borings per Minnesota Department of Health procedures.
6. Perform soil classification and analysis.
7. Review of available project information and geologic data.
8. Providing this geotechnical report containing:
a. Summary of our findings.
b. Discussion of subsurface soil and groundwater conditions and how they may affect the
proposed underground utilities and pavements.
c. Estimated allowable bearing capacity of the soils.
d. Estimated excavation depths to suitable soils.
e. Estimated R-value of the soils.
f. Recommended pavement section.
g. A discussion of soils for use as structural fill and site fill.
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 2
2. PROCEDURES
2.1 Boring Layout and Soil Sampling Procedures
WSB completed 18 standard penetration soil borings along the proposed roadway improvement areas.
WSB recommended the boring depths and selected the desired locations. Our field crew staked the
borings by estimating from existing site features from the supplied site plan. The approximate boring
locations are shown on the Soil Boring Exhibit in Appendix A which is an aerial photo. The ground
surface elevations at the borings were estimated by using LIDAR data with 2 foot contours. These maps
should be accurate to within +/- one foot (1’) provided ground surface modifications at this site have not
been completed since LIDAR data was obtained. The borings were completed within the roadways and
were not completed at the base of any existing retaining walls.
We completed the borings between September 9 and September 27, 2019 with a truck-mounted CME-55
drill rig operated by a two-person crew. The drill crew advanced the borings using continuous hollow
stem augers. The drilling information is provided on the boring logs.
Generally, the drill crew sampled the soil in advance of the auger tip at two and one-half (2 ½) foot
intervals to a depth of 15 feet and then at five (5) foot intervals thereafter to the termination depth of the
boring. The soil samples were obtained using a split-barrel sampler which was driven into the ground
during standard penetration tests in accordance with ASTM D 1586, Standard Method of Penetration Test
and Split-Barrel Sampling of Soils. The materials encountered were described on field logs and
representative samples were containerized, and transported t o our laboratory for further observation and
testing.
The samples were visually observed to estimate the distribution of grain sizes, plasticity, consistency,
moisture condition, color, presence of lenses and seams, and apparent geologic origin. We classified the
soils according to type using the Unified Soil Classification System (USCS). A chart describing the USCS
is included in Appendix A.
2.2 Groundwater Measurements and Borehole Abandonment
The drill crew observed the borings for free groundwater while drilling and after completion of the borings.
These observations and measurements are noted on the boring logs. The crew then backfilled the
borings to comply with Minnesota Department of Health regulations.
2.3 Boring Log Procedures and Qualifications
The subsurface conditions encountered by the borings are illustrated on the Logs of Test Borings in
Appendix A. Similar soils were grouped into the strata shown on the boring logs, and the appropriate
estimated USCS classification symbols were also added. The depths and thickness of the subsurface
strata indicated on the boring logs were estimated from the drilling results.
The transition between materials (horizontal and vertical) is approximate and is usually far more gradual
than shown. Information on actual subsurface conditions exists only at the specific locations indicated
and is relevant only to the time exploration was performed. Subsurface conditions and groundwater
levels at other locations may differ from conditions found at the indicated locations. The nature and
extent of these conditions would not become evident until exposed by construction excavation. These
stratification lines were used for our analytical purposes and, due to the aforementioned limitations,
should not be used as a basis of design or construction cost estimates.
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 3
3. EXPLORATION RESULTS
3.1 Site and Geology
The borings were completed through the existing bituminous surfaced roadways. Approximate boring
elevations ranged from 946 to 996 feet, and indicate an undulating terrain.
Geologic origins can be difficult to determine solely from boring samples. We referenced online geologic
data of the area and used our experience to help determine geologic origin of the soils, however only a
detailed geologic exploration would accurately determine the geologic history of the site.
The Scott County Geologic Atlas indicates the surficial geology of the area is mostly bedrock consisting of
glacial till deposits consisting of a mixture of clay, silt, and sands. Gravels and cobbles are present in
areas and layers of lean clay or silt may be encountered.
3.2 Subsurface Soil and Groundwater Conditions
The boring profile generally consisted of the pavement section and fill materials overlying glacial till and
outwash deposits.
Pavement section
The pavement section generally consisted of bituminous asphalt overlying an aggregate base material.
The bituminous asphalt generally ranged from about 4 to 10 inches in thickness and averaged just over 6
inches. The aggregate base consisted of crushed limestone and natural granular soils consisting of
sands, sands with silt, and silty sands with various amounts of gravel. The aggregate base generally
ranged from about 4 ½ to 24 inches in thickness and averaged just over 8 inches.
Fill
The borings encountered fill materials at PB-01, PB-02, PB-03, PB-06, PB-12, PB-13, and PB-18. The
fills generally consisted of lean clays with sand, silty clays, organic clays, and clayey sands. The fills
were brown to dark brown to gray to black in color and generally moist to wet.
Glacial deposits
The predominate soils encountered in the borings were glacial deposits. These glacial till and outwash
deposits generally consisted of lean clays with sand, sandy lean clays, silty clays, clayey silts, clayey
sands, silty sands, and sands with various amounts of gravel.
These soils were brown to dark brown to reddish brown to gray in color and were generally moist to wet.
Table 1 below presents the existing roadway pavement section and subgrade profiles.
Table 1: Roadway Soil Boring Profiles
Boring #
Bituminous
Thickness
(inches)
Aggregate Base
Thickness (inches) Subgrade Soils
PB-01 8 10 Fill: Sandy Lean Clay
PB-02 10 24 Fill: Lean Clay, debris
PB-03 7 7 Fill: Sandy Clay and Clayey Sands
PB-04 4 7 Lean Clay with Sand
PB-05 6.5 8 Silty Sand, Lean Clay with Sand
PB-06 6 9 Fill: Lean Clay with Sand
PB-07 8 4.5 Clayey Sand
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 4
Boring #
Bituminous
Thickness
(inches)
Aggregate Base
Thickness (inches) Subgrade Soils
PB-08 6 9 Sand with a little Gravel
PB-09 6.5 10 Lean Clay with Sand
PB-10 8 4.5 Lean Clay with Sand
PB-11 3 5.5 Lean Clay with Sand
PB-12 4 7 Fill: Lean Clay with Sand
PB-13 4.5 8.5 Fill: Silty Clay and Lean Clay with Sand
PB-14 4 8 Lean Clay with Sand
PB-15 6 6 Silty Sand with Clay
PB-16 7 5 Lean Clay with Sand
PB-17 6 4.5 Sandy Clay with Gravel
PB-18 6 8 Fill: Lean Clay with Sand
3.3 Strength Characteristics
The penetration resistance N-values of the materials encountered were recorded during drilling and are
indicated as blows per foot (BPF). Those values provide an indication of soil strength characteristics and
are located on the boring log sheets. Also, visual-manual classification techniques and apparent moisture
contents were also utilized to make an engineering judgment of the consistency of the materials.
Table 2 presents a summary of the penetration resistances in the soils for the borings complet ed and
remarks regarding the material strengths of the soils.
Table 2: Penetration Resistances
Soil Type Classification Penetration
Resistances Remarks
Fill Varies 4 to 24 BPF Variable compaction
Glacial Deposits
(cohesive) CL, SC 4 to 95 BPF
Average 16 BPF
Very soft to very hard
Generally hard
Glacial Deposits
(cohesionless) SP, SP-SM, SM, ML 2 to 68 BPF
Average 17 BPF
Very loose to very dense
Generally medium dense
The preceding is a generalized description of soil conditions at this site. Variations from the generalized
profile exist and should be assessed from the boring logs, the normal geologic character of the deposits,
and the soils uncovered during site excavation.
3.4 Groundwater Conditions
WSB took groundwater level readings in the exploratory borings, reviewed the data obtained, and
discussed its interpretation of the data in the text of the report. Note that groundwater levels may
fluctuate due to seasonal variations (e.g. precipitation, snowmelt and rainfall) and/or other factors not
evident at the time of measurement.
The bore holes were only left open a short period of time, and groundwater levels may not have
stabilized.
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 5
Table 3 below is a summary of the estimated water levels at our borings.
Table 3: Roadway Soil Boring Profiles
Boring No.
Ground
Surface
Elevation
Estimated
Depth to
Groundwater
Estimated Depth of
Gray Colored Soils
Estimated
Groundwater Elevation
PB-01 962 NE 14 948
PB-02 946 3 7 943
PB-03 956 NE 7 ½ 949
PB-04 982 NE 7 975
PB-05 986 NE NE Below 955
PB-06 982 15 12 970
PB-07 978 NE NE Below 947
PB-08 970 NE NE Below 949
PB-09 958 NE 9 949
PB-10 984 NE NE Below 963
PB-11 996 NE NE Below 975
PB-12 972 NE NE Below 951
PB-13 991 NE NE Below 970
PB-14 946 NE 1 945
PB-15 990 NE 19 971
PB-16 984 NE 4 980
PB-17 982 NE 1 981
PB-18 980 NE NE Below 949
NE – indicates ground water or gray colored soils were not encountered. Elevations rounded to the highest ½ foot.
Groundwater was encountered in Borings PB-02 and PB-06. Many of our borings encountered sands at
depth that were considered moist as opposed to wet or waterbearing, indicating a static groundwater level
is likely below the depths of those borings. We also noted gray colored soils in many of the other borings.
Gray colored soils can be an indication of long term saturation conditions and could show potential
groundwater elevations.
Lower Prior Lake is located approximately 500 feet north of the proj ect. Based on data from the
Minnesota Department of Natural Resources, Lower Prior Lake has an ordinary high water level of 903.9
feet. Based on this, it is our opinion that the groundwater encountered during drilling is likely a perched
groundwater table, however perched groundwater could have substantial volumes and may not be easy
to dewater. The perched groundwater could present an issue to excavations and placement of
foundations and for utility installation. It is our opinion that the contractor should be prepared for
dewatering.
It should be noted that groundwater readings are difficult to obtain in cohesive soils such as the lean clays
indicated in the boring logs. These soils have a low permeability and take a long period of time to obtain
groundwater readings in. If more accurate subsurface water levels are needed, we recommend
piezometers be installed to determine the groundwater level over several months. Monitoring of the
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 6
groundwater table elevation could occur up to the time of construction. This work was outside our scope
of services.
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 7
4. ENGINEERING ANALYSIS AND RECOMMENDATIONS
4.1 Discussion
Fills
No information was provided to us regarding density tests or excavation observations for the existing fills
encountered at the boring locations. The best option is complete removal of fills materials below all
pavements and utilities. However, these fills were likely placed during initial roadway or utility
construction and have been under traffic loading for many years. In our opinion, the risk of construction
of the pavement area or a utility upon these soils is generally low. The City may option for a partial
removal of the organic and wet fill materials.
