HomeMy WebLinkAbout07C 2021 Pavement Management – Approve Feasibility Report and Call for Public Improvement Hearing
Feasibility Report for
2021 Pavement Management Project
City of Cottage Grove, Minnesota
December 2020
Submitted by:
Bolton & Menk, Inc.
2035 County Rd D
Maplewood, MN 55109
P: 651-704-9970
F: 651-704-9971
December 2, 2020
Honorable Mayor and City Council
City of Cottage Grove
12800 Ravine Parkway South
Cottage Grove, MN 55016
RE: 2021 Pavement Management Project
BMI Project No. N14.122421
Honorable Mayor and City Council Members,
Enclosed for your review is the 2021 Pavement Management Project Feasibility Report. The project
scope includes street rehabilitation and utility repairs within the Pine Meadow, Sandy Hills, East
Meadow Cliff neighborhoods and Jamaica Avenue from 80th Street to Indian Boulevard, as identified in
this report.
This report describes the improvements necessary within the project area. Cost estimates for the
proposed improvements are presented in the Report.
We would be happy to discuss this report at your convenience. Please contact me at 651-968-7674 if
you have any questions.
Sincerely,
BOLTON & MENK, INC.
Michael Boex, PE
Prepared by: Bolton & Menk, Inc. Introduction
2021 Pavement Management ǀ N14.122421 Page i
Table of Contents
Introduction .......................................................................................................................... 1
Existing Conditions – Residential ............................................................................................ 2
Streets ...................................................................................................................................... 2
Sanitary Sewer ......................................................................................................................... 3
Water Main .............................................................................................................................. 3
Storm Sewer ............................................................................................................................ 4
Existing Conditions – Jamaica Avenue ..................................................................................... 4
Streets ...................................................................................................................................... 4
Sanitary Sewer ......................................................................................................................... 5
Water Main .............................................................................................................................. 6
Storm Sewer ............................................................................................................................ 6
Proposed Improvements – Residential.................................................................................... 6
Streets ...................................................................................................................................... 6
Walkway .................................................................................................................................. 7
Sanitary Sewer ......................................................................................................................... 7
Water Main .............................................................................................................................. 7
Storm Sewer ............................................................................................................................ 7
Storm Water Quality ................................................................................................................ 8
Proposed Improvements – Jamaica Avenue ............................................................................ 8
Streets ...................................................................................................................................... 8
Walkway .................................................................................................................................. 8
Sanitary Sewer ......................................................................................................................... 9
Water Main .............................................................................................................................. 9
Storm Sewer ............................................................................................................................ 9
Storm Water Quality ................................................................................................................ 9
Proposed Improvements – Arbor Meadows Park .................................................................... 9
Proposed Improvements – River Oaks Golf Course ................................................................ 10
Permits and Easements ........................................................................................................ 10
Estimated Costs ................................................................................................................... 10
Cost Allocation ....................................................................................................................... 10
Financing ................................................................................................................................ 12
Public Hearing ...................................................................................................................... 12
Project Schedule .................................................................................................................. 13
Conclusion and Recommendations ....................................................................................... 13
Prepared by: Bolton & Menk, Inc. Introduction
2021 Pavement Management ǀ N14.122421 Page ii
Tables
Table 1: Residential Streets Existing Street Section ................................................................. 3
Table 2: Jamaica Avenue Existing Street Section ..................................................................... 4
Table 3: Ground Penetrating Radar ......................................................................................... 5
Table 4: Falling Weigh Deflectometer ..................................................................................... 5
Table 5: Estimated Cost Summary ......................................................................................... 10
Table 6: Deductions to Residential Property ......................................................................... 11
Table 7: Estimated Cost Allocation Per Policy ........................................................................ 11
Table 8: Estimated Cost Per Unit ........................................................................................... 12
Table 9: Estimated Cost Allocation Per Policy ........................................................................ 12
Table 10: Cost Per Unit Comparison ...................................................................................... 14
Appendix
Appendix A: Existing Pavement Condition Photos ................................................................. 15
Appendix B: Figures ............................................................................................................. 22
Appendix C: Cost Estimate Summary .................................................................................... 34
Appendix D: Preliminary Assessment Roll ............................................................................. 36
Appendix E: Pavement Cores – Residential ........................................................................... 43
Appendix F: Geotechnical Report – Jamaica Avenue.............................................................. 57
Figures
Figure 1: Location ................................................................................................................. 23
Figure 2: Year Constructed – Residential ............................................................................... 24
Figure 3: Year Constructed – Jamaica Avenue ....................................................................... 25
Figure 4: Pavement Condition – Residential .......................................................................... 26
Figure 5: Street Improvements – Residential ......................................................................... 27
Figure 6: Street Improvements – Jamaica Avenue ................................................................. 28
Figure 7: Arbor Meadows Park Improvements ...................................................................... 29
Figure 8: River Oaks Golf Course Parking Lot Improvements .................................................. 30
Figure 9: Utility Improvements – Residential ......................................................................... 31
Figure 10: Utility Improvements – Jamaica Avenue ............................................................... 32
Figure 11: Assessable Parcels ................................................................................................ 33
Prepared by: Bolton & Menk, Inc. Introduction
2021 Pavement Management ǀ N14.122421 Page iii
Certification
Feasibility Report
for
2021 Pavement Management Report
City of Cottage Grove, Minnesota
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 Boex, PE
License No. 44576
Bolton & Menk, Inc.
Date: December 2, 2020
Prepared by: Bolton & Menk, Inc. Introduction
2021 Pavement Management ǀ N14.122421 Page 1
INTRODUCTION
The Pine Meadows, Sandy Hills, and East Meadow Cliff neighborhoods, along with Jamaica Avenue from
80th Street to Indian Boulevard, have been identified as candidates for rehabilitation during the 2021
construction season as a part of the City of Cottage Grove's ongoing roadway rehabilitation program.
The City Council authorized preparation of this report to determine the feasibility of rehabilitating these
streets as a part of the 2021 Pavement Management Project.
Pine Meadows 2nd, 4th, and 5th Additions and Sandy Hills 7th and 8th Additions are located south of 85th
Street (including 85th between Johansen Avenue and CSAH 19), approximately 280 feet west of Keats
Avenue (CSAH 19), and east of Jewel Lane, as shown on Figure 1.
The East Meadow Cliff neighborhood is located south of 80th Street and east of Jamaica Avenue, as
shown on Figure 1.
Jamaica Avenue, between 80th Street and Indian Boulevard, is also included in this project and is shown
on Figure 1.
There are 11 residential streets within these neighborhoods totaling approximately 14,000 linear feet,
plus approximately 4,000 linear feet of an urban collector roadway.
The purpose of this report is to further evaluate the work required for this street rehabilitation project,
to provide an estimate of cost, and to establish a method of cost allocation or assessment in order to
determine the physical and economic feasibility.
This feasibility report examines the following street segments:
Pine Meadows 2nd, 4th and 5th Additions
1. 85th Street, from approximately 280 feet west of Keats Avenue to Johansen Avenue (9603 –
9998)
2. Jorgensen Avenue, from 85th Street to Joliet Avenue (8506 – 8749)
3. Joliet Avenue, from Jorgensen Avenue to the end of the street (8536 – 8750)
4. Jorgensen Bay (8531 – 8571)
Sandy Hills 7th and 8th Additions
1. Johansen Avenue, from 85th Street to the end of the street
2. Jody Circle, west of Johansen Avenue (8502 – 8896)
3. 87th Street, from Jody Circle to Johansen Avenue
4. Hillside Trail, from Jody Circle to Johansen Avenue, including the segment east of Johansen
Avenue
East Meadow Cliff Neighborhood
1. Jefferey Avenue, from 80th Street to the cul-de-sac (8001 – 8305)
2. Upper 81st Street, from Jeffery Avenue to approximately 285 feet west of Jefferey Avenue (9055
– 9071)
3. Jeffery Lane, west of Jefferey Avenue (8044 – 8228)
Jamaica Avenue
1. Between Indian Boulevard and 80th Street
Prepared by: Bolton & Menk, Inc. Existing Conditions – Residential
2021 Pavement Management ǀ N14.122421 Page 2
If the City decides to proceed with the proposed street and utility improvements as described in this
report, it is anticipated construction would begin in 2021 as shown in the detailed project schedule
found on page 13.
EXISTING CONDITIONS – RESIDENTIAL
STREETS
The streets within these neighborhoods are urban-residential and are generally 32 feet wide (from face
of curb to face of curb) with D412 concrete curb and gutter; Johansen Avenue is 40-feet wide (from face
of curb to face of curb). The streets in the East Meadow Cliff neighborhood were constructed in 1991.
The streets in the Pine Meadows 2nd, 4th and 5th Additions were constructed between 1992 and 1996.
The in-place pavement section of streets in the East Meadow Cliff and Pine Meadows neighborhoods
were designed to be approximately 3-inches of bituminous over 6-inches of aggregate base. The streets
in Sandy Hills 7th and 8th Additions were constructed between 1997 and 1998. The in-place pavement
section of these streets was designed to be approximately 3.5-inches of bituminous over 6-inches of
aggregate base. Figure 2 depicts the age of the streets.
A visual inspection was performed in 2020 to evaluate the pavement surface conditions in the three
residential neighborhoods. The inspection determined the pavement conditions are considered “Poor”
to “Fair” and generally have major distress. Figure 4 depicts the pavement condition within the
neighborhoods, and Appendix A contains some representative photos of the existing pavement
condition. In addition, there are sections of existing curb and gutter that have settled, cracked, or have
other defects that will require replacement.
Pothole repairs and skin patch overlays have been performed to keep the road in a drivable and
relatively smooth condition. A significant amount of street maintenance funds have been used or are
anticipated in upcoming maintenance cycles in these areas.
Past experience on recent projects has shown that the pavement cracking pattern on streets of this
general age and condition range extends well below the surface. In fact, the previous seal coat can help
mask the cracking in some instances.
It should be noted that the visual surface rating is a preliminary indicator of condition and potential
rehabilitation techniques; it should not solely dictate the maintenance or rehabilitation strategy. Factors
such as age, traffic projections, pavement strength, and pavement structure condition should also be
considered.
Coring of the pavement was performed to determine the thickness of the existing street section and
evaluate pavement condition. The core locations are shown on Figure 2 and photos of the pavement
cores can be seen in Appendix E. From the cores, it can be seen that the average section in the
neighborhoods consists of approximately 3.81 inches of bituminous over 6.75 inches of base, as shown
in Table 1. The thicker than expected bituminous is in part due to multiple seal coat applications or skin
patch overlays, as well as difficulty in evaluating bituminous depths from the stripped cores.
Prepared by: Bolton & Menk, Inc. Existing Conditions – Residential
2021 Pavement Management ǀ N14.122421 Page 3
Table 1: Residential Streets Existing Street Section
No. Location Bituminous
(in)
Aggregate
Base (in) Street Neighborhood
C-1 Upper 81st Street East Meadow Cliff 3.502 6.50
C-2 Jeffery Lane East Meadow Cliff 3.751 8.25
C-3 Jeffery Avenue East Meadow Cliff 4.002 8.75
C-4 Jeffery Avenue East Meadow Cliff 4.001 7.50
C-05 85th Street Pine Meadows 2nd Addition 4.101 5.75
C-06 85th Street Pine Meadows 4th Addition 4.502 3.75
C-07 85th Street Pine Meadows 4th Addition 3.501 7.25
C-08 Jorgensen Avenue Pine Meadows 5th Addition, Phase 1 3.802 9.25
C-09 Joliet Avenue Pine Meadows 5th Addition, Phase 1 3.10 8.25
C-10 Jorgensen Avenue Pine Meadows 5th Addition, Phase 2 3.60 2.50
C-11 Jorgensen Avenue Pine Meadows 5th Addition, Phase 2 4.001 4.50
C-12 Jody Circle Sandy Hills 7th Addition 4.401 5.25
C-13 Johansen Avenue Sandy Hills 7th Addition 4.001 9.00
C-14 Hillside Trail Sandy Hills 8th Addition 3.001 7.25
C-15 Jody Circle Sandy Hills 8th Addition 3.901 7.50
Average 3.81 6.75
1. Stripping present (Varying severity)
2. Severe stripping present (Core was broken upon extraction)
Thirteen of the fifteen cores within the residential neighborhoods displayed some degradation due to
asphalt stripping. Stripping is generally described as the separation of aggregate from the asphalt due to
moisture. The stripping found degrades the strength and durability of the pavement. Four of the cores
were noted as broken, meaning the stripping was severe enough that the bituminous fell apart as the
core was extracted. The locations of stripping generally coincided with areas where Public Works has
performed extensive maintenance via skin patch overlays and patching, whereas areas with slight
stripping may not be visible at the pavement surface.
Due to the granular subgrade soils and good aggregate base, the pavement structure as a whole is
typically structurally sound. Therefore, the issue facing the City is typically functional and not structural
– meaning the recurring maintenance issues are due to the stripped pavement material raveling and
breaking apart.
SANITARY SEWER
The sanitary sewer system within the residential neighborhoods consists primarily of 8-inch diameter
polyvinyl chloride pipe (PVC). The existing sanitary sewer has been televised to evaluate pipe condition.
The televising reports show that the pipe is generally in good condition. Miscellaneous structure repairs
including patching and other repairs were noted during the inspections.
WATER MAIN
The water mains within the residential neighborhoods are 6 to 18-inch diameter ductile iron pipe (DIP),
which were installed in conjunction with the development of the neighborhoods.
Prepared by: Bolton & Menk, Inc. Existing Conditions – Jamaica Avenue
2021 Pavement Management ǀ N14.122421 Page 4
The water mains are believed to be in good condition. However, projects of similar eras have had
instances of excessive bolt corrosion on valves and it is possible the valves in this project area may be in
a similar condition. Therefore, some select valves will be checked for corrosion prior to street work
occurring. Additionally, there are expected to be some valves which are not operational and will need to
be addressed with the project. The valves will be operated and evaluated by Public Works prior to the
start of the project.
STORM SEWER
The existing storm sewer has been televised to determine pipe condition and necessary repairs. In
addition, storm structures were also inspected. The televising reports show that the storm sewer mains
are generally in good condition. However, some problems encountered in the existing storm sewer were
cracked or broken pipes. Most structures were identified as in good condition with some miscellaneous
structure patching, and other repairs noted during the inspections.
