HomeMy WebLinkAbout9F Sycamore Trail Accept Feasibility Report
4646 Dakota Street SE
Prior Lake, MN 55372
CITY COUNCIL AGENDA REPORT
MEETING DATE: NOVEMBER 28, 2016
AGENDA #: 9F
PREPARED BY: LARRY POPPLER, CITY ENGINEER/INSPECTIONS DIRECTOR
PRESENTED BY: LARRY POPPLER,
AGENDA ITEM: CONSIDER APPROVAL OF A RESOLUTION ACCEPTING THE FEASIBILITY
REPORT AND SCHEDULING A PUBLIC HEARING TO CONSIDER THE SYCA-
MORE TRAIL IMPROVEMENT PROJECT, CITY PROJECT #TRN17-000005
DISCUSSION: Introduction
The purpose of this agenda item is to accept the Feasibility Report and schedule a
Public Hearing to be held on December 12, 2016 for the Sycamore Trail Improve-
ment Project.
History
The City uses the Five Year Capital Improvement Program and its Pavement Man-
agement program to plan its infrastructure improvements and the financing for
capital improvements. The north end of Sycamore Trail is a part of the plan for re-
construction in 2017. At its September 26, 2016 meeting the City Council adopted
Resolution 16-121 authorizing staff to prepare a Feasibility Report for the Syca-
more Trail Improvement Project as outlined in the CIP.
The M.S. Chapter 429 process applies to all projects that will be financed in whole
or part through special assessments or bond proceeds.
Sycamore Trail is considered in the report and includes improvements to Maple-
wood Townsite, RLS 33, RLS 94, RLS 108, and Willows 1st Addition located in
Section 3, Township 114, Range 22. Structures in this area were built between
1928-1988 but most were built in the 1970’s. A map of the project area (Appendix
A) is included in the Feasibility Report. The proposed improvements include street
reconstruction or reclamation, storm sewer, storm water quality, sanitary sewer,
watermain, concrete curb and gutter, and appurtenant work.
Current Circumstances
The Feasibility Report includes total estimated costs, preliminary assessment
amounts, and a project financing summary. Also included in the report are design
criteria, estimates and information on watermain, sanitary sewer, storm sewer, and
streets.
The primary purpose for proceeding with the project is to upgrade the street condi-
tion and utilities. The pavement condition is extremely poor and requires recon-
struction in accordance with the city’s desire to maintain high overall condition index
(OCI) ratings on its roadways.
Four options are presented in the Feasibility Report. The options relate to the end
of the roadway where presently there is no turn around. Option 1 maintains the end
2
of the roadway as is. Option 2 builds a small cul-de-sac. Option 3 constructs a
hammerhead turn around. Option 4 extends Sycamore Trail to Willow Beach Street
over public right of way. The feasibility report discusses the pros and cons of the
current situation and the various alternatives. Please refer to the feasibility report
for the full analysis of the alternatives.
Conclusion
A public hearing is proposed for December 12, 2016. At that meeting the pro-
posed improvements, project schedule and assessments will be presented to resi-
dents. The information contained in the Feasibility Report will also be presented at
a neighborhood meeting that will take place prior to the public hearing.
The attached Feasibility Report outlines which portions of the cost for the above
project will be assessed to the benefiting properties. If the Council approves the
Feasibility Report, the Chapter 429 special assessment statute requires a public
hearing be conducted prior to proceeding with the project to determine if it is to
move forward.
In summary, the project is feasible from an engineering and economic standpoint.
Approval of the Feasibility Report does not grant final approval of the project.
ISSUES: The Assessment Review Work Group met on November 16th, 2016, and recom-
mended the unit assessment method and assessment in accordance with the City’s
Assessment Policy of assessing 40% of the street and storm sewer cost. The group
discussed assessing a larger percentage due to the recent acceptance of the street
by the City and because the roadway was not brought up to City standards at the
time of acceptance. The group also discussed the property owner’s request to lower
the percentage due to property owner maintenance over the years. Ultimately, the
work group felt that following the Assessment Policy was most appropriate.
The absence of a turn around at the end of Sycamore Trail and options were dis-
cussed by the Work Group. Based on the analysis within the report, the Assessment
Review Work Group and Staff are recommending Option 3 which builds a hammer-
head turn around at the end of Sycamore Trail. This option was determined to be
most appropriate considering the circumstances.
The Assessment Review Work Group also discussed the street width for the road-
way. Currently the south end of Sycamore Trail is 24 feet but narrows to 16 feet
heading north. The feasibility report shows costs for improving the roadway to 24
feet in width. Considering right of way and maintaining driveway grades, widening
may be challenging. The work group was open to reducing the width to 20 feet as
more details emerge.
The City received a petition from the property owners on this project. It is attached
to the Feasibility Report in the appendix. The petition provides support for the pro-
ject, but also provides recommendations for the improvements. For more details
please refer to the appendix of the feasibility report.
FINANCIAL
IMPACT:
The Sycamore Trail Improvement Project is proposed to be financed by Special
Assessments, tax levy, Sewer Fund, Water Fund, and Water Quality Fund. The
funding of each option and the corresponding estimated amounts are shown be-
low:
3
SYCAMORE TRAIL IMPROVEMENT PROJECT - FUNDING
Funding Source Option 1
As – Is
Option 2
Cul-de-Sac
Option 3
Hammerhead
Option 4
Connection
Ad Valorem $227,022 $276,624 $257,706 $343,188
Assessment (40%) $151,348 $184,416 $171,804 $228,792
Utility Fund - Sewer $40,100 $40,100 $40,100 $40,100
Utility Fund - Water $201,830 $201,830 $201,830 $201,830
Water Quality Fund $20,000 $20,000 $20,000 $20,000
Assessment (Per Unit)
- Reconstruction $9,459 $11,526 $10,738 $12,711
Total $640,300 $722,970 $691,440 $833,910
The Capital Improvement Plan contemplated $752,182 for this project.
ALTERNATIVES: 1. Approve a Resolution Accepting the Feasibiilty Report and Establishing a Pub-
lic Hearing date for the Sycamore Trail Improvement Project, City Project
#TRN17-000005.
2. Deny this item for a specific reason and provide staff with direction.
3. Table this item until some date in the future.
RECOMMENDED
MOTION:
A motion and a second for approval of Alternative #1.
4646 Dakota Street SE
Prior Lake, MN 55372
RESOLUTION 16-xxx
A RESOLUTION ACCEPTING THE FEASIBILITY REPORT AND CALLING FOR A PUBLIC
HEARING FOR THE SYCAMORE TRAIL IMPROVEMENT PROJECT, CITY PROJECT
#TRN17-000005
Motion By: Second By:
WHEREAS, Pursuant to Resolution 16-121, the City Council, on September 26, 2016
ordered a Feasibility Report to be prepared under the direction of the City’s
Engineering Department with reference to the Sycamore Trail Improvement
Project; and
WHEREAS, The Feasibility Report for the Sycamore Trail Improvement Project dated
November 2016 contains information that the proposed project is necessary,
cost effective, and feasible; and
NOW THEREFORE, BE IT HEREBY RESOLVED BY THE CITY COUNCIL OF PRIOR LAKE,
MINNESOTA as follows:
1. The recitals set forth above are incorporated herein.
2. The City Council hereby accepts the Feasibility Report as submitted.
3. The Council will consider the improvement of such streets and areas in accordance with the
Report and the assessment of property as described in the Report for all or a portion of the
cost of the improvements pursuant to Minnesota Statutes Chapter 429 at an estimated total
cost of the improvements of $814,190.
4. A Public Hearing shall be held on such proposed improvements on the 12th of December, 2016
at Prior Lake City Hall, with the address of 4646 Dakota Street SE, City of Prior Lake,
Minnesota at 7:00 p.m. statutory notice and publication requirements shall be followed.
PASSED AND ADOPTED THIS 28th DAY OF NOVEMBER 2016
VOTE Hedberg Keeney McGuire Morton Thompson
Aye ☐ ☐ ☐ ☐ ☐
Nay ☐ ☐ ☐ ☐ ☐
Abstain ☐ ☐ ☐ ☐ ☐
Absent ☐ ☐ ☐ ☐ ☐
______________________________
Frank Boyles, City Manager
Photo
Feasibility Report for
2017 Street Reconstruction Project
Sycamore Trail Improvements
City of Prior Lake, MN
City Project No. TRN-17-000005
BMI Project No. T18.112541
November 21, 2016
Submitted by:
Bolton & Menk, Inc.
12224 Nicollet Avenue
Burnsville, MN 55337-1649
P: 952-890-0509
F: 952-890-8065
Prepared by: Bolton & Menk, Inc.Certification
2017 Street Reconstruction Project ǀ T18.112541
Certification
Feasibility Report
for
2017 Street Reconstruction Project -
Sycamore Trail Improvements
City of Prior Lake
Prior Lake, MN
City Project No. TRN17-000005
BMI Project No. T18.112541
November 21, 2016
I hereby certify that this plan, specification or report was
prepared by me or under my direct supervision, and that I
am a duly Licensed Professional Engineer under the laws of
the State of Minnesota.
By:
Michael Warner, P.E.
License No. 44693
Date: November 21, 2016
Prepared by: Bolton & Menk, Inc.Table of Contents
2017 Street Reconstruction Project ǀ T18.112541
Table of Contents
I. INTRODUCTION ................................................................................................................. 1
II. BACKGROUND ................................................................................................................... 1
III. EXISTING CONDITIONS ....................................................................................................... 2
IV. PROPOSED IMPROVEMENTS .............................................................................................. 3
Proposed Street Improvements ................................................................................ 3
Proposed Sanitary Sewer Improvements .................................................................. 4
Proposed Watermain Improvements ........................................................................ 4
Proposed Storm Sewer Improvements ..................................................................... 4
V. DEAD-END OPTIONS .......................................................................................................... 4
VI. DRIVEWAY RECONSTRUCTION PROGRAM.......................................................................... 7
VII. STREET LIGHTING .............................................................................................................. 7
VIII. ESTIMATED COST/FINANCING ........................................................................................... 7
Cost Estimate and Financing ..................................................................................... 8
IX. PROJECT SCHEDULE ......................................................................................................... 11
X. CONCLUSION ................................................................................................................... 11
Appendix
Appendix A: Figures
Appendix B: Preliminary Cost Estimate
Appendix C: Preliminary Assessment Map & Roll
Appendix D: Resident Questionnaire’s
Appendix E: Geotechnical Evaluation
Prepared by: Bolton & Menk, Inc.INTRODUCTION
2017 Street Reconstruction Project ǀ T18.112541 Page 1
I.INTRODUCTION
On September 26, 2016, the Prior Lake City Council adopted Resolution 16-121, which ordered the
preparation of a Feasibility Report for improvements to the City of Prior Lake’s 2017 Street
Reconstruction Project – Sycamore Trail Improvements.
Sycamore Trail is located within Section 3, Township 114, Range 22, as described on the following
plats, and Registered Land Surveys (RLS): Maplewood Townsite, Willows 1st Addition, RLS No.
33, RLS No. 94, and RLS No. 108.
See Figure 1 in Appendix A for the proposed project location map.
This report will review the existing conditions in the project area and discuss, in detail, the
proposed improvements. The proposed improvements will consist of complete street and utility
reconstruction. The utility reconstruction will consist of water main replacement, water and
sanitary sewer service replacement, and storm sewer upgrades. The report will also provide
preliminary cost estimates for the proposed improvements with financing for the project coming
from a combination of special assessments, the City’s general tax levy, and the City’s sewer and
water utility funds.
See Figure 2 in Appendix A for the proposed street improvements map.
See Figure 3 in Appendix A for the existing City owned utilities.
If the City decides to proceed with the proposed street and utility improvements described in this
report, it is anticipated construction would begin in 2017 as shown in the detailed project schedule
found on page 7.
II.BACKGROUND
The City has a Capital Improvement Program (CIP) which prioritizes the infrastructure
improvement needs within the City and has identified the above listed project area as requiring
improvement during the 2017 calendar year. The deteriorated bituminous surface and aging utility
infrastructure resulted in the selection of this neighborhood.
The City of Prior Lake utilizes a Pavement Management Program to rate an existing public street’s
pavement condition. Each street segment is reviewed in the field and this information is then used
to compute an Overall Condition Index (OCI) for each street section. The OCI is a tool for
comparing streets when considering where roadway improvements are most needed within the City.
The street OCI is a number between 0-100, with 100 being the best or signifying a newly paved
street and 0 being the worst. In the pavement industry, it’s generally agreed that streets with an
OCI ≤ 65 need some improvement. Streets in need of a mill and overlay generally have an OCI in
the range of 45-65, while streets with an OCI in the range of 35-45 usually require a full depth
reclamation. When the OCI reaches a range of 0-35 or when a need for utility repair is determined,
the street usually requires full reconstruction.
A neighborhood meeting was held on October 19, 2016. The purpose of the meeting was to inform
the property owners located within the project area of the improvements being considered, to gather
input from the impacted residents, and to answer any questions that the property owners had.
Successful projects incorporate a very proactive public process in order to provide information and
awareness of the project, as well as to provide comments on potential design options. To facilitate
this public input a project questionnaire has been developed, informational pamphlets were
distributed (explaining typical infrastructure projects and detailing the MN Statue 429 Assessment
Process), and a project website is available with up-to-date project information. Copies of the
completed questionnaires already returned to the City can be found in Appendix D.
Prepared by: Bolton & Menk, Inc.EXISTING CONDITIONS
2017 Street Reconstruction Project ǀ T18.112541 Page 2
III.EXISTING CONDITIONS
Sycamore Trail, from 550’ north of Kent Street to the north end, is a local residential street serving
residential single family homes.
The street within the reconstruct project area is bituminous surfaced. The following table shows the
existing street width and approximate right-of-way widths.
Table 1 –Street Widths
LOCATION Curb &
Gutter Street Width ROW
Sycamore Trail No 16’-23’40’
All measurements are from bituminous edge to bituminous edge. There are no sidewalks or trails.
No street lights exist within the project area. City records show the roadway, water main, sanitary
sewer, and storm sewer were constructed in the mid 1970’s.
The OCI of the pavement for this area is 32, making the area a
candidate for reconstruction. The bituminous pavement within
the study area exhibits wear and distress due to traffic loading
as well as typical weathering effects experienced with aged
asphalt pavement. The existing pavement contains large
transverse cracking (cracks running perpendicular across the
roadway) and significant alligator-type cracking. Alligator
cracking in pavement is an indicator of potential subgrade
problems.
Soil borings were completed in the area by Northern Technologies to determine the existing
roadway section and the report is included in Appendix E. The existing bituminous pavement
thickness ranges from 2.0 to 6.0 inches with a gravel aggregate base thickness range of 4.0 to 6.0
inches. Existing subgrade soils found beneath the aggregate base consist of a clayey sand and silty
sand fill material.
The existing roadway appears to go outside of the existing Right-of-Way in a number of locations,
especially at the north end. It appears some of the lots are extended to the center of the existing
roadway. In other areas, the existing roadway is not centered within the Right-of-Way.