The borings were completed in the roadway areas, however we used the boring data for the nearby
retaining walls. Fills should be removed entirely below the retaining wall foundation. These soils may be
suitable for reuse if they are free of organics and can be moisture conditioned to meet compaction
requirements.
Glacial Deposits
Based on the results of our borings, the glacially deposited soils generally appear capable of supporting
the retaining walls, pavement section, and utilities. However, some of the clayey or silty soils are locally
wet and would require a partial excavation and replacement.
General
It is our opinion that perched groundwater could be encountered by excavations at this site and could
affect construction of foundations and utilities. The contractor should be prepared for dewatering.
Generally, the soils in the upper 4 feet of the subgrade influence pavement performance the most. The
soils within the pavement subgrade consist of clays and silts, which are frost susceptible soils.
Consideration should be given to partially subcutting these soils an d replacing with a non-frost
susceptible granular fill to reduce the potential frost heave below the pavement section.
Silt soils are also not recommended for direct support of pavements for the aforementioned frost reasons
but also because they are sensitive to moisture changes, easily disturbed by construction traffic, and
difficult to compact. Where silt soils are present at the top of grading grade we expect a partial subcut
and replacement with an engineered fill is recommended.
4.2 Retaining Wall Area Preparation
We recommend removal of the fills and organics from below the retaining walls. Additionally, we
recommend a minimum of 1 foot of granular fill be placed directly below the retaining wall foundations for
support. If wet silt/clay soils that are loose/soft or become loose/soft are present under the 1 foot subcut
they should be subcut a minimum of another 1 foot.
Loosened sands at bottom of footing elevations should be surface compacted with a large vibratory roller
having a drum diameter of at least five feet (5’) and a static dead weight of at least ten (10) tons prior to
placement of engineered fill and backfill or concrete.
The sub-excavations should be oversized by at least one foot (1’) beyond the edge of footings for each
foot of depth below the bottom of footing elevations (1-horizontal to 1-vertical lateral oversizing). Because
the depth and lateral extent of the sub-excavations will vary away from our borings, we recommend a
qualified engineering technician working under the direction of a registered professional geotechnical
engineer observe and test the excavation bases during construction.
Based on the borings, it appears that the on-site non-organic soil can generally be reused as structural
backfill provided it is moisture conditioned and can be compacted to project specifications. However, silt
soils will be difficult to place and compact especially when wet and are not recommended as fill below the
retaining wall foundation or as backfill materials.
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 8
The site should be graded to prevent water from ponding on silty or clayey soils and potentially softening
them.
4.3 Foundation Recommendations
We recommend that the retaining wall foundations in this development be supported on conventional
spread footings bearing on a minimum of 1 foot of granular fill placed over naturally occurring glacial
deposits. Based on the borings, it is our opinion the footings throughout may be designed for a net
allowable soil bearing pressure not to exceed 2,000 pounds per square foot (psf).
Frost protection should follow Minnesota Administrative Rules 1305.1809. We recommend unheated
footings be placed at least five feet (5’) below adjacent exterior grade.
The factor of safety against shear or bearing capacity failure for this footing design would be three (3) or
greater. If the site is prepared as recommended, we estimate that total and differential se ttlements
corresponding to our assumed structural loads would be less than one inch (1”) and one -half inch (1/2”),
respectively, provided the bearing soils are not frozen or disturbed at the time of construction.
4.4 Excavations Near Existing Structures
The construction planned at this site will require some excavations near existing structures. We
recommend that the owner be involved with the contractor and engineer in determining what level of care
will be needed to ensure that there is no undermining of any existing foundation or slab and that no
sensitive equipment could be damaged by nearby construction. Monitoring of the excavation and existing
building can be completed with visual observations, vibration monitoring, crack monitoring, pr e and post
construction video surveys, and survey elevation points on the existing structure. At no time should the
excavations extend below existing footings or within a 1:1 oversize below the footings, unless that
foundation is properly braced and supported.
4.5 Retaining Walls
To help prevent water from accumulating behind retaining walls in clayey or silty soils, we recommend
drain tiles be placed at the base of the granular subbase. To promote water migration to the drain tile, we
recommend either a drainage composite be placed against the back side of the wall or at least two feet
(2’) (horizontally) of clean coarse sand be placed along the back of the wall. We recommend the upper
foot of backfill consist of clayey soils to act as a “cap” and reduce water infiltration into the backfill soils.
The drain tile should be connected to the storm sewer system or “daylighted” to suitable disposal areas.
To assist in below-grade/retaining wall design Table 4 presents estimated soil parameters for common
backfill soils. The coefficients presented below assume a level backfill at the top of wall. If the backfill is
sloped, these values may change significantly. Silt (ML) is not recommended as backfill for walls.
Table 4: Estimated Soil Parameters for Below Grade/Retaining Wall Design
Soil Type
Unit
Weight
pcf
Cohesion Adhesion
Angle of
Internal
Friction
Equivalent Fluid Weight
(psf/ft)^2
Active Passive At-Rest
SP, SP-SM 120 --- --- 32 35 400 55
SM, SC 125 --- --- 30 40 375 65
CL 115 1000 700 18 60 220 80
* - Parameters do not include safety factors.
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 9
4.6 Backfill and Fill Selection and Compaction
The on-site non-organic soils may be reused as backfill and fill provided they are moisture conditioned
and can be compacted to their specified densities. Organic soils removed during the excavation process
should be limited to use as fills in landscaping areas. Wet soils that are excavated would need to be
dried before reuse as an engineered fill. Silt soils are not recommended for reuse below foundations,
utilities, or the pavement section and should be used only in landscaping areas. We recommend use of a
minimum of 2 feet of clean coarse sand with less than 50 percent passing the #40 sieve and less than 5
percent passing the #200 sieve when backfilling the bottom of a wet excavation.
Backfills with cobbles larger than six inches (6”) should not be placed within 3 feet of grading grade or the
retaining wall foundations or in contact with utilities. We recommend that clayey soils be moisture
conditioned to within +/-2 percent of the optimum moisture content as determined from their standard
Proctor tests (ASTM D-698). Fill should be spread in lifts of 8 to 12 inches, depending on the size and
type of compaction equipment used.
Table 5 provides the recommended compaction levels.
Table 5: Recommended Level of Compaction for Backfill and Fill
Area Percent of Standard Proctor
Maximum Dry Density
Retaining Wall Foundation 95
Pavement: Within 3 feet of bottom of aggregate base
Within 3 foot radius of vertical utility structure
100
Pavement: Greater than 3 feet below aggregate base 95
Utility Trench 95
Landscaping (non-structural) 90
4.7 Pavement Subgrade Preparation and Stability
We recommend excavation of any organic fills within 3 feet of the bottom of the aggregate base or within
3 feet of the utility invert.
The soils at the bottom of the excavation should generally be prepared in accordance with MnDOT
Specification 2112, Subgrade Preparation. If the subgrade preparation operations encounter unstable
soils, we recommend removing these unsuitable materials and replacing them with Select Grading
Material (MnDOT 2105.1.A.6). If the on-site soils cannot be moisture conditioned and compacted as
recommended, additional measures, such as placement of additional sand subbase or a section of
coarse breaker run aggregate, can be completed to provide a firm base for subsequent fill placement.
Before placement of the sand subbase, the final subgrade should have proper stability within three
vertical feet of grading grade (grade which contacts the bottom of the aggregate base). This will generally
be achieved in fill areas with proper compaction of embankment materials and in cut areas through
proper subgrade preparation. The stability of the pavement subgrade should be evaluated prior to
placement of the sand subbase using the test roll procedure (MnDOT 2111), except a fully l oaded tandem
axle dump truck or a full water truck should be utilized for the proof roll. If unstable soils are found under
the test roll, these soils should be improved by means of scarification, moisture conditioning, and re -
compaction, or by subcutting and replacement.
We recommend placement of a geotextile fabric meeting the requirements of MnDOT Specification 3733,
Type V beneath the sand subbase and above the on-site silt soils to limit mixing of the granular materials
with the underlying fine-grained subgrade.
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 10
4.8 Pavement Area
Once the site has been prepared as recommended, we anticipate the prepared subgrade soils will consist
mostly of lean clays, sandy clays, clays with sand, and sands. Based on the MnDOT Flexible Pavement
Guide from 2017, the R-values of the subgrade soils would range between 10 and 70. We used a design
R-value of 10 for the roadways based on the predominance of the clay soils.
North Fish Point Road (North of Huron Road)
Information provided to us indicates that traffic along North Fish Point Road has an Annual Average Daily
Traffic (AADT) traffic volume of 1554. We estimated that traffic volumes would increase at an average
rate of 2.5%. Based on the traffic data provided to us, the traffic loading consists of 62% passenger
vehicles, 32% vans and pickups, 2% bus and truck traffic, and 4% tractor -trailers. Our design is based on
a standard twenty (20) year design life of the pavement section.
Based on the estimated traffic ADT we used the Minnesota State Aid Traffic Design forecast program to
calculate the roadway traffic to be equivalent to approximately 301,000 Equivalent Single Axle Loads
(ESAL’s) for roadway design. This is based on an Urban vehicle classification on a 2-lane road. Our
Minnesota State Aid Traffic Design forecasting was based on a 10-ton road design.
Based on MnDOT’s FlexPave excel design utilizing granular equivalent charts, we recommend the
pavement section indicated below in Table 6.
Table 6: Recommended Flexible Pavement Section
North Fish Point Road
Section Thickness (inches) Granular Equivalent
Bituminous Course, MnDOT 2360 SPWEB340C 2 4.5
Bituminous Course, MnDOT 2360 SPWEB340C 2 4.5
Bituminous Course, MnDOT 2360 SPNWB330B 2 4.5
Aggregate Base, MnDOT 3138 (Class 5, 5Q, or 6) 12 12
Select Granular MnDOT 3149.2.B.2 12 6
Geotextile Fabric, MnDOT Spec 3733, Type V Yes -
Subgrade Preparation, MnDOT 2112 Yes -
TOTAL - 31.5
South Fish Point Road (South of Huron Road)
Information provided to us indicates that traffic along North Fish Point Road has an Annual Average Daily
Traffic (AADT) traffic volume of 2092. We estimated that traffic volumes would increase at an average
rate of 2.5%. Based on the traffic data provided to us, the traffic loading consists of 63% passenger
vehicles, 30% vans and pickups, 3% bus and truck traffic, and 4% tractor -trailers. Our design is based on
a standard twenty (20) year design life of the pavement section.
Based on the estimated traffic ADT we used the Minnesota State Aid Traffic Design forecast program to
calculate the roadway traffic to be equivalent to approximately 472,000 Equivalent Single Axle Loads
(ESAL’s) for roadway design. This is based on an Urban vehicle classification on a 2-lane road. Our
Minnesota State Aid Traffic Design forecasting was based on a 10-ton road design.