EXISTING CONDITIONS – JAMAICA AVENUE
STREETS
Jamaica Avenue, between 80th Street and Indian Boulevard, is a four-lane divided urban roadway
consisting of B618 concrete curb and gutter, 14-foot lanes and a grass median. In 1980, a 74-foot wide
section was constructed with a 6-inch aggregate base and a 24-foot bituminous mat, consisting of two
1.5-inch lifts, on the west side. In 1981, a 24-foot bituminous mat, consisting of two 1.5-inch lifts, was
constructed on the east side of the original 74-foot aggregate base section. In 1993, the existing south
bound and northbound lanes had a 1.5-inch bituminous overlay on the existing 3-inch bituminous mat.
As part of this 1993 project, the lanes were constructed to a 28-foot (from face of curb to face of curb)
street width for each direction of traffic, with B618 concrete curb and gutter, a grass median, and
concrete sidewalk. The in-place pavement section of Jamaica Avenue was designed to be 4.5-inches of
bituminous over 6-inches of aggregate base. Figure 3 depicts the age of the streets.
Coring of the pavement was performed to determine the thickness of the existing street section and
evaluate pavement condition. The core locations are shown on Figure 3 and photos of the pavement
cores can be seen in Appendix F. From the cores, it can be seen that the average section along Jamaica
Avenue consists of approximately 5.5-inches of bituminous over 7-inches of base, as shown in Table 2.
The thicker than expected bituminous is in part due to multiple seal coat applications or thin overlays.
The cores show slight to severe stripping occurring in various depths of the pavement, depending on the
location. All cores from Jamaica Avenue displayed some degradation due to stripping. The stripping
found degrades the strength and durability of the pavement.
Table 2: Jamaica Avenue Existing Street Section
No. Location Bituminous
(in)
Aggregate Base
(in)
B-5 Between 80th Street and 75th Street 6.001 11.00
B-6 Between 75th Street and Indian Boulevard 5.501 5.00
B-7 South of 75th Street 5.001 5.00
Average 5.50 7.00
1. Stripping present (Varying severity)
Prepared by: Bolton & Menk, Inc. Existing Conditions – Jamaica Avenue
2021 Pavement Management ǀ N14.122421 Page 5
Additional testing was performed on Jamaica Avenue in an effort to better identify the properties of the
roadway. Therefore, ground penetrating radar (GPR) and falling weight deflectometer (FWD) testing was
performed on all four lanes.
Ground penetrating radar is a non-intrusive procedure that produces an image of the underground
materials by sending and interpreting electromagnetic waves. GPR was used to supplement the cores
and obtain more data points regarding pavement and aggregate base thickness. The pavement section
properties, between 80th Street and Indian Boulevard, obtained from the GPR is presented below.
Table 3: Ground Penetrating Radar
Layer
SB Outside Lane SB Inside Lane NB Inside Lane NB Outside Lane
Average
(in) CV Average
(in) CV
Average
(in) CV Average
(in) CV
BP 5.3 13% 5.2 13% 5.2 8% 5.7 8%
Base 5.9 20% 5.2 20% 5.3 22% 7.7 25%
Total 11.2 12% 10.4 11% 10.6 11% 13.4 16%
*BP = Bituminous Pavement; Base = Aggregate Base; Total = BP and Base; CV = Coefficient of Variation
The falling weight deflectometer is a non-destructive process used to evaluate pavement structural
condition by providing an in-situ characterization of the pavement layer stiffness. The FWD applies
dynamic loads to a pavement surface, simulating the magnitude and duration of a single wheel load. The
downward movement (vertical deflection) of the pavement at various distances from the loading plate
are measured with various sensors. These measurements help determine the overall pavement load
rating, pavement layer characteristics and material properties (modulus), and subgrade strength
characteristics (in-situ R-Value). The R-Value is representative of the ability of a soil to resist lateral
spreading due to an applied vertical load from traffic. The 15th percentile R-Values and GE values,
between 80th Street and Indian Boulevard, from the FWD are presented below.
Table 4: Falling Weigh Deflectometer
From To Lane R-Value GE
80th Street 75th Street NB 23.7 27.4
75th Street Indian Boulevard NB 30.5 26.2
Indian Boulevard 75th Street SB 36.9 22.0
75th Street 80th Street SB 24.8 27.9
Average 28.9 25.8
Appendix F contains the complete Jamaica Avenue geotechnical report completed in July 2020. This
report analyzes the pavement of Jamaica Avenue from Indian Boulevard to the Highway 61/Jamaica
Avenue roundabout south of East Point Douglas Road.
SANITARY SEWER
The sanitary sewer system along Jamaica Avenue connects adjacent neighborhoods east and west of
Jamaica Avenue. The sanitary sewer north of 80th Street that connects to the neighborhood east of
Jamaica Avenue has been televised to determine pipe condition and necessary repairs. The televising
reports show that the pipe is generally in good condition and no repairs are needed.
Prepared by: Bolton & Menk, Inc. Proposed Improvements – Residential
2021 Pavement Management ǀ N14.122421 Page 6
WATER MAIN
There are two locations where water main crosses Jamaica Avenue to connect adjacent neighborhoods,
once at Indian Boulevard and once at 75th Street. The water main on the west side of Jamaica Avenue at
Indian Boulevard is a 12-inch diameter DIP and was installed in 1979 in conjunction with the
development of the neighborhood west of Jamaica Avenue. In 1980 this water main was connected to
and installed across Jamaica Avenue in conjunction with the development of the neighborhood to the
east of Jamaica Avenue.
The water main on the west side of Jamaica Avenue at 75th Street is a 12-inch diameter DIP and was
installed in 1974 in conjunction with the development of the neighborhood west of Jamaica Avenue. In
1979 this water main was connected to and installed across Jamaica Avenue in conjunction with the
development of the neighborhood to the east of Jamaica Avenue.
The water mains are believed to be in good condition. However, due to the age of the water main, there
are expected to be some valves which are not operational and will need to be addressed with the
project. The valves will be operated and evaluated by Public Works prior to the start of the project.
STORM SEWER
The existing storm sewer has been televised to determine pipe condition and necessary repairs. In
addition, storm structures were also inspected. The televising reports show that the storm sewer mains
are generally in good condition. However, some problems encountered in the existing storm sewer were
cracked or broken pipes. Most structures were identified as in good condition with some miscellaneous
structure patching, lining, and other repairs noted during the inspections.
PROPOSED IMPROVEMENTS – RESIDENTIAL
STREETS
Due to the age of pavements in the residential neighborhoods (22-29 years old), the observed depth and
extent of the asphalt stripping in the cores, extent of previous City maintenance, and past City
experience with streets of this age and condition, a mill-overlay is not recommended at this time for the
Pine Meadows, Sandy Hills, and East Meadow Cliff neighborhoods.
The risks typical of all mill-overlay projects, i.e. reflective cracking, and the associated maintenance
required were evaluated to determine acceptable risk levels. Past projects have shown that stripping of
the pavement can extend well below the surface of the pavement, making complete removal of the
stripped portions unfeasible. In those cases, the remaining pavement posed risk for excessive volume of
cracking or raveling in the base course.
Due to the types of distress present in the existing pavement, the anticipated acceleration of
deterioration due to asphalt stripping, and risks associated with a mill-overlay at this age, the residential
streets within the Pine Meadows, Sandy Hill, and East Meadow Cliff neighborhoods are proposed to
undergo a full pavement removal and replacement with 3.5-inches of new pavement. The wear course is
proposed to be virgin mix, excluding the use of recycled asphalt pavement (RAP).
The concrete curb and gutter in all three neighborhoods are proposed to undergo spot replacement, as
shown in Figure 5. The curb in poor condition will be evaluated for removal just prior to construction.
Preliminary estimates indicate that approximately 17% will need to be removed and replaced in the Pine
Meadows and Rolling Hills neighborhoods and 18% in the East Meadow Cliff neighborhood. The
percentage of curb is not necessarily evenly distributed and there may be some long sections of curb
Prepared by: Bolton & Menk, Inc. Proposed Improvements – Residential
2021 Pavement Management ǀ N14.122421 Page 7
replacement. Where conditions are favorable, the goal is that the concrete curb and gutter last two
pavement lifecycles.
In locations where curb is removed and replaced in front of driveways, impacted concrete or bituminous
driveways will be patched the entire width with in-kind materials as a part of the street rehabilitation
process. In areas of spot curb replacement, this patch typically extends a few feet behind the curb.
Restoration is anticipated to consist of screened Loam Topsoil Borrow with seed and hydromulch.
Traffic signs are proposed to be replaced as a part of this project to meet federal retro reflectivity
requirements. In addition, signs will be evaluated for conformance to the adopted City sign policy and
signs will be removed or supplemented as required.
The existing streetlight system has received routine maintenance and does not have any major areas of
concern. The existing four feed point cabinets in the residential neighborhoods are beyond their useful
life and should be replaced as part of this project. Existing poles, direct-bury wire, and handholes will
remain in place. Should the spot curb removal process impact the existing direct-buy wiring, spot repairs
will be completed as necessary.
WALKWAY
Costs have been included in this report to update all pedestrian ramps to the current Americans with
Disabilities Act (ADA) standards. All pedestrian ramps will be evaluated and reconstructed to compliant
pedestrian ramps; this may include removing some segments of existing sidewalk to meet the required
landings and grades. Spot sidewalk removal and replacement is also proposed to correct damaged curb
panels along Johansen Avenue.
SANITARY SEWER
Utility improvements are shown in Figure 9.
The sanitary sewer manhole castings will be salvaged and reinstalled. The existing concrete adjusting
rings will be replaced with new high-density polyethylene (HDPE) adjusting rings to conform to current
City standards. Miscellaneous structure repairs such as patching or replacing a top slab will be
performed as needed.
WATER MAIN
It is proposed that broken valve top sections be removed and replaced as a part of this project. It is
anticipated that a small sample of valves be dug up in each neighborhood and checked for bolt corrosion
in the spring. Any corroded bolts would be replaced if necessary, and additional valves with like
conditions could be dug up and checked if warranted. As a part of this process, the valve box would be
replaced in conjunction with the work. Also, it is proposed to extend the hydrant barrel on any hydrant
requiring adjustment. Finally, hydrants will be reconditioned by sandblasting and painting, and concrete
hydrant access pads are proposed to be constructed in accordance with current City standards.
STORM SEWER
Generally speaking, the intent of this project is to rehabilitate the streets and not change existing
drainage patterns. In-line repairs are recommended to address cracks and offset joints. Structures in
poor condition will be replaced to conform to current City standards. Adjustment rings for manholes and
catch basins will be replaced with HDPE rings. The existing castings will be salvaged and reinstalled
unless they are damaged or do not meet current City standards. Miscellaneous structure patching,
lining, and other repairs will be performed as needed.
Prepared by: Bolton & Menk, Inc. Proposed Improvements – Jamaica Avenue
2021 Pavement Management ǀ N14.122421 Page 8
Public Works staff provided input on areas with historic drainage concerns. No major flooding or
drainage issues were noted; therefore, only minor curb grade modifications are proposed to facilitate
drainage.
STORM WATER QUALITY
Storm water quality improvements are not required in this neighborhood due to no increase of
impervious surfacing.
PROPOSED IMPROVEMENTS – JAMAICA AVENUE
STREETS
Due to the condition of the pavement along Jamaica Avenue between Indian Boulevard and 80th Street,
the observed depth and extent of the asphalt stripping in the cores, results of the GPR and FWD, extent
of previous City maintenance and past City experience with streets of this age and condition, a full-
depth pavement replacement is recommended at this time.
Due to the types of distress present in the existing pavement, the anticipated acceleration of
deterioration due to asphalt stripping, and risks associated with a mill-overlay at this age, Jamaica
Avenue is proposed to undergo a full pavement removal and replacement with 5.5-inches of new
pavement. The wear course is proposed to be virgin mix, excluding the use of recycled asphalt pavement
(RAP).
The concrete curb and gutter along Jamaica Avenue is proposed to undergo spot replacement, as shown
in Figure 6. The curb in poor condition will be evaluated for removal just prior to construction.
Preliminary estimates indicate that approximately 11% will need to be removed and replaced. The
percentage of curb is not necessarily evenly distributed and there may be some long sections of curb
replacement. Where conditions are favorable, the goal is that the concrete curb and gutter last two
pavement lifecycles. In order to accommodate a future signal system at 80th Street, both north and
south-bound Jamaica Avenue approaches will need geometric improvements to facilitate through
traffic, at which time a full reconstruction should be coordinated. Due to the necessary geometric
improvements, full curb replacement and the signal would be installed in conjunction with a future
Jamaica Avenue project.
Restoration is anticipated to consist of screened Loam Topsoil Borrow with seed and hydromulch.
Traffic signs are proposed to be replaced as a part of this project to meet federal retro reflectivity
requirements. In addition, signs will be evaluated for conformance to the adopted City sign policy and
signs will be removed or supplemented as required.
The existing streetlight system has received routine maintenance and does not have any major areas of
concern. Existing poles, direct-bury wire, and handholes will remain in place. Should the spot curb
removal process impact the existing direct-buy wiring, spot repairs will be completed, as necessary.
WALKWAY
Costs have been included in this report to update all pedestrian ramps to the current Americans with
Disabilities Act (ADA) standards. All pedestrian ramps will be evaluated and reconstructed to compliant
pedestrian ramps; this may include removing some segments of existing sidewalk to meet the required
landings and grades. Several pedestrian ramps along Jamaica Avenue have been recently reconstructed
in past pavement management projects and will not need to be reconstructed as part of this project.
Prepared by: Bolton & Menk, Inc. Proposed Improvements – Arbor Meadows Park
2021 Pavement Management ǀ N14.122421 Page 9
Spot sidewalk removal and replacement is also proposed to correct for damaged curb panels along both
sides of Jamaica Avenue.
SANITARY SEWER
Utility improvements are shown in Figure 10.
The sanitary sewer manhole castings will be salvaged and reinstalled. The existing concrete adjusting
rings will be replaced with new high-density polyethylene (HDPE) adjusting rings to conform to current
City standards.
WATER MAIN
The valve boxes will be adjusted to final grades and any broken valve top sections will be removed and
replaced as part of this project.