There is an existing 6-inch diameter cast iron pipe (CIP) watermain which runs the entire length of
Sycamore Trail. Service lines to individual homes within the project area are anticipated to be 1-
inch diameter copper pipe.
There is an existing 8-inch vitrified clay pipe (VCP) sanitary sewer main and 27-inch reinforced
concrete pipe (RCP) sanitary sewer main on Sycamore Trail. The main flows from south to north
and west to east where it connects to sewer on Willow Beach Street. An existing lift station along
the north end of the project is located behind homes near Upper Prior Lake. The lift station pumps
to the 27-inch RCP main. The existing condition of the sanitary sewer system was documented by
televising of the sewer main. The VCP sanitary sewer main was previously lined and is in good
condition. Service laterals to individual homes within the project area are anticipated to be 4” VCP.
There is an existing catch basin located mid-block on the west side of Sycamore Trail. A small
PVC pipe, located in a shallow ditch on the east side of Sycamore trail, drains to this catch basin,
and then ultimately west to the lake.
Existing Pavement on Sycamore Trail
Prepared by: Bolton & Menk, Inc.PROPOSED IMPROVEMENTS
2017 Street Reconstruction Project ǀ T18.112541 Page 3
IV.PROPOSED IMPROVEMENTS
Proposed Street Improvements
Based on the roadway age, surface deterioration, OCI rating, and sub-soils, the proposed
improvement for Sycamore Trail is a complete reconstruction of the existing road section. The new
roadway is proposed to be constructed with new B618 concrete curb and gutter to improve drainage
and support the edge of pavement. B618 concrete curb and gutter is the current City standard. It
has better water conveyance properties and is better suited to keep snow plows within the roadway
during snow removal operations than surmountable curb styles.
The new roadway width of Sycamore Trail is proposed to be constructed to 24’ from back of curb
to back of curb to match the existing width to the south. The proposed width would be narrower
than the City’s standard residential street width of 32’ but will be wider than the existing width.
The benefits of the narrower street width from the City standard include additional green space or
front yard, reduction in impervious area, reduction of assessments to benefiting properties, and
reduction of natural resources required for construction of the roadway.
Even though the City standard street width is 32’, numerous roadways within the City limits are
less than 32’ wide. In an effort to reduce impervious surface and long term infrastructure
replacement costs, the City has begun utilizing narrower street widths where appropriate. In
general, street widths of 28’-30’ have been used but the City has also utilized street widths as
narrow as 24’ in the past. These streets are usually located in older residential neighborhoods or if
they are located within a new residential development, environmental sensitivity necessitated their
approval. Due to the narrower width less than 28’, on street parking would not be allowed which is
consistent with the current condition.
The neighboring residents have requested the City to construct the street as narrow as 20’ wide.
Although this is not the recommended width, if the city were to construct this option, the street
costs shown later in this report would be reduced by approximately $19,000.
The new roadway horizontal alignment and vertical profile is expected to remain similar to the
existing roadway. Keeping the roadway at the same horizontal alignment will likely require
easement or Right-of-Way acquisitions from the adjacent properties. It assumed these acquisitions
would be granted to the City at no cost. The horizontal curve on the south end is extremely sharp
and will be reviewed during final design. Widening of the roadway and/or changing the radius are
two options that will be analyzed.
Sycamore Trail will be reconstructed to a minimum 7-ton design requirement, which holds up to
garbage trucks, school buses, and infrequent contractor truck loading. Based on geotechnical
recommendations and current City standards, the proposed road section will include:
1.5” Bituminous Wearing Course
2.5” Bituminous Non-Wearing Course
8” Class 5 Aggregate Base
12” Select Granular Borrow
Additionally, subsurface drain tile will be installed at the bottom of the street section under the curb
line to help ensure the new roadway section will remain free draining. This helps to reduce stress
on pavement from freeze thaw action.
During construction if areas of poorer soil conditions than what the soil borings have shown are
discovered, additional subgrade excavation and replacement material will be required.
All driveways will be replaced with new in kind material within the City Right-of-Way, from the
new back of curb to edge of Right-of-Way. All disturbed boulevard areas will be restored with 5.0-
inches of topsoil and new sod.
Prepared by: Bolton & Menk, Inc.DEAD-END OPTIONS
2017 Street Reconstruction Project ǀ T18.112541 Page 4
According to the sidewalk and trails gap analysis performed by the City, no gaps are present in the
project area, and therefore no sidewalk or trail is proposed to be added to any of these streets.
Proposed Sanitary Sewer Improvements
Based on the sewer pipe age, material type, and televising results, no improvements are proposed to
the mainline pipe. All sanitary sewer manholes will get new castings and rings that meet City
standards.
All sewer services within the roadway are proposed for replacement from the existing main to the
property line (City Right-of-Way) with 4-inch PVC pipe.
Proposed Watermain Improvements
Based on the watermain pipe age and size, the proposed improvement for the existing watermain is
full replacement with new 8-inch PVC pipe from the south project limits to Willow Beach Street.
All hydrants, valves, and fittings will also be replaced along with the mainline pipe. Additional
hydrants may be added depending on current hydrant spacing to aid in fire protection. The 2 gate
valves located at the first curve north of Kent Street are proposed to be replaced due to maintenance
reasons.
All water service lines to individual residences are proposed for replacement from the new main to
the property line (City Right-of-Way) with new 1-inch copper lines and curb stop and box.
Proposed Storm Sewer Improvements
The existing catch basin is recommended to be removed and replaced with new catch basins
meeting current City standards. The existing storm sewer pipe network will be analyzed based on
hydraulic performance and structural condition during final design. For the purposes of this report,
the storm sewer system within the roadway is anticipated to be replaced due to its proximity to the
watermain that will be replaced. Additionally, stormwater quality improvements will be analyzed
to help remove sediments and pollutant loads to the downstream system.
See Figure 3 in Appendix A for the existing sanitary sewer, watermain and storm sewer utilities.
V.DEAD-END OPTIONS
Currently the north end of Sycamore Trail is a dead end with no type of turn-around. The length of this
dead end is approximately 1,330 feet. Public right of way, 50 feet in width, is provided at the end of
Sycamore Trail for roadway extension to Willow Beach. Currently utilities are in place within this right
of way corridor from Sycamore Trail to Willow Beach. This right of way abuts riparian property owned
by the Willow Beach Association serving
approximately 94 homes. This is their lake
and beach access.
Sycamore Trail, Willow Beach Street, and the public
right of way located in between
Prepared by: Bolton & Menk, Inc.DEAD-END OPTIONS
2017 Street Reconstruction Project ǀ T18.112541 Page 5
It is unknown why the roadway was not constructed to connect Sycamore Trail to Willow Beach Street
during original platting of this area, but a steep grade from Willow Beach to the lake may have been the
reason as a retaining wall along the roadway extension would be required. Currently a variable height
retaining wall reaching over 5 feet in height is located at the end of Sycamore Trail. The long, dead end
provides the following challenges:
1.Length Exceeds City Ordinance – The Current length of Sycamore Trail (approximately 1,330
feet) exceeds the City Ordinance standard of 500 feet. The City Ordinance standard was created
to minimize concerns as enumerated below.
2.Emergency Access – During an emergency, residents may be cut off from accessing their homes
during a police or fire emergency. An emergency utility break would also cut off
access. Emergency response time could be slightly lengthened depending on the location of
emergency personnel at the time of the call. Emergency access options are currently limited due
to the one access point to the end of Sycamore Trail.
3.Construction Access – During reconstruction of the street and utilities, access to the properties on
Sycamore Trail will be challenging. During the daytime construction, residents would need to
remove their cars and park on neighboring streets or leave their homes prior to 7 am. They will
not be able to bring their cars to their homes until after 7 pm. This will be quite inconvenient and
disruptive to residents during construction. A through connection to Willow Beach Street would
alleviate this concern.
4.Use of Private Property – Currently the travelling public utilizes private driveways to turn
around.
5.Unsafe backing Up – When private driveways are occupied with vehicles at the end of Sycamore
Trail, vehicles must back up on Sycamore Trail until they are able to find a place to turn
around. Backing up on this narrow roadway is not the safest operation.
6.Garbage Truck Operations – Garbage trucks cannot maneuver at the end of Sycamore Trail to
turn around and must back up approximately 1,330 feet to Kent Street. Considering the narrow
roadway and curves, maneuvering a large garbage truck is not a safe maneuver. Because the City
does not have organized collection, multiple garbage trucks must maneuver in this way.
7.Snow Removal and Other Public Works Operations – Smaller equipment is utilized on Sycamore
Trail for snow removal or other public works operations. The use of smaller equipment reduces
efficiency in snow removal and delays snow removal response.
8.Connectivity – The current situation does not provide street and neighborhood
connectivity. Connectivity allows for travelling options for residents.
Due to the factors listed above, four options were reviewed for consideration on Sycamore Trail.
Option 1 – Reconstruct the roadway as it currently exists with no turn-around or emergency access. The
end of the roadway would require an estimated 144 square feet of retaining wall to replace the existing
wall.
Pros: Lowest cost option with lowest estimated assessment
Preferred option by the Willow Beach Association
Cons: Exceeds city ordinance for length
Emergency access
Construction access
Use of private property for turn around
Unsafe backing-up operations
Garbage truck operations
Public works operations
Connectivity
Prepared by: Bolton & Menk, Inc.DEAD-END OPTIONS
2017 Street Reconstruction Project ǀ T18.112541 Page 6
Option 2 – Install a small cul-de-sac to provide a turnaround. Due to the narrow right of way and the
amount of grading required, a smaller than standard cul-de-sac could be installed. An analysis would be
performed during final design to determine the appropriate size but for this report we have assumed a 28’
radius (City Standard is 47 feet). Because of the short radius, larger vehicles would need to perform
multi-point turns. Right of way or easement acquisition of an estimated 1,300 square feet would be
required with this option as well as an estimated 872 square feet of retaining wall. See Figure 5 in
Appendix A for a concept of the small cul-de-sac.
Pros: Removes use of private property for turn around
Removes unsafe backing up operations.
Garbage truck operations improved
Public works operations improved
Cons: Medium cost option with higher assessment than Option 1
Right of way purchase and more retaining wall than Option 1
Exceeds City Ordinance for length
Emergency access
Construction access
Connectivity
Option 3 – Install a hammer head type turnaround. This option would require a multi-point turn be
executed. Right of way or easement acquisition of an estimated 1,000 square feet would be required
with this option as well as an estimated 574 square feet of retaining wall. See Figure 6 in Appendix A for
a concept of the hammerhead.
Pros: Removes use of private property for turn around
Removes unsafe backing up operations.
Garbage truck operations improved
Public works operations improved
Lower cost option than Option 2 with slightly higher assessment than Option 1
Cons: Right of way purchase and more retaining wall than Option 1
Exceeds City Ordinance for length
Emergency access
Construction access
Connectivity
Option 4 – Extend Sycamore Trail to Willow Beach Street through the existing right of way. This would
alleviate the need for a turnaround and allow an exit for residents in case of an emergency or accident
should the roadway be closed. Due to the narrow right of way and slope of the existing ground to the
lake, an estimated 1,997 square feet of retaining wall would be needed. Temporary easements for
construction purposes would likely be needed, but no permanent right of way would be required. See
Figure 7 in Appendix A for a concept of the roadway extension.
Pros: Removes use of private property for turn around
Removes unsafe backing up operations.
Garbage truck operations
Public works operations
Eliminates variance from City Code
Emergency access
Construction access
Connectivity
Prepared by: Bolton & Menk, Inc.DRIVEWAY RECONSTRUCTION PROGRAM
2017 Street Reconstruction Project ǀ T18.112541 Page 7
Cons: Highest cost option with highest assessment
Temporary easement needed
Most retaining wall
Willow Beach Association and neighborhood opposition
Based on the analysis of these options, Option 3 is recommended.
VI.DRIVEWAY RECONSTRUCTION PROGRAM
Starting in 2008, the City introduced a Driveway Reconstruction Program as part of reconstruction
projects. Residents within the project area could reconstruct their driveway using the City’s
Contractor. The driveway work was bid through the large City contract allowing for the potential
of reduced pricing on the driveway work. Residents were required to pay the costs up front prior to
construction based on the calculation and letter from the City’s Engineering Department. In 2013,
the City revised the program in order to streamline the process. Private driveway bid items were
still included in the project bids but estimates and payments for the private driveway was between
the property owner and contractor. The City was not involved in the transaction except for auditing
of the contractor’s quotes when requested by the property owner. This program in the revised form
is proposed to be continued for the 2017 Improvement Project. While the driveway program is a
good service for the property owners, it introduces the City into private property improvements.
This results in additional City staff time and involvement.
VII.STREET LIGHTING
As previously described within the report, the number of existing street lights within the project
area is limited. The addition of new street lights, especially at intersections has been standard
practice on past improvements projects within the City and is expected to be incorporated into this
project as well. The actual number and location of the new proposed street lights will be
determined during final design. For the purposes of this report, street light costs have been
estimated based upon the addition of street lights at the sharp curves and at the end of the roadway
as this appeared to be the preference of the property owners as shown in the project questionnaires.
VIII.ESTIMATED COST/FINANCING
Assessments are proposed for the benefited properties per the City’s Assessment Policy for Public
and Development-Initiated Improvements. The lots proposed for assessment are shown on Figure 4
– Sycamore Trail Assessment Map found in Appendix C. All identified properties are proposed to
be assessed at a calculated unit assessment rate of 40% of the street and storm sewer project costs.
The general ad valorem property tax levy will be used to finance the costs of the remaining 60% of
the street and storm sewer project costs. The project costs for the sanitary sewer and water main
improvements are considered general maintenance and supported by utility fees under the City
sewer and water utilities funds and will not be assessed.
The proposed project assessments and funding summary are based on preliminary estimated project
costs. These costs may be revised at the time of the final assessment hearing depending on final
design of the project, required easements and/or right-of-way, soil conditions, bids received, and
actual work performed. The unit assessment rates are proposed to be assessed over a 10-year
period at a rate equal to 2.0% higher than the net interest cost of the bonds to be sold for the project.
For this estimate, the interest rate is assumed to be 4.0% based upon the previous 2 years of bond
sales.
Prepared by: Bolton & Menk, Inc.ESTIMATED COST/FINANCING
2017 Street Reconstruction Project ǀ T18.112541 Page 8
The estimated project cost to complete the improvements proposed herein are presented below.
These costs include estimated construction costs, a 10% contingency, and 20% project support cost:
financial (2.5%), legal (2.5%), administrative (5%), and engineering (10%).
Cost Estimate and Financing – Option 1
Table 2 - Estimated Project Costs and Financing (Option 1)
ITEM
ESTIMATED
PROJECT COSTS ASSESSMENTS CITY SHARE
Streets2 $349,490 $139,796 $209,694
Sanitary Sewer $40,100 $40,100
Watermain $201,830 $201,830
Storm Sewer1,2 $48,880 $11,552 $37,328
Total $640,300 $151,348 $488,952
1 Includes $20,000 in Water Quality Improvements that are not assessable
2 Does not include any of the three (Hammerhead, Cul-de-Sac, or Extend Road) add on
options
The assessments shown above in Table 2 would be divided between the properties abutting, and
with driveway access to, the project on a unit basis. This unit assessment is calculated below:
Amount to be Assessed =$151,348
Number of Units =16
Proposed Unit Assessment =$9,459.25
If the options to construct a turnaround at the end of Sycamore Trail, or to extend Sycamore Trail to
Willow Beach Street, are pursued, 40% of those costs would be assessed to the benefitting
properties. The project costs and proposed assessments for Options 2, 3, and 4 for the north end of
Sycamore Trail are presented below.