Based on MnDOT’s FlexPave excel design utilizing granular equivalent charts, we recommend the
pavement section indicated below in Table 7.
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 11
Table 7: Recommended Flexible Pavement Section
South Fish Point Road
Section Thickness (inches) Granular Equivalent
Bituminous Course, MnDOT 2360 SPWEB340C 2 4.5
Bituminous Course, MnDOT 2360 SPWEB340C 2 4.5
Bituminous Course, MnDOT 2360 SPNWB330B 2 4.5
Aggregate Base, MnDOT 3138 (Class 5, 5Q, or 6) 12 12
Select Granular MnDOT 3149.2.B.2 12 6
Geotextile Fabric, MnDOT Spec 3733, Type V Yes -
Subgrade Preparation, MnDOT 2112 Yes -
TOTAL - 31.5
Other Roadways
The cul-de-sac roadways did not have any traffic load information. Based on the roadways being cul-de-
sacs, we assumed the ESAL’s would be less than 50,000. Our Minnesota State Aid Traffic Design
forecasting was based on a 10-ton road design.
Based on MnDOT’s FlexPave excel design utilizing granular equivalent charts, we recommend the
pavement section indicated below in Table 8.
Table 8: Recommended Flexible Pavement Section
Section Thickness (inches) Granular Equivalent
Bituminous Course, MnDOT 2360 SPWEB240C 1 ½ 3.4
Bituminous Course, MnDOT 2360 SPWEB240C 2 4.5
Aggregate Base, MnDOT 3138 (Class 5, 5Q, or 6) 6 6
Select Granular MnDOT 3149.2.B.2 12 6
Subgrade Preparation, MnDOT 2112 Yes -
TOTAL - 19.9
General
We recommend limiting Recycled Asphalt Pavement (RAP) within the upper wear course to a maximum
of 10 percent in order to minimize cracking.
Aggregate base placement for pavement support should meet the gradation and quality requirements for
Class 5, 5Q, or 6 per MnDOT specification 3138. Aggregate base material should be compacted to 100
percent of its standard Proctor maximum dry density.
Within several years after initial paving, some thermal shrinkage cracks will develop. We recommend
routine maintenance be performed to improve pavement performance and increase pavement life.
Pavement should be sealed with a liquid bitumen sealer to retard water intrusion into the base course and
subgrade. Localized patch failures may also develop where trucks or buses turn on the pavement. When
these occur, they should be cut out and patch repaired.
The pavement sections above provide options to meet the ESAL requirements. Other pavement design
options would be acceptable as well as long as they meet the minimum requirements for bituminous
thickness, aggregate base thickness, and can meet the ESAL requirements.
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 12
4.9 Optional Frost Free Pavement Design
Optionally, the use of a non-frost susceptible sand cushion will help reduce the effects of frost heave. In
our opinion, placement of 12 inches of select granular fill below the Class 5 Aggregate Base should
generally provide for a non-frost susceptible subgrade. It should be noted that any sand cushion placed
below the pavement section will provide positive benefits for reduced potential frost heave. The owner
and/or design team should evaluate the costs and benefit of this option to determine if it should be
incorporated into the pavement design.
Drainage of the sand cushion is recommended. Drainage of the sand cushion may be accomplished by
daylighting to adjacent ditches or the use of drain tile. Drain tile wrapped in a sock should be placed at
the base of the sand cushion and tied into catch basins. We recommend the sand cushion contain a
select granular sand with less than 12% passing the #200 sieve. Alternately, a 3 inch minus rock fill could
be placed instead of a select granular sand and drain tile.
For transitioning the thickness of the sand subbase along the profile of the roadway, we recommend the
thickness have a longitudinal taper of no steeper than 10H:1V. A taper of 4H:1V can be used
perpendicular to the centerline for cross street/driveway connections. The placement of the sand
subbase should extend slightly beyond the outer edge of the curbs to maintain subgrade uniformity for
frost movement.
4.10 Utilities
Invert elevations for the sanitary sewer are anticipated to be within 15 to 25 feet below existing grades
and watermain would be approximately 8 to 10 feet below grade. Based on the borings, the subgrade
soils for the utilities will consist chiefly of lean clays with sand, sandy clay, silty sand, and sand.
We recommend removal of any organic soils of existing fills from within 3 feet below the utility invert. Any
wet silts/clays should be subcut a minimum of 2 feet and replaced with an engineered fill.
MnDOT Specification 3149.2F Granular Bedding should be placed to at least the crown of the pipe.
Trench backfill above this point may consist of the non-organic excavated soils once moisture conditioned
as recommended.
Underground utilities are expected to be installed by backhoes completing the excavations and placing
fills. Soil compactors should be used to compact the fill in even lifts to the specified densities.
4.11 Dewatering
Groundwater and wet or saturated soils were encountered in the borings. Perched groundwater could
enter the excavations. Dewatering can likely be accomplished with sumps and pumps placed at low
points in the utility trenches. Where granular soils are present, dewatering greater than 2 feet could
require sand point wells.
4.12 Construction Considerations
Good surface drainage should be maintained throughout the work so that the site is not vulnerable to
ponding during or after a rainfall. If water enters the excavations, it should be promptly removed prior to
further construction activities. Under no circumstances should fill or concrete be placed into standing
water.
Soil corrections at this site for foundations and pavement subgrades may not be continuous. We
recommend tapering the fills back to native soils at a ten to one (10:1) slope.
It is important to review the fill limits and total depth of fill when placing str uctures upon compacted
materials and when filling the excavation. The location of the footings should allow for at least a one to
one (1:1) slope from the bottom of the footing to the outside limits of the engineered fill.
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 13
It is important to check this at the time of construction that during filling, unsuitable soils do not encroach
within the one to one (1:1) slope limits and extending downward and outward from future footings.
4.13 Construction Safety
All excavations should comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P
“Excavations and Trenches”. This document states that excavation safety is the responsibility of the
contractor. Reference to this OSHA requirement should be included in the job specifications.
The responsibility to provide safe working conditions on this site, for earthwork, building construction, or
any associated operations is solely that of the contractor. This responsibility is not borne in any manner
by WSB.
4.14 Cold Weather Construction
It is our understanding that construction is unlikely to occur during the winter months. However, if the
construction does continue into the winter months we recommend the following guidelines.
Roadbed embankments should not be constructed during periods when t he embankment material freezes
while being placed and compacted, nor should embankment material be placed on soil that is frozen to a
depth greater than 4 inches. When the soils are frozen to a depth exceeding 4 inches, at a time when
weather conditions are such that embankment construction could be continued without the material
freezing as it is being placed and compacted, the contractor may be permitted to excavate the frozen soil
and proceed with the embankment construction for so long as the weather w ill permit. The frozen soils
should be pulverized or replaced with other suitable soils to construct the embankments as specified.
Only unfrozen fill should be used.
Placement of fill and/or foundation concrete should not be permitted on frozen soil, and the bearing soils
under footings or under the floor slab should not be allowed to freeze after concrete is placed, because
excessive post-construction settlement could occur as the frozen soils thaw.
4.15 Field Observation and Testing
The soil conditions illustrated on the Logs of Test Borings in Appendix A are indicative of the conditions
only at the boring locations. For this reason, we recommend that excavations at this site be observed by
a soil engineer or technician prior to fill or backfill placement or construction of foundation elements to
determine if the soils are capable of supporting the fill backfill and/or foundation loads. These
observations are recommended to judge if the unsuitable materials have been removed from within the
planned construction area and an appropriate degree of lateral oversize has been provided.
WSB also recommends a representative number of field density tests be taken in engineered fill and
backfill placed to aid in judging its suitability. Fill placement and compaction should be monitored and
tested to determine that the resulting fill and backfill conforms to specified density, strength or
compressibility requirements. We recommend at least one compaction test for every 50 linear feet along
the retaining walls, and one compaction test for every 150 feet of utility trench at a vertical interval of two
(2) feet. Prior to use, proposed fill and backfill material should be submitted to the WSB laboratory for
testing to verify compliance with recommendations and project specifications.
Dynamic Cone Penetrometer (DCP) tests can be completed in the aggregate base in lieu of density
testing. We recommend following MnDOT Specification 2211.3.D.2.c.
WSB would be pleased to provide the advised field observation, monitoring and testing services during
construction.
4.16 Plan Review and Remarks
The observations, recommendations and conclusions described in this report are based primarily on
information provided to WSB, obtained from our subsurface exploration, our experience, several
assumptions and the scopes of service developed for this project and are for the sole use of our client.
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 14
We recommend that WSB be retained to perform a review of final design drawing and specifications to
evaluate that the geotechnical engineering report has not been misinterpreted. Should there be changes
in the design or location of the structures related to this project or if there are uncertainties in the report
we should be notified. We would be pleased to review project changes and modify the recommendations
in this report or provide clarification in writing.
The entire report should be kept together; for example, boring logs should not be removed and placed in
the specifications separately.
The boring logs and related information included in this report are indicators of the subsurface conditions
only at the specific locations indicated on the Soil Boring Exhibit and times noted on the Logs of Test
Boring sheets in Appendix A. The subsurface conditions, including groundwater levels, at other
locations on the site may differ significantly from conditions that existed at the time of sampling and at the
boring locations.
The test borings were completed by WSB solely to obtain indications of subsurface conditions as part of a
geotechnical exploration program. No services were performed to evaluate subsurface environmental
conditions.
WSB has not performed observations, investigations, explorations, studies or testing that are not
specifically listed in the scope of service. WSB should not be liable for failing to discover any condition
whose discovery required the performance of services not authorized by the Agreement .
Geotechnical Report
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000 Page 15
5. STANDARD OF CARE
The recommendations and opinions contained in this report are based on our professional judgment. The
soil testing and geotechnical engineering services performed for this project have been performed with
the level of skill and diligence ordinarily exercised by reputable members of the same profession under
similar circumstances, at the same time and in the same or a similar locale. No warranty, either
expressed or implied, is made.