STORM SEWER
Generally speaking, the intent of this project is to rehabilitate the streets and not change existing
drainage patterns. In-line repairs are recommended to address cracks, while pipes that had holes in
them are recommended to be removed and replaced. Structures in poor condition will be replaced to
conform to current City standards. Adjustment rings for manholes and catch basins will be replaced with
HDPE rings. The existing castings will be salvaged and reinstalled unless they are damaged or do not
meet current City standards. Miscellaneous structure patching and other repairs will be performed as
needed.
Public Works staff provided input on areas with historic drainage concerns. No major flooding or
drainage issues were noted; therefore, only minor curb grade modifications are proposed to facilitate
drainage.
STORM WATER QUALITY
Storm water quality improvements are not required in this neighborhood due to no increase of
impervious surfacing.
PROPOSED IMPROVEMENTS – ARBOR MEADOWS PARK
Arbor Meadows park is located south of 85th Street, east of Johansen Avenue, west of Joliet Avenue, and
north of Hillside Trail. Similar to past pavement management projects, when a neighborhood undergoes
a pavement management project, the neighborhood park is also evaluated for site improvements.
The parking lot for Arbor Meadows Park was constructed in 1997 along with the Sandy Hills 7th Addition
and consists of approximately 3-inches of bituminous over 6-inches of aggregate base. The existing trail
that connects the Arbor Meadows parking lot to Jorgensen Avenue, was constructed in 2016 with 6-
inches of gravel and 3-inches of bituminous. As part of the 2021 project the parking lot is proposed to
have a full pavement replacement with spot curb and gutter replacement. The existing pedestrian ramp
will be reconstructed to meet ADA compliance. A new trail is proposed to connect to the existing trail
near the playground, follow the perimeter of the park, and connect to the existing trail west of
Jorgensen Avenue, as shown in Figure 7. This new trail would also connect to the two existing street
connections at Johansen Avenue and Hillside Trail. In addition to these improvements, it is proposed to
install a water irrigation service for future use. Bidding alternatives will be evaluated during design for
additional improvements.
Prepared by: Bolton & Menk, Inc. Proposed Improvements – River Oaks Golf Course
2021 Pavement Management ǀ N14.122421 Page 10
PROPOSED IMPROVEMENTS – RIVER OAKS GOLF COURSE
River Oaks Golf Course is a City-owned 18-hole scenic golf course located on Highway 61. In late 2020
the club house underwent construction with a kitchen addition to the northwest corner of the
clubhouse. As part of the pavement management project, the parking lot is proposed to receive a full
pavement replacement with spot curb and gutter replacement. As part of these improvements, the
existing pedestrian ramps will be reconstructed to meet ADA compliance, new parking lot lighting and
islands will be installed, as shown in Figure 8. We will continue to work with Cottage Grove staff to
evaluate additional golf course site improvements during the final design phase of the project as
budgetary conditions allow.
PERMITS AND EASEMENTS
A Phase II General Storm Water Permit from the MPCA is anticipated to be required for the project
because disturbance and restoration will likely exceed one acre.
All streets in the project area are located within the South Washington Watershed District (SWWD),
however, because there will be no disturbance to the existing subgrade a permit is not required.
No additional drainage and utility easements are anticipated in the neighborhoods; however, this will be
evaluated during the final design phase of the project.
ESTIMATED COSTS
Cost estimates for the improvements have been prepared and are included in Appendix C. All costs for
items to be constructed are based on anticipated unit prices for the 2021 construction season. All costs
include a twenty-five percent allowance for indirect costs associated with the project (engineering,
administrative, financing, and legal) as well as a ten percent contingency. No costs are included for
capitalized interest during the construction period or before assessments are levied. The following is an
overall summary of the estimated costs:
Table 5: Estimated Cost Summary
Location Estimated Project Cost*
Pine Meadows, Sandy Hills & East Meadow Cliff Neighborhoods $2,423,817.35
Jamaica Avenue $1,442,819.13
Arbor Meadows Park $291,142.50
River Oaks Golf Course $522,119.81
Total $4,679,898.79
*Costs presented include 10% contingency + 25% indirect costs
COST ALLOCATION
Assessments for this project will be based upon the "Infrastructure Maintenance Task Force Special
Assessment Policy for Public Improvements," dated September 30, 2005, Revised August 8, 2012. All
adjacent benefiting properties are proposed to be assessed. Per the Urban Residential policy, 45% of the
project cost for both surface and subsurface improvements would be assigned to each individual
residential lot on a unit basis. The intent of the City's policy is to treat all properties within a residential
Prepared by: Bolton & Menk, Inc. Estimated Costs
2021 Pavement Management ǀ N14.122421 Page 11
development as similar individual units regardless of lot frontage. The amount assessed is based on the
City standard street section even if the width is greater. City funds would be responsible for the
remaining 55% of the project costs.
Per the policy, 100% of the project costs adjacent to the property are assessed to City-owned property.
In areas where residential property was opposite City property, half of the street width was assigned to
the residential area and the other half to the City. The estimated project assessments are as follows:
Residential Land Use:
Infrastructure costs adjacent to City property or other land uses are removed from the neighborhoods
to determine the residential cost contribution. The policy also states that all urban/residential lots on
urban/residential streets shall be assessed based on the city standard street section even if the width is
greater.
Table 6: Deductions to Residential Property
Location City Property Street Width
Estimated
Assessment
Deduct
Pine Meadows, Sandy Hills & East Meadow Cliff $9,545.39 $43,290.84 $52,836.23
Jamaica Avenue $1,442,819.13* $0.00 $1,442,819.13
Arbor Meadows Park $291,142.50 $0.00 $291,142.50
River Oaks Golf Course $522,119.81 $0.00 $522,119.81
Total $2,265,626.83 $43,290.84 $2,308,917.67
* Since no residential property that abuts Jamaica Ave has direct access, there are no assessable parcels and the
City therefore covers the cost.
Per the IMTF policy, urban residential lots on urban/residential streets within or outside the MUSA, 45%
of the project costs for both surface and sub-surface assessments will be assessed.
Table 7: Estimated Cost Allocation Per Policy
Location Estimated
Project Cost
Estimated
Assessment
Deduct
Residential
Adjusted Cost
Residential
Assessed Amount
(45% of Total)
Pine Meadows, Sandy Hills &
East Meadow Cliff $2,423,817.35 $52,836.23 $2,370,981.12 $1,066,941.50
Jamaica Avenue $1,442,819.13 $1,442,819.13 $0.00 $0.00
Arbor Meadows Park $291,142.50 $291,142.50 $0.00 $0.00
River Oaks Golf Course $522,119.81 $522,119.81 $0.00 $0.00
Total $4,679,898.79 $2,308,917.67 $2,370,981.12 $1,066,941.50
Prepared by: Bolton & Menk, Inc. Estimated Costs
2021 Pavement Management ǀ N14.122421 Page 12
Since all three neighborhoods have the same construction method and similar expected curb removal, a
single assessment was determined by the total assessable RBLE units and total assessed amount for all
three neighborhoods. Based on the table below, the total single-family residential assessment is
$4,167.74 per unit in the Pine Meadows, Sandy Hills Neighborhoods and East Meadow Cliff
Neighborhood.
Table 8: Estimated Cost Per Unit
Location Assessable
RBLE Units
Assessed Amount
(45% of Total)
Assessed Cost
Per RBLE Unit
Per Policy
Special Benefit
Appraisal
Pine Meadows, Sandy Hills &
East Meadow Cliff 256 $1,066,941.50 $4,167.74 $5,600 - $7,600
When the calculated assessment exceeds the special benefit appraisal, the single-family assessments
will be proposed to be capped at the amount of the special benefit appraisal. If needed, City funds will
cover the difference between the calculated assessment and the benefit appraisal. The benefit appraisal
was completed in October 2020 and resulted in a change of benefit from $5,600 to $7,600, which is
greater than the policy calculation, therefore the policy calculation will determine the proposed
assessment.
Religious Institution Use:
Crossroads Church, located at the northwest corner of Jamaica Avenue and 80th Street, is accessed from
Ivystone Avenue. In 2016, when 80th Street was reconstructed, a benefit appraisal was completed for
Crossroads Church and no benefit was found because it is not directly accessed from 80th Street. Due to
a similar circumstance of no direct access from Jamaica Avenue, Crossroads Church will not be assessed.
Summary:
The IMTF policy therefore allocates costs in the following manner:
Table 9: Estimated Cost Allocation Per Policy
Location Residential Assessed Amount
(45% of Total) Other Funds* Estimated Project
Cost**
Pine Meadows, Sandy Hills &
East Meadow Cliff $1,066,941.50 $1,356,875.85 $2,423,817.35
Jamaica Avenue $0.00 $1,442,819.13 $1,442,819.13
Arbor Meadows Park $0.00 $291,142.50 $291,142.50
River Oaks Golf Course $0.00 $522,119.81 $522,119.81
Total $1,066,941.50 $3,612,957.29 $4,679,898.79
*See Appendix C for Fund Breakout
** Total Project Cost (10% contingency + 25% Indirect)
Prepared by: Bolton & Menk, Inc. Public Hearing
2021 Pavement Management ǀ N14.122421 Page 13
FINANCING
Assessments are proposed to be levied based on the City's current assessment policy. The remainder of
the project would be financed through a combination of City funds such as the General Tax Levy and
Utility and Enterprise funds for items such as storm sewer and street lighting improvements. Figure 11
depicts the assessable parcels for the project.
PUBLIC HEARING
Because the properties within the project area benefit from the proposed improvements, and the
project will be partially funded through assessment, it will be necessary for the City to hold a public
improvement hearing to receive comment on the proposed project and to determine further action to
be taken.
PROJECT SCHEDULE
Below is the proposed schedule assuming starting construction in 2021:
• 08/19/2020 Council Orders Feasibility Report
• 12/02/2020 Council Receives and Approves Feasibility Report
Council Sets a Public Improvement Hearing Date
• 12/10/2020 Hold Neighborhood Meeting
• 01/06/2020 Council Holds Public Improvement Hearing
Council Orders the Preparation of the Plans and Specifications
• 03/03/2021 Council Approves the Plans and Specifications
• 03/25/2021 Project Bid Date
• 04/07/2021 Contract Award
• Spring 2021 Begin Construction
• September 2021 Complete Construction
• September 2021 Council Sets Assessment Hearing Date
• October 2021 Council Holds Assessment Hearing
CONCLUSION AND RECOMMENDATIONS
It is recommended that this report be used as a guide for the layout, design, and cost allocation for the
public improvements to be made as part of the 2021 Pavement Management Project. It is further
recommended that the owners of properties within the project limits be notified of the proposed
improvements in order to provide comment.
To determine project feasibility, a comparison was made between the costs estimated herein and the
costs experienced for other similar projects within the City. These comparisons, on a per linear foot
construction cost basis (no indirect project costs), are shown in the following table:
Prepared by: Bolton & Menk, Inc. Conclusion and Recommendations
2021 Pavement Management ǀ N14.122421 Page 14
Table 10: Cost Per Unit Comparison
2021 Pavement Management Project (Estimated Costs per Linear Foot)
Pine Meadows 2nd, 4th, and 5th Additions and Sandy Hills 7th and 8th Additions –
Pavement Replacement Area & Spot Curb $115.76 / LF
East Meadow Cliff – Pavement Replacement Area & Spot Curb $115.40 / LF
2017 Pavement Management Project (Bid Results)
Rolling Hills 3rd, 6th, and 7th Additions – Pavement Replacement Area & Spot Curb $102.71 / LF
Jamaica Ridge Additions – Pavement Replacement Area & Spot Curb $90.65 / LF
2016 Pavement Management Project (Bid Results)
District F3/F5 – Pavement Replacement Area & Spot Curb $97.06 / LF
From the tabulation above, it is indicated that the cost to rehabilitate in the residential areas are like
past projects of similar scope. The increase depicted is partially due to rises in construction and material
costs.
Financial responsibilities have been determined based on estimated project costs as well as adopted City
policy. Funding sources consist of assessments to benefitted properties and use of existing designated
City funds.
Based on the information contained herein, it can be concluded that the construction of utility and
street improvements is feasible. The deteriorated condition of the pavement, stable condition of the
subgrade, and condition of the concrete curb and gutter suggest that similar rehabilitation be performed
in all three neighborhoods, as well as Jamaica Avenue. The improvements are cost effective as they
utilize the existing subgrade and keep existing curb wherever possible.
From an engineering standpoint, this project is feasible, necessary, cost effective, 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.
City of Cottage Grove, Minnesota Appendix A: Existing Pavement Condition Photos
2021 Pavement Management ǀ N14.122421 Page 15
Appendix A: Existing Pavement Condition
Photos
City of Cottage Grove, Minnesota Appendix A: Existing Pavement Condition Photos
2021 Pavement Management ǀ N14.122421 Page 16
Pine Meadow Neighborhood
Approximate Location: 9821 85th Street
Temporary skin patch overlay across entire width of road performed in 2010. Additional
patching has since occurred, and original distresses have reflected through.
Pine Meadow Neighborhood
Approximate Location: 9998 85th Street
Reflective cracking through temporary skin patch overlay.
City of Cottage Grove, Minnesota Appendix A: Existing Pavement Condition Photos
2021 Pavement Management ǀ N14.122421 Page 17
Pine Meadow Neighborhood
Approximate Location: 8732 Joliet Avenue
Fatigue/small block cracking adjacent to an open transverse joint.
Pine Meadow Neighborhood
Approximate Location: 8719 Jorgensen Avenue
Curb and gutter settlement and resultant poor drainage evident; numerous street
patches present.
City of Cottage Grove, Minnesota Appendix A: Existing Pavement Condition Photos
2021 Pavement Management ǀ N14.122421 Page 18
Sandy Hills Neighborhood
Approximate Location: 8689 Johansen Avenue
Thin overlay along the curb line to address asphalt stripping, numerous patch attempts
and crack sealing present.
Sandy Hills Neighborhood
Approximate Location: 9553 Hillside Trail
Large block cracking typical throughout.
City of Cottage Grove, Minnesota Appendix A: Existing Pavement Condition Photos
2021 Pavement Management ǀ N14.122421 Page 19
Sandy Hills Neighborhood
Approximate Location: 9589 Hillside Trail
Asphalt stripping along the curb line; previous patching attempts evident.
East Meadow Cliff Neighborhood
Approximate Location: 8279 Jeffery Avenue
This photo was taken in 2018 and depicts fatigue cracking, previous route and seal of
cul-de-sac. This area has since been patched but the underlying condition is still present.