Cost Estimate and Financing – Option 2 (Cul-de-sac)
Table 3 - Estimated Project Costs and Financing (Option 2)
ITEM
ESTIMATED
PROJECT COSTS ASSESSMENTS CITY SHARE
Streets2 $432,160 $172,864 $259,296
Sanitary Sewer $40,100 $40,100
Watermain $201,830 $201,830
Storm Sewer1,2 $48,880 $11,552 $37,328
Total $722,970 $184,416 $538,554
1 Includes $20,000 in Water Quality Improvements that are not assessable
2 Includes Option 2 - Cul-de-sac
Prepared by: Bolton & Menk, Inc.ESTIMATED COST/FINANCING
2017 Street Reconstruction Project ǀ T18.112541 Page 9
The assessments shown above in Table 3 would be divided between the properties abutting, and
with driveway access to, the reconstruction area on a unit basis. This unit assessment is calculated
below:
Amount to be Assessed =$184,416
Number of Units =16
Proposed Unit Assessment =$11,526.00
Cost Estimate and Financing – Option 3 (Hammerhead)
Table 4 - Estimated Project Costs and Financing (Option 3)
ITEM
ESTIMATED
PROJECT COSTS ASSESSMENTS CITY SHARE
Streets2 $400,630 $160,252 $240,378
Sanitary Sewer $40,100 $40,100
Watermain $201,830 $201,830
Storm Sewer1,2 $48,880 $11,552 $37,328
Total $691,440 $171,804 $519,636
1 Includes $20,000 in Water Quality Improvements that are not assessable
2 Includes Option 3 - Hammerhead
The assessments shown above in Table 4 would be divided between the properties abutting, and
with driveway access to, the reconstruction area on a unit basis. This unit assessment is calculated
below:
Amount to be Assessed =$171,804
Number of Units =16
Proposed Unit Assessment =$10,737.75
Cost Estimate and Financing - Option 4 (Extension to Willow Beach Street)
Table 5 - Estimated Project Costs and Financing (Option 4)
ITEM
ESTIMATED
PROJECT COSTS ASSESSMENTS CITY SHARE
Streets2 $532,900 $213,160 $319,740
Sanitary Sewer $40,100 $40,100
Watermain $201,830 $201,830
Storm Sewer1,2 $59,080 $15,632 $43,448
Total $833,910 $228,792 $605,118
1 Includes $20,000 in Water Quality Improvements that are not assessable
2 Includes Option 4 - Extension to Willow Beach Street
Prepared by: Bolton & Menk, Inc.
2017 Street Reconstruction Project ǀ T18.112541 Page 10
The assessments shown above in Table 5 would be divided between the properties abutting, and
with driveway access to, the reconstruction area on a unit basis. This would include assessing the 2
properties to the north of the Sycamore Trail extension currently owned by the Willow Beach
Association. This unit assessment is calculated below:
Amount to be Assessed =$228,792
Number of Units =18
Proposed Unit Assessment =$12,710.67
Cost Estimate and Financing Summary
Table 6 - Project Funding
ITEM
PROJECT COSTS
OPTION 1 OPTION 2 OPTION 3 OPTION 4
Ad Valerum $227,022 $276,624 $257,706 $343,188
Assessments (40%)$151,348 $184,416 $171,804 $228,792
Utility Fund - Sewer $40,100 $40,100 $40,100 $40,100
Utility Fund - Water $201,830 $201,830 $201,830 $201,830
Water Quality Fund $20,000 $20,000 $20,000 $20,000
Assessment Roll (Per Unit)$9,459.25 $11,526.00 $10,737.75 $12,710.67
Total $640,300 $722,970 $691,440 $833,910
Prepared by: Bolton & Menk, Inc.PROJECT SCHEDULE
2017 Street Reconstruction Project ǀ T18.112541 Page 11
IX.PROJECT SCHEDULE
The proposed project schedule is shown below:
First Informational Meeting ........................................................................... October 19, 2016
Accept Feasibility Report* .........................................................................November 28, 2016
Call for Public Improvement Hearing* .......................................................November 28, 2016
Second Informational Meeting ........................................................ November/December 2016
Conduct Public Improvement Hearing* ...................................................... December 12, 2016
Order Improvement Project* ..................................................................... December 12, 2016
Order Preparation of Final Plans & Specifications* .................................... December 12, 2016
Third Informational Meeting ..............................................................................February 2017
Approve Plans and Specifications* .....................................................................February 2017
Order Advertisement for Bids* .......................................................................... February 2017
Open Bids ............................................................................................................. March 2017
Accept Bids/Award Contract* ................................................................................. April 2017
Begin Construction ......................................................................... Late April/Early May 2017
Conduct Assessment Hearing/Adopt Assessment* .............................................. October 2017
* City Council Meeting
X.CONCLUSION
From an engineering standpoint, this proposed project, is feasible, cost effective, and necessary and
can best be accomplished by letting competitive bids for the work under one contract in order to
complete the work in an orderly and efficient manner. The City and the persons assessed will have
to determine the economic feasibility of the proposed improvements.
Prepared by: Bolton & Menk, Inc.
2017 Street Reconstruction Project ǀ T18.112541
Appendix A: Figures
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2017 Street Reconstruction Projects
City of Prior Lake
Figure 1 - Sycamore Project Location
November 2016CLIENTLOGO
Legend
Project Location
Public Waters - Watercourses
Public Waters - Basins
Municipal Boundaries
0 4,000
FeetSource: MnGeo, MnDOT, Scott County
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2017 Street Reconstruction Projects
City of Prior Lake
Figure 2 - Sycamore Project Area
November 2016
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Legend !I2017 Street Improvements
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2017 Street Reconstruction Projects
City of Prior Lake
Figure 3 - Sycamore Utilities
November 2016
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Legend !I
"/Storm Inlets
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0 200
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Bolton & Menk, Inc. 2016, All Rights Reservedc
H:\PLAK\T18112541\CAD\C3D\112541F001.dwg 11/15/2016 2:42:30 PM
PRIOR LAKE, MINNESOTA FIGURE NO.
NOVEMBER, 2016
2017 STREET RECONSTRUCTION
2035 COUNTY ROAD D EAST
MAPLEWOOD, MINNESOTA 55109
Phone: (651) 704-9970
Email: Maplewood@bolton-menk.com
www.bolton-menk.comR
OPTION 2 - SMALL CUL-DE-SACFEETSCALE
0 10050
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Bolton & Menk, Inc. 2016, All Rights Reservedc
H:\PLAK\T18112541\CAD\C3D\112541F001.dwg 11/15/2016 2:42:47 PM
PRIOR LAKE, MINNESOTA FIGURE NO.
NOVEMBER, 2016
2017 STREET RECONSTRUCTION
2035 COUNTY ROAD D EAST
MAPLEWOOD, MINNESOTA 55109
Phone: (651) 704-9970
Email: Maplewood@bolton-menk.com
www.bolton-menk.comR
OPTION 3 - HAMMER HEADFEETSCALE
0 10050
HORZ.6
Sycamore Trail SW
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Bolton & Menk, Inc. 2016, All Rights Reservedc
H:\PLAK\T18112541\CAD\C3D\112541F001.dwg 11/16/2016 7:15:11 AM
PRIOR LAKE, MINNESOTA FIGURE NO.
NOVEMBER, 2016
2017 STREET RECONSTRUCTION
2035 COUNTY ROAD D EAST
MAPLEWOOD, MINNESOTA 55109
Phone: (651) 704-9970
Email: Maplewood@bolton-menk.com
www.bolton-menk.comR
OPTION 4 - ROAD EXTENSIONFEETSCALE
0 10050
HORZ.7
Prepared by: Bolton & Menk, Inc.
2017 Street Reconstruction Project ǀ T18.112541
Appendix B: Preliminary Cost Estimate
SCHEDULE "A" - STREETS (BASE RECONSTRUCTION AREA)
ITEM
NO.DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE
1 MOBILIZATION LUMP SUM 1 50,000.00$$50,000.00
2 CLEAR AND GRUB EACH 12 350.00$$4,200.00
3 REMOVE CURB & GUTTER LF 200 6.00$$1,200.00
4 REMOVE BITUMINOUS DRIVEWAY PAVEMENT SF 4221 0.50$$2,110.50
5 REMOVE CONCRETE DRIVEWAY PAVEMENT SY 136 8.00$$1,088.00
6 REMOVE BITUMINOUS PAVEMENT SY 2520 1.25$$3,150.00
7 REMOVE SIGN POST EACH 11 50.00$$550.00
8 SAWING CONCRETE PAVEMENT (FULL DEPTH)LF 170 5.00$$850.00
9 SAWING BITUMINOUS PAVEMENT (FULL DEPTH)LF 270 4.00$$1,080.00
10 SALVAGE & REINSTALL LANDSCAPE EDGING LF 10 9.00$$90.00
11 SALVAGE & REINSTALL SPRINKLER SYSTEM LF 63 16.00$$1,008.00
12 SALVAGE & REINSTALL MAILBOX EACH 15 100.00$$1,500.00
13 SALVAGE & REINSTALL LANDSCAPE ROCK SY 3 20.00$$60.00
14 SALVAGE & REINSTALL CONCRETE PAVERS SF 3 6.00$$18.00
15 SALVAGE & REINSTALL RETAINING WALL SF 27 15.00$$405.00
16 COMMON EXCAVATION CY 1993 10.00$$19,930.00
17 SUBGRADE EXCAVATION CY 299 14.00$$4,185.30
18 SELECT GRANULAR BORROW CY 997 12.00$$11,964.00
19 SELECT TOPSOIL BORROW CY 306 30.00$$9,180.00
20 AGGREGATE BACKFILL CY 299 14.00$$4,185.30
21 STREET SWEEPER (WITH PICKUP BROOM)HOUR 15 125.00$$1,875.00
22 WATER DUST CONTROL MG 10 50.00$$500.00
23 AGGREGATE BASE CLASS 5 MOD. (100% CRUSHED)TON 1258 14.50$$18,241.00
24 BITUMINOUS MATERIAL FOR TACK COAT GAL 131 5.00$$655.00
25 TYPE SP 9.5 WEARING COURSE MIXTURE (3,B)TON 199 67.00$$13,333.00
26 TYPE SP 12.5 NON-WEARING COURSE MIXTURE (3,B)TON 332 64.00$$21,248.00
27 TYPE SP 9.5 WEAR CRS MIX (3,B) 3" THICK DRIVEWAY PAVEMENT SY 563 20.00$$11,260.00
28 6" CONCRETE DRIVEWAY PAVEMENT SY 163 40.00$$6,520.00
29 CONCRETE CURB AND GUTTER DESIGN B618 LF 1890 12.00$$22,680.00
30 4" PERF TP PIPE DRAIN (WITH GEOTEXTILE FILTER SOCK)LF 1890 5.00$$9,450.00
31 REMOVE AND REPLACE RINGS AND CASTING (MANHOLES)EACH 4 450.00$$1,800.00
32 TEMPORARY MAILBOXES LUMP SUM 1 1,500.00$$1,500.00
33 LIGHTING UNIT (INCLUDES LIGHT, POLE, CONDUIT, WIRING)EACH 4 4,000.00$$16,000.00
34 TRAFFIC CONTROL LUMP SUM 1 5,000.00$$5,000.00
35 INSTALL SIGN TYPE C EACH 11 250.00$$2,750.00
36 INSTALL SIGN TYPE SPECIAL (STREET NAME)EACH 0 300.00$$0.00
37 TREE 2.5" CAL B&B (VARIETY - SEE SPEC)EACH 12 350.00$$4,200.00
38 SHRUB 18" HT (VARIETY - SEE SPEC)EACH 4 50.00$$200.00
39 SILT FENCE, TYPE HEAVY DUTY LF 400 3.00$$1,200.00
40 STORM DRAIN INLET PROTECTION EACH 4 250.00$$1,000.00
41 FILTER LOG TYPE WOOD FIBER BIOROLL LF 100 4.00$$400.00
42 TEMPORARY ROCK CONSTRUCTION ENTRANCE EACH 1 1,000.00$$1,000.00
43 SODDING TYPE LAWN SY 2400 3.00$$7,200.00
SCHEDULE "A" - STREETS (BASE RECONSTRUCTION AREA)SUBTOTAL $264,766.10
10% CONTINGENCY $26,473.90
ESTIMATED CONSTRUCTION COSTS $291,240.00
20% PROJECT SUPPORT COSTS $58,250.00
SCHEDULE "A" ESTIMATED PROJECT COSTS $349,490.00
SCHEDULE "B" - SANITARY SEWER (BASE RECONSTRUCTION AREA)