Geotechnical Report Appendix A
2021 Street Improvements
Prior Lake, Minnesota
WSB Project No. 013977-000
APPENDIX A
Soil Borings Exhibit
Logs of Test Borings
Symbols and Terminology on Test Boring Log
Notice to Report Users Boring Log Information
Unified Soil Classification Sheet (USCS)
?±A@
G³WX
Twin Oaks Middle School Hidden Oaks Middle School
W O O D S I DE RD S E HIDDENOAKS
CIR
S
E
158 ST W
153 ST W
160 ST E
SUE ANN LNHURON ST SEFORSYTHERDSELUTHER RD SE
G LO R YCIRSEM IL L E R S C IR SEW
I
L
D
WOODCIRSEHILLSBOROAVSCOUNTRYDR
COU N T RYLNOMEGATRLSEHWY 13 ST IM BER TRL S E
160 ST SE
FISHPOINTRDSE
Proje ct L ocation
0 400Feet¯2021 Street Reconstruction ProjectPrior Lake, MN Document Path: K:\013977-000\GIS\Maps\ProjectLocationAerial.mxd Date Saved: 8/27/2019 8:25:51 AM1 inch = 400 f eet
3 1/4" HSA 0' - 19.5'
28
25
20
1
2
3
4
5
6
7
8
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Fill
Glacial Till
Fill
Fill
Fill
CL
CL
15
7
4
7
5
8
8
8" BITUMINOUS ASPHALT
10" AGGREGATE BASE: Clayey Sand, brown
FILL, Sandy Lean Clay, brown to gray, moist
FILL, Organic Clay with Sand and Peat, dark
brown and black, moist
FILL, Organic Clay with Sand and Lean Clay
with Sand, black and brown and olive brown,
moist
SILTY CLAY, brown, wet, soft
LEAN CLAY WITH SAND, brown to gray,
moist, soft
End of Boring 21.0 ft.
N-Value Plot
9.50 19
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
19.5 172111:00 am9/09/2019
METHOD
START: 9/09/2019 END: 9/09/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-01
PAGE 1 OF 1SURFACE ELEVATION: 962 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
961
960
959
958
957
956
955
954
953
952
951
950
949
948
947
946
945
944
943
942
941
ELEV.
(ft)
961
960
959
958
957
956
955
954
953
952
951
950
949
948
947
946
945
944
943
942
941
DESCRIPTION OF MATERIAL
15
7
4
7
5
8
8
3 1/4" HSA 0' - 19.5'
29
17
16
38
1
2
3
4
5
6
7
8
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Fill
Glacial Till
Fill
SC
CL
CL
10
4
6
9
12
15
14
10" BITUMINOUS ASPHALT
24" AGGREGATE BASE: Crushed Limestone:
Silty Sand with Gravel, tan
FILL, Lean Clay with a little Sand, pieces of
Wood, olive gray, wet
CLAYEY SAND WITH GRAVEL, brown to
gray, wet, loose
- brown to reddish brown
SANDY LEAN CLAY, brown to reddish
brown, moist, firm to hard
SANDY LEAN CLAY, dark gray, wet, firm
End of Boring 21.0 ft.
N-Value Plot
9.50 19
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
19.5 132112:10 pm9/09/2019
METHOD
START: 9/09/2019 END: 9/09/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
3.0 943
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-02
PAGE 1 OF 1SURFACE ELEVATION: 946 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
945
944
943
942
941
940
939
938
937
936
935
934
933
932
931
930
929
928
927
926
925
ELEV.
(ft)
945
944
943
942
941
940
939
938
937
936
935
934
933
932
931
930
929
928
927
926
925
DESCRIPTION OF MATERIAL
10
4
6
9
12
15
14
3 1/4" HSA 0' - 19.5'
17
14
14
1
2
3
4
5
6
7
8
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Fill
Glacial Till
Fill
CL
9
4
12
13
15
16
17
7" BITUMINOUS ASPHALT
7" AGGREGATE BASE: Crushed Limestone:
Silty Sand with Gravel, tan
FILL, Sandy Clay and Clayey Sand, brown and
gray, moist
SANDY LEAN CLAY, gray, moist, firm to
hard
End of Boring 21.0 ft.
N-Value Plot
10.50 21
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
19.5 17211:00 pm9/09/2019
METHOD
START: 9/09/2019 END: 9/09/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-03
PAGE 1 OF 1SURFACE ELEVATION: 956 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
955
954
953
952
951
950
949
948
947
946
945
944
943
942
941
940
939
938
937
936
935
ELEV.
(ft)
955
954
953
952
951
950
949
948
947
946
945
944
943
942
941
940
939
938
937
936
935
DESCRIPTION OF MATERIAL
9
4
12
13
15
16
17
3 1/4" HSA 0' - 29.5'
16
15
17
15
14
9
1
2
3
4
5
6
7
8
9
10
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Glacial TillCL
CL
CL
CL
12
15
16
20
15
15
21
18
50/0.2
4" BITUMINOUS ASPHALT
7" AGGREGATE BASE: Sand with Gravel,
brown
LEAN CLAY WITH SAND, brownish gray,
moist, hard
SANDY LEAN CLAY, brown with white
streaks, moist, hard
LEAN CLAY WITH SAND, brown to gray,
moist, hard
- brown
SANDY LEAN CLAY WITH GRAVEL AND
COBBLES, dark brown, moist, very dense
End of Boring 31.0 ft.
N-Value Plot
12.50 25
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
29.5 243111:00 am9/09/2019
METHOD
START: 9/09/2019 END: 9/09/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-04
PAGE 1 OF 1SURFACE ELEVATION: 982 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
981
980
979
978
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
952
951
ELEV.
(ft)
981
980
979
978
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
952
951
DESCRIPTION OF MATERIAL
12
15
16
20
15
15
21
18
3 1/4" HSA 0' - 29.5'
12
15
15
15
11
1
2
3
4
5
6
7
8
9
10
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Glacial TillSM
CL
SM
CL
CL
11
12
14
12
21
20
19
15
19
6.5" BITUMINOUS ASPHALT
8" AGGREGATE BASE: Silty Sand with
Gravel, light brown
SILTY SAND, fine grained, brown, moist,
medium dense
LEAN CLAY WITH SAND, brown with white
streaks, moist, firm
SILTY SAND WITH GRAVEL, fine to
medium grained, brown, moist, medium dense
LEAN CLAY, a little Sand, brown with reddish
brown and white streaks, moist, hard
LEAN CLAY, a little Sand, dark brown, moist,
hard
End of Boring 31.0 ft.
N-Value Plot
12.50 25
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
29.5 133112:20 pm9/10/2019
METHOD
START: 9/10/2019 END: 9/10/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-05
PAGE 1 OF 1SURFACE ELEVATION: 986 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
985
984
983
982
981
980
979
978
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
ELEV.
(ft)
985
984
983
982
981
980
979
978
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
DESCRIPTION OF MATERIAL
11
12
14
12
21
20
19
15
19
3 1/4" HSA 0' - 29.5'
11
19
15
19
15
14
1
2
3
4
5
6
7
8
9
10
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Fill
Glacial Till
Glacial Outwash
Glacial Till
Fill
Fill
Fill
ML
SC
SP
SM
CL
16
10
7
8
16
9
21
12
16
6" BITUMINOUS ASPHALT
9" AGGREGATE BASE: Sand with Silt and
Gravel, brown
FILL, Lean Clay with Sand, grayish brown,
moist
FILL, Organic Clay with a little Sand, black
and dark brown, moist
FILL, Lean Clay with Sand, brown and gray,
moist
CLAYEY SILT, brown, moist, soft
CLAYEY SAND WITH GRAVEL, brown to
gray, moist to wet, hard
SAND WITH GRAVEL, medium to coarse
grained, brown, waterbearing, loose
SILTY SAND, fine grained, brown, saturated,
medium dense
LEAN CLAY, a little Sand, dark gray, moist,
firm to hard
End of Boring 31.0 ft.
N-Value Plot
12.50 25
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
29.5 143111:17 am9/25/2019
METHOD
START: 9/25/2019 END: 9/25/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
15.0 967
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-06
PAGE 1 OF 1SURFACE ELEVATION: 982 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
981
980
979
978
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
952
951
ELEV.
(ft)
981
980
979
978
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
952
951
DESCRIPTION OF MATERIAL
16
10
7
8
16
9
21
12
16
3 1/4" HSA 0' - 29.5'
15
1
2
3
4
5
6
7
8
9
10
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Glacial Till
Glacial Outwash
SC
SP
SP
7
24
8
10
10
9
9
8
21
8" BITUMINOUS ASPHALT
4.5" AGGREGATE BASE: Sand with Clay
and Gravel, dark brown
CLAYEY SAND, brown to gray, wet, soft to
hard
SAND, fine grained, brown, moist, loose
SAND WITH GRAVEL, fine to medium
grained, brown, moist, medium dense
End of Boring 31.0 ft.
N-Value Plot
140 28
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
29.5 133112:17 pm9/25/2019
METHOD
START: 9/25/2019 END: 9/25/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-07
PAGE 1 OF 1SURFACE ELEVATION: 978 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
952
951
950
949
948
947
ELEV.
(ft)
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
952
951
950
949
948
947
DESCRIPTION OF MATERIAL
7
24
8
10
10
9
9
8
21
3 1/4" HSA 0' - 29.5'
1
2
3
4
5
6
7
8
9
10
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Glacial OutwashSP
SP
SP
SP
27
20
15
2
27
68
44
18
25
6" BITUMINOUS ASPHALT
9" AGGREGATE BASE: Crushed LImestone:
Silty Sand with Gravel, tan
SAND WITH A LITTLE GRAVEL, fine
grained, brown, medium dense
SAND WITH A LITTLE GRAVEL, fine to
medium grained, brown, medium dense to very
loose
SAND WITH GRAVEL, fine to medium
grained, brown, moist, medium dense to very
dense
SAND, fine grained, brown, moist, medium
dense
End of Boring 31.0 ft.
N-Value Plot
360 72
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
28.5 12311:15 pm9/25/2019
METHOD
START: 9/25/2019 END: 9/25/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-08
PAGE 1 OF 1SURFACE ELEVATION: 970 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
952
951
950
949
948
947
946
945
944
943
942
941
940
939
ELEV.
(ft)
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
952
951
950
949
948
947
946
945
944
943
942
941
940
939
DESCRIPTION OF MATERIAL
27
20
15
2
27
68
44
18
25
3 1/4" HSA 0' - 29.5'
14
12
15
1
2
3
4
5
6
7
8
9
10
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Glacial Till
Glacial Outwash
CL
CL
CL
CL
SP
SP
8
9
13
5
23
11
20
30
28
6.5" BITUMINOUS ASPHALT
10" AGGREGATE BASE: Crushed Limestone:
Silty Sand with Gravel, tan
LEAN CLAY WITH SAND, brown, moist, soft
SILTY CLAY WITH SAND, lenses of Silty
Sand, brown, moist, soft to firm
LEAN CLAY WITH SAND, brown to gray,
moist, soft
SILTY CLAY, lenses of Silty Sand, brown,
moist, hard
SAND WITH GRAVEL, medium to fine
grained, brown, moist, medium dense
SAND, fine grained, brown, moist, medium
dense
End of Boring 31.0 ft.