City of Cottage Grove, Minnesota Appendix A: Existing Pavement Condition Photos
2021 Pavement Management ǀ N14.122421 Page 20
East Meadow Cliff Neighborhood
Approximate Location: 8236 Jeffery Avenue South
This photo was taken in 2018 and depicts severe asphalt stripping and previous
attempts to patch. This area has since been patched but the underlying condition is still
present.
East Meadow Cliff Neighborhood
Approximate Location: 8241 Jeffery Lane
Functional concrete curb and gutter, although exposed aggregate surface appearance.
City of Cottage Grove, Minnesota Appendix A: Existing Pavement Condition Photos
2021 Pavement Management ǀ N14.122421 Page 21
East Meadow Cliff Neighborhood
Approximate Location: 8033 Jeffery Lane
This photo was taken in 2018 and depicts typical block cracking and pavement fatigue in
the neighborhood.
East Meadow Cliff Neighborhood
Approximate Location: 9063 Upper 81st Street
Asphalt stripping and associated patching attempts.
City of Cottage Grove, Minnesota Appendix B: Figures
2021 Pavement Management ǀ N14.122421 Page 22
Appendix B: Figures
CSAH 19 (Keats Avenue)80th Street
Indian Boulevard
Jamaica Avenue90th Street
75th Street
Hillside Trail
Hi
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1 Kinbro AvenueH
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River Oaks
Golf Course
Sandy Hills 7th
and 8th Additions
East Meadow Cliff
Neighborhood Pine Meadows 2nd,
4th and 5th Additions
Arbor Meadows Park
Jamaica Avenue
H:\COTT\N14122421\CAD\C3D\FIGR-122421-Locations.dwg 11/20/2020 8:10:22 AMR
2021 Pavement Management Project
City of Cottage Grove, MN
Figure 1: Location
December 2020
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5th Addition
Phase 1
Pine Meadows
5th Addition
Phase 2
Sandy Hills
8th Addition
Sandy
Hills
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Addition
Pine Meadows
4th Addition
Arbor
Meadows
Park
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C-10 CSAH 19 (Keats Avenue)85th StreetHillside TrailJohansen AvenueHillside TrailJody CircleJody CircleJoliet AvenueJorgensen AvenueJorgensenBay85th Street PlaceJorgensen AvenueJody Lane84th S
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C-3
80th Street
Janero AvenueJasmine AvenueJeffrey AvenueJeffrey Lane81st Street
Upper 81st Street
H:\COTT\N14122421\CAD\C3D\FIGR-122421-Year Constructed.dwg 11/20/2020 8:10:48 AMR
Figure 2: Year Constructed - Residential
City of Cottage Grove, MN
2021 Pavement Management Project
December 2020
R
FEETSCALE
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LEGEND
NEIGHBORHOOD
BOUNDARY
PAVEMENT DISTRICT/
PROJECT LIMITS
PAVEMENT CORE
RECONSTRUCTED 2011
EAST MEADOW CLIFF
CONSTRUCTED 1991
PINE MEADOWS
CONSTRUCTED 1992
2nd Addition
CONSTRUCTED 1994
4th Addition
CONSTRUCTED 1995
5th Addition, Phase 1
CONSTRUCTED 1996
5th Addition, Phase 2
SANDY HILLS
CONSTRUCTED 1997
7th Addition
CONSTRUCTED 1998
8th Addition
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9080
8844
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7469
74607740
7622
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7631
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7398
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7439 7429 7417
7395
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7378
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9192
7379
9275
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9311
7340
9255 9259
7959
8884
8868
9243
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9211
9149
9135
9119
9105
7915 7863 7827
7752
7768
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7896
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7498
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9100
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9300
7383
7368
9284
7348 7338
9312
9227
7307
7337
7791
7784
7722
7657
7714
7667
7703
7649
7990
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7722
7685
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7466
7420
9207
7401
9110
7780
7852
7766
7720
9299
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9196
7400
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7895
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7702
7684
7469
7408
7410
7776
7762
7734
7723
7650
7418
9200
7400
7786
7704
7706
7686
7617
7507
7506
7481
7405
9292
9117
7795
7868
9112
9135
7899
7742
7725
7756
7604
7457
9285
9232
7390
9019
7996
7745
7691
7700
7562
7752
7705
9379
9140
7411
9005
9118
7795
7725
7635
9259
7653
7620
7626
9321
7789
9112
7291
7729
7750
7602
7496
9295
9225
7415
9291
7308
9056
9183
9327
7410
7425
7375
9149
7319
7900
78017805
7774
7748
7618
7594
7715
7847
7875
7788
9349
8828
7960
7779
7636
7769 7429
B6B7B5
80th Street75th StreetIndian BoulevardIvystone Avenue
Jamaica Avenue
H:\COTT\N14122421\CAD\C3D\FIGR-122421-Year Constructed.dwg 11/20/2020 8:11:02 AMR
Figure 3: Year Constructed - Jamaica Avenue
City of Cottage Grove, MN
2021 Pavement Management Project
December 2020
RFEETSCALE
0 150 300
LEGEND
PAVEMENT DISTRICT /
PROJECT BOUNDARY
PAVEMENT CORE
CONSTRUCTED 1980
CONSTRUCTED 1981
OVERLAY 1993
X
SS
S
SS
S
S S
S
S
S
S
S
S
S
S
S
SS
S
D
S
S
D
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
D
D
D D
D
DD
D
D
D
D
D
D
S
9758
9700
87998790
8610
8853
854185028542
9814
9671
88858879
8651
9577
8627
8652
9646
8737
8568
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9642
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9664
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8409
8400 8398
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8840
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8467
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8564
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8837
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8638
9813
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9590
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8732
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8762
8714
8745
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84029683
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9570
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8881
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9783
8749
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97268821
9776978888968874
8628 860586259550
8767
8750
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9755
8821
8660
9540
8705
8681
9799
9712
8556
8430
8600
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9762
9680
9629
8524
8436
9720
9782
9595
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9795
8866
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8850
9580
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8434
8340
8536
8564
8612
8844
8836
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9622
8523
8490
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9731
8327
8531
8520
8890
8851
9634
9790
8539
8586
9620
9757
8422
9632
8835
8552
9520
9822
9795
8417
8287
8547
8351
9629
9825
8452
8445
8528
8466
9766
8351
9735
8425
9644
8258
8579
8495
9806
8448
9742 9786
8590
8576
8479
8322
9660
9758
9750
9819
96038480
8491
Pine
Meadows
2nd
Addition
Pine Meadows
5th Addition
Phase 1
Pine Meadows
5th Addition
Phase 2
Sandy Hills
8th Addition
Sandy
Hills
7th
Addition
Pine Meadows
4th Addition
Arbor
Meadows
Park CSAH 19 (Keats Avenue)85th StreetHillside TrailJohansen AvenueHillside TrailJody CircleJody CircleJoliet AvenueJorgensen AvenueJorgensenBay85th Street PlaceJorgensen AvenueJody Lane84th S
t
r
e
e
t
Jewel LaneJewel AvenueJody Circle
87t
h
S
t
r
e
e
t
Hillside Trail
S
S
S
S
SSS
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
D
D
9034
9305
8216
8437
8432
8093
8065
80679063
9030
8339
8281
8265
8430
82498248
82328231
8474
9026
8462
8503
8055
8310
8288
8194
8096
8287
8239
815381358139
8146
8127
8002
8244
8228
8233
8217
8295 9301
8197
8175 8168
8315
8197
8180
8320
82168215
9223
8138
8126 8124
8105810881028115
8093
8463
8125
8078
8054
8044
8261
8218
8078
8500
8450
8444
9300
8026
8425
7880
8305
8495
8417
8296
8494
8456
8469
8443
9304
8409
9055
9291
8001
90589042
917991659055 91959031
9235
90389061
8166
81518154
8252
81968195
8247
81378126
8119
8090
8136 81598144
8131
8112
9022
8168 81698167
8180
8194
8153
817181628152
8182 823681838181
8270
8499
8263
8381
8429
8438
8264
8280
8367
8498
8477
8416
8279
8353
8395
84528474
8426
8468
8423
9394
8056
9064
8445
8507
8504
9243922792119149913591199105
8490 8496
8241
8497
8325
8253
8501
8081
8080
90718063
8050
8492
8062
8486
8297
8311
8071
8059
8053
8279
8072
9019
8505
8461
8097
9005
8227
8193
8296
8302
8033
8422
8079
8502
8486
8453
8182
8480
8019
8205
8350
8128
9018
8085
8487
East Meadow Cliff
Neighborhood
80th Street
Janero AvenueJasmine AvenueJeffrey AvenueJeffrey Lane81st Street
Upper 81st Street
H:\COTT\N14122421\CAD\C3D\FIGR-122421-Pavement Condition.dwg 11/20/2020 8:11:25 AMR
Figure 4: Pavement Condition - Residential
City of Cottage Grove, MN
2021 Pavement Management Project
December 2020
R
FEETSCALE
0 150 300
LEGEND
NEIGHBORHOOD
BOUNDARY
PAVEMENT DISTRICT/
PROJECT LIMITS
30
35
40
ASPHALT STRIPPING
PRESENT
THIN OVERLAY RESULT OF
ASPHALT STRIPPING
*
*
*
*
*
**
*
*
*
*
*
*
*
9758
9700
87998790
8610
8853
854185028542
9814
9671
88858879
8651
9577
8627
8652
9646
8737
8568
8664
9560
9727
8355
9646
9659
9642
8476
9802
9664
8408
8409
8400 8398
8399
8840
9794
9647
8373
9821
8467
8667
8564
9713
9708
9676
8333
9759
9803
8489
8429
8547
9672
8348
8366
9810
8446
8364
8837
8809
8638
9813
8781
9610
8555
8516
8492
8478
8793
8715
9615
9754
8344
9766
8719
8515
9719
9590
8563
9778
8362
8312
8565
8500
8450
9770
8346
8320
9658
9575
9555
8571
8497
8695
9672
8512
9774
9855
8360
8384
9691
8388
8452
8405
9637
9998
8465
9425
8666
8716
85318553
96519641
8645
8738
8888
875097388829
8731
8732
8871
8762
8714
8745
86978698
8671
8899
9749
8528
9648
9675
8391
8377
84029683
9686
9815
8583
8421
8818
9719
9702
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9565
979888808866
9709
8680
9553
94759453
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8674
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8657
8421
8464
8412
8418
88038802
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8624 8613
85878635
8584
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8434
8573
8575
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8826 9771
8614 85958613
971488138810
8591
86008657
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85908598
8507
9570
8656
8671
8881
8856
9783
8749
8865
97268821
9776978888968874
8628 860586259550
8767
8750
8506
9755
8821
8660
9540
8705
8681
9799
9712
8556
8430
8600
9809
9762
9680
9629
8524
8436
9720
9782
9595
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8523
9818
9798
8385
8315
9795
8866
9615
8850
9580
8373
8359
8434
8340
8536
8564
8612
8844
8836
9589
9622
8523
8490
8443
9731
8327
8531
8520
8890
8851
9634
8619
9790
8603
8539
8586
9620
9757
8422
9632
8835
8552
9520
9822
9795
8417
8547
8351
9629
9825
8452
8445
8528
8509
8466
9766
8351
9735
8425
9644
8258
8579
8495
9806
8448
9742 9786
8590
8576
8479
9660
9758
9750
9819
96038480
8491
CSAH 19 (Keats Avenue)85th StreetHillside TrailJohansen AvenueHillside TrailJody CircleJody CircleJoliet AvenueJorgensen AvenueJorgensenBay85th Street PlaceJorgensen AvenueJody Lane84th S
t
r
e
e
t
Jewel LaneJewel AvenueJody Circle
87t
h
S
t
r
e
e
t
Hillside Trail
Arbor Meadows
Park
9305
8216
8437
8432
8093
8065
80679063
8339
8281
8265
8430
82498248
82328231
8474
9026
8462
8503
8055
8310
8288
8194
8096
8287
8239
815381358139
8146
8127
8244
8228
8233
8217
8295 9301
8197
8175 8168
8315
8197
8180
8320
82168215
9223
8138
8126 8124
8105810881028115
8093
8463
8125
8078
8054
8044
8261
8218
8078
8500
8450
8444
9300
8026
8425
7880
8305
8495
8417
8296
8494
8456
8469
8443
9304
8409
9055
9291
917991659055 91959031
9235
8166
81518154
8252
81968195
8247
81378126
8119
8090
8136 81598144
8131
8112
9022
8168 81698167
8180
8194
8153
817181628152
8182 823681838181
8270
8499
8263
8381
8429
8438
8264
8280
8367
8498
8477
8416
8279
8353
8395
84528474
8426
8468
8423
9394
8056
8445
8507
8504
9243922792119149913591199105
8490 8496
8241
8497
8325
8253
8501
8081
8080
90718063
8050
8492
8062
8486
8297
8311
8071
8059
8053
8279
8072
9019
8505
8461
8097
9005
8227
8193
8296
8302
8033
8422
8079
8502
8486
8453
8182
8480
8019
8205
8350
8128
9018
8085
8487
80th Street
Janero AvenueJasmine AvenueJeffrey AvenueJeffrey Lane81st Street
Upper 81st Street
H:\COTT\N14122421\CAD\C3D\FIGR-122421-Street Improvements.dwg 11/20/2020 8:11:42 AMR
Figure 5: Street Improvements - Residential
City of Cottage Grove, MN
2021 Pavement Management Project
December 2020