ITEM
NO.DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE
44 REMOVE SEWER SERVICE PIPE LF 207 10.00$$2,070.00
45 CONNECT SERVICE TO EXISTING MAIN (SAN)EACH 9 500.00$$4,500.00
46 4" PVC SEWER SCH 40 LF 207 25.00$$5,175.00
47 RECONNECT SEWER SERVICE EACH 9 150.00$$1,350.00
ENG EST 11/21/2016 1 of 3 City of Prior Lake, MN
48 SANITARY MANHOLE EXTRA DEPTH (>8FT)LIN FT 0 120.00$$0.00
49 CASTING ASSEMBLY SPECIAL - TRACER WIRE LOCATE BOX EACH 9 350.00$$3,150.00
50 CLEAR AND GRUB EACH 3 350.00$$1,050.00
51 TREE 2.5" CAL B&B (VARIETY - SEE SPEC)EACH 3 350.00$$1,050.00
52 REMOVE BITUMINOUS DRIVEWAY PAVEMENT SF 551 0.50$$275.50
53 REMOVE CONCRETE DRIVEWAY PAVEMENT SY 16 8.00$$128.00
54 TYPE SP 9.5 WEAR CRS MIX (3,B) 3" THICK DRIVEWAY PAVEMENT SY 61 20.00$$1,220.00
55 6" CONCRETE DRIVEWAY PAVEMENT SY 16 40.00$$640.00
56 SALVAGE & REINSTALL LANDSCAPE EDGING LF 10 9.00$$90.00
57 SALVAGE & REINSTALL SPRINKLER SYSTEM LF 63 16.00$$1,008.00
58 SALVAGE & REINSTALL LANDSCAPE ROCK SY 3 20.00$$60.00
59 SALVAGE & REINSTALL CONCRETE PAVERS SF 3 6.00$$18.00
60 SALVAGE & REINSTALL RETAINING WALL SF 27 15.00$$405.00
61 SODDING TYPE LAWN SY 1200 3.00$$3,600.00
62 SELECT TOPSOIL BORROW CY 153 30.00$$4,590.00
SCHEDULE "B" - SANITARY SEWER (BASE RECONSTRUCTION AREA)SUBTOTAL $30,379.50
10% CONTINGENCY $3,040.50
ESTIMATED CONSTRUCTION COSTS $33,420.00
20% PROJECT SUPPORT COSTS $6,680.00
SCHEDULE "B" ESTIMATED PROJECT COSTS $40,100.00
SCHEDULE "C" - WATERMAIN (BASE RECONSTRUCTION AREA)
ITEM
NO.DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE
63 REMOVE WATERMAIN LF 1010 10.00$$10,100.00
64 REMOVE WATER SERVICE LF 700 5.00$$3,500.00
65 REMOVE CURB STOP AND BOX EACH 14 50.00$$700.00
66 REMOVE HYDRANT AND VALVE EACH 2 500.00$$1,000.00
67 REMOVE GATE VALVE AND BOX EACH 5 200.00$$1,000.00
68 REMOVE RETAINING WALL SF 144 10.00$$1,440.00
69 TEMPORARY WATER SERVICE LUMP SUM 1 5,000.00$$5,000.00
70 CONNECT TO EXISTING WATER MAIN EACH 2 1,500.00$$3,000.00
71 HYDRANT WITH 6" GATE VALVE & BOX EACH 2 4,500.00$$9,000.00
72 8" GATE VALVE AND BOX EACH 3 1,600.00$$4,800.00
73 8" GATE VALVE AND BOX (CUT IN)EACH 2 5,000.00$$10,000.00
74 8" SADDLE EACH 14 350.00$$4,900.00
75 1" CORPORATION STOP EACH 14 300.00$$4,200.00
76 1" CURB STOP & BOX EACH 14 400.00$$5,600.00
77 1" WATER SERVICE LF 700 20.00$$14,000.00
78 RECONNECT WATER SERVICE EACH 14 500.00$$7,000.00
79 6" WATERMAIN PVC C900 LF 30 35.00$$1,050.00
80 8" WATERMAIN PVC C900 LF 1010 37.00$$37,370.00
81 DUCTILE IRON FITTINGS LBS 1515 5.00$$7,575.00
82 MODULAR BLOCK RETAINING WALL SF 144 40.00$$5,760.00
83 WIRE FENCE DESIGN 60V-9322 LF 50 25.00$$1,250.00
84 CURB STOP BOX DRIVEWAY CASTING ASSEMBLY EACH 3 175.00$$525.00
85 CLEAR AND GRUB EACH 3 350.00$$1,050.00
86 TREE 2.5" CAL B&B (VARIETY - SEE SPEC)EACH 3 350.00$$1,050.00
87 REMOVE BITUMINOUS DRIVEWAY PAVEMENT SF 551 0.50$$275.50
88 REMOVE CONCRETE DRIVEWAY PAVEMENT SY 16 8.00$$128.00
89 TYPE SP 9.5 WEAR CRS MIX (3,B) 3" THICK DRIVEWAY PAVEMENT SY 61 20.00$$1,220.00
90 6" CONCRETE DRIVEWAY PAVEMENT SY 16 40.00$$640.00
91 SALVAGE & REINSTALL LANDSCAPE EDGING LF 10 9.00$$90.00
92 SALVAGE & REINSTALL SPRINKLER SYSTEM LF 63 16.00$$1,008.00
93 SALVAGE & REINSTALL LANDSCAPE ROCK SY 3 20.00$$60.00
94 SALVAGE & REINSTALL CONCRETE PAVERS SF 3 6.00$$18.00
95 SALVAGE & REINSTALL RETAINING WALL SF 27 15.00$$405.00
96 SODDING TYPE LAWN SY 1200 3.00$$3,600.00
ENG EST 11/21/2016 2 of 3 City of Prior Lake, MN
97 SELECT TOPSOIL BORROW CY 153 30.00$$4,590.00
SCHEDULE "C" - WATERMAIN (BASE RECONSTRUCTION AREA)SUBTOTAL $152,904.50
10% CONTINGENCY $15,285.50
ESTIMATED CONSTRUCTION COSTS $168,190.00
20% PROJECT SUPPORT COSTS $33,640.00
SCHEDULE "C" ESTIMATED PROJECT COSTS $201,830.00
SCHEDULE "D" - STORM SEWER (BASE RECONSTRUCTION AREA)
ITEM
NO.DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE
98 REMOVE DRAINAGE STRUCTURE EACH 1 500.00$$500.00
99 15" RC PIPE APRON EACH 1 800.00$$800.00
100 15" RC PIPE SEWER CL V DESIGN 3006 (STORM)LF 48 35.00$$1,680.00
101 36" RC PIPE SEWER CL V DESIGN 3006 (STORM)LF 100 48.00$$4,800.00
102 CONNECT TO EXISTING STORM SEWER EACH 1 800.00$$800.00
103 CONST DRAINAGE STRUCTURE DES 48-4020 EACH 0 2,100.00$$0.00
104 CONST DRAINAGE STRUCTURE DES (2'X3') (PLATE#301)EACH 2 1,500.00$$3,000.00
105 CONST DRAINAGE STRUCTURE DES 48-4022 (PLATE#300)EACH 2 2,200.00$$4,400.00
106 CONST DRAINAGE STRUCTURE DES SPECIAL 1 (WATER QUALITY)LUMP SUM 1 20,000.00$$20,000.00
107 RANDOM RIP RAP CLASS III CY 7 150.00$$1,050.00
SCHEDULE "D" - STORM SEWER (BASE RECONSTRUCTION AREA)SUBTOTAL $37,030.00
10% CONTINGENCY $3,700.00
ESTIMATED CONSTRUCTION COSTS $40,730.00
20% PROJECT SUPPORT COSTS $8,150.00
SCHEDULE "D" ESTIMATED PROJECT COSTS $48,880.00
SCHEDULE "A" - STREETS (BASE RECONSTRUCTION AREA)ESTIMATED PROJECT COSTS $349,490.00
SCHEDULE "B" - SANITARY SEWER (BASE RECONSTRUCTION AREA)ESTIMATED PROJECT COSTS $40,100.00
SCHEDULE "C" - WATERMAIN (BASE RECONSTRUCTION AREA)ESTIMATED PROJECT COSTS $201,830.00
SCHEDULE "D" - STORM SEWER (BASE RECONSTRUCTION AREA)ESTIMATED PROJECT COSTS $48,880.00
TOTAL ESTIMATED PROJECT COSTS (BASE RECONSTRUCTION AREA)$640,300.00
ENG EST 11/21/2016 3 of 3 City of Prior Lake, MN
SCHEDULE "E" - STREETS (OPTION 2 CUL-DE-SAC ADD ON)
ITEM
NO.DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE
1 MOBILIZATION LUMP SUM 1 3,000.00$$3,000.00
2 SELECT GRANULAR BORROW CY 238 12.00$$2,856.00
3 SELECT TOPSOIL BORROW CY 44 30.00$$1,320.00
4 AGGREGATE BASE CLASS 5 MOD. (100% CRUSHED)TON 151 14.50$$2,189.50
5 BITUMINOUS MATERIAL FOR TACK COAT GAL 19 5.00$$95.00
6 TYPE SP 9.5 WEARING COURSE MIXTURE (3,B)TON 29 67.00$$1,943.00
7 TYPE SP 12.5 NON-WEARING COURSE MIXTURE (3,B)TON 48 64.00$$3,072.00
8 MODULAR BLOCK RETAINING WALL SF 728 40.00$$29,120.00
9 CONCRETE CURB AND GUTTER DESIGN B618 LF 181 12.00$$2,172.00
10 4" PERF TP PIPE DRAIN (WITH GEOTEXTILE FILTER SOCK)LF 181 5.00$$905.00
11 WIRE FENCE DESIGN 60V-9322 LF 100 25.00$$2,500.00
12 SILT FENCE, TYPE HEAVY DUTY LF 140 3.00$$420.00
13 SODDING TYPE LAWN SY 344 3.00$$1,033.20
14 RIGHT OF WAY ACQUISITION SF 1200 10.00$$12,000.00
SCHEDULE "E" - STREETS (OPTION 2 CUL-DE-SAC ADD ON)SUBTOTAL $62,625.70
10% CONTINGENCY $6,264.30
ESTIMATED CONSTRUCTION COSTS $68,890.00
20% PROJECT SUPPORT COSTS $13,780.00
SCHEDULE "E" ESTIMATED PROJECT COSTS $82,670.00
SCHEDULE "E" - STREETS (OPTION 2 CUL-DE-SAC ADD ON)ESTIMATED PROJECT COSTS $82,670.00
TOTAL ESTIMATED PROJECT COSTS (CUL-DE-SAC)82,670.00$
CUL-DE-SAC ADD ON 11/21/2016 1 of 1 City of Prior Lake, MN
SCHEDULE "F" - STREETS (OPTION 3 HAMMERHEAD ADD ON)
ITEM
NO.DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE
1 MOBILIZATION LUMP SUM 1 2,000.00$$2,000.00
2 SELECT GRANULAR BORROW CY 146 12.00$$1,752.00
3 SELECT TOPSOIL BORROW CY 39 30.00$$1,170.00
4 AGGREGATE BASE CLASS 5 MOD. (100% CRUSHED)TON 92 14.50$$1,334.00
5 BITUMINOUS MATERIAL FOR TACK COAT GAL 10 5.00$$50.00
6 TYPE SP 9.5 WEARING COURSE MIXTURE (3,B)TON 18 67.00$$1,206.00
7 TYPE SP 12.5 NON-WEARING COURSE MIXTURE (3,B)TON 30 64.00$$1,920.00
8 MODULAR BLOCK RETAINING WALL SF 430 40.00$$17,200.00
9 CONCRETE CURB AND GUTTER DESIGN B618 LF 168 12.00$$2,016.00
10 4" PERF TP PIPE DRAIN (WITH GEOTEXTILE FILTER SOCK)LF 168 5.00$$840.00
11 WIRE FENCE DESIGN 60V-9322 LF 70 25.00$$1,750.00
12 SILT FENCE, TYPE HEAVY DUTY LF 200 3.00$$600.00
13 SODDING TYPE LAWN SY 302 3.00$$906.00
14 RIGHT OF WAY ACQUISITION SF 600 10.00$$6,000.00
SCHEDULE "F" - STREETS (OPTION 3 HAMMERHEAD ADD ON)SUBTOTAL $38,744.00
10% CONTINGENCY $3,876.00
ESTIMATED CONSTRUCTION COSTS $42,620.00
20% PROJECT SUPPORT COSTS $8,520.00
SCHEDULE "F" ESTIMATED PROJECT COSTS $51,140.00
SCHEDULE "F" - STREETS (OPTION 3 HAMMERHEAD ADD ON)ESTIMATED PROJECT COSTS $51,140.00
TOTAL ESTIMATED PROJECT COSTS (HAMMERHEAD)51,140.00$
HAMMERHEAD ADD ON 11/21/2016 1 of 1 City of Prior Lake, MN
SCHEDULE "G" - STREETS (OPTION 4 EXTENDED ROAD ADD ON)
ITEM
NO.DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE
1 MOBILIZATION LUMP SUM 1 7,000.00$$7,000.00
2 REMOVE CURB & GUTTER LF 170 6.00$$1,020.00
3 REMOVE BITUMINOUS PAVEMENT SY 238 1.25$$297.50
4 REMOVE SIGN POST EACH 1 50.00$$50.00
5 SAWING BITUMINOUS PAVEMENT (FULL DEPTH)LF 48 4.00$$192.00
6 COMMON EXCAVATION CY 240 10.00$$2,400.00
7 SUBGRADE EXCAVATION CY 36 14.00$$504.00
8 SELECT GRANULAR BORROW CY 343 12.00$$4,116.00
9 SELECT TOPSOIL BORROW CY 158 30.00$$4,740.00
10 AGGREGATE BACKFILL CY 36 14.00$$504.00
11 AGGREGATE BASE CLASS 5 MOD. (100% CRUSHED)TON 433 14.50$$6,278.50
12 BITUMINOUS MATERIAL FOR TACK COAT GAL 45 5.00$$225.00
13 TYPE SP 9.5 WEARING COURSE MIXTURE (3,B)TON 69 67.00$$4,623.00
14 TYPE SP 12.5 NON-WEARING COURSE MIXTURE (3,B)TON 114 64.00$$7,296.00
15 MODULAR BLOCK RETAINING WALL SF 1853 40.00$$74,120.00
16 CONCRETE CURB AND GUTTER DESIGN B618 LF 651 12.00$$7,812.00
17 4" PERF TP PIPE DRAIN (WITH GEOTEXTILE FILTER SOCK)LF 651 5.00$$3,255.00
18 REMOVE AND REPLACE RINGS AND CASTING (MANHOLES)EACH 1 450.00$$450.00
19 RECONSTRUCT STRUCTURE (SANITARY)LF 10 200.00$$2,000.00
20 WIRE FENCE DESIGN 60V-9322 LF 200 25.00$$5,000.00
21 INSTALL SIGN TYPE C EACH 4 250.00$$1,000.00
22 SILT FENCE, TYPE HEAVY DUTY LF 280 3.00$$840.00
23 STORM DRAIN INLET PROTECTION EACH 2 250.00$$500.00
24 TEMPORARY ROCK CONSTRUCTION ENTRANCE EACH 1 1,000.00$$1,000.00
25 SODDING TYPE LAWN SY 1240 3.00$$3,720.00
SCHEDULE "G" - STREETS (OPTION 4 EXTENDED ROAD ADD ON)SUBTOTAL $138,943.00
10% CONTINGENCY $13,897.00
ESTIMATED CONSTRUCTION COSTS $152,840.00
20% PROJECT SUPPORT COSTS $30,570.00
SCHEDULE "G" ESTIMATED PROJECT COSTS $183,410.00
SCHEDULE "H" - STORM SEWER (OPTION 4 EXTENDED ROAD ADD ON)
ITEM
NO.DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE
26 15" RC PIPE APRON EACH 2 800.00$$1,600.00
27 15" RC PIPE SEWER CL V DESIGN 3006 (STORM)LF 55 35.00$$1,925.00
28 CONST DRAINAGE STRUCTURE DES 48-4020 EACH 1 2,100.00$$2,100.00
29 RANDOM RIP RAP CLASS III CY 14 150.00$$2,100.00
SCHEDULE "H" - STORM SEWER (OPTION 4 EXTENDED ROAD ADD ON)SUBTOTAL $7,725.00
10% CONTINGENCY $775.00
ESTIMATED CONSTRUCTION COSTS $8,500.00
20% PROJECT SUPPORT COSTS $1,700.00
SCHEDULE "H" ESTIMATED PROJECT COSTS $10,200.00
SCHEDULE "G" - STREETS (OPTION 4 EXTENDED ROAD ADD ON)ESTIMATED PROJECT COSTS $183,410.00
SCHEDULE "H" - STORM SEWER (OPTION 4 EXTENDED ROAD ADD ON)ESTIMATED PROJECT COSTS $10,200.00
TOTAL ESTIMATED PROJECT COSTS (EXTENDED ROAD)$193,610.00
EXTEND ROAD ADD ON 11/21/2016 1 of 1 City of Prior Lake, MN
Prepared by: Bolton & Menk, Inc.