N-Value Plot
170 34
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
29.5312:07 pm9/25/2019
METHOD
START: 9/25/2019 END: 9/25/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-09
PAGE 1 OF 1SURFACE ELEVATION: 958 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
957
956
955
954
953
952
951
950
949
948
947
946
945
944
943
942
941
940
939
938
937
936
935
934
933
932
931
930
929
928
927
ELEV.
(ft)
957
956
955
954
953
952
951
950
949
948
947
946
945
944
943
942
941
940
939
938
937
936
935
934
933
932
931
930
929
928
927
DESCRIPTION OF MATERIAL
8
9
13
5
23
11
20
30
28
3 1/4" HSA 0' - 19.5'
14
1
2
3
4
5
6
7
8
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Glacial Till
Glacial Outwash
CL
SP
SP-SM
14
15
12
8
13
16
30
8" BITUMINOUS ASPHALT
4.5" AGGREGATE BASE: Crushed
Limestone: Silty Sand with Gravel, tan
LEAN CLAY WITH SAND, brown to gray,
moist, firm
SAND WITH GRAVEL, fine to medium
grained, brown, moist, medium dense to loose
to medium dense
SAND WITH SILT AND GRAVEL, fine to
medium grained, brown, moist, dense
End of Boring 21.0 ft.
N-Value Plot
170 34
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
19.5 102111:25 am9/27/2019
METHOD
START: 9/27/2019 END: 9/27/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-10
PAGE 1 OF 1SURFACE ELEVATION: 984 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
983
982
981
980
979
978
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
ELEV.
(ft)
983
982
981
980
979
978
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
DESCRIPTION OF MATERIAL
14
15
12
8
13
16
30
3 1/4" HSA 0' - 19.5'
14
18
14
11
1
2
3
4
5
6
7
8
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Glacial Till
Glacial Outwash
CL
SP
9
9
18
17
13
19
16
3" BITUMINOUS ASPHALT
5.5" AGGREGATE BASE: Sand with Gravel,
brown
LEAN CLAY WITH SAND, brown, moist, firm
to hard
SAND, fine grained, brown, moist, medium
dense
End of Boring 21.0 ft.
N-Value Plot
11.50 23
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
19.5 14211:46 pm9/26/2019
METHOD
START: 9/26/2019 END: 9/26/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-11
PAGE 1 OF 1SURFACE ELEVATION: 996 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
995
994
993
992
991
990
989
988
987
986
985
984
983
982
981
980
979
978
977
976
975
ELEV.
(ft)
995
994
993
992
991
990
989
988
987
986
985
984
983
982
981
980
979
978
977
976
975
DESCRIPTION OF MATERIAL
9
9
18
17
13
19
16
3 1/4" HSA 0' - 19.5'
17
15
1
2
3
4
5
6
7
8
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Fill
Glacial Till
Glacial Outwash
Fill
CL
SP
SP
15
10
16
6
10
12
24
4" BITUMINOUS ASPHALT
7" AGGREGATE BASE: Crushed Limestone:
Silty Sand with Gravel, reddish brown
FILL, Lean Clay with Sand, grayish brown,
moist
LEAN CLAY WITH SAND, brown, moist, firm
to hard
SAND, fine to medium grained, brown, moist,
loose to medium dense
SAND, fine grained, brown, moist, medium
dense
End of Boring 21.0 ft.
N-Value Plot
140 28
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
19.5 12211:15 pm9/27/2019
METHOD
START: 9/27/2019 END: 9/27/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-12
PAGE 1 OF 1SURFACE ELEVATION: 972 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
952
951
ELEV.
(ft)
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
952
951
DESCRIPTION OF MATERIAL
15
10
16
6
10
12
24
3 1/4" HSA 0' - 19.5'
15
15
16
35
17
1
2
3
4
5
6
7
8
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Fill
Glacial Till
Fill
Fill
CL
CL
8
8
9
16
4
11
27
4.5" BITUMINOUS ASPHALT
8.5" AGGREGATE BASE: Crushed Limestone:
Silty Sand with Gravel, reddish brown
FILL, Silty Clay and Lean Clay with Sand,
brown to gray to dark gray, moist
FILL, Lean Clay with Sand, gray, moist
SILTY CLAY, brown, wet, very soft
SANDY LEAN CLAY, brown to reddish
brown, moist, firm to hard
End of Boring 21.0 ft.
N-Value Plot
15.50 31
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
19.5 142112:10 pm9/27/2019
METHOD
START: 9/27/2019 END: 9/27/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-13
PAGE 1 OF 1SURFACE ELEVATION: 991 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
990
989
988
987
986
985
984
983
982
981
980
979
978
977
976
975
974
973
972
971
970
ELEV.
(ft)
990
989
988
987
986
985
984
983
982
981
980
979
978
977
976
975
974
973
972
971
970
DESCRIPTION OF MATERIAL
8
8
9
16
4
11
27
3 1/4" HSA 0' - 19.5'
15
16
16
17
15
1
2
3
4
5
6
7
8
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Glacial Till
Glacial Outwash
Glacial Till
CL
SM
CL
CL
12
8
9
10
12
10
10
4" BITUMINOUS ASPHALT
8" AGGREGATE BASE: Sand with Gravel,
brown
LEAN CLAY WITH SAND, brown to gray,
moist, soft to firm
SILTY SAND, fine grained, gray, moist,
medium dense
LEAN CLAY, brown, moist, firm
LEAN CLAY WITH SAND, brown to gray,
moist, firm
End of Boring 21.0 ft.
N-Value Plot
80 16
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
19.5211:00 pm9/26/2019
METHOD
START: 9/26/2019 END: 9/26/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-14
PAGE 1 OF 1SURFACE ELEVATION: 946 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
945
944
943
942
941
940
939
938
937
936
935
934
933
932
931
930
929
928
927
926
925
ELEV.
(ft)
945
944
943
942
941
940
939
938
937
936
935
934
933
932
931
930
929
928
927
926
925
DESCRIPTION OF MATERIAL
12
8
9
10
12
10
10
3 1/4" HSA 0' - 19.5'
12
15
18
12
1
2
3
4
5
6
7
8
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Glacial Till
Glacial Outwash
Glacial Till
Glacial Outwash
Glacial Till
SM
SM
SC
SM
CL
11
5
6
13
18
21
24
6" BITUMINOUS ASPHALT
6" AGGREGATE BASE: Crushed LImestone:
Silty Sand, light brown
SILTY SAND WITH CLAY, brown, moist,
medium dense to loose
SILTY SAND, fine grained, brown, wet,
medium dense
CLAYEY SAND, fine to medium grained,
brown, wet, hard
SILTY SAND, fine grained, brown, wet,
medium dense
LEAN CLAY WITH SAND, dark gray, moist,
hard
End of Boring 21.0 ft.
N-Value Plot
140 28
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
19.5 122112:20 pm9/26/2019
METHOD
START: 9/26/2019 END: 9/26/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-15
PAGE 1 OF 1SURFACE ELEVATION: 990 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
989
988
987
986
985
984
983
982
981
980
979
978
977
976
975
974
973
972
971
970
969
ELEV.
(ft)
989
988
987
986
985
984
983
982
981
980
979
978
977
976
975
974
973
972
971
970
969
DESCRIPTION OF MATERIAL
11
5
6
13
18
21
24
3 1/4" HSA 0' - 29.5'
20
15
15
16
1
2
3
4
5
6
7
8
9
10
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Glacial Till
Glacial Outwash
CL
CL
SP
9
9
15
12
11
11
14
14
16
7" BITUMINOUS ASPHALT
5" AGGREGATE BASE: Silty Sand, brown
LEAN CLAY WITH A LITTLE SAND, brown,
moist, soft
LEAN CLAY WITH SAND AND A LITTLE
GRAVEL, brown to gray, moist, soft to firm to
hard
SAND, fine grained, brown, moist, medium
dense
End of Boring 31.0 ft.
N-Value Plot
100 20
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
29.5 19313:15 pm9/25/2019
METHOD
START: 9/25/2019 END: 9/25/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-16
PAGE 1 OF 1SURFACE ELEVATION: 984 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
983
982
981
980
979
978
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
ELEV.
(ft)
983
982
981
980
979
978
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
DESCRIPTION OF MATERIAL
9
9
15
12
11
11
14
14
16
3 1/4" HSA 0' - 29.5'
15
15
14
13
11
1
2
3
4
5
6
7
8
9
10
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Glacial Till
Glacial Outwash
CL
CL
SP
12
14
14
22
17
34
40
95
28
6" BITUMINOUS ASPHALT
4.5" AGGREGATE BASE: Sand with Silt and
Gravel, brown
SANDY CLAY WITH GRAVEL, brown and
gray, moist, firm to hard
- brown
SANDY CLAY WITH GRAVEL, brown to
dark brown, moist, very hard
SAND, fine grained, brown, moist, medium
dense
End of Boring 31.0 ft.
N-Value Plot
49.50 99
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
29.5 15314:10 pm9/25/2019
METHOD
START: 9/25/2019 END: 9/25/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-17
PAGE 1 OF 1SURFACE ELEVATION: 982 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
981
980
979
978
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
952
951
ELEV.
(ft)
981
980
979
978
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
952
951
DESCRIPTION OF MATERIAL
12
14
14
22
17
34
40
95
28
3 1/4" HSA 0' - 29.5'
16
17
17
16
1
2
3
4
5
6
7
8
9
10
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
HSA
SB
Pavement Section
Fill
Glacial Till
Glacial Outwash
Fill
CL
SP-SM
SP
14
8
24
11
14
14
15
16
27
6" BITUMINOUS ASPHALT
8" AGGREGATE BASE: Sand with Silt and
Gravel, dark brown
FILL, Lean Clay with Sand, brown and gray
and reddish brown, moist
LEAN CLAY WITH SAND, brown to reddish
brown, moist, firm
SAND WITH SILT AND GRAVEL, fine
grained, brown, moist, medium dense
SAND, fine grained, brown, moist, medium
dense to dense
End of Boring 31.0 ft.
N-Value Plot
15.50 31
TIME CASING
DEPTH
CAVE-IN
DEPTH
WATER
DEPTH
WATER
ELEVATION
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTHDATE
29.5 203111:45 am9/26/2019
METHOD
START: 9/26/2019 END: 9/26/2019
Logged By:
MWOR. Kurth
Notes:
Crew Chief:
None
PROJECT NAME: 2021 Street Improvements
LOG OF TEST BORING
PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-18
PAGE 1 OF 1SURFACE ELEVATION: 980 ftCLIENT/WSB #: 013977-000
SAMPLE
MC %No.TYPE
DrillingOperationGEOLOGIC
ORIGINUSCSDEPTH
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31 WLN
% FinesGEOTECHNICAL N-PLOT - WSB.GDT - 10/10/19 09:57 - K:\013977-000\GEOTECH-CMT\PL 2021 ST IMP.GPJELEV.