R
FEETSCALE
0 150 300
LEGEND
FULL PAVEMENT
REPLACEMENT WITH
SPOT CURB REPAIR
7809
7792
7777
9116
7820
7667
7796
7713
7476
9363
9176
9020
7781
7733
7696
7567 7557
7836
7735
9228
7788
7955
7787
7707
9189
7370
7343
7782
9323
7741
7650
7428
7353
7593
7564
7558
7532
7751
7811
9042
7637
7614
7629
7607
7603
7684
7577
7758
7668
7652
7612
7653
7741
7765
7815
7771
7760
7753
7755
9196
9180
9166
9150
7840
8965
7820
9225
9241
9017
7800
7317
9263
9231
9319
8844
7295
9108
9343
7357
9219
7328
9267
9235
9331
7325
9279
8887
9223
9128
7783
7737
7705
7526
9187
8888
7484
9181
7710
7524
9264
9114
7860
7954
7363
9055
7880
7966
7537
8866
7708
9260
9116
9013
7315 7305
9122
7845
7772
7699
7692
7384
7775
7883
7517
8822
9167
7421
9208
9244
9216
7345
7380
9304
7365
7373
9184
9156
9280
7405
9097
9001
7538
9043
7410
7437
7420
9335
7390
9252
9145
7318
9307
9247
9136
7333
9315
9223
9239
9316
9115
9188
9320
9224
9163
9308
7450
7440
7449
7443
7441
7438
7431
7461
7452
7388
7400
7393
9296
7444
7449
7430
7440
7459
7459
7485
7485
7474
7486
9193
7479
7462
9170
7527
7497
7533
7541
7545
7710
7739
7741
7677
7740
7721
7597
7592
7604
7595
7582
7597
7679
7662
7667
7652
7636
7613
7632
7602
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7572
7581
7573
7572
7563
7563
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7555
7556
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7577
7632
7675
7676
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7661
77017721
7711
7754
7757
7746
7731
7746
7755
7760
7785
7775
7758
7829
7764
7758
7691
7684
7676
7596
7587
7747
7798
7886
7790
7789
9163
9147
9103
9133
7896
7799
7878
9132
9104
9208
7813
9134
9106
9240
9224
9120
9056
9032
9179
9165
9055
8900
9195
9031
9235
8867
9273
9307
7882
7883
9108
7804
7703
7754 7610
7527
7547
7498
9215
9251
9283
9271
9287
9299
7333
9351
9102
7320
8864
8884
9355
7310
9212
9109
9105
7542
7508
9067
9021
7523
7497
9256
9268
9240
9220
9324
9248
9133
7380
9276
9080
8844
7480
7469
74607740
7622
7617
7631
7526
7398
9303
9335
9347
7330
7438
7439 7429 7417
7395
7403
7385
9236
7378
9204
9192
7379
9275
9243
9339
9311
7340
9255 9259
7959
8884
8868
9243
9227
9211
9149
9135
9119
9105
7915 7863 7827
7752
7768
7793
7744
7730
7720
9207
9193
9177
9117
9051
9033
7896
9156
7889
7607
7680
7642
7634
7599
7572
7586
7550
7498
9090
9100
7486
7473
7458
9288
7375
9272
9300
7383
7368
9284
7348 7338
9312
9227
7307
7337
7791
7784
7722
7657
7714
7667
7703
7649
7990
7794
7722
7685
7688
7466
7420
9207
7401
9110
7780
7852
7766
7720
9299
9199
9196
7400
7799
7895
7717
7702
7684
7469
7408
7410
7776
7762
7734
7723
7650
7418
9200
7400
7786
7704
7706
7686
7617
7507
7506
7481
7405
9292
9117
7795
7868
9112
9135
7899
7742
7725
7756
7604
7457
9285
9232
7390
9019
7996
7745
7691
7700
7562
7752
7705
9379
9140
7411
9005
9118
7795
7725
7635
9259
7653
7620
7626
9321
7789
9112
7291
7729
7750
7602
7496
9295
9225
7415
9291
7308
9056
9183
9327
7410
7425
7375
9149
7319
7900
78017805
7774
7748
7618
7594
7715
7847
7875
7788
9349
8828
7960
7779
7636
7769 7429
80th Street75th StreetIndian BoulevardIvystone Avenue
Jamaica Avenue
OE
OE
H:\COTT\N14122421\CAD\C3D\FIGR-122421-Street Improvements.dwg 11/20/2020 8:11:55 AMR
Figure 6: Street Improvements - Jamaica Avenue
City of Cottage Grove, MN
2021 Pavement Management Project
December 2020
RFEETSCALE
0 150 300
LEGEND
FULL PAVEMENT
REPLACEMENT WITH
SPOT CURB REPAIR
Arbor Meadows Park
Jo
r
g
e
n
s
e
n
A
v
e
n
u
e
Jorgensen AvenueJohansen AvenueJody Circle
87
t
h
S
t
r
e
e
t
Hillside Trail
8610
8541
85028542
8652
9646
8568
8664
9560
8564
9610
8516
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lH:\COTT\N14122421\CAD\C3D\FIGR-122421-Street Improvements.dwg 11/20/2020 2:22:20 PMR
Figure 7: Arbor Meadows Park Improvements
City of Cottage Grove, MN
2021 Pavement Management Project
December 2020
R
FEETSCALE
0 50 100
LEGEND
EXISTING BITUMINOUS
TRAIL
PROPOSED
BITUMINOUS TRAIL
FULL DEPTH PAVEMENT
REPLACEMENT WITH
SPOT CURB
REPLACEMENT
CONCRETE PEDESTRIAN
RAMP REPLACEMENT
CONCRETE PEDESTRIAN
RAMP REPLACEMENT
(INCLUDED IN
RESIDENTIAL STREET
IMPROVEMENTS)
PROPOSED DIP
IRRIGATION SERVICEl
H
i
g
h
w
a
y
6
1
River Oaks Golf Course
Expansion
H:\COTT\N14122421\CAD\C3D\FIGR-122421-Street Improvements.dwg 11/25/2020 10:29:07 AMR
Figure 8: River Oaks Golf Course Parking Lot Improvements
City of Cottage Grove, MN
2021 Pavement Management Project
December 2020
R
FEETSCALE
0 40 80
LEGEND
FULL DEPTH PAVEMENT
REPLACEMENT WITH
SPOT CURB
REPLACEMENT
CONCRETE SIDEWALK
(ADA)IMPROVEMENTS
CONCRETE SIDEWALK
REMOVAL
LANDSCAPING BY
OTHERS
TRASH ENCLOSURE
BY OTHERS
INFILTRATION AREA
DUAL HEAD LED LIGHT
FIXTURE
9758
9700
87998790
8610
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854185028542
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D
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D DD
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D D
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D DD
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>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>llll>>>>>>>>>>>>>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
>>>>>>>>>>>>>>>>>>>>>>>>>>
>>CSAH 19 (Keats Avenue)85th StreetHillside TrailJohansen AvenueHillside TrailJody CircleJody CircleJoliet AvenueJorgensen AvenueJorgensenBay85th Street PlaceJorgensen AvenueJody Lane84th S
t
r
e
e
t
Jewel LaneJewel AvenueJody Circle
87t
h
S
t
r
e
e
t
Hillside Trail
Arbor Meadows
Park
9305
8216
8437
8432
8093
8065
80679063
8339
8281
8265
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82328231
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>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>l>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
>>
>>>>>>>>>>>>>>>>>>80th Street
Janero AvenueJasmine AvenueJeffrey AvenueJeffrey Lane81st Street
Upper 81st Street
H:\COTT\N14122421\CAD\C3D\FIGR-122421-Utility Improvements.dwg 11/20/2020 1:52:24 PMR
Figure 9: Utility Improvements - Residential
City of Cottage Grove, MN
2021 Pavement Management Project
December 2020
R
FEETSCALE
0 150 300
LEGEND
STORM SEWER:
PATCH STRUCTURE
(WALL, INVERT, OR DOGHOUSE)
STORM SEWER:
REPLACE GRATE OR CASTING
STORM SEWER:
REPLACE CB RINGS
STORM SEWER:
ROTATE TOP SLAB
STORM SEWER:
REPLACE STRUCTURE
SANITARY SEWER:
REPLACE LID
SANITARY SEWER:
PATCH STRUCTURE
(WALL, INVERT, OR DOGHOUSE)
SANITARY SEWER:
ADD 1-FT BARREL SECTION
SANITARY SEWER:
REPLACE CONE SECTION
WATER MAIN:
EXTEND HYDRANT BARREL
NOTE: ALL MANHOLE STRUCTURES WILL BE
ADJUSTED AND ALL ADJUSTMENT RINGS
WILL BE REPLACED
WATER MAIN:
VALVE EVALUATION AND REPAIR
9020
7696
7836
7955
7782
7650
7564
7558
7532
7751
7811
9042
7614
7577
7758
7760
7840 7820
9017
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7191
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7353
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>>>>>>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
>
>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
>>>>>>>>>>>>>>>>>>>
>>>>>>>>>>>>>>>>>>
>>
>>
>>
>>75th StreetIvystone Avenue
Jamaica Avenue
Indian BoulevardH:\COTT\N14122421\CAD\C3D\FIGR-122421-Utility Improvements.dwg 11/20/2020 2:29:58 PMR
Figure 10: Utility Improvements - Jamaica Avenue
City of Cottage Grove, MN
2021 Pavement Management Project
December 2020
RFEETSCALE
0 150 300
LEGEND
STORM SEWER:
PATCH STRUCTURE
(WALL, INVERT, OR DOGHOUSE)
STORM SEWER:
ADD 1-FT BARREL SECTION
STORM SEWER:
REPLACE GRATE OR CASTING
STORM SEWER:
REPLACE CB RINGS
STORM SEWER:
REPLACE TOP SLAB
STORM SEWER:
LINE STRUCTURE
SANITARY SEWER:
REPLACE RINGS
STORM SEWER:
REPLACE STRUCTURE
CSAH 19 (Keats Avenue)85th StreetHillside TrailJohansen AvenueHillside TrailJody CircleJody CircleJoliet AvenueJorgensen AvenueJorgensenBay85th Street PlaceJorgensen AvenueJody Lane84th S
t
r
e
e
t
Jewel AvenueJody Circle
87t
h
S
t
r
e
e
t
9758
9700
87998790
8610
8853
854185028542
9814
9671
88858879
8651
9577
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8448
9742 9786
8590
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8479
8322
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96038480
8491
80th Street
Janero AvenueJasmine AvenueJeffrey AvenueJeffrey Lane81st Street
9034
9305
8216
8437
8432
8093
8065
80679063
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8281
8265
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82498248
82328231
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8105810881028115
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8182 823681838181
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9243922792119149913591199105
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8490 8496
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90718063
8050
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9019
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8296
8302
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8486
8453
8182
8480
8019
8205
8350
8128
9018
8085
Upper 81st Street
H:\COTT\N14122421\CAD\C3D\FIGR-122421-Assessable Parcels.dwg 11/20/2020 1:56:56 PMR
Figure 11: Assessable Parcels
City of Cottage Grove, MN
2021 Pavement Management Project
December 2020
R
FEETSCALE
0 150 300
LEGEND
SINGLE FAMILY RESIDENTIAL
CITY PROPERTY
City of Cottage Grove, Minnesota Appendix C: Cost Estimate Summary
2021 Pavement Management ǀ N14.122421 Page 34
Appendix C: Cost Estimate Summary
LocationFeasibility ReportConstruction CostTotal Cost *Deduct For Street WidthDeduct For City Property AssessmentResidential Adjusted Total CostResidential Assessed AmountCity FundsSanitary Utility FundWater Utility FundStormwater Utility FundStreetlight Enterprise FundPlayground/Park Shelter Replacement/Public Landscape InitiativeParkImprovement FundRiver Oaks Golf CourseMSA Funds General LevySingleFamilyUnitsRBLEUnitsSingle Family Assessed $/UnitSingle Family Assessed $/Unit45% of AdjustedPine Meadows, Sandy Hills & East Meadow Cliff - Pavement ReplacementStreets1,539,701.25$ 2,117,089.22$ (43,290.84)$ (8,337.45)$ 2,065,460.93$ 929,457.42$ 1,187,631.80$ -$ -$ -$ -$ -$ -$ -$ -$ 1,187,631.80$ Sanitary Sewer43,850.00$ 60,293.75$ -$ (237.45)$ 60,056.30$ 27,025.34$ 33,268.41$ 33,268.41$ -$ -$ -$ -$ -$ -$ -$ -$ Water Main84,325.00$ 115,946.88$ -$ (456.62)$ 115,490.26$ 51,970.62$ 63,976.26$ -$ 63,976.26$ -$ -$ -$ -$ -$ -$ -$ Storm Sewer94,900.00$ 130,487.50$ -$ (513.88)$ 129,973.62$ 58,488.13$ 71,999.37$ -$ -$ 71,999.37$ -$ -$ -$ -$ -$ -$ Subtotal - Pine Meadows, Sandy Hills & East Meadow Cliff - Pavement Replacement 1,762,776.25$ 2,423,817.35$ (43,290.84)$ (9,545.39)$ 2,370,981.12$ 1,066,941.50$ 1,356,875.85$ 33,268.41$ 63,976.26$ 71,999.37$ -$ -$ -$ -$ -$ 1,187,631.80$ Jamaica Avenue - Pavement ReplacementStreets1,005,998.00$ 1,383,247.25$ -$ (1,383,247.25)$ -$ -$ 1,383,247.25$ -$ -$ -$ -$ -$ -$ -$ -$ 1,383,247.25$ Sanitary Sewer1,550.00$ 2,131.25$ -$ (2,131.25)$ -$ -$ 2,131.25$ 2,131.25$ -$ -$ -$ -$ -$ -$ -$ -$ Water Main2,400.00$ 3,300.00$ -$ (3,300.00)$ -$ -$ 3,300.00$ -$ 3,300.00$ -$ -$ -$ -$ -$ -$ -$ Storm Sewer39,375.00$ 54,140.63$ -$ (54,140.63)$ -$ -$ 54,140.63$ -$ -$ 54,140.63$ -$ -$ -$ -$ -$ -$ Subtotal - Jamaica Avenue - Pavement Replacement1,049,323.00$ 1,442,819.13$ -$ (1,442,819.13)$ -$ -$ 1,442,819.13$ 2,131.25$ 3,300.00$ 54,140.63$ -$ -$ -$ -$ -$ 1,383,247.25$ Arbor Meadows Park - Park Improvements$211,740.00 291,142.50$ -$ (291,142.50)$ -$ -$ 291,142.50$ -$ -$ -$ -$ -$ 291,142.50$ -$ -$ -$ NA NA NA NARiver Oaks Golf Course$379,723.50 522,119.81$ -$ (522,119.81)$ -$ -$ 522,119.81$ -$ -$ -$ -$ -$ -$ 522,119.81$ -$ -$ NA NA NA NATotal - Project 3,403,562.75$ 4,679,898.79$ (43,290.84)$ (2,265,626.83)$ 2,370,981.12$ 1,066,941.50$ 3,612,957.29$ 35,399.66$ 67,276.26$ 126,140.00$ -$ -$ 291,142.50$ 522,119.81$ -$ 2,570,879.05$ Special Benefit AppraisalAssessment Policy Calculation2021 Pavement Management ProjectCity Funds BreakoutCost Estimate Summary* Includes 10% Contingency + 25% Indirect Costs256.0 256.0$4,167.74 $5,600-$7,600NA NA NANA
City of Cottage Grove, Minnesota Appendix D: Preliminary Assessment Roll
2021 Pavement Management ǀ N14.122421 Page 36
Appendix D: Preliminary Assessment Roll
Parcel ID Owner Address Units $/Unit Total /Unit
1502721410053 RAMEY ROBERT & LISA 8579 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410025 WOEHNKER PETER K & AMY L 8528 S JORGENSON AVE 1 4,167.74$ 4,167.74$
1502721410009 SWABACK THEODORE R & BRITANY 8520 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410028 BRILLHART BREANNA & ALEX 8576 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410012 GUDERIAN CELESTE J 8552 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410062 SCHAEFER CHRISTOPHER L 8695 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410007 THAO SHENG & CHIP 8512 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410011 SPRINGMAN STEVEN W & CYNTHIA 8536 S JOLIET AVE 1 4,167.74$ 4,167.74$