2017 Street Reconstruction Project ǀ T18.112541
Appendix C: Preliminary Assessment Roll &
Map
UpperPrio r L a k e
3508
34983486
3478
3470
3442
3420 34833437
3482
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3333
3334 3354
3518
351234943486
3349
3329
3371
3301 3462
3476
3385 3497
3489
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3473
3465
3526
3509
35253546
3540
3534
33023319
3454
3374
3380
3402
3406
3338
3320
3356
S Y C A M O R E
T R L
S W
T O D D R D S W
KENT ST SW
W I L L O W
B E A C H
T R L
S W
2017 Street Reconstruction Projects
City of Prior Lake
Figure 4 - Sycamore Assessment Map
November 2016
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Legend !I2017 Street Improvements
Reconstruct
Reconstruct Assessment Parcels
0 200
FeetSource: Scott County, City of Prior Lake, MnGeo
PRELIMINARY ASSESSMENT ROLL
2017 Street Improvement Project - Sycamore Area
Full Street Reconstruction
16
No.Legal Description Parcel Address PID Property Owner Assessible Units
Unit Assessment
Amount Total Assessments
1 SubdivisionName RLS 108 Lot TCT Block
00B SubdivisionCd 25218 3380 SYCAMORE TRL SW 252180020 TRUST NUMBER 250 3380 SYCAMORE TRL SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
2
SubdivisionName RLS 108 Lot TCT Block
00C SubdivisionCd 25218 3402 SYCAMORE TRL SW 252180030 CURRY RONALD D & KATHY J 3402 SYCAMORE TRL SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
3
SubdivisionName RLS 108 Lot TCT Block
00D SubdivisionCd 25218 3406 SYCAMORE TRL SW 252180040 EICHTEN THOMAS J & EVE D 3406 SYCAMORE TRL SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
4
SubdivisionName MAPLEWOOD
TOWNSITE Lot 001 SubdivisionCd 25098 3508 SYCAMORE TRL SW 250980010 HACKETT WILLIAM B 3508 SYCAMORE TRL SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
5
SubdivisionName MAPLEWOOD
TOWNSITE Lot 002 SubdivisionCd 25098 3498 SYCAMORE TRL SW 250980020 WARMKA ROBERT E 3498 SYCAMORE TR SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
6
SubdivisionName MAPLEWOOD
TOWNSITE Lot 004 SubdivisionCd 25098
& LOT 5 EX W 12' OF LOT 5 3486 SYCAMORE TRL SW 250980040 ROBINSON LAURA 3486 SYCAMORE TR SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
7
SubdivisionName MAPLEWOOD
TOWNSITE Lot 006 SubdivisionCd 25098
& W 12' OF LOT 5 3478 SYCAMORE TRL SW 250980050 DAVENPORT WILLIAM G 3478 SYCAMORE TRL SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
8
SubdivisionName MAPLEWOOD
TOWNSITE Lot 7&8 SubdivisionCd 25098 3470 SYCAMORE TRL SW 250980060 MADER WESLEY M & CHARLOTTE 3470 SYCAMORE TRL SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
9
SubdivisionName MAPLEWOOD
TOWNSITE Lot 012 SubdivisionCd 25098
& LOT 13 & N1/2 OF 14 & P/O GOVT LOT
3 COM N'ERLY COR LOT 12, NW'ERLY
ALONG NW'ERLY EXT NE'ERLY LN LOT
12 TO SHORE, SW'ERLY ALONG
SHORE TO INT W/ W'ERLY EXT S LN
N1/2 LOT 14, E'ERLY ALONG W'E 3442 SYCAMORE TRL SW 250980080 SHORT KIMI C & CHRISTOPHER T 2835 COUGAR PATH NW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
10
SubdivisionName MAPLEWOOD
TOWNSITE Lot 015 SubdivisionCd 25098
& LOT 16 & S1/2 OF LOT 14 3420 SYCAMORE TRL SW 250980090 JOHNSON MARGARET A 3420 SYCAMORE TRL SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
11
SubdivisionName MAPLEWOOD
TOWNSITE Lot O/L Block 00A
SubdivisionCd 25098 3483 SYCAMORE TRL SW 250980110 SPANIER MICHAEL T & KATHRYN A 3483 SYCAMORE TRL SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
12
SubdivisionName MAPLEWOOD
TOWNSITE Lot O-L Block 00C
SubdivisionCd 25098 3437 SYCAMORE TRL SW 250980130 BAUCHLE JOHN F & DARLA D 3437 SYCAMORE TRL SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
13
SubdivisionName MAPLEWOOD
TOWNSITE Lot O-L Block 00D
SubdivisionCd 25098 N'ERLY 120' OF 3415 SYCAMORE TRL SW 250980160 SUTHERLAND JOSHUA 3415 SYCAMORE TRL SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
14
SubdivisionName MAPLEWOOD
TOWNSITE Lot O-L Block 00B
SubdivisionCd 25098 3469 SYCAMORE TRL SW 250980180 HANSON TIMOTHY D & TAMMIE J 3469 SYCAMORE TRL SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
15
SubdivisionName RLS 033 Lot TCT Block
00E SubdivisionCd 25106 N 107.4' OF 3385 SYCAMORE TRL SW 251060160 SMITH SCOTT J 3385 SYCAMORE TRL SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
16
SubdivisionName RLS 094 Lot TCT Block
00A SubdivisionCd 25195 LYING SW OF
LINE COM E COR, N 43-03-36 W 29.43'
TO POB, N 52-25-03 W 196' TO SHORE
& THERE TERMINATING 3454 SYCAMORE TRL SW 251950010 WILLIAMS CAMILLE ROSE 3454 SYCAMORE TRL SW PRIOR LAKE MN 55372 1 $10,737.75 $10,737.75
Construction Method:
Total Units:
Property Owner Address
Prepared by: Bolton Menk, Inc.
2017 Street Reconstruction Project ǀ T18.112541
Assessment Roll
Full Street Reconstruction Page 1 of 1
Prepared by: Bolton & Menk, Inc.
2017 Street Reconstruction Project ǀ T18.112541
Appendix D: Resident Questionnaire’s
SYCAMORE TRAIL UPGRADE PRIORITIES
October 2016
We the owners of the property (signatures below) of the section of Sycamore Trail from the location
where it narrows at the sharp curve, to the end are in support of the proposed 2017 reconstruction
project, but would like to offer the following recommendations. These are made in the interest of
minimizing project cost, and minimizing intrusion onto neighborhood properties.
1) The current road alignment should remain unchanged except for an increase in the curve radius at
the transition from the wider street to our section of the street. This sharp curve has been the site of
accidents (most recently in September of this year, 2015 when a car sideswiped landscaping boulders in
the front yard of an adjacent property and left the street blocked for hours). The current alignment
serves all properties well, and by maintaining it we eliminate potential controversy between residents.
2) We neither need nor require a turn-around at the end of the street. There has never been a turn-
around, and to the best of our knowledge it has never been a problem. Adding a turn-around would add
cost, would be intrusive on adjoining properties, and would serve no meaningful purpose.
3) The current roadway driving surface varies in width from about 16 feet (at the sharp curve mentioned
in item 2 above) to about 24 feet toward the street end. While we believe 16 feet is too narrow, 24 feet
is more than adequate for this dead end street. There are numerous examples where the City has
accepted and approved narrow dead end streets (some as narrow as 16 feet). In order to minimize cost,
and minimize or eliminate intrusion into neighborhood yards, we would recommend a 20 foot width
between the lawn sides of the concrete curb and gutter.
4) We would expect curb and gutter consistent with the other section of Sycamore.
5) We see no need for sidewalks, and it would be inconsistent to have them considering they do not
exist in the adjacent areas.
6) While we support no-parking on both sides of the street, we would like to eliminate the excessive
number of no-parking signs on the Street. Currently you can see as many as 4 or 5 signs from a single
location. It would seem that one sign at the entrance to our section of the street saying “no street-side
parking, no-turnaround “would be adequate. If that doesn’t work to a satisfactory degree, additional
signs could always be added later.
7) We would like the power/telephone lines buried for obvious reasons. The lines represent an
intrusion on properties particularly where the street is narrow, and esthetically do nothing for the
neighborhood.
8) We accept the need for assessment, but expect the City to take into account the following factors in
good faith to minimize the amount: (A) For decades the City provided NO maintenance of the road,
forcing residents to pay for 100 percent of the blacktopping costs from contractors, and to purchase
their own bags of asphalt for patching; (B) The neighborhood is generally supportive of the project and
will work cooperatively with the City to make it a positive project instead of letting it turn into a City-
neighborhood conflict.
9) We would recommend a unit assessment instead of an assessment based upon front-yard footage,
and it is our hope that if a small piece of current front yards is required for the modest amount of street
widening, that neighbors would deed the land to the City at no cost.
10) We would like an understanding with the City that neighbors who may want driveway replacement
would be permitted to negotiate with the City’s contractor for installation while the contractor is on site,
understanding of course that the neighbor would be responsible for the driveway cost and that
driveways projects could not interfere with the City’s street upgrade project.
11) We have concern about the fact that surface water from streets and driveways dump directly into
the lake. We encourage the City to consider options that would minimize or eliminate lake
contamination caused by this circumstance.
12) We would like a best effort made to protect the healthy trees that are roadside.
If the City’s upgrade plans address the above considerations, and the proposed assessment is
reasonable, we would not expect assessment appeals.
Prepared by: Bolton & Menk, Inc.
2017 Street Reconstruction Project ǀ T18.112541
Appendix E: Geotechnical Evaluation
November 11, 2016
Bolton & Menk, Inc.
Attention: Michael S. Nill, P.E.
2035 County Road D East
Maplewood, MN 55109-5314
Subject : Geotechnical Exploration and Engineering Review
City of Prior Lake – 2017 Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
In accordance with your request and subsequent authorization, Northern LLC. (NTI) conducted a
Geotechnical Exploration for the above referenced project. Our services included advancement of
exploration borings and preparation of an engineering report with recommendations developed from
our geotechnical services. Our work was performed in general accordance with our proposal dated
September 8, 2016.
Soil samples obtained at the site will be held for 60 days at which time they will be discarded. Please
advise us in writing if you wish to have us retain them for a longer period. Y ou will be assessed an
additional fee if soil samples are retained beyond 60 days.
PROJECT AND SITE DESCRIPTION
The proposed project consists of improvements to a number of different streets within the City of Prior
Lake, Minnesota. The proposed roadways include Albany Avenue, Cate Street, CJ Circle, Five Hawks
Avenue, Park Avenue, Balsam Street, Sunrise Avenue, Sunrise Circle, Spruce Trail, Sycamore Trail and
Franklin Avenue from CSAH 21 to TH13.
City of Prior Lake–Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
Page 2 of 7
SCOPE OF SERVICES
Explore the project subsurface by means of 28 standard penetration test (SPT) borings extending to
depths ranging from 5 and 15 feet below existing grade, and conduct laboratory test(s) on
representative samples for characterizing the index and engineering properties of the soils at the project
site.
The scope of services also included determining existing subsurface conditions, and providing
recommendations for site preparation, excavations, engineered fill and compaction, groundwater
management and potential difficulties during construction.
SUBSURFACE EXPLORATION SUMMARY
Northern LLC. (NTI) performed the subsurface exploration program between Oct ober 25 and 31, 2016
with a two-person crew using an ATV -mounted CME -750 drill rig . Samples were generally collected in
accordance with ASTM D 1586 “Standard Test Method for Standard Penetration Testing (SPT) and Split -
Barrel Sampling of Soils.”
The boring locations, depths, and elevations were determined and staked in the field by a
representative of the client . Please refer to the Boring Location Diagram and the Boring Logs in
Appendix C.
Table 1 summarizes the encountered subsurface conditions at the boring locations.
Table 1: Pavement and Subgrade Summary1
Boring No.
Bituminous
Pavement
Thickness
(inches)
Apparent
Aggregate Base
Thickness2
(inches) Subgrade Material
Estimated
Pavement
Subgrade R-Value
SB-1 5 1/2 2 SM 30
SB-2 6 1/4 2 SM 30
SB-3 6 1/2 1.5 SM 30
SB-4 6 1 SM 30
SB-5 8 1/2 2 SM 30
SB-6 6 6 SC 20
SB-7 2 1/4 4 SC 20
SB-8 4 4.5 SM 30
SB-9 2 1/4 5 SC 20
SB-10 4 1/4 6 SM 30
SB-11 2 1/4 6 SC 20
SB-12 2 3/4 5 SM 30
SB-13 6 1/4 5 SC 20
City of Prior Lake–Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
Page 3 of 7
Boring No.
Bituminous
Pavement
Thickness
(inches)
Apparent
Aggregate Base
Thickness2
(inches) Subgrade Material
Estimated
Pavement
Subgrade R-Value
SB-14 4 8 SC 20
SB-15 5 1/2 11.5 SC 20
SB-16 4 3/4 5 SM 30
SB-17 4 1/2 4 SC 20
SB-18 4 3/4 4 SC 20
SB-19 5 1/2 5.5 SC 20
SB-20 5 1/2 8 SC 20
SB-21 1 3/4 1.5 SC 20
SB-22 5 1/2 1.5 SM 30
SB-23 2 8 SM 30
SB-24 3 12 SM 30
SB-25 3 1/4 7 SC 20
SB-26 8 1/4 3 SC 20
SB-27 6 1/2 2 SC 20
SB-28 5 1/2 7 SC 20
1. Table summary is a generalization of subsurface conditions at the individual soil boring locations only. They
may not reflect variations in subsurface strata occurring on site between boring locations.
The general geologic origin of retained soil samples is listed on the boring logs.
2. Apparent aggregate base thickness, at time of our fieldwork, by visual inspection only and is not meant to
confer conformance with DOT specifications.
GROUNDWATER AND GROUNDWATER CONTROL
The drill crew observed the borings for groundwater (if any) during and at the completion of drilling
activities. Groundwater was observed at depths ranging between 7 ½ feet and 12 feet in seven of the
borings.
NTI did not observe groundwater in the remaining borings at the time of our field exploration. However,
the on-site clay and silt laden soils along with the underlying apparent bedrock have the potential to be
somewhat impervious and conducive to the development of zones of perc hed water at varying
elevations and locations across the project site.
Overall, the site soils are conducive to movement of groundwater both laterally and vertically. The
moisture content of such soils can vary annually and per recent precipitation. Such soils and other
regional dependent conditions may produce groundwater entry of project excavations.
City of Prior Lake–Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
Page 4 of 7
LABORATORY TEST PROG RAM
Our analysis and recommendations within this report are based upon our interpretation of the standard
penetration test resistance determined while sampling soils, laboratory test results and experience with
similar soils from other sites near the project. The results of such tests are summarized on the boring
log or laboratory test reports.
UTILITIES
Utility trenches should be backfilled in 6-inch maximum depth loose lifts. It is especially important that
you compact trench backfill of underground utilities to minimize future settlement of green space,
walkways, and pavement areas. Please refer to Appendix B for compact ion specifications.
The stability of embankments along utility excavations is dependent on soil strength, site geometry,
moisture content, and any surcharge load for excavated soils and equipment. Cautionary comment on
excavation stability is provided within other report sections.