(ft)
979
978
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
952
951
950
949
ELEV.
(ft)
979
978
977
976
975
974
973
972
971
970
969
968
967
966
965
964
963
962
961
960
959
958
957
956
955
954
953
952
951
950
949
DESCRIPTION OF MATERIAL
14
8
24
11
14
14
15
16
27
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000
APPENDIX C
Phase 2 Opinion of Probable Cost
WSB Project:Fish Point Road (CSAH 44 to TH 13) Reconstruction Project Phase 2 Design By:AOG
Project Location:City of Prior Lake, MN Checked By:MRH
City Project No.:2023-01
WSB Project No:013977-000 Date:12/16/2021
Item
No.
MnDOT
Specification
No.
Description Unit Estimated Total
Quantity
Estimated Unit
Price Estimated Total Cost
1 2021.501 MOBILIZATION LS 1 199,000.00$ 199,000.00$
2 2101.505 CLEARING ACRE 0.5 25,000.00$ 12,500.00$
3 2101.505 GRUBBING ACRE 0.5 25,000.00$ 12,500.00$
4 2104.502 REMOVE SIGN EACH 86 50.00$ 4,300.00$
5 2104.502 REMOVE MAIL BOX SUPPORT EACH 20 50.00$ 1,000.00$
6 2104.503 SAWING CONCRETE PAVEMENT (FULL DEPTH)L F 381 5.00$ 1,905.00$
7 2104.503 SAWING BIT PAVEMENT (FULL DEPTH)L F 660 3.00$ 1,980.00$
8 2104.503 REMOVE CURB & GUTTER L F 6900 8.00$ 55,200.00$
9 2104.503 REMOVE FENCE L F 75 50.00$ 3,750.00$
10 2104.504 REMOVE CONCRETE DRIVEWAY PAVEMENT S Y 859 18.00$ 15,462.00$
11 2104.504 REMOVE BITUMINOUS DRIVEWAY PAVEMENT S Y 417 12.00$ 5,004.00$
12 2215.504 REMOVE BITUMINOUS PAVEMENT S Y 15612 3.00$ 46,836.00$
13 2104.518 REMOVE SIDEWALK S F 18250 2.00$ 36,500.00$
14 2104.518 REMOVE CONCRETE MEDIAN S F 1122 7.00$ 7,854.00$
15 2104.601 SALVAGE AND REINSTALL LANDSCAPE STRUCTURES LS 1 70,000.00$ 70,000.00$
16 2104.601 SALVAGE FLASHER SYSTEM LS 1 15,000.00$ 15,000.00$
17 2106.507 EXCAVATION - COMMON (P)C Y 14312 20.00$ 286,240.00$
18 2106.507 EXCAVATION - SUBGRADE C Y 261 25.00$ 6,525.00$
19 2106.507 SELECT GRANULAR EMBANKMENT (CV)C Y 10408 24.00$ 249,792.00$
20 2106.507 STABILIZING AGGREGATE C Y 150 25.00$ 3,750.00$
21 2123.610 STREET SWEEPER (WITH PICKUP BROOM)HOUR 40 150.00$ 6,000.00$
22 2130.523 WATER MGAL 100 50.00$ 5,000.00$
23 2123.610 UTILITY CREW HOUR 20 1,000.00$ 20,000.00$
24 2211.507 AGGREGATE BASE CLASS 5 CY 3461 35.00$ 121,135.00$
25 2211.607 CRUSHED ROCK C Y 50 20.00$ 1,000.00$
26 2360.504 TYPE SP 9.5 WEAR CRS MIX(2,C)3.0" THICK S Y 417 45.00$ 18,765.00$
27 2360.509 TYPE SP 12.5 WEARING COURSE MIX (3,C)TON 1853 75.00$ 138,975.00$
28 2360.509 TYPE SP 12.5 NON WEAR COURSE MIX (3,C)TON 3705 75.00$ 277,875.00$
29 2504.602 IRRIGATION SYSTEM REPAIR EACH 25 400.00$ 10,000.00$
30 2521.518 6" CONCRETE WALK S F 21838 13.00$ 283,894.00$
31 2531.503 CONCRETE CURB & GUTTER DESIGN B618 L F 7134 20.00$ 142,680.00$
32 2531.504 CONCRETE MEDIAN S Y 93 50.00$ 4,650.00$
33 2531.504 6" CONCRETE DRIVEWAY PAVEMENT S Y 859 75.00$ 64,425.00$
34 2531.618 TRUNCATED DOMES S F 132 60.00$ 7,920.00$
35 2540.602 MAIL BOX EACH 10 55.00$ 550.00$
36 2540.602 MAIL BOX SUPPORT EACH 10 100.00$ 1,000.00$
37 2540.602 TEMPORARY MAIL BOX EACH 22 60.00$ 1,320.00$
38 2557.603 WOODEN FENCE L F 75 300.00$ 22,500.00$
39 2563.601 TRAFFIC CONTROL LS 1 50,000.00$ 50,000.00$
40 2563.601 DRIVER FEEDBACK SIGN - ELECTRICAL WORK LS 1 10,000.00$ 10,000.00$
41 2563.602 DRIVER FEEDBACK SIGNS EACH 2 15,000.00$ 30,000.00$
42 2564.518 SIGN PANELS TYPE C S F 196 25.00$ 4,900.00$
43 2564.602 SIGN PANELS TYPE SPECIAL EACH 12 400.00$ 4,800.00$
44 2565.601 INSTALL FLASHER SYSTEM LS 1 17,000.00$ 17,000.00$
45 2572.503 CLEAN ROOT CUTTING L F 100 60.00$ 6,000.00$
46 2572.506 WATER MGAL 50 200.00$ 10,000.00$
47 2572.510 PRUNE TREES HOUR 10 100.00$ 1,000.00$
48 2573.501 STABILIZED CONSTRUCTION EXIT LS 1 20,000.00$ 20,000.00$
49 2573.502 STORM DRAIN INLET PROTECTION EACH 24 150.00$ 3,600.00$
50 2573.503 SILT FENCE, TYPE MS L F 100 3.00$ 300.00$
51 2573.503 SEDIMENT CONTROL LOG TYPE WOOD FIBER L F 2000 6.00$ 12,000.00$
52 2574.507 COMMON TOPSOIL BORROW C Y 109 30.00$ 3,270.00$
53 2575.504 SODDING TYPE LAWN S Y 3964 5.00$ 19,820.00$
54 2575.504 EROSION CONTROL BLANKETS CATEGORY 3 S Y 1000 5.00$ 5,000.00$
55 2575.508 HYDRAULIC MULCH MATRIX LB 500 3.00$ 1,500.00$
56 2575.523 RAPID STABILIZATION METHOD 3 MGAL 500 3.00$ 1,500.00$
A. STREET IMPROVEMENTS
OPINION OF PROBABLE COST
WSB Project:Fish Point Road (CSAH 44 to TH 13) Reconstruction Project Phase 2 Design By:AOG
Project Location:City of Prior Lake, MN Checked By:MRH
City Project No.:2023-01
WSB Project No:013977-000 Date:12/16/2021
Item
No.
MnDOT
Specification
No.
Description Unit Estimated Total
Quantity
Estimated Unit
Price Estimated Total Cost
OPINION OF PROBABLE COST
57 2582.503 4" SOLID LINE MULTI COMP L F 300 2.00$ 600.00$
58 2582.503 24" SOLID LINE MULTI COMP L F 100 3.00$ 300.00$
59 2582.503 4" DBLE SOLID LINE MULTI COMP L F 2500 2.00$ 5,000.00$
60 2582.518 PAVT MSSG MULTI COMP S F 200 6.00$ 1,200.00$
61 2582.518 CROSSWALK MULTI COMP S F 750 6.00$ 4,500.00$
CONSTRUCTION TOTAL 2,375,077.00$
CONTINGENCY TOTAL (10%)237,507.70$
SUBTOTAL 2,612,584.70$
INDIRECT COST TOTAL (28%)731,523.72$
TOTAL 3,344,108.42$
62 2104.502 REMOVE DRAINAGE STRUCTURE EACH 22 500.00$ 11,000.00$
63 2104.503 REMOVE SEWER PIPE (STORM)L F 1265 20.00$ 25,300.00$
64 2501.502 15" RC PIPE APRON EACH 2 2,000.00$ 4,000.00$
65 2502.503 6" PERF PE PIPE DRAIN L F 6950 20.00$ 139,000.00$
66 2502.602 6" PVC PIPE DRAIN CLEANOUT EACH 47 300.00$ 14,100.00$
67 2503.503 15" RC PIPE SEWER DES 3006 CL V L F 2300 60.00$ 138,000.00$
68 2503.503 18" RC PIPE SEWER DES 3006 CL III L F 236 75.00$ 17,700.00$
69 2503.602 CONNECT TO EXISTING STORM SEWER EACH 9 2,000.00$ 18,000.00$
70 2504.604 4" POLYSTYRENE INSULATION S Y 32 45.00$ 1,440.00$
71 2506.502 CONST DRAINAGE STRUCTURE DESIGN H EACH 1 3,000.00$ 3,000.00$
72 2506.503 CONST DRAINAGE STRUCTURE DES 48-4020 L F 172 600.00$ 103,200.00$
73 2506.602 CONST DRAINAGE STRUCTURE DESIGN SPEC (2'X3')EACH 7 2,500.00$ 17,500.00$
74 2511.507 RANDOM RIPRAP CL III EACH 20 150.00$ 3,000.00$
CONSTRUCTION TOTAL 495,240.00$
CONTINGENCY TOTAL (10%)49,524.00$
SUBTOTAL 544,764.00$
INDIRECT COST TOTAL (28%)152,533.92$
TOTAL 697,297.92$
75 2104.502 REMOVE MANHOLE EACH 9 550.00$ 4,950.00$
76 2104.503 REMOVE SEWER PIPE (SANITARY)L F 1860 10.00$ 18,600.00$
77 2104.503 REMOVE SANITARY SERVICE PIPE L F 462 10.00$ 4,620.00$
78 2503.601 SANITARY SEWER BYPASS PUMPING LS 1 5,000.00$ 5,000.00$
79 2503.602 CONNECT TO EXISTING SANITARY SEWER SER EACH 14 600.00$ 8,400.00$
80 2506.602 CONNECT TO EXISTING SANITARY SEWER EACH 1 3,000.00$ 3,000.00$
81 2503.603 4" PVC PIPE SEWER L F 492 38.00$ 18,696.00$
82 2503.603 8" PVC PIPE SEWER L F 1860 68.00$ 126,480.00$
83 2506.602 CHIMNEY SEAL EACH 9 300.00$ 2,700.00$
84 2506.603 CONSTRUCT 48" SAN MANHOLE EACH 117 360.00$ 42,120.00$
CONSTRUCTION TOTAL 234,566.00$
CONTINGENCY TOTAL (10%)23,456.60$
SUBTOTAL 258,022.60$
INDIRECT COST TOTAL (28%)72,246.33$
TOTAL 330,268.93$
85 2104.502 REMOVE GATE VALVE & BOX EACH 11 200.00$ 2,200.00$
86 2104.502 REMOVE CURB STOP & BOX EACH 22 100.00$ 2,200.00$
87 2104.502 REMOVE HYDRANT EACH 5 200.00$ 1,000.00$
88 2104.503 REMOVE WATER MAIN L F 3300 8.00$ 26,400.00$
89 2104.503 REMOVE WATER SERVICE PIPE L F 726 6.00$ 4,356.00$
90 2105.601 DEWATERING LS 1 10,000.00$ 10,000.00$
91 2504.601 TEMPORARY WATER SERVICE LS 1 25,000.00$ 25,000.00$
92 2504.602 CONNECT TO EXISTING WATER MAIN EACH 9 1,500.00$ 13,500.00$
93 2504.602 CONNECT TO EXISTING WATER SERVICE EACH 22 700.00$ 15,400.00$
94 2504.602 HYDRANT EACH 5 5,500.00$ 27,500.00$
B. DRAINAGE IMPROVEMENTS
C. SANITARY SEWER IMPROVEMENTS
D. WATERMAIN IMPROVEMENTS
WSB Project:Fish Point Road (CSAH 44 to TH 13) Reconstruction Project Phase 2 Design By:AOG
Project Location:City of Prior Lake, MN Checked By:MRH
City Project No.:2023-01
WSB Project No:013977-000 Date:12/16/2021
Item
No.