1502721410060 CASLAND ANTHONY R & AVIS A 8667 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410027 JONES MELANIE 8564 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410046 KELSEY TREVOR C & JULIE 8523 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410045 CHASE JESSE P & CYNTHIA M WILKEN 8515 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410064 KONZE MARLIN G & ANNABELLE M 8719 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410006 METCALF RICHARD L JR & SONYA L 8506 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410010 HEAVNER MICHAEL A & ROSEANN M 8524 JORGENSEN AVE 1 4,167.74$ 4,167.74$
1502721410063 SUTTERFIELD SHERYL J 8705 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410061 TAUFEN VICKI L & ANTHONY R 8681 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410035 FARLEY MATTHEW & LISA 8660 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410008 LEWIS HOLLY A 8516 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410031 ADAMS MATTHEW 8610 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410056 INGRAM STEPHEN M & RITA M 8605 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410033 RAWAY ERIC & HALEY 8648 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410058 OLSON DAVID G 8627 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410032 BOLLE PETER A & RACHEL K 8624 JORGENSEN AVE N 1 4,167.74$ 4,167.74$
1502721410057 NELSON MICHAEL D & CONSTANCE A 8613 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410065 VORWERK RICHARD K & PAMELA A 8731 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410066 TLUSTOS SAMUEL E 8749 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410059 ARNEBECK JASON R & ANNA L 8651 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410034 OAKLAND ERIC & MELANIE A 8654 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410030 ANDERSON JEFFREY & KELLY 8600 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410055 LINDUSKY GREGORY M & BRENDA L 8595 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410029 BUSS DANIEL L 8590 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410054 LLOYD DAVID S & CINDY C 8587 S JORGENSEN AVE 1 4,167.74$ 4,167.74$
1502721410044 BERG VANESSA E & JEREMIAH M 8507 JORGENSEN AVE S 1 4,167.74$ 4,167.74$
1502721410026 JOHNSON REV LIV TRS 2930 EDGERTON ST 1 4,167.74$ 4,167.74$
1502721410017 MEYER MARC R & JENNIFER J LARSON 8628 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410022 STUEDLE WESTON & LYNDSEY 8714 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410038 FLAHERTY TIMOTHY J 8653 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410019 CHANDRAN BALA M 8666 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410018 SAVARD CHAD C & JENNIFER E 8652 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410039 THIELING ROBERT M 8645 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410014 BUSS CHRISTOPHER J & CARYN S 8584 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410043 BRASHER MICHAEL R & JOY R 8573 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410040 SIMON SANDRA & PELLINO III C E 8625 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410024 HENK WILLIAM J & NICOLE V 8750 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410023 MALOTT JAMES M & JACALYN J 8732 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410036 BRUDELIE JULIE B & NATHAN O 8697 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410021 JOHNSON BRUCE L & JEAN A 8698 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410037 PLUMBO DAVID A & AMANDA R 8671 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410020 BERG BRIAN C & REBECCAH A 8680 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410016 WITZANY GARY R & VERNA A 8614 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410041 SCHWARTAU CRAIG R & JULIE A 8613 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410015 MOODY JAMES D & AMANDA C PALMER 8598 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410042 RYAN RICHARD P 8591 JOLIET AVE S 1 4,167.74$ 4,167.74$
1502721410013 NORTON KATHLEEN M 8568 JOLIET AVE S 1 4,167.74$ 4,167.74$
Preliminary Assessment Roll
Pine Meadows 2nd, 4th, and 5th Additions Pavement Replacement
Preliminary Assessment Roll
Pine Meadows 2nd, 4th, and 5th Additions Pavement Replacement
1502721140050 HENRY CARLENE T 14683 TRIPLE EAGLE CT 1 4,167.74$ 4,167.74$
1502721140052 MAASS ADAM L & JILL K 9810 85TH ST S 1 4,167.74$ 4,167.74$
1502721140053 DIEDRICH MARK & JULIE A 9806 85TH ST S 1 4,167.74$ 4,167.74$
1502721130097 MOSITES PATRICK J & CATHERINE M MOSITES 9742 85TH ST S 1 4,167.74$ 4,167.74$
1502721410069 STEFFEN GREGORY P & JULIE K 9825 85TH ST S 1 4,167.74$ 4,167.74$
1502721130091 HILL DAVID A 9620 85TH ST S 1 4,167.74$ 4,167.74$
1502721130108 LANE GABRIEL D & ANDREA 9757 85TH ST S 1 4,167.74$ 4,167.74$
1502721130105 JAROSIEWICZ-LINDSEY KRISTINE M 9735 85TH ST S 1 4,167.74$ 4,167.74$
1502721130098 SEIDL TRAVIS J ETAL 9754 85TH ST S 1 4,167.74$ 4,167.74$
1502721130100 BESTLER DWANE L & PAMELA A 9615 85TH ST S 1 4,167.74$ 4,167.74$
1502721140048 VOELKER JOHN W & CYNTHIA M 9803 85TH ST S 1 4,167.74$ 4,167.74$
1502721410068 HERMERDING BRYAN J & KATIE L 9821 85TH ST S 1 4,167.74$ 4,167.74$
1502721140032 MORAN MICHAEL P & THERESA A 9822 85TH ST S 1 4,167.74$ 4,167.74$
1502721140046 NCHANG ROSALINE 9795 85TH ST S 1 4,167.74$ 4,167.74$
1502721140055 SAUBER JENEL L 9798 85TH ST S 1 4,167.74$ 4,167.74$
1502721130096 NITTI GINO A 9720 85TH ST S 1 4,167.74$ 4,167.74$
1502721410067 BABCOCK CHRISTOPHER & MICHELLE 9819 85TH ST S 1 4,167.74$ 4,167.74$
1502721130099 BLUE RONALD G & TARA L 9603 85TH ST S 1 4,167.74$ 4,167.74$
1502721140031 HARRINGTON APRIL & LUCAS 9818 85TH ST S 1 4,167.74$ 4,167.74$
1502721140049 SCHENCK KYLE & CAROLEE 9809 85TH ST S 1 4,167.74$ 4,167.74$
1502721140047 MANIS LIV TRS 9799 85TH ST S 1 4,167.74$ 4,167.74$
1502721130104 IH3 PROPERTY MINNESOTA LP 1717 MAIN ST STE 2000 1 4,167.74$ 4,167.74$
1502721130095 MCNAMARA SCOT A 9708 S 85TH ST 1 4,167.74$ 4,167.74$
1502721410070 ROBERTSON JULIE & BRIAN 9855 85TH ST S 1 4,167.74$ 4,167.74$
1502721140030 WENZEL BRIAN R & KELLY A 9814 85TH ST S 1 4,167.74$ 4,167.74$
1502721130094 PORTER TIMOTHY W & SANDRA A 9686 85TH ST S 1 4,167.74$ 4,167.74$
1502721140051 LEWIS JEFFREY C & KIMBERLEY A 9815 85TH ST S 1 4,167.74$ 4,167.74$
1502721130101 DOYLE JOHN A & TERI L 9637 85TH ST S 1 4,167.74$ 4,167.74$
1502721140003 POLZIN JILLIAN N 9998 85TH ST S 1 4,167.74$ 4,167.74$
1502721130103 PROWSE DAVID & JUDITH 9671 85TH ST S 1 4,167.74$ 4,167.74$
1502721130092 HOWELL MARLAN H & PEGGY A 9642 85TH ST S 1 4,167.74$ 4,167.74$
1502721140054 HARDY STEVEN J & MARJORIE E 9802 S 85TH ST 1 4,167.74$ 4,167.74$
1502721130102 HOMAN BRIAN G & LINDA L 9659 85TH ST S 1 4,167.74$ 4,167.74$
1502721130093 SCHUMAN TIMOTHY & DANIELLE 9664 85TH ST S 1 4,167.74$ 4,167.74$
1502721410048 HOUCK GARY & MARIA J HAAS 8539 JORGENSEN BAY S 1 4,167.74$ 4,167.74$
1502721410052 PECHMANN DANIEL W & PATRICIA L 8571 JORGENSON BAY S 1 4,167.74$ 4,167.74$
1502721410047 WHILLOCK STEVEN E & ROSLYN A 8531 JORGENSEN BAY S 1 4,167.74$ 4,167.74$
1502721410049 CHRISTENSEN MARK D & JENNIFER A 8547 JORGENSEN BAY 1 4,167.74$ 4,167.74$
1502721410051 LUMAN CHARLES J JR & LAURIE 8563 JORGENSEN BAY S 1 4,167.74$ 4,167.74$
1502721410050 VANGERPEN MICHAEL & STEPHANIE 8555 JORGENSEN BAY S 1 4,167.74$ 4,167.74$
95 395,935.32$ Totals
Parcel ID Owner Address Units $/Unit Total /Unit
1502721420097 WILLIAMS REYNOLD L 8890 JOHANSEN AVE S 1 4,167.74$ 4,167.74$
1502721420082 KOPPE THOMAS J & SUZANNE M 8851 JOHANSEN AVE S 1 4,167.74$ 4,167.74$
1502721420081 FALETTI MICHAEL J & DESIREE C 8835 JOHANSEN AVE S 1 4,167.74$ 4,167.74$
1502721420098 BONAHOOM RICHARD M & RITA L 8866 JOHANSEN AVE S 1 4,167.74$ 4,167.74$
1502721420099 JOHNSON ROBERT D 8840 JOHANSEN AVE S 1 4,167.74$ 4,167.74$
1502721420062 SULLIVAN JAMES D & RUTH A 8793 JOHANSEN AVE S 1 4,167.74$ 4,167.74$
1502721420061 BOESE JEFFREY L & LAUREL M 8745 JOHANSEN AVE S 1 4,167.74$ 4,167.74$
1502721420055 HOLM SCOTT R & TERESA A 8541 JOHANSEN AVE S 1 4,167.74$ 4,167.74$
1502721420057 HANSON DANNY W & SHELLEY A 8625 JOHANSEN AVE S 1 4,167.74$ 4,167.74$
1502721420056 WILSON JESSE & SUSAN 8583 JOHANSEN AVE S 1 4,167.74$ 4,167.74$
1502721420054 MEADE SALLY A 8664 JOHANSEN AVE S 1 4,167.74$ 4,167.74$
1502721420058 PULANCO DANIEL D & MICHELE M 8657 JOHANSEN AVE S 1 4,167.74$ 4,167.74$
1502721420060 SMITH DUANE A & MICHELLE L 8697 JOHANSEN AVE S 1 4,167.74$ 4,167.74$
1502721420059 MORELAND LEAH J & JOHN 8689 JOHANSEN AVE S 1 4,167.74$ 4,167.74$
1502721420021 HOLGATE GEORGE A JR & PAMELA L 8586 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420039 SMITH TIMOTHY J & CHRISTINA A 8715 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420020 ROSS EDWARD M & DEBRA K 8564 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420022 DUANE R ECKERT REV TRS ETAL 8612 JODY CIR S 1 4,167.74$ 4,167.74$
1502721430012 HUERTA RICHARD L & MARY ANN 8844 JODY CIR S 1 4,167.74$ 4,167.74$
1502721430011 GLAZIER DARIN & JODI 8836 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420023 PUST AARON D & LAUREN E 8638 JODY CIR S 1 4,167.74$ 4,167.74$
1502721430013 FLOYSAND ERIC C & CHRISTINA M 8850 JODY CIR 1 4,167.74$ 4,167.74$
1502721420042 GARRICK LYNN 8799 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420030 VAIL RAYMOND J & JOSCELYN S 8790 JODY CIR S 1 4,167.74$ 4,167.74$
1502721430014 BRUMM TIMOTHY A & AMY K 8856 JODY CIR 1 4,167.74$ 4,167.74$
1502721420096 DRAGT TODD & LINDA 8885 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420095 VANDENAVOND TODD M & DONNA J 8879 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420094 KLEINBOEHL CODY & AMY 8871 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420092 HPA US1 LLC 180 STETSON AVE N #3650 1 4,167.74$ 4,167.74$
1502721420067 GRAMS ASHTON & CYNTHIA A 8818 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420091 GEORGE STEVIN L & CAROL J 8813 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420027 FILIPOVICH DANIEL & LAURINE 8716 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420029 WILLIAMS KATHLEEN A & BRICE M 8762 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420041 DAVY ZONA M & ROBERT M 8767 JODY CIR S 1 4,167.74$ 4,167.74$
1502721430019 LISTERUD MARK & LEEANN PRAIRIE 8896 JODY CIR S 1 4,167.74$ 4,167.74$
1502721430018 VANSCHOONHOVEN JAMES D & KIMBERLY A 8888 JODY CIR S 1 4,167.74$ 4,167.74$
1502721430017 BANASZEWSKI KENNETH W & JULIE 8880 JODY CIR S 1 4,167.74$ 4,167.74$
1502721430016 LEWICKI ROBERT A & EILEEN C 8874 JODY CIR S 1 4,167.74$ 4,167.74$
1502721430015 BEHR GEORGE F III & MOLLY AK 8866 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420093 BELL KIMBERLY L & SIDNEY M 8829 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420068 CORRIGAN BRETT & LISA 8826 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420066 ANDERSON DOUGLAS B & CINDY L 8810 JODY CIR 1 4,167.74$ 4,167.74$
1502721420035 COLLUPY ROBERT A & JONNIE L 8803 JODY CIR N 1 4,167.74$ 4,167.74$
1502721420065 BUYTENDORP JAMES L & JOANN M 8802 JODY CIR 1 4,167.74$ 4,167.74$
1502721420028 KIELSA MICHAEL A & MICHELLE P 8738 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420040 WHITE PAUL B & ROXANNE D 8737 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420047 MAHER TROY D & TIFFANY A DRESSEN 8531 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420048 RYAN CARY L & KAREN C 8553 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420049 DEBAERE JOHN J & ELIZABETH M 8575 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420024 BARFELS THOMAS E & DIANNE M 8656 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420046 NEUMANN CHRISTOPHER & MICHELLE LAUS 8507 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420017 COLLETT CHRISTOPHER M & CRYSTAL M 8502 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420018 ARMBRUSTER REBECCA J & JOSEPH B 8528 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420019 SKEIE PAUL G & LOREE A 8542 JODY CIR 1 4,167.74$ 4,167.74$
1502721420026 DOTY DAVID W & PENNY H 8692 JODY CIR S 1 4,167.74$ 4,167.74$
Preliminary Assessment Roll
Sandy Hills 7th and 8th Additions Pavement Replacement
Preliminary Assessment Roll
Sandy Hills 7th and 8th Additions Pavement Replacement
1502721420025 JOSLIN DAVID & HEATHER 8674 JODY CIR S 1 4,167.74$ 4,167.74$
1502721420037 WILLHITE BERNARD J & DIANE E 9575 87TH ST S 1 4,167.74$ 4,167.74$