Groundwater will likely be encountered in some of the utility trenches, in particular the wate r and
sanitary sewers. Groundwater encountered in trenches within sandy lean clay soils can typically be
controlled through the use of sump pits and pumps, although there may be significant discharge from
sand seams. Excavations within a foot or two of the groundwater surface in clayey sands may also be
controlled through sump pits and pumps, deeper excavations will likely require dewatering ahead of the
excavation. Contract provisions should be made for dewatering in the event that heavier groundwater
flow conditions are encountered.
We herein note that the Contractor is solely responsible for assessing the stability of and executing
underground utility and project excavations using safe methods. Contractor is also responsible for
naming the “competent individual” as per Subpart P of 29 CFR 1926.6 (Federal Register - OSHA).
PAVEMENT SUBGRADE R-VALUE RECOMMENDATIONS
The performance of stabilometer or similar tests, were beyond the scope of this report; however, they
may be performed, upon request, for an additional fee.
Based on the encountered soil conditions, we estimate that a properly prepared subgrade would have
an average stabilometer R -value of 20 for the predominantly sandy clay soil conditions encountered at
the boring locations, and an R -value of 30 for the silty sand soil conditions.
City of Prior Lake–Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
Page 5 of 7
PAVEMENT THICKNESS RECOMMENDATIONS
We assume project traffic will be separated into two distinct classes; State Aid Highway (Franklin Trail)
and Residential feeder streets. It is our understanding that the current year Average Annual Daily Traffic
(AADT) count for Franklin Trail is 4600. For a 20 year performance life, this would correspond to
approximately 1.1 million 18-kip Equivalent Single Axle Loads (ESALS), assuming a standard metro area
traffic distribution and MnDOT’s standard load factors. The remaining residential streets are assumed
to have 500 or less AADT, resulting in minimum pavement sections. Our pavement recommendations
are predicated on separation of this traffic.
The resulting subgrade following site grading should first be scarified and re-compacted to a depth of 12
inc hes. A proof roll test should then be performed to determine soft or unstable subgrade areas. If
rutting or localized unstable subgrade areas are observed, those areas should be subcut, moisture -
conditioned, and re-compacted or removed to a stable depth. Excavations for soil corrections (if any) in
paved areas should allow for a 2 foot oversize beyond the edges of the pavement.
The proof roll should be performed with a tandem axle dump truck loaded to gross capacity (at least 20
tons). Acceptance criteria of the proof roll shall be limited to rut formation no more than one inch (1”)
depth (front or rear axles) and no pumping (rolling) observed during the visual inspection. Proof roll
tests should be observed by an experienced technician or geotechnical engineer prior to placement of
the aggregate base course to verify the subgrade will provide adequate pavement support.
If fill is required in paved areas, we recommend that it consist of soils similar in composition to the
existing subgrade soils. Individual lifts of engineered fill in proposed paved areas should be tempered
for moisture content, placed and compacted as listed in the Compaction Guidelines table in Appendix B.
The performance of stabilometer or similar tests, were beyond the scope of this report; however, they
may be performed, upon request, for an additional fee. We estimate that a properly prepared subgrade
would have an average stabilometer R -value of 30.
For a 20-year design pavement life and light commercial traffic volumes, Table 7 presents our thickness
recommendations for flexible (bituminous) pavement.
Table 7: Recommended Flexible Pavement Thickness Design Alternative – Residential Streets
Pavement
Section 7-Ton 9-Ton
Bituminous Wear Course (inches) 1.5 2.0
Bituminous Base Course (inches) 2.0 2.0
Class 5 or 6 Aggregate Base (inches) 6.0 8.0
We recommend rigid Portland cement concrete pavements be constructed at driveway aprons, trash
enclosures, loading and unloading freight areas, and other areas where point loads and turning stresses
City of Prior Lake–Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
Page 6 of 7
are more likely to damage the pavement. Based on the performance of concrete pavements at similar
sites, we recommend the concrete pavement design alternative listed in Table 8.
Table 8: Recommended Flexible Pavement Thickness Design Alternative – Franklin Trail
Pavement
Section Unreinforced Section
Geogrid Reinforced 1
Bituminous Wear Course
(inches) 2.0 2.0
Bituminous Base Course
(inches) 4.0 3.0
Class 5 or 6 Aggregate
Base (inches) 6.0 6.0
1. Punched and drawn, multiaxial geogrid placed in the middle of the aggregate base layer
Pavement recommendations assume the subgrade soils and aggregate section below paved surfaces will
drain to subsurface piping for eventual discharge into storm sewer, or above grade to ditching, or similar
acceptable systems. Lack of surface and subsurface drainage will significantly reduce the capacity and
longevity of the pavement systems indicated above.
We recommend pavements receive annual maintenance, as a minimum, to correct damages to the
pavement structure, clea n and infill cracks which develop, and repair or resurface areas which exhibit
reduced subgrade performance. The lack of maintenance can lead to moisture infiltration of the
pavement structure and softening of the subgrade soils. This, in turn, can degrade the performance of
the pavement system and result in poorly performing pavements with shortened life expectancy.
City of Prior Lake–Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
Page 7 of 7
CLOSURE
Our conclusions are predicated on observation and testing of the earthwork directed by Geotechnical
Engineer of Record. Our opinions are based on data assumed representative of the project area.
However, the area coverage of borings in relation to the entire project is very small. For this and other
reasons, we do not warrant conditions below the depth of our borings, or that the strata logged from
our borings are necessarily typical of the site.
Deviations from our recommendations by plans, written specifications, or field applications shall relieve
us of responsibility unless our written concurrence with such deviations has been established.
The scope of services for this project does not include either specifically or by implication any
environmental or biological assessment of the site or identification or prevention of pollutants,
hazardous materials or conditions. If the owner is concerned about the potential for such
contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of Bolton and Menk, Inc. and The City of Prior Lake
and its agents for specific application to the proposed City of Prior Lake - Street Rehabilitation project , in
Prior Lake, Minnesota. Northern LLC. has endeavored to comply with generally accepted geotechnical
engineering practice common to the local area. Northern LLC. makes no other warranty, express or
implied.
Northern LLC.
Debra A. Schroeder, P.E.
Senior Engineer
Steven D. Gerber, P.E.
Senior Engineer
SDG
Attachments
Appendix A - General Notes
Appendix B - Groundwater Issues, Compaction and Placement of Fill
Appendix C - Attachments: Boring Location Diagram (1), Soil Boring Logs (9)
I her eby 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.
Steven D. Gerber
Date: 11/11 /201 6 Reg. No. 52743
City of Prior Lake–Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
APPENDIX A
City of Prior Lake–Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
GEOTECHNICAL EVALUATION OF RECOVERED SOIL SAMPLES
We visually examined recovered soil samples to estimate distribution of grain sizes, plasticity,
consistency, moisture condition, color, presence of lenses and seams, and apparent geologic origin. We
then classified the soils according using the Unified Soil Classification System (ASTM D2488). A chart
describing this classification system and general notes explaining soil sampling procedures are presented
within appendices attachments.
The stratification depth lines between soil types on the logs are estimated based on the available data.
In-situ, the transition between type(s) may be distinct or gradual in either the horizontal or vertical
directions. The soil conditions have been established at our specific boring locations only. Variations in
the soil stratigraphy may occur between and around the borings, with the nature and extent of such
change not readily evident until exposed by excavation. These variations must be properly assessed
when utilizing information presented on the boring logs.
We request that you, your design team or contractors contact NTI immediately if local conditions differ
from those assumed by this report, as we would need to review how such changes impact our
recommendations. Such contact would also allow us to revise our recommendations as necessary to
account for the changed site conditions.
FIELD EXPLORATION PROCEDURES
Soil Sampling – Standard Penetration Boring:
Soil sampling was performed according to the procedures described by ASTM D -1586. Using this
procedure, a 2 inch O.D. split barrel sampler is driven into the soil by a 140 pound weight falling 30
inches. After an initial set of six inches, the number of blows required to drive the sampler an additional
12 inches is recorded (known as the penetration resistance (i.e. “N-value”) of the soil at the point of
sampling. The N -value is an index of the relative density of cohesionless soils and an approximation of
the consistency of cohesive soils.
Soil Sampling – Power Auger Boring:
The boring(s) was/were advanced with a 6 inch nominal diameter continuous flight auger. As a result,
samples recovered from the boring are disturbed, and our determination of the depth, extend of various
stratum and layers, and relative density or consistency of the soils is approximate.
Soil Classification:
Soil samples were visually and manually classified in general conformance with ASTM D -2488 as they
were removed from the sampler(s). Representative fractions of soil samples were then sealed within
respective containers and returned to the laboratory for further examination and verification of the field
classification. In addition, select samples were submitted for laboratory tests. Individual sample
information, identification of sampling methods, method of advancement of the samples and other
pertinent information concerning the soil samples are presented on boring logs and related report
attachments.
City of Prior Lake–Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
General Notes
DRILLING & SAMPLING SYMBOLS LABORATORY TEST SYMBOLS
SYMBOL DEFINITION SYMBOL DEFINITION
C.S. Continuous Sampling W Moisture content-percent of dry weight
P.D. 2-3/8” Pipe Drill D Dry Density-pounds per cubic foot
C.O. Cleanout Tube LL, PL Liquid and plastic limits determined in
accordance with ASTM D 423 and D 424
3 HSA 3 ¼” I.D. Hollow Stem Auger Qu Unconfined compressive strength-pounds per
square foot in accordance with ASTM D 2166-
66
4 FA 4” Diameter Flight Auger
6 FA 6” Diameter Flight Auger
2 ½ C 2 ½” Casing
4 C 4” Casing Additional insertions in Qu Column
D.M. Drilling Mud Qp Penetrometer reading-tons/square foot
J.W. Jet Water S Torvane reading-tons/square foot
H.A. Hand Auger G Specific Gravity – ASTM D 854 -58
NXC Size NX Casing SL Shrinkage limit – ASTM 427 -61
BXC Size BX Casing pH Hydrogen ion content-meter method
AXC Size AX casing O Organic content-combustion method
SS 2” O.D. Split Spoon Sample M.A.* Grain size analysis
2T 2” Thin Wall Tube Sample C* One dimensional consolidation
3T 3” Thin Wall Tube Sample Qc* Triaxial Compression
* See attached data Sheet and/or graph
Water Level Symbol
Water levels shown on the boring logs are the levels measured in the borings at the time and under the conditions indicated. In
sand, the indicated levels can be considered reliable ground water levels. In clay soils, it is not possible to determine the ground
water level within the normal scope of a test boring investigation, except where lenses or layers of more pervious water bearing
soil is present and then a long period of time may be necessary to reach equilibrium. Therefore, the position of the water level
symbol for cohesive or mixed soils may not indicate the true level of the ground water table. The available water level information
is given at the bottom of the log sheet.
Descriptive Terminology
DENSITY CONSISTENCY
TERM “N” VALUE TERM “N” VALUE
Very Loose 0 -4 Soft 0-4
Loose 5 -8 Medium 5-8
Medium Dense 9 – 15 Rather Stiff 9 – 15
Dense 16 – 30 Stiff 16 – 30
Very Dense Over 30 Very Stiff Over 30
Standard “N” Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch OD split spoon.
Relative Proportions Particle Sizes
TERMS RANGE Boulders Over 3”
Trace 0-5% Gravel - Coarse ¾” – 3”
A little 5-15% Medium #4 – ¾”
Some 15-30% Sand - Coarse #4 - #10
With 30-50% Medium #10 - #40
Fine #40 - #200
Silt and Clay Determined by plasticity characteristics.
Note: Sieve sizes are U.S. Standard.
City of Prior Lake–Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
Classification of Soils for Engineering Purposes
ASTM Designation D-2487 and D 2488 (Unified Soil Classification System)
Major Divisions Group
Symbols Typical Names Classification Criteria
Co
u
r
s
e
G
r
a
i
n
e
d
S
o
i
l
s
Mo
r
e
t
h
a
n
5
0
%
r
e
t
a
i
n
e
d
o
n
N
o
.
2
0
0
s
i
e
v
e
*
Gr
a
v
e
l
s
50
%
o
r
m
o
r
e
o
f
c
o
a
r
s
e
f
r
a
c
t
i
o
n
re
t
a
i
n
e
d
o
n
N
o
.
4
s
i
e
v
e
.
Cl
e
a
n
G
r
a
v
e
l
s
GW
Well –graded
gravels and
gravel-sand
mixtures, little or
no fines.
Cl
a
s
s
i
f
i
c
a
t
i
o
n
o
n
b
a
s
i
s
o
f
p
e
r
c
e
n
t
a
g
e
o
f
f
i
n
e
s
.
Le
s
s
t
h
a
n
5
%
p
a
s
s
i
n
g
N
o
.
2
0
0
S
i
e
v
e
:
GW
,
G
P
,
S
W
,
S
P
M
o
r
e
t
h
a
n
1
2
%
p
a
s
s
i
n
g
N
o
.
2
0
0
S
i
e
v
e
:
GM
,
G
C
,
S
M
,
S
C
F
r
o
m
5
%
t
o
1
2
%
p
a
s
s
i
n
g
N
o
.
2
0
0
S
i
e
v
e
:
Bo
r
d
e
r
l
i
n
e
C
l
a
s
s
i
f
i
c
a
t
i
o
n
re
q
u
i
r
i
n
g
u
s
e
o
f
d
u
e
l
s
y
m
b
o
l
s
.
Cu = D60 / D10 greater than 4.
Cz = (D30)2 / (D10 x D60) between 1 & 3.
GP
Poorly graded
gravels and
gravel-sand
mixtures, little or
no fines.
Not meeting both criteria for GW materials.
G
r
a
v
e
l
s
w
i
t
h
Fi
n
e
s
GM Silty gravels,
gravel-sand-silt
mixtures.
Atterberg limits
below “A” line, or
P.I. less than 4.
Atterberg limits plotting
in hatched area are
borderline
classifications
requiring use of dual
symbols. GC
Clayey gravels,
gravel-sand-clay
mixtures.
Atterberg limits
above “A” line with
P.I. greater than 7.
Sa
n
d
s
Mo
r
e
t
h
a
n
5
0
%
o
f
c
o
a
r
s
e
f
r
a
c
t
i
o
n
pa
s
s
e
s
N
o
4
s
i
e
v
e
.
Cl
e
a
n
S
a
n
d
s
SW
Well-graded
sands and
gravelly sands,
little or no fines.
Cu = D60 / D10 greater than 6.
Cz = (D30)2 / (D10 x D60) between 1 & 3.
SP
Poorly -graded
sands and
gravelly sands,
little or no fines.
Not meeting both criteria for SW materials.
Sa
n
d
s
w
i
t
h
Fi
n
e
s
SM Silty sands, sand-
silt mixtures.
Atterberg limits
below “A” line, or
P.I. less than 4.
Atterberg limits plotting
in hatched area are
borderline
classifications
requiring use of dual
symbols. SC Clayey sands,
sand-clay
mixtures.
Atterberg limits
above “A” line with
P.I. greater than 7.