MnDOT
Specification
No.
Description Unit Estimated Total
Quantity
Estimated Unit
Price Estimated Total Cost
OPINION OF PROBABLE COST
95 2504.602 1" CORPORATION STOP EACH 23 400.00$ 9,200.00$
96 2504.602 6" GATE VALVE & BOX EACH 5 2,100.00$ 10,500.00$
97 2504.602 8" GATE VALVE & BOX EACH 16 2,800.00$ 44,800.00$
98 2504.602 1" CURB STOP & BOX EACH 23 500.00$ 11,500.00$
99 2504.603 1" TYPE PE PIPE L F 756 33.00$ 24,948.00$
100 2504.603 6" WATERMAIN DUCTILE IRON CL 52 L F 75 60.00$ 4,500.00$
101 2504.603 8" C900 PVC WATERMAIN L F 3300 47.00$ 155,100.00$
102 2504.608 DUCTILE IRON FITTINGS LB 2500 10.00$ 25,000.00$
CONSTRUCTION TOTAL 413,104.00$
CONTINGENCY TOTAL (10%)41,310.40$
SUBTOTAL 454,414.40$
INDIRECT COST TOTAL (28%)127,236.03$
TOTAL 581,650.43$
103 2021.501 MOBILIZATION LS 1 5,000.00$ 5,000.00$
104 2545.502 LIGHTING UNIT TYPE SPECIAL EACH 12 3,000.00$ 36,000.00$
CONSTRUCTION TOTAL 41,000.00$
CONTINGENCY TOTAL (10%)4,100.00$
SUBTOTAL 45,100.00$
INDIRECT COST TOTAL (28%)12,628.00$
TOTAL 57,728.00$
105 2104.503 REMOVE FENCE L F 325 15.00$ 4,875.00$
106 2104.518 REMOVE RETAINING WALL SF 7200 5.00$ 36,000.00$
107 2101.505 CLEARING ACRE 0.5 25,000.00$ 12,500.00$
108 2101.505 GRUBBING ACRE 0.5 25,000.00$ 12,500.00$
109 2105.504 GEOTEXTILE FABRIC TYPE 7 S Y 1638 4.00$ 6,552.00$
110 2106.507 EXCAVATION - COMMON C Y 1516 18.00$ 27,288.00$
111 2106.507 SELECT GRANULAR EMBANKMENT (CV)C Y 856 15.00$ 12,840.00$
112 2411.604 MODULAR BLOCK RETAINING WALL S F 7368 55.00$ 405,240.00$
113 2451.507 COARSE FILTER AGGREGATE (CV)C Y 273 18.00$ 4,095.00$
114 2502.503 4" PERF TP PIPE DRAIN L F 1571 25.00$ 39,275.00$
115 2557.603 CHAIN LINK SAFETY FENCE L F 1180 40.00$ 47,200.00$
CONSTRUCTION TOTAL 608,365.00$
CONTINGENCY TOTAL (10%)60,836.50$
SUBTOTAL 669,201.50$
INDIRECT COST TOTAL (28%)187,376.42$
TOTAL 856,577.92$
116 -REVISED TRAFFIC CONTROL SYSTEM LS 1 92,500.00$ 92,500.00$
CONSTRUCTION TOTAL 92,500.00$
CONTINGENCY TOTAL (10%)9,250.00$
SUBTOTAL 101,750.00$
INDIRECT COST TOTAL (28%)28,490.00$
TOTAL 130,240.00$
GRAND TOTAL 5,997,871.62$
E. LIGHTING IMPROVEMENTS
M. TH 13 / FISH POINT ROAD INTERSECTION IMPROVEMENTS
F. RETAINING WALL IMPROVEMENTS
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000
APPENDIX D
Assessment Map
Phase 2 Preliminary Assessment Roll
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47
70
64
67
68
69
63
53
54
52
27
26
3 20
65
66
71
72
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58
59 61
60 62
48 49 50 51
555657
37 38 39 40
41 42 43 44
45
24232221
36 3534 33 32 31 30 29
28
8182 83
16 15
14
13
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7
6
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4 17
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8
1 2
25
Project Location
Construction Phase Year
Phase 1 (2021) Assessed Parcels
Phase 2 (2023) Assessed Parcels
0 475Feet¯Fish Point Road (CSAH 44 to TH 13) Reconstruction ProjectFigure 5 - Assessment MapPrior Lake, MN Document Path: K:\013977-000\GIS\Maps\AssessmentMap.mxd Date Saved: 8/18/2020 7:57:32 AM1 inch = 475 feet
Date: 01/03/21 Rate
WSB Project No.: 013977-000 Residential Single-Family Per Unit Assessment As Determined By Special Benefit Consultation, Patchin Messner Valuation Counselors, Dated July 31, 2020: $9,000.00
Assessment Rate Determined by Special Benefit Consultation, Patchin Messner Valuation Counselors, Dated July 31, 2020:*
**Assessment Rates have been adjusted for inflation (8.9%) using the Construction Cost Index per the Feasibility Report.
1 259360010 ISD 719 4540 TOWER ST SE PRIOR LAKE, MN 55372 5304 WESTWOOD DR SE SCHOOLS **$106,090.00
2 259360740 ISD 719 4540 TOWER ST SE PRIOR LAKE, MN 55372 15855 FISH POINT RD SE SCHOOLS **$122,533.95
8 259360600 BRENNAN JOSEPH M 15680 FISH POINT RD SE PRIOR LAKE, MN 55372 15680 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
9 252670080 FERRIER MICHAEL & KRISTIN G 15676 FISH POINT RD SE PRIOR LAKE, MN 55372 15676 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
10 252670070 MARTIN ARLENE K 15650 FISH POINT RD SE PRIOR LAKE, MN 55372 15650 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
11 252670060 BARNES NATALIE L & BRIAN E BARNES 15630 FISH POINT RD SE PRIOR LAKE, MN 55372 15630 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
12 252670050 OLIVER BRADLEY 15622 FISH POINT RD SE PRIOR LAKE, MN 55372 15622 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
13 252670040 BONGARD DEBRA K 15602 FISH POINT RD SE PRIOR LAKE, MN 55372 15602 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
17 259360460 PHERSON MICHAEL D & TERRI A 15538 FISH POINT RD SE PRIOR LAKE, MN 55372 15538 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
18 259360461 KUNTZ CORRIN L 15518 FISH POINT RD PRIOR LAKE, MN 55372 15518 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
37 251800010 JORGENSON DYLAN 15453 FISH POINT RD SE PRIOR LAKE, MN 55372 15453 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
38 251800020 SALISBURY GABRIELLE 15469 FISH POINT RD SE PRIOR LAKE, MN 55372 15469 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
39 251800030 LINNYWINKEN LLC 5366 FAIRLAWN SHORE PRIOR LAKE, MN 55372 15483 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
48 250760030 DICKENSON DARREN R 15543 FISH POINT RD SE PRIOR LAKE, MN 55372 15543 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
49 250760040 JOKINEN SCOTT B & CYNTHIA J 15567 FISH POINT RD SE PRIOR LAKE, MN 55372 15567 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
58 250730180 ANDERSON MARK STEVEN 15611 FISH POINT RD SE PRIOR LAKE, MN 55372 15611 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
77 250730140 LERUM SPENCER 15657 FISH POINT RD SE PRIOR LAKE, MN 55372 15657 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
78 250730150 RIDDLE HUGH L & TAMMY 15671 FISH POINT RD SE PRIOR LAKE, MN 55372 15671 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
79 250730160 VIDEEN HELEN PO BOX 503 PRIOR LAKE, MN 55372 15685 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
80 250730170 DOWNING JOHN P & JANE E 15699 FISH POINT RD SE PRIOR LAKE, MN 55372 15699 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
81 252410010 NICKLES JAROD MICHAEL 15719 FISH POINT RD SE PRIOR LAKE, MN 55372 15719 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
82 252410020 HALL DONALD W & LINDA L & LINDA L HALL REVOCABLE T 15739 FISH POINT RD SE PRIOR LAKE, MN 55372 15739 FISH POINT RD SE SF RES 1 $9,548.10 $9,548.10
83 252410030 PRIOR LAKE CITY OF & CITY MANAGER 4646 DAKOTA ST SE PRIOR LAKE, MN 55372 --**$21,005.82
GRAND TOTAL - PRELIMINARY PROJECT STREET ASSESSMENT:$440,591.77
CITY OF PRIOR LAKE
PHASE 2 (2023) FISH POINT ROAD (CSAH 44 TO TH 13) RECONSTRUCTION PROJECT
PRELIMINARY ASSESSMENT ROLL
MAP ID PID FEE OWNER FEE OWNER ADDRESS CITY/STATE/ZIP PROPERTY ADDRESS USE DESCRIPTION UNITS PROPOSED
ASSESSMENT
UNIT
ASSESSMENT
RATE**
Feasibility Report
Fish Point Road (CSAH 44 to TH 13) Reconstruction Project
City Project No. 2023-01
City of Prior Lake
WSB Project No. R-13977-000
APPENDIX E
January 23, 2020
1st Neighborhood Meeting Minutes
August 5, 2020
Individual Property Owner Meeting Summary
K:\013977-000\Feasibility\Neighborhood Meeting Q&A.docx BOLD | VISIONARY | AUTHENTIC | PASSIONATE | OPTIMISTIC Prior Lake 2021 SRP
Neighborhood Meeting
City Project No. TRN#20-000001
WSB Project No. 013977-000
Thursday, January 23, 2020
6:00 p.m.
Resident Q&A
28 residents in attendance
Q: Pedestrian safety along Fish Point. Green space between street and sidewalk.
A: Vehicle and pedestrian safety is important and will be evaluated. Design will follow MnDOT
state aid requirements.
Q: Project Helpline phone numbers
A: Number on handout at meeting should be 952-737-4683, not 952-797-4683
Q: Resident lives by 25 mph sign, traffic often much faster
A: 25 mph sig is advisory, not posted speed limit.
A: Engineering and PD are aware of the speed issues. Continued PD enforcement
A: Driver feedback signs will be installed with the project
Q: Lighting. Lights direct up ad into windows
A: Typical residential lighting will be installed with project, similar to Huron project
Q: Notification and schedule
A: Notices will be mailed. Updates via email and website
Q: Landscaping
A: Landscaping in ROW is at homeowners’ risk, will not be replaced with project. ROW is approx.
15’ behind b/c
Q: 15602 Fish Point. Water flows very fast down the hill and washes away
A: Leave a comment card so it can be noted in design
A: Meetings will be available to meet one on one with the project team to discuss walls, drainage,
services, trees, etc.
Q: Lighting. Orange vs White
A: Replace with white LED
Q: Gas replacement
A: City is coordinating with all private utilities within project and gas mains may or may not be
replaced
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Q: Fish Point alignment
A: Monir changes to vertical and horizontal alignment. In general, it will look and feel the same as
it does today
Q: Water service/curb stop in driveway. Driveway replacement
A: Yes driveway replacement, in kind, for the disturbed area.
Q: Full driveway replacement
A: Probably not, contractors typically don’t do that work on larger street projects
Q: Old project narrowed street and patched driveways. Poor quality
A: This project will be a quality product and have a warranty period
Q: Electric/Cable companies
A: Explained utility coordination efforts for the project. There are many different private utility
owners in this area.
Q: School traffic
A: Project team met with School district to discuss project
Q: School and Church being assessed?
A: Yes
Q: Project Funding
A: State aid, city tax dollars, CIP, utility funds.
A: Explained assessment policy and conversion of Fish Point to local road for assessment
calculation
Q: Kid/Pedestrian safety. Stop signs or speed bumps
A: Stop signs or speed bumps not being evaluated with project. Tend to have a negative effect
Q: Assessment and why 10 year pay back
A: Explained City bonding policy
A: Approximately 4.5% interest rate. 2 points higher than City’s rate
Q: 5912 Hidden Oaks Cir. Hidden Oaks Pond
A: Storm sewer is being televised and evaluated. Pond likely not changing
K:\013977-000\Admin\Meeting\8 5 20 Phase 1 Property Owner Meetings\Property Owner Meeting Summary.docx BOLD | VISIONARY | AUTHENTIC | PASSIONATE | OPTIMISTIC Prior Lake 2021 SRP
Property Owner Meetings
City Project No. TRN#20-000001
WSB Project No. 013977-000
Wednesday, August 5th, 2020
Meeting Summaries
15453 Fish Point Rd SE (John Whitmore)
- The residents’ primary concern is the work occurring along Timber Trail SE (north of their
property), since the street is quite a bit higher in elevation than their lot. There are City-
owned timber retaining walls (built around 1984) that are beginning to degrade at the
north property line, and private landscape block retaining walls. They are requesting that
the walls are replaced at the City’s cost. City and WSB staff indicated that attempts will
be made to locate property corners and verify that the timber wall is within the road right-
of-way.
- There is an existing storm sewer grate/inlet at the base of the landscape block wall that
appears to connect to the storm sewer in the street via an 18” RCP pipe. The residents
indicated that when that was first installed it would backup in major storms and had
flooded their basement. The City completed some adjustments many years ago, and it
hasn’t been as much of an issue since. WSB will incorporate this storm sewer inlet into
the site analysis.
- It was also discussed that all of the shrubs along the top of the wall were in very close
proximity to the road and would likely need to be removed. The residents stated they
were fine with that, but also stated that their goal is to “screen” the sight an d noise of
traffic along the street and along TH 13.
- It was noted that their services are off of Fish Point Road and on preliminary review, their
replacement didn’t seem to require any tree removals in their front yard.
- The landscaping and trees at the northwest corner of their property will likely need to be
removed and the residents stated they were fine with that.
5910 Glory Circle SE (Michael Autenrieth) & 5901 Glory Circle SE (Kory Mosher)
- This was a joint meeting with both residents. One main question/concern was if the
watermain and sanitary sewer between their two properties is going to be replaced. Both
of their services come from the side yard mains within the easement. The water service
for 5910 was located, and an attempt was made to locate 5901.
- The resident at 5910 Glory Circle SE indicated that during major rain events, about every
5-6 years, there is a ravine behind 5900 that essentially floods and runs between the two
houses and into the storm sewer inlet in the cul-de-sac. He stated that the house at 5900
has flooded many times. City and WSB staff investigated along Timber Trail SE and
determined that it is likely all the drainage is coming from the area outside of City ROW
and from rear yards and roof tops. This, however, will be evaluated with the stormwater
analysis.
- The resident at 5901 asked how much of their driveway would be impacted and if their
pine tree in the boulevard would be impacted and replaced if impacted. Nick M. stated
that the tree will likely be affected, and if it is in the ROW it won’t be replaced, but if it is
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on private property, it will. He also gave the resident an approximate location of driveway
removals.
5910 Miller’s Circle SE (Jody Stroh)
- The resident’s main question was regarding the large timber retaining walls that abut the
street on the west side of her property and continue up her driveway toward her garage.
It was determined that her sewer and water service are underneath the portion of the wall
adjacent to the driveway and that they would be impacted. It was discussed that final
wall replacement details will come with design, but that it is likely the project will only
replace the portion of the wall impacted by utility work and that the property owner would
be responsible for replacing any other portion of the wall if they do desired. She asked
how that coordination would work and Andy B. stated that the logistics will be more
thought out as we get into design and it will be communicated back to the property
owners.
- It was also noted to the resident that the two large trees in her front yard will likely be
impacted by the sewer and water service replacement. Andy B. explained that there may
be a chance that they could be saved during the replacement but may die in a few years
if the root system is impacted. He discussed there may be a benefit to having the cost of
the tree removal be covered by the project as opposed to the resident later on.
- The resident indicated that she would like to keep the retaining wall on the east side of
her property if at all possible.
5833 Timber Trail SE (Robert Dudzik)
- The resident’s main concern was what impacts are proposed to the timber retaining
walls. He indicated that he built the walls and would like to keep them in place if
possible. The City and WSB investigated as to the location of the sewer and water
service and noted that the water service was in the driveway, about 8’ from the edge of
the retaining wall. The resident recalled that the sewer service comes out of the hose on
the west side of the property but then angles towards the driveway and runs adjacent to
the water service. City and WSB staff will review sewer televising tapes for the area to
better determine where this service comes into the main.
- The resident also asked what sort of access there will be to his property, as he is
currently experiencing mobility challenges. The response was that WSB and City staff
will work to communicate access needs to the contractor and require that special
accommodations be made to provide access. In general, access to the driveway will be
maintained at the beginning and end of each working day for vehicles, except when the
concrete curb is curing for 5 days in front of the driveway.
15654 Omega Trail SE (Christopher Wickstrum)
- This resident was joined by his neighbor to the east at 15659 Omega Trail SE. One
question/concern raised by these residents was how the project will address the improper
drainage of the cul-de-sac. They noted that water pools at the end of their driveways and
does not make its way down the street to the north. They were curious if improvements
to the street could help reduce the slope of their driveways as well. Staff relayed that this
drainage issue would be addressed with the storm sewer and street design, and that
there is a chance that the cul-de-sac can be raised slightly to help with the steep
driveways.
- They asked if the private utility pedestals could be moved and/or consolidated with the
project. Staff relayed that the City and WSB coordinate with private utilities but that there
are typically no restrictions or requirements to move existing pedestals. The City and
WSB will notify the private utilities of the residents ’ request.
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- It was also request that Public Works staff review how snow is stored in the cul-de-sac,
as currently they pile it up on the property at 15654 and cover up an electrical transformer
and cable pedestals.
- The resident at 15654 indicated that they would like to widen their driveway to 24’ wide.
Nick M. said that this resident should coordinate with the field staff when curb and gutter
is being installed.
- Lastly, they requested that the design consider an addition of a cross walk at Fish Point
Road and Omega Trail. They have children that are too close to the school to bus, but
don’t feel safe crossing the road to get on the sidewalk along the east side of Fish Point
Road. The City said that internal discussions are being had about this issue and the
design will consider a crossing, or extension of the sidewalk on the west side, so that the
crossing at TH 13 can be added and utilized.
15489 Omega Trail SE (Dianna & Greg Running)
- The resident’s primary concern was a drainage issue in their yard were water is being
held since the street is higher than their yard. This low area somewhat drains to an
existing plastic pipe that goes under their driveway and connects to the storm sewer
catch basin in the roadway. They were told that storm sewer will be extended into their
yard and a catch basin will be installed to collect the drainage and bring it into a new RCP
pipe underneath the curb line in their street. The project will also rem ove the existing
plastic pipe and replace their heaved concrete apron.
- They indicated that they would like to keep the large oak tree to the left of their driveway
but were told it is likely that with the storm sewer replacement this tree would have to b e
removed. They indicated that would be alright, if it’s necessary. They also stated all the
shrubs along the street are ok to be removed.
15480 Omega Trail SE (Kelly Flanagan)
- The resident was not home at the meeting time of 3:30 pm. She was contact ed by
Kirsten Gray, but wasn’t going to be home until 5:00 pm when the meetings were
wrapping up. She was told that the City and WSB would reschedule a meeting.
5925 Hidden Oaks Cir (Judy Olson)
- The resident’s primary concern was their newly constructed concrete driveway and
whether or not it would be impacted. It was pointed out to the resident that the curbs stop
is along the edge of the driveway, and the replacement of the water service and sanitary
sewer service would impact the driveway. They were told the driveway would be
replaced in-kind, at full width, and that an attempt would be made to match the sawcut
joint type.
- They were also notified that the pipe tree would need to be removed, and they were fine
with that and asked if they could keep the wood for firewood. They were told they could
keep the wood and that they should communicate that with the field staff during tree
removals.