1502721420038 MORRIS CRAIG L & DIANE M 9555 87TH ST S 1 4,167.74$ 4,167.74$
1502721420050 LEPSCHE WILLIAM L & CASSONDRA D 9520 87TH ST S 1 4,167.74$ 4,167.74$
1502721420036 ANDERSON RICHARD T & ASHLEY M 9595 87TH ST S 1 4,167.74$ 4,167.74$
1502721420053 ELLINGSON MARK A & JILLIAN M 9580 87TH ST S 1 4,167.74$ 4,167.74$
1502721420051 DEWAELE LAWRENCE E & JODI L 9540 87TH ST S 1 4,167.74$ 4,167.74$
1502721420052 LURKEN KERRY & STEPHANIE 9560 87TH ST S 1 4,167.74$ 4,167.74$
1502721420070 BUNESS RYAN T & KALLIE L 9658 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420079 GEEHAN ANDREA L & ALLEN S DEGEL 9634 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420072 SUNDELL RANDI L & RYAN D 9672 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420083 DAHLER WILLIAM M & JODI L 9795 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420080 BOCHE BLAKE C & JILL M 9615 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721430022 MAURER WILLIAM L & MELISSA M 9766 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420045 TRUDEL CHRISTOPHER P & ANGELA 9590 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420078 GABBERT CHRISTOPHER & MICHELE 9622 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420031 SWARD CRISTIE A & TIMOTHY J 9589 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420071 SCHULT JOSEPH W & BETH A 9660 HILLSIDE TRL 1 4,167.74$ 4,167.74$
1502721430021 GIESER DANIEL H & NINA A 9758 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721430020 HANTEN JOHN A & TRACY A 9750 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420090 GILLELAND JAMES S & BETH A 9629 HILLSIDE TRL 1 4,167.74$ 4,167.74$
1502721420063 DEVARENNES MARC S & JOYCE E 9610 HILLSIDE TRL 1 4,167.74$ 4,167.74$
1502721420086 JOHNSON STEPHEN M & MALONE M M 9719 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420073 JANET L WININGER LIV TRS 9690 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420088 KING SUEANN & SHARON HANESTAD 9651 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420089 LUCAS MICHELLE W & MICHAEL S 9641 HILLSIDE TRL 1 4,167.74$ 4,167.74$
1502721420076 WILLSON JOHN W & RUTH A 9726 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420075 EDWARDS DERICK B & KAREN E 9714 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420044 ALLIE MARC J & JACQUELYN M 9570 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420043 HERZOG DENNIS M & DENISE A 9550 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721430023 LANE RUSSELL & ESBERG SHARON 9776 HILLSIDE TRL 1 4,167.74$ 4,167.74$
1502721430024 BOLLBACK JAMES D & JULIE 9788 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721430025 WRIGHT JOHN R & ASHTON M 9798 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420077 SOKOL BARBIE S 9738 HILLSIDE TRL 1 4,167.74$ 4,167.74$
1502721420085 TATE DIRK A & JULIE R 9771 HILLSIDE TRL 1 4,167.74$ 4,167.74$
1502721420084 LARSON KEVIN K & LORI L 9783 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420087 ENGELS JEFFREY T & JOETH J 9709 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420074 ISRAEL BRIAN W & JENNIFER M 9702 HILLSIDE TR 1 4,167.74$ 4,167.74$
1502721420032 PFEIFFER BRYANT S & ERIN C 9577 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420033 FISCHER JOEL A & JENNIFER A 9565 HILLSIDE TRL 1 4,167.74$ 4,167.74$
1502721420034 NADLER PAUL W 9553 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
1502721420069 KIRCHNER ANDREW A & MELONIE L 9646 HILLSIDE TRL S 1 4,167.74$ 4,167.74$
97 404,270.80$ Totals
Parcel ID Owner Address Units $/Unit Total /Unit
1502721220069 KLEIN GREGORY J & CANDIUS S 8054 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220089 SKARA MICHAEL A & HOLLIE L 8044 JEFFERY LN 1 4,167.74$ 4,167.74$
1502721220110 SCHIEMANN GREGORY R & LISA M 8033 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220122 MULVIHILL DENNIS M & DANIELLE 8227 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220121 ALLERTON LIV TRS 8205 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220120 MUCKENHIRN ROBERT J & JULIE BERGSTEDT 8193 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220113 GIBBONS JAMES P & VALORIE R 8079 JEFFREY LN S 1 4,167.74$ 4,167.74$
1502721220084 MARKS BRIAN J & PATRICIA A 8279 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220100 KOEPSELL JAMES H & DORIS J 8182 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220070 HAIDER DAVID M & STEPHANIE M 8072 JEFFREY AVE S 1 4,167.74$ 4,167.74$
1502721220071 KLINGBEIL THOMAS R & PAMELA L 8080 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220068 DONAHUE MARK & JODI 9071 UPPER 81ST ST S 1 4,167.74$ 4,167.74$
1502721220111 HEIMBRECHT KYLE R & JANESSA J 8055 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220063 GUZMAN ALANA 8026 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220082 OLSON NICHOLAS & JENNIFER FARINELLA 8288 JEFFERY AVE 1 4,167.74$ 4,167.74$
1502721220099 KILBOURNE BRETT 8194 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220091 CHINN CHRISTOPHER & KATHERINE 8097 JEFFERY AVE 1 4,167.74$ 4,167.74$
1502721220114 SAND STEPHEN D & LORI A 8081 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220061 ANDERSON KRISTINA L 8126 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220107 KEENAN BRIAN P 8056 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220112 LOVELL MATTHEW & JESSICA TOUTANT-LOVELL 8067 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220067 NUNEZ ELIAZAR & CATALINA 9063 UPPER 81ST ST 1 4,167.74$ 4,167.74$
1502721220087 LEKO KAREN 8241 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220098 OLSON CHRISTOPHER G & VIRGINIA 8216 JEFFERY LN 1 4,167.74$ 4,167.74$
1502721220064 JONES LAWRENCE D & SANDRA L 9064 UPPER 81ST ST S 1 4,167.74$ 4,167.74$
1502721220086 GRAVES DIANNA E & JANE THEISSEN 8253 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220088 BAILEY LUKE J 8239 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220083 STINSON LEIF H 8287 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220090 PIERCE JAMES M 8065 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220066 WELTER THOMAS R & RUTH 9055 UPPER 81ST ST S 1 4,167.74$ 4,167.74$
1502721220108 VERNSTROM GEORGE D & KATHLEEN S 8001 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220062 JOHNSON LYNDON B & EVELYN L 8002 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220065 GUTTETER ANDREW & KAYLA STAAB 9058 UPPER 81ST ST S 1 4,167.74$ 4,167.74$
1502721220081 ESPERSEN ERIC D 8270 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220096 FORD ESTHER 8197 JEFFREY AVE S 1 4,167.74$ 4,167.74$
1502721220076 PORATH DONALD W & DIANE M 8180 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220079 DINGLE SEAN 8244 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220078 ROSENWALD TRAVIS J & ANGELA 8236 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220093 LEE VONG & SUCHAI VANG 8131 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220117 VOGT ANTHONY K & TAMERA L 8137 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220103 JANASZAK MEGHAN 8124 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220115 DOSMANN JODI I 8093 JEFFERY LN 1 4,167.74$ 4,167.74$
1502721220105 BERGQUIST MICHAEL D & KRISTY 8090 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220080 TOMAI EDWARD M & TIFFANY 8252 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220097 BRINK TROY & ALISHA 8228 JEFFERY LN 1 4,167.74$ 4,167.74$
1502721220077 KANE RAYMOND J 8218 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220102 CALLAIS SHELLY L 8146 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220095 JAROSIEWICZ TARA R 8175 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220119 BUTH MICHAEL & LANA 8171 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220075 CARLSON KENNETH C & MARJORIE 8162 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220094 OLSON BRIAN A & RYNKA E 8153 JEFFERY AVE 1 4,167.74$ 4,167.74$
1502721220118 SMITHWICK JOSEPH R 8159 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721220074 KASZAS SUSAN M 8144 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220092 ASMEROM MEHARI & HIWOT M TESSEMA 8119 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220116 KUMMER BRIAN & SARAH 8105 JEFFERY LN S 1 4,167.74$ 4,167.74$
Preliminary Assessment Roll
East Meadow Cliff Pavement Replacement
1502721220072 TOMASCHKO ANDREW JOHN 8108 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220104 BRUNSVOLD JENNIFER L & JUSTIN A 8102 JEFFERY LN S 1 4,167.74$ 4,167.74$
1502721230048 BLAIR ROBERT & CAMILLE 8302 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721230047 ABTS JAMES E JR & JOY C 8296 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721230049 CHASE RICHARD L & KIMBERLY L 8305 JEFFERY AVE S 1 4,167.74$ 4,167.74$
1502721220109 CURRIE DANIEL W 8605 INDIAN BLVD S 1 4,167.74$ 4,167.74$
1502721220085 CUNNINGHAM BRAD L 1725 INNSBRUCK PKWY 1 4,167.74$ 4,167.74$
1502721220106 FOGLE DONALD P JR 35625 63RD AVENUE WAY 1 4,167.74$ 4,167.74$
1502721220101 PRIBYL NICOLE L & PATRICK D 6973 TIMBER RIDGE DR S 1 4,167.74$ 4,167.74$
64 266,735.38$ Totals
City of Cottage Grove, Minnesota Appendix E: Pavement Cores – Residential
2021 Pavement Management ǀ N14.122421 Page 43
Appendix E: Pavement Cores – Residential
Coring Location C-1
Coring Location C-2
Bituminous and Aggregate Base Coring Results
Cottage Grove 2018 PMP
Cottage Grove, MN
NTI Project No. 17.IGH03784.000
Coring Location C-3
Coring Location C-4*
*NTI’s Field Technicians disturbed the aggregate base beneath the road with the coring drill barrel. The
displaced materials were removed from the hole and the core prior to these pictures. This incident accounts for
the discrepancy between the hole and core dimensions.
Pavement Core Log
Core ID :C-05
AET Project No. :28-20367Roadway Name :85th St
Date :9/16/2020 1:43:58 PMLatitude :44.827501
Longitude :-92.909888 Comments :No visible lift thicknesses
observed. Chip seal on surface and core
showing minimal to moderate stripping
throughout entire core.
Direction of Travel :EB
Location Type :Right Wheel Path
Lane ID :Drive Lane
Core Diameter (in) :6
Recovered Core (in) :4.1
Down-Hole Measurement (in) :4.25
Base Thickness (in) :5.75
Page 1 of 30American Engineering Testing, Inc.
550 Cleveland Avenue North St. Paul, MN 55114
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Pavement Core Log
Core ID :C-06
AET Project No. :28-20367Roadway Name :85th St
Date :9/16/2020 1:22:18 PMLatitude :
Longitude :Comments :No visible lift thicknesses
observed. Core broke at approximately 1"
below the surface. Minimal stripping observed
throughout entire core.
Direction of Travel :WB
Location Type :Right Wheel Path
Lane ID :Drive Lane
Core Diameter (in) :6
Recovered Core (in) :4.5
Down-Hole Measurement (in) :4.25
Base Thickness (in) :3.75
Page 2 of 30American Engineering Testing, Inc.
550 Cleveland Avenue North St. Paul, MN 55114
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Pavement Core Log
Core ID :C-07
AET Project No. :28-20367Roadway Name :85th St
Date :9/16/2020 1:06:52 PMLatitude :
Longitude :Comments :No visible lift thicknesses
observed. Minimal to moderate stripping
observed throughout entire core.Direction of Travel :EB
Location Type :Center of Lane
Lane ID :Drive Lane
Core Diameter (in) :6
Recovered Core (in) :3.5
Down-Hole Measurement (in) :3.5
Base Thickness (in) :7.25
Page 3 of 30American Engineering Testing, Inc.
550 Cleveland Avenue North St. Paul, MN 55114
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Pavement Core Log
Core ID :C-08
AET Project No. :28-20367Roadway Name :Jorgensen Ave
Date :9/16/2020 2:57:32 PMLatitude :
Longitude :Comments :No visible lift thicknesses
observed. Core broke at two places in the
upper 2" of the core. Severe to moderate
stripping throughout entire core.
Direction of Travel :SB
Location Type :Right Wheel Path
Lane ID :Drive Lane
Core Diameter (in) :6
Recovered Core (in) :3.8
Down-Hole Measurement (in) :3.5
Base Thickness (in) :9.25
Page 4 of 30American Engineering Testing, Inc.
550 Cleveland Avenue North St. Paul, MN 55114
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Pavement Core Log
Core ID :C-09
AET Project No. :28-20367Roadway Name :Joliet Ave
Date :9/16/2020 3:25:37 PMLatitude :44.824711
Longitude :-92.908117 Comments :From surface of core down, Lift 1:
1.3", Lift 2: 1.8". Core generally solid
throughout.Direction of Travel :SB
Location Type :Right Wheel Path
Lane ID :Drive Lane
Core Diameter (in) :6
Recovered Core (in) :3.1
Down-Hole Measurement (in) :3.25
Base Thickness (in) :8.25
Page 5 of 30American Engineering Testing, Inc.
550 Cleveland Avenue North St. Paul, MN 55114
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Pavement Core Log
Core ID :C-10
AET Project No. :28-20367Roadway Name :Jorgensen Ave
Date :9/16/2020 3:13:02 PMLatitude :44.823128
Longitude :-92.907949 Comments :From surface of core down, Lift 1:
1.5", Lift 2: 2.1". Core generally solid
throughout.Direction of Travel :WB
Location Type :Center of Lane
Lane ID :Drive Lane
Core Diameter (in) :6
Recovered Core (in) :3.60
Down-Hole Measurement (in) :3.75
Base Thickness (in) :2.5
Page 6 of 30American Engineering Testing, Inc.
550 Cleveland Avenue North St. Paul, MN 55114
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Pavement Core Log
Core ID :C-11
AET Project No. :28-20367Roadway Name :Jorgensen Ave
Date :9/16/2020 3:39:58 PMLatitude :44.823718
Longitude :-92.90685 Comments :From surface of core down, Lift 1:
1.75", Lift 2: 2.25". Chip seal on surface and
minimal stripping observed throughout entire
core.
Direction of Travel :SB
Location Type :Right Wheel Path
Lane ID :Drive Lane
Core Diameter (in) :6
Recovered Core (in) :4.00
Down-Hole Measurement (in) :4
Base Thickness (in) :4.5
Page 7 of 30American Engineering Testing, Inc.
550 Cleveland Avenue North St. Paul, MN 55114
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The core location was moved approximately 20 feet
south due to a car that was parked in the location of
the core that was marked.
Pavement Core Log
Core ID :C-12
AET Project No. :28-20367Roadway Name :Jody Cir
Date :9/16/2020 2:41:36 PMLatitude :44.825815
Longitude :-92.912776 Comments :From surface of core down, Lift 1:
1.75", Lift 2: 2.6". Chip seal on surface and
minimal to moderate stripping observed
throughout entire core.
Direction of Travel :EB
Location Type :Right Wheel Path
Lane ID :Drive Lane
Core Diameter (in) :6
Recovered Core (in) :4.35
Down-Hole Measurement (in) :4.5
Base Thickness (in) :5.25
Page 8 of 30American Engineering Testing, Inc.
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Pavement Core Log
Core ID :C-13
AET Project No. :28-20367Roadway Name :Johansen Ave
Date :9/16/2020 2:00:53 PMLatitude :44.824217
Longitude :-92.911295 Comments :From surface of core down, Lift 1:
1.75", Lift 2: 2.25". Chip seal on surface and
minimal stripping observed in top lift.Direction of Travel :SB
Location Type :Right Wheel Path
Lane ID :Drive Lane
Core Diameter (in) :6
Recovered Core (in) :4.00
Down-Hole Measurement (in) :4
Base Thickness (in) :9
Page 9 of 30American Engineering Testing, Inc.
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Pavement Core Log
Core ID :C-14
AET Project No. :28-20367Roadway Name :Hillside Tr
Date :9/16/2020 2:13:59 PMLatitude :
Longitude :Comments :No visible lift thicknesses
observed. Chip seal on surface and minimal
stripping throughout entire core.Direction of Travel :SB
Location Type :Left Wheel Path
Lane ID :Drive Lane
Core Diameter (in) :6
Recovered Core (in) :3.00
Down-Hole Measurement (in) :3
Base Thickness (in) :7.25
Page 10 of 30American Engineering Testing, Inc.
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Pavement Core Log
Core ID :C-15
AET Project No. :28-20367Roadway Name :Jody Cir
Date :9/16/2020 2:27:55 PMLatitude :44.822541
Longitude :-92.912726 Comments :From surface of core down, Lift 1:
2.0", Lift 2: 1.85". Moderate to minimal
stripping observed throughout entire core.Direction of Travel :WB
Location Type :Right Wheel Path
Lane ID :Drive Lane
Core Diameter (in) :6
Recovered Core (in) :3.85
Down-Hole Measurement (in) :4
Base Thickness (in) :4.5
Page 11 of 30American Engineering Testing, Inc.
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City of Cottage Grove, Minnesota Appendix F: Geotechnical Report – Jamaica Avenue
2021 Pavement Management ǀ N14.122421 Page 57
Appendix F: Geotechnical Report – Jamaica
Avenue
CONSULTANTS
· ENVIRONMENTAL
· GEOTECHNICAL
· MATERIALS
· FORENSICS
www.amengtest.com
REPORT OF GEOTECHNICAL
EXPLORATION
Jamaica Avenue Improvements
Between Highway 61 and Indian Blvd
Cottage Grove, Minnesota
AET Report No. 28-20309
Date:
July 2, 2020
Prepared for:
Bolton & Menk, Inc.
2035 County Road D East
Maplewood, Mn 55109
Page i
550 Cleveland Avenue North | Saint Paul, MN 55114
Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO
This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.
CONSULTANTS
•ENVIRONMENTAL
•GEOTECHNICAL
•MATERIALS
•FORENSICS
J uly 2, 2020
Bolton & Menk, Inc.
2035 County Road D East
Maplewood, Mn 55109
Attn: Mike Boex, PE
Michael.boex@bolton-menk.com
RE: Geotechnical Exploration Data Report
Jamaica Avenue Improvements
Cottage Grove, Minnesota
AET Project No. 28-20309
Dear Mr. Boex:
American Engineering Testing, Inc. (AET) is pleased to present the results of our subsurface
exploration program for the referenced project in Cottage Grove, Minnesota. These services were
performed according to our proposal to you dated May 6, 2020.
We are submitting one electronic copy of the report to you. Paper copies can be provided upon
request. Please contact me if you have any questions about the report.
Sincerely,
American Engineering Testing, Inc.
Jacob O. Michalowski, P.E.
Senior Engineer
Phone: (651) 283-2481
jmichalowski@amengtest.com
Report of Geotechnical Exploration
Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN
July 2, 2020 ENGINEERING
AET Report No. 28-20309 TESTING, INC.
Copyright 2020 American Engineering Testing, Inc.
All Rights Reserved
Unauthorized use or copying of this document is strictly prohibited by anyone other than the client for the specific project.
Page ii
SIGNATURE PAGE
Prepared for: Prepared by:
Bolton & Menk, Inc. American Engineering Testing, Inc.
2035 County Road D East 550 Cleveland Avenue North
Maplewood, Mn 55109 St. Paul, Minnesota 55114
(651) 659-9001/www.amengtest.com
Attn: Mike Boex, PE
Michael.boex@bolton-menk.com
Authored by: Reviewed by:
Thomas Evans, P.E. Jacob O. Michalowski, P.E.
Engineer II Senior Engineer
Report of Geotechnical Exploration
Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN
July 2, 2020 ENGINEERING
AET Report No. 28-20309 TESTING, INC.
Page iii
TABLE OF CONTENTS
Transmittal Letter............................................................................................................................. i
Signature Page ................................................................................................................................ ii
TABLE OF CONTENTS ............................................................................................................... iii
1.0 INTRODUCTION .................................................................................................................... 1
2.0 SCOPE OF SERVICES ............................................................................................................ 1
3.0 PROJECT INFORMATION ..................................................................................................... 1
4.0 SUBSURFACE EXPLORATION AND TESTING ................................................................ 1
4.1 Ground Penetrating Radar ..................................................................................................... 2
4.2 Falling Weight Deflectometer ............................................................................................... 2
4.3 Field Exploration Program .................................................................................................... 3
4.4 Laboratory Testing ................................................................................................................ 3
5.0 SITE CONDITIONS ................................................................................................................. 4
5.1 GPR Data ............................................................................................................................... 4
5.2 Pavement Section .................................................................................................................. 4
5.3 Subgrade Soils ....................................................................................................................... 6
5.4 FWD Results.......................................................................................................................... 6
5.5 Groundwater .......................................................................................................................... 6
6.0 ASTM STANDARDS .............................................................................................................. 7
7.0 CONCLUDING COMMENTS ................................................................................................ 7
APPENDIX A – Geotechnical Field Exploration and Testing
Boring Log Notes
Unified Soil Classification System
AASHTO Soil Classification System
Figure 1 – Testing Location Map
Pavement Core Logs
Subsurface Boring Logs
Gradation Curves
APPENDIX B – Falling Weight Deflectometer Testing
Figure 2 – Effective Subgrade R-Value Map
APPENDIX C – Ground Penetrating Radar Testing
Jamaica Avenue Northbound Plot
Jamaica Avenue Southbound Plot
APPENDIX D – Geotechnical Report Limitations and Guidelines for Use
Report of Geotechnical Exploration
Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN
July 2, 2020 ENGINEERING
AET Report No. 28-20309 TESTING, INC.
Page 1 of 7
1.0 INTRODUCTION
The City of Cottage Grove (the City) and Bolton & Menk, Inc. (BMI) are proposing improvements
to a segment of Jamaica Avenue in Cottage Grove, Minnesota. To assist planning and design, you
have authorized American Engineering Testing, Inc. (AET) to conduct a subsurface exploration
program at the site and conduct soil laboratory testing, This report presents the results of the above
services, an
2.0 SCOPE OF SERVICES
AET's services were performed according to our proposal to you dated May 6, 2020. The
authorized scope consists of:
• Obtaining eleven 4-inch pavement cores.
• Drilling and sampling eleven standard penetration test (SPT) borings to depths of 6 feet at
the pavement core locations.
• Conducting a Ground Penetrating Radar (GPR) survey in both directions of travel and both
lanes.
• Performing Falling Weight Deflectometer (FWD) testing at 1/10th mile increments in each
direction and both right lanes.
• Conducting soil laboratory testing.
• Preparation of this report.
These services are intended for geotechnical purposes. The scope is not intended to explore for the
presence or extent of environmental contamination.
3.0 PROJECT INFORMATION
We understand the City and BMI are proposing improvements to a 2.1-mile section of Jamaica
Avenue from Highway 61 to Indian Blvd in Cottage Grove, Minnesota. The bituminous-surfaced
road is a 4-lane divided road. The annual average daily traffic (AADT) along the road reportedly
varies from 6,400 vehicles per day in the northern sections to 21,900 vehicles per day near
Highway 61. The traffic data was obtained from the MnDOT Traffic Mapping Application.
4.0 SUBSURFACE EXPLORATION AND TESTING
The subsurface exploration program conducted for the project consisted of ground penetrating
radar (GPR) testing, falling weight deflectometer (FWD) testing, eleven standard penetration test
(SPT) borings, and eleven pavement cores.
Report of Geotechnical Exploration
Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN
July 2, 2020 ENGINEERING
AET Report No. 28-20309 TESTING, INC.
4.1 Ground Penetrating Radar
The pavement thickness testing program conducted for the project consisted of a high speed (air
coupled) GPR antenna collecting pavement thickness data at a rate of four scans per foot. The
data was collected using a 2 GHz antenna, which allows material layer measurements at depths
of up to approximately 18 inches with a resolution less than about ½-inch. The data collected
is linked to GPS and allows us to plot the data on a graph. The GPR test data and
details of the methods used appear in Appendix C.
The GPR data was collected on May 18, 2020. Scans of the pavement were collected according to
SIR-30 processor settings established by GSSI RoadScan system, in both the northbound and
southbound directions of the right and left lanes. A calibration file, required for data post-
processing, was collected at the beginning of the testing day.
GPR interface identification was accomplished using RADAN 7.0, a proprietary software package
included with the GSSI RoadScan system. The software includes tools to aid in delineating
pavement layer transitions, and it automatically calculates their depths from the pavement surface
using the calibration file(s) collected prior to testing. The identified layers were compared to the
soil boring and pavement core data collected at specific locations to validate the accuracy of the
layer thicknesses.
Depending on pavement age and condition, the presence of moisture, ambient electromagnetic
interference, and pavement structure, total depths of asphalt and aggregate base are not always
explicitly clear. Where gaps in clear identification of pavement and base layer thicknesses are
encountered, the results are reported as a percent of the picking rate of the layer interface. A
picking rate of 100 percent indicates the layer interfaces were visible in 100 percent of the scanned
points.
4.2 Falling Weight Deflectometer
The pavement deflection testing program conducted for the project consisted of falling weight
deflectometer (FWD) testing at approximately 0.1-mile interval spacing in the right lanes of both
northbound and southbound directions. The FWD testing was performed on May 19, 2020 using
a Dynatest 8000FWD.
After seating drops, data for four impulse loads (two at 6,000 lbs. and two at 9,000 lbs. nominal
load) were collected at each test point. The FWD test results and details of the methods used appear
in Appendix B.
Page 2 of 7
Report of Geotechnical Exploration
Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN
July 2, 2020 ENGINEERING
AET Report No. 28-20309 TESTING, INC.
Page 3 of 7
The deflection data was analyzed using MnDOT methods for determining the in-place (effective)
subgrade and pavement strength, as well as allowable axle loads for a roadway (MnDOT
Investigation 183 revised in 1983). The MnDOT methods use the Hogg Model for estimating the
subgrade modulus. The effective GE of a pavement system is estimated from the deflection
relationship equation, derived from MnDOT Investigations 183 and 195. Our methodology uses
MnDOT’s Investigation 183 for calculation of an estimated load capacity in late spring and
required overlay to estimate the structure for future assumed traffic loading.
4.3 Field Exploration Program
After preliminary review of the GPR data, AET selected eleven soil boring and pavement core
locations. Before drilling, we contacted Gopher State One Call to locate public underground
utilities. The pavement cores and soil borings were performed on June 3, 2020.
Pavement core logs are provided in Appendix A. These logs include a photograph of the extracted
core, as well as total recovered core height, lift thicknesses (where visible), and comments on
pavement condition.
Subsurface boring logs and details of the methods used appear in Appendix A. The boring logs
contain information concerning soil layering, soil classification, geologic description, and
moisture condition. Relative density or consistency is also noted for the natural soils, which is
based on the standard penetration resistance (N-value).
Borings B-2 through B-6 were performed in the northbound right lane, and borings B-7 through
B-10 were performed in the southbound right lane. Boring B-1 was performed in the northbound
right turn lane to E Point Douglas Road, and boring B-11 was performed in the southbound right
turn lane to E Point Douglas Road. The locations of the pavement cores and soil borings are