Fi
n
e
G
r
a
i
n
e
d
S
o
i
l
s
Mo
r
e
t
h
a
n
5
0
%
p
a
s
s
e
s
N
o
.
2
0
0
si
e
v
e
*
Si
l
t
s
a
n
d
C
l
a
y
s
Li
q
u
i
d
L
i
m
i
t
o
f
5
0
%
o
r
l
e
s
s
ML
Inorganic silts,
very fine sands,
rock flour, silty or
clayey fine sands.
CL
Inorganic clays of
low to medium
plasticity, gravelly
clays, sandy
clays, silty clays,
lean clays.
OL
Organic silts and
organic silty clays
of low plasticity.
Si
l
t
s
a
n
d
C
l
a
y
s
Li
q
u
i
d
L
i
m
i
t
g
r
e
a
t
e
r
t
h
a
n
50
%
.
MH
Inorganic silts,
micaceous or
diatomaceous fine
sands or silts,
elastic silts.
CH
Inorganic clays of
high plasticity, fat
clays.
OH Organic clays of
medium to high
plasticity.
Hi
g
h
l
y
Or
g
a
n
i
c
So
i
l
s
Pt
Peat, muck and
other highly
organic soils.
Plasticity Index Chart
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit
Pl
a
s
t
i
c
i
t
y
L
i
m
i
t
Chart for classification of fine grained soils
and the fin fraction of coarse grained soils.
Atterberg Limits plotting in hatched area are
borderline classifications requiring use of dual
symbols.
OH & MH Soils
CH Soils
CL Soils
OL & ML Soils
"A" Line
CL-ML Soils
City of Prior Lake–Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
APPENDIX B
City of Prior Lake–Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
GROUNDWATER ISSUES
The following presents additional comment and soil specific issues related to measurement of ground
water conditions at your project site.
Note that our ground water measurements, or lack thereof, will vary depending on the time allowed for
equilibrium to occur in the borings. Extended observation time was not available during the scope of
the field exploration program and, therefore, ground water measurements as noted on the borings logs
may or may not accurately reflect actual conditions at your site.
Seasonal and yearly fluctuations of the ground water level, if any, occur. Perched ground water may be
present within sand and silt lenses bedded within cohesive soil formations. Perched water encountered
in excavations can likely be controlled by the use of sump pits and pumps. Excavations that go below the
groundwater surface should be dewatered at least 2 feet below the bottom of the excavation at all
times.
City of Prior Lake–Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
PLACEMENT AND COMPACTION OF ENGINEERED FILL
Unless otherwise superseded within the body of the Geotechnical Exploration Report, the following
criteria shall be utilized for placement of engineered fill on project. This includes, but is not limited to
earthen fill placement to improve site grades, fill placed below structural footings, fill placed interior
of structure, and fill placed as backfill of foundations.
Engineered fill placed for construction, if necessary should consist of natural, non-organic, competent
soils native to the project area. Such soils may include, but are not limited to gravel, sand, or clays with
Unified Soil Classification System (ASTM D2488) classifications of GW, SP, SM, SC, or CL. Use of silt or
clayey silt as project fill will require additional review and approval of project Geotechnical Engineer of
Record. Such soils have USCS classifications of ML, MH, ML-CL, MH -CH or CH . Use of topsoil, marl, peat,
other organic soils construction debris and/or other unsuitable materials as fill is not allowed. Such soils
have USCS classifications of OL, OH, Pt.
Engineered fill, classified as clay, should be tempered such that the moisture content at the time of
placement is equal to and no more than 3 percent above the optimum content for as defined by the
appropriate proctor test. Likewise, engineered fill classified as gravel or sand should be tempered such
that the moisture content at the time of placement is within 3 percent of the optimum content.
All engineered fill for construction should be placed in individual 8 inch maximum depth lifts. Each lift of
fill should be compacted by large vibratory equipment until the in-place soil density is equal to or
greater than the criteria established within the following tabulation.
Type of Construction
Compaction Criteria
(% respective Proctor) 1
Clay Sand or Gravel
Engineered Fill placed as Pavement Subgrade
(more than 3 feet below bottom of final grade) Min. 95 Min. 95
Engineered Fill placed as Pavement Subgrade
(less than 3 feet below bottom of final grade) Min. 100 Min. 100
Engineered Fill placed as Pavement Aggregate
Base NA Min. 100
Note 1 Unless otherwise required, compaction criteria shall be based on the Standard
Proctor Test (ASTM D698).
Density tests should be taken during engineered fill placement to document earthwork has achieved
necessary compaction of the material(s).
City of Prior Lake–Street Rehabilitation
Prior Lake, Minnesota
NTI Project No. 16.61746.100
APPENDIX C
Boring Location Diagram
Prior Lake 2017 Street Improvement Projects – Franklin Trail Neighborhood
Prior Lake, Minnesota
NTI Project #: 16.61746.100
NOTE: Boring locations are approximate.
Completed Soil Borings:
Boring Location Diagram
Prior Lake 2017 Street Improvement Projects –Sycamore Trail Neighborhood
Prior Lake, Minnesota
NTI Project #: 16.61746.100
NOTE: Boring locations are approximate.
Sy
c
a
m
o
r
e
T
r
l
.
S
W
Completed Soil Borings:
Kent St. SW
Boring Location Diagram
Prior Lake 2017 Street Improvement Projects – Balsam Street / Sunrise Avenue /
Sunrise Circle / Spruce Trail Neighborhood
Prior Lake, Minnesota
NTI Project #: 16.61746.100
NOTE: Boring locations are approximate.
170th St SW
Completed Soil Borings:
v v
Su
n
s
e
t
T
r
l
.
SW
Boring Location Diagram
Prior Lake 2017 Street Improvement Projects – Albany Avenue / Cates Street /
CJ Circle and Five Hawks Avenue Neighborhood
Prior Lake, Minnesota
NTI Project #: 16.61746.100
NOTE: Boring locations are approximate.
Pleasant St. SE
Completed Soil Borings:
v
v
Al
b
a
n
y
A
v
e
.
S
E
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
8-9-10
(19)
4-6-5
(11)
5-3-3
(6)
3-5-6
(11)
2-2-3
(5)
2-2-3
(5)
99.5
99.4
98.0
92.0
84.0
67
78
72
100
100
100
0.5
0.6
2.0
8.0
16.0
BITUMINOUS PAVEMENT (5 1/2 Inches)
APPARENT AGGREGATE BASE (2 Inches)
SILTY SAND WITH GRAVEL, (SM) dark brown, fine to
medium grained, moist
(Fill)
POORLY GRADED SAND WITH SILT, (SP-SM) brown
to light brown, fine to medium grained, moist, trace
gravel
(Fill)
NOTE: Occasional bituminous debris at 4.5 feet.
SANDY LEAN CLAY, (CL) brown to gray, moist,
medium to rather stiff, trace gravel
(Glacial Till)
NOTE: Gray below 12 feet.
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/28/16 COMPLETED 10/28/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)4
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-1
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
4-4-3
(7)
2-2-7
(9)
2-2-2
(4)
2-4-5
(9)
2-3-5
(8)
2-4-6
(10)
99.5
99.3
95.0
93.0
90.5
84.0
94
67
56
100
100
89
0.5
0.7
5.0
7.0
9.5
16.0
BITUMINOUS PAVEMENT (6 1/4 Inches)
APPARENT AGGREGATE BASE (2 Inches)
SILTY SAND, (SM) brown to dark brown, fine to
medium grained, moist, trace gravel
(Fill)
NOTE: Occasional black seams with trace organics
below 3 feet.
SANDY LEAN CLAY, (CL) brown to light brown, moist,
rather stiff, trace gravel
(Glacial Till)
CLAYEY SAND, (SC) light brown, fine to medium
grained, moist to saturated, very loose, trace gravel
(Glacial Till)
SANDY LEAN CLAY, (CL) gray, wet, medium to rather
stiff, trace gravel
(Glacial Till)
NOTE: Sand seam at 12 feet
NOTE: Gray below 14.5 feet.
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/28/16 COMPLETED 10/28/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)3
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING 7.50 ft / Elev 92.50 ft
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-2
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
3-5-6
(11)
3-3-4
(7)
3-3-3
(6)
2-3-5
(8)
3-8-5
(13)
3-4-7
(11)
99.5
99.3
98.0
95.5
90.5
88.0
84.0
78
100
100
89
89
100
0.5
0.7
2.0
4.5
9.5
12.0
16.0
BITUMINOUS PAVEMENT (6 1/2 Inches)
APPARENT AGGREGATE BASE (1 1/2 Inches)
SILTY SAND, (SM) brown, fine to medium grained,
moist, trace gravel
(Fill)
CLAYEY SAND, (SC) brown to black, fine to medium
grained, moist, trace gravel, trace organics
(Fill)
SANDY LEAN CLAY, (CL) brown to light brown, moist,
medium, trace gravel, occasional silt (ML) seams
(Glacial Till)
SANDY SILT, (ML) brown to light brown, moist,
medium, trace gravel
(Glacial Till)
SILTY SAND, (SM) brown to light brown, fine to
medium grained, moist, medium dense, trace gravel
(Glacial Till)
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/28/16 COMPLETED 10/28/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)3
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-3
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
3-4-5
(9)
3-5-5
(10)
6-11-12
(23)
4-10-11
(21)
4-7-5
(12)
4-8-7
(15)
99.5
99.4
98.0
95.5
88.0
84.0
56
89
78
89
89
100
0.5
0.6
2.0
4.5
12.0
16.0
BITUMINOUS PAVEMENT (6 Inches)
APPARENT AGGREGATE BASE (1 Inch)
SILTY SAND, (SM) brown, fine to medium grained,
moist, trace gravel
(Fill)
SANDY LEAN CLAY, (CL) light brown, moist, trace
gravel
(Fill)
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, medium dense to dense, trace gravel
(Glacial Till)
NOTE: Occasional light brown clay (CL) layers above 7
feet.
SANDY LEAN CLAY, (CL) brown, moist, rather stiff,
trace gravel
(Glacial Till)
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/28/16 COMPLETED 10/28/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)4
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-4
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
4-5-9
(14)
3-4-6
(10)
7-13-14
(27)
4-8-12
(20)
4-9-6
(15)
4-8-9
(17)
99.3
99.1
98.0
95.5
93.0
88.0
85.5
84.0
89
78
89
100
100
33
0.7
0.9
2.0
4.5
7.0
12.0
14.5
16.0
BITUMINOUS PAVEMENT (8 1/2 Inches)
APPARENT AGGREGATE BASE (2 Inches)
SILTY SAND, (SM) brown to dark brown, fine to
medium grained, moist, little gravel
(Fill)
SANDY LEAN CLAY, (CL) brown, moist, trace gravel
(Fill)
CLAYEY SAND, (SC) light brown, fine to medium
grained, moist, medium dense, trace gravel
(Glacial Till)
SILTY SAND, (SM) light brown, fine to medium grained,
moist, dense, trace gravel
(Glacial Till)
SANDY LEAN CLAY, (CL) light brown, moist, rather
stiff, trace gravel
(Glacial Till)
SILTY SAND, (SM) light brown, fine to medium grained,
moist, dense, trace gravel
(Glacial Till)
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/28/16 COMPLETED 10/28/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)6
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-5
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
8-4-3
(7)
5-3-2
(5)
2-2-2
(4)
2-2-2
(4)
5-7-8
(15)
10-7-8
(15)
99.5
99.0
90.5
87.0
84.0
33
39
28
39
67
78
0.5
1.0
9.5
13.0
16.0
BITUMINOUS PAVEMENT (6 Inches)
APPARENT AGGREGATE BASE (6 Inches)
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, trace gravel, occasional bituminous debris
(Fill)
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, very loose, trace gravel
(Glacial Till)
POORLY GRADED SAND WITH SILT, (SP-SM) brown,
fine to medium grained, moist, medium dense, trace
gravel
(Glacial Outwash)
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/31/16 COMPLETED 10/31/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-6
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
4-6-5-5
(11)
2-2-3-4
(5)
7-8-8-9
(16)
5-6-6-6
(12)
5-7-6-6
(13)
3-4-3-3
(7)
99.8
99.5
95.5
85.5
83.5
71
50
100
75
79
63
0.2
0.5
4.5
14.5
16.5
BITUMINOUS PAVEMENT (2 1/4 Inches)
APPARENT AGGREGATE BASE (4 Inches)
CLAYEY SAND, (SC) dark brown to black, fine to
medium grained, moist, trace gravel, occasional
bituminous debris, trace organics
(Fill)
NOTE: Brown below 2 feet.
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, loose to medium dense, trace gravel
(Glacial Till)
NOTE: Brown to light brown below 7 feet.
SILTY SAND, (SM) light brown to brown, fine to
medium grained, moist, loose, trace gravel
(Glacial Till)
Bottom of borehole at 16.5 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/31/16 COMPLETED 10/31/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-7
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
5-7-8-8
(15)
4-5-6-6
(11)
3-2-2-3
(4)
1-1-1-1
(2)
2-2-2-1
(4)
1-2-2-2
(4)
99.7
99.3
98.0
93.0
90.5
83.5
63
67
71
67
63
67
0.3
0.7
2.0
7.0
9.5
16.5
BITUMINOUS PAVEMENT (4 1/4 Inches)
APPARENT AGGREGATE BASE (4 1/2 Inches)
SILTY SAND, (SM) black to dark brown, fine to medium
grained, moist, trace gravel, occasional bituminous
debris
(Fill)
CLAYEY SAND, (SC) gray, fine to medium grained,
moist, trace gravel, occasional black seams, trace
organics
(Glacial Till)
NOTE: Brown to dark brown below 4.5 feet.
SILTY SAND, (SM) brown, fine to medium grained,
moist, very loose, trace gravel
(Glacial Till)
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, very loose, trace gravel
(Glacial Till)
Bottom of borehole at 16.5 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/31/16 COMPLETED 10/31/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-8
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
7-8-19
(27)
10-12-5
(17)
6-7-6
(13)
6-10-11
(21)
5-5-7
(12)
6-7-6
(13)
99.8
99.4
95.5
90.5
84.0
72
44
83
100
67
78
0.2
0.6
4.5
9.5
16.0
BITUMINOUS PAVEMENT (2 1/4 Inches)
APPARENT AGGREGATE BASE (5 Inches)
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, trace gravel
(Fill)
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, dense to medium dense, trace gravel
(Glacial Till)
SANDY LEAN CLAY, (CL) brown, moist, stiff to rather
stiff, trace gravel
(Glacial Till)
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/30/16 COMPLETED 10/30/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-9
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
15-16-14
(30)
8-7-6
(13)
14-16-12
(28)
14-13-10
(23)
6-12-19
(31)
14-12-17
(29)
99.7
99.2
90.5
84.0
44
67
50
83
72
61
0.4
0.9
9.5
16.0
BITUMINOUS PAVEMENT (4 1/4 Inches)
APPARENT AGGREGATE BASE (6 Inches)
SILTY SAND, (SM) brown to dark brown, fine to
medium grained, moist, trace gravel
(Fill)
SILTY SAND, (SM) brown, fine to medium grained,
moist, dense to very dense, little gravel
(Glacial Till)
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/30/16 COMPLETED 10/30/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-10
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
13-50/3"
16-21-18
(39)
13-12-14
(26)
23-13-15
(28)
19-14-20
(34)
19-18-9
(27)
99.8
99.3
98.0
95.5
92.0
84.0
78
100
28
44
89
78
0.2
0.7
2.0
4.5
8.0
16.0
BITUMINOUS PAVEMENT (2 1/4 Inches)
APPARENT AGGREGATE BASE (6 Inches)
CLAYEY SAND WITH GRAVEL, (SC) brown to dark
brown, fine to medium grained, moist
(Fill)
SILTY SAND, (SM) brown, fine to medium grained,
moist, trace gravel
(Fill)
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, trace gravel
(Fill)
POORLY GRADED SAND WITH SILT AND GRAVEL,
(SP-SM) brown, fine to medium grained, moist, dense
to very dense
(Glacial Outwash)
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/30/16 COMPLETED 10/30/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)9
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-11
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
5-4-5
(9)
6-5-7
(12)
20-30-24
(54)
34-50/4"
6-9-10
(19)
9-10-9
(19)
99.8
99.4
98.0
95.5
84.0
72
89
33
70
50
39
0.2
0.6
2.0
4.5
16.0
BITUMINOUS PAVEMENT (2 3/4 Inches)
APPARENT AGGREGATE BASE (5 Inches)
SILTY SAND, (SM) brown to dark brown, fine to
medium grained, moist, trace gravel
(Fill)
CLAYEY SAND, (SC) brown to dark brown, fine to
medium grained, moist, trace gravel
(Fill)
POORLY GRADED SAND WITH SILT, (SP-SM) brown,
fine to medium grained, moist, medium dense to very
dense, little gravel
(Glacial Outwash)
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/30/16 COMPLETED 10/30/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-12
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
SS
1
SS
2
13-8-15
(23)
7-8-7
(15)
99.5
99.1
96.5
100
100
0.5
0.9
3.5
BITUMINOUS PAVEMENT (6 1/4 Inches)
APPARENT AGGREGATE BASE (5 Inches)
CLAYEY SAND, (SC) brown to gray, fine to medium
grained, moist, trace gravel
(Fill)
Bottom of borehole at 3.5 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/31/16 COMPLETED 10/31/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0 SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-13
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
SS
1
SS
2
8-9-10
(19)
9-7-8
(15)
99.7
99.0
96.5
100
100
0.3
1.0
3.5
BITUMINOUS PAVEMENT (4 Inches)
APPARENT AGGREGATE BASE (8 Inches)
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, trace gravel
(Fill)
Bottom of borehole at 3.5 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/31/16 COMPLETED 10/31/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0 SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-14
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
SS
1
SS
2
6-7-9
(16)
13-13-12
(25)
99.5
98.6
96.5
78
100
0.5
1.4
3.5
BITUMINOUS PAVEMENT (5 1/2 Inches)
APPARENT AGGREGATE BASE (12 Inches)
CLAYEY SAND, (SC) gray, fine to medium grained,
moist, trace gravel, occasional black seams, trace
organics
(Fill)
NOTE: Brown below 2 feet.
Bottom of borehole at 3.5 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/31/16 COMPLETED 10/31/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0 SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-15
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
SS
1
SS
2
5-10-6
(16)
10-11-13
(24)
99.6
99.2
98.0
96.5
78
100
0.4
0.8
2.0
3.5
BITUMINOUS PAVEMENT (4 3/4 Inches)
APPARENT AGGREGATE BASE (5 Inches)
SILTY SAND, (SM) brown, fine to medium grained,
moist, trace gravel
(Fill)
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, trace gravel
(Fill)
Bottom of borehole at 3.5 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/31/16 COMPLETED 10/31/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0 SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-16
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
SS
1
SS
2
7-6-5
(11)
6-8-10
(18)
99.6
99.3
97.0
96.5
83
100
0.4
0.7
3.0
3.5
BITUMINOUS PAVEMENT (4 1/2 Inches)
APPARENT AGGREGATE BASE (4 Inches)
CLAYEY SAND, (SC) brown to dark brown, fine to
medium grained, moist, trace gravel
(Fill)
POORLY GRADED SAND WITH SILT, (SP-SM) brown,
fine to medium grained, moist, trace gravel
(Fill)
Bottom of borehole at 3.5 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/30/16 COMPLETED 10/30/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0 SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-17
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
SS
1
SS
2
8-16-5
(21)
6-4-5
(9)
99.6
99.3
96.5
94
100
0.4
0.7
3.5
BITUMINOUS PAVEMENT (4 3/4 Inches)
APPARENT AGGREGATE BASE (4 Inches)
CLAYEY SAND, (SC) brown to light brown, fine to
medium grained, moist, trace gravel
(Fill)
Bottom of borehole at 3.5 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/28/16 COMPLETED 10/28/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0 SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-18
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
SS
1
SS
2
6-5-5
(10)
7-7-15
(22)
99.6
99.1
96.5
67
100
0.5
0.9
3.5
BITUMINOUS PAVEMENT (5 1/2 Inches)
APPARENT AGGREGATE BASE (5 1/2 Inches)
CLAYEY SAND, (SC) brown to dark brown, fine to
medium grained, moist, trace gravel
(Fill)
Bottom of borehole at 3.5 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/28/16 COMPLETED 10/28/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0 SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-19
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
8-6-10
(16)
6-3-4
(7)
2-2-2
(4)
3-3-4
(7)
6-8-9
(17)
13-9-13
(22)
99.6
98.9
93.0
90.5
85.5
84.0
89
89
72
89
89
100
0.5
1.1
7.0
9.5
14.5
16.0
BITUMINOUS PAVEMENT (5 1/2 Inches)
APPARENT AGGREGATE BASE (8 Inches)
CLAYEY SAND, (SC) brown to dark brown, fine to
medium grained, moist, trace gravel
(Fill)
NOTE: Dark brown with trace organics at 2 feet.
NOTE: Brown to gray below 4.5 feet.
SANDY LEAN CLAY, (CL) gray, moist, soft, occasional
fine roots, trace organics
(Alluvial)
CLAYEY SAND, (SC) gray, fine to medium grained,
moist to saturated, loose to dense, trace gravel
(Alluvial)
POORLY GRADED SAND WITH SILT, (SP-SM) gray,
fine to coarse grained, saturated, dense, trace gravel,
occasional clay (CL) layers
(Alluvial)
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/25/16 COMPLETED 10/25/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)9
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING 12.00 ft / Elev 88.00 ft
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-20
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
2-2-3
(5)
2-3-2
(5)
2-2-2
(4)
2-2-3
(5)
2-3-5
(8)
5-6-3
(9)
99.9
99.7
98.0
92.0
85.5
84.0
67
72
78
56
100
100
0.1
0.3
2.0
8.0
14.5
16.0
BITUMINOUS PAVEMENT (1 3/4 Inches)
APPARENT AGGREGATE BASE (1 1/2 Inches)
CLAYEY SAND, (SC) brown to dark brown, fine to
medium grained, moist, trace gravel
(Fill)
SANDY LEAN CLAY, (CL) gray, moist, trace gravel,
occasional black layers, trace organics
(Fill)
CLAYEY SAND, (SC) gray, fine to coarse grained,
moist to saturated, very loose to loose, trace gravel
(Alluvial)
CLAYEY SAND, (SC) brown, fine to coarse grained,
saturated, medium dense, trace gravel
(Alluvial)
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/25/16 COMPLETED 10/25/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)9
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING 9.00 ft / Elev 91.00 ft
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-21
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
2-3-4
(7)
2-2-2
(4)
2-2-2
(4)
2-2-2
(4)
2-3-3
(6)
5-7-6
(13)
99.6
99.4
98.0
90.5
87.0
84.0
78
78
72
67
44
100
0.5
0.6
2.0
9.5
13.0
16.0
BITUMINOUS PAVEMENT (5 1/2 Inches)
APPARENT AGGREGATE BASE (1 1/2 Inches)
SILTY SAND, (SM) brown, fine to medium grained,
moist, little gravel
(Fill)
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, trace gravel, occasional black seams, trace
organics
(Fill)
CLAYEY SAND, (SC) gray to black, fine to medium
grained, moist to saturated, very loose, trace gravel,
trace organics
(Alluvial)
POORLY GRADED SAND WITH SILT, (SP-SM) gray,
fine to coarse grained, saturated, loose to medium
dense, trace gravel
(Alluvial)
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/25/16 COMPLETED 10/25/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)8
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING 10.00 ft / Elev 90.00 ft
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-22
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
3-3-3
(6)
2-3-5
(8)
5-6-9
(15)
6-8-12
(20)
10-20-20
(40)
50/6"
99.8
99.2
95.5
85.0
67
78
56
78
0
0
0.2
0.8
4.5
15.0
BITUMINOUS PAVEMENT (2 Inches)
APPARENT AGGREGATE BASE (8 Inches)
SILTY SAND, (SM) brown, fine to medium grained,
moist, trace gravel
(Fill)
NOTE: clayey sand (SC) seam at 2 feet.
POORLY GRADED SAND WITH SILT, (SP-SM) brown,
fine to medium grained, moist, loose to very dense,
trace gravel
(Glacial Outwash)
NOTE: No recovery in sample 6. Auger cuttings
sampled.
NOTE: No recovery in sample 7. Auger cuttings
sampled.
Bottom of borehole at 15.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/27/16 COMPLETED 10/27/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)10
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-23
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
9-8-7
(15)
3-2-3
(5)
2-2-3
(5)
2-2-3
(5)
2-4-7
(11)
2-2-7
(9)
99.8
98.8
98.0
92.0
85.5
84.0
72
56
78
44
72
89
0.3
1.3
2.0
8.0
14.5
16.0
BITUMINOUS PAVEMENT (3 Inches)
APPARENT AGGREGATE BASE (12 Inches)
POORLY GRADED SAND WITH SILT, (SP-SM) brown,
fine to medium grained, moist, trace gravel
(Fill)
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, trace gravel
(Fill)
CLAYEY SAND, (SC) gray, fine to medium grained,
moist to saturated, loose to medium dense, trace
gravel, occasional black seams, trace organics
(Alluvial)
POORLY GRADED SAND WITH SILT, (SP-SM) brown,
fine to coarse grained, saturated, medium dense, trace
gravel
(Alluvial)
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/25/16 COMPLETED 10/25/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)9
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING 9.00 ft / Elev 91.00 ft
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-24
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
6-6-7
(13)
6-5-4
(9)
2-2-3
(5)
9-10-3
(13)
2-2-2
(4)
3-2-3
(5)
99.7
99.2
98.0
95.5
93.0
88.0
84.0
78
72
56
28
100
67
0.3
0.9
2.0
4.5
7.0
12.0
16.0
BITUMINOUS PAVEMENT (3 1/4 Inches)
APPARENT AGGREGATE BASE (7 Inches)
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, trace gravel
(Fill)
POORLY GRADED SAND WITH SILT, (SP-SM) brown,
fine to medium grained, moist, trace gravel
(Fill)
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, trace gravel
(Fill)
CLAYEY SAND, (SC) brown, fine to coarse grained,
moist to saturated, loose to medium dense, little gravel
(Alluvial)
POORLY GRADED SAND WITH SILT, (SP-SM) brown,
fine to coarse grained, saturated, very loose to loose,
little gravel
(Alluvial)
Bottom of borehole at 16.0 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/25/16 COMPLETED 10/25/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING 9.00 ft / Elev 91.00 ft
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-25
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
SS
1
SS
2
12-13-10
(23)
4-5-7
(12)
99.3
99.1
96.5
89
100
0.7
0.9
3.5
BITUMINOUS PAVEMENT (8 1/4 Inches)
APPARENT AGGREGATE BASE (3 Inches)
CLAYEY SAND, (SC) dark brown to black, fine to
medium grained, moist, trace gravel
(Fill)
Bottom of borehole at 3.5 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/27/16 COMPLETED 10/27/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0 SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-26
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
I
G
E
O
T
E
C
H
C
O
L
U
M
N
S
W
/
N
O
T
E
S
-
N
T
I
2
0
1
6
-
0
8
-
1
0
.
G
D
T
-
1
1
/
1
4
/
1
6
1
2
:
3
9
-
H
:
\
1
-
P
R
O
J
E
C
T
S
\
2
0
1
6
P
R
O
J
E
C
T
S
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
I
M
P
R
O
V
E
M
E
N
T
S
-
C
M
T
-
(
1
6
.
6
1
7
4
6
.
1
0
0
)
\
E
N
G
I
N
E
E
R
I
N
G
\
E
N
G
I
N
E
E
R
I
N
G
R
E
P
O
R
T
S
\
G
I
N
T
\
P
R
I
O
R
L
A
K
E
2
0
1
7
S
T
R
E
E
T
S
.
G
P
J
NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
SS
1
SS
2
8-8-7
(15)
7-4-4
(8)
99.5
99.3
96.5
78
89
0.5
0.7
3.5
BITUMINOUS PAVEMENT (6 1/2 Inches)
APPARENT AGGREGATE BASE (2 Inches)
CLAYEY SAND, (SC) dark brown to black, fine to
medium grained, moist, trace gravel, trace organics
(Fill)
Bottom of borehole at 3.5 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/27/16 COMPLETED 10/27/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
PL
A
S
T
I
C
LI
M
I
T
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0 SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
LI
Q
U
I
D
LI
M
I
T
RE
C
O
V
E
R
Y
%
(R
Q
D
)
FI
N
E
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
PL
A
S
T
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MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-27
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
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NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
SS
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9-10-11
(21)
12-13-10
(23)
99.6
99.0
96.5
78
83
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1.0
3.5
BITUMINOUS PAVEMENT (5 1/2 Inches)
APPARENT AGGREGATE BASE (7 Inches)
CLAYEY SAND, (SC) brown, fine to medium grained,
moist, trace gravel
(Fill)
Bottom of borehole at 3.5 feet.
DRILLING METHOD 3 1/4 in H.S.A
LOGGED BY Robert Hawkins CHECKED BY Steve Gerber
DATE STARTED 10/25/16 COMPLETED 10/25/16
DRILLING CONTRACTOR NTI GROUND WATER LEVELS:
AT END OF DRILLING ---
AFTER DRILLING ---FROST DEPTH (ft)---CAVE IN (ft)---
NOTES Elevation assumed to be 100.0.
GROUND ELEVATION 100 ft HOLE SIZE 6 1/2 in.
AT TIME OF DRILLING --- No groundwater encountered
ATTERBERG
LIMITS
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PL
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MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER SB-28
PROJECT LOCATION Prior Lake, MN
CLIENT Bolton & Menk, Inc.
PROJECT NUMBER 16.61746.100
PROJECT NAME Prior Lake 2017 Street Improvement Projects
NT
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G
E
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NTI
6160 Carmen Drive
Inver Grove Heights, Minnesota
P: 763-433-9175
Services Provided:
Civil and Municipal Engineering
Water and Wastewater Engineering
Traffic and Transportation Engineering
Aviation Planning and Engineering
Water Resources Engineering
Coatings Inspection Services
Landscape Architecture Services
Surveying and Mapping
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Funding Assistance
www.bolton-menk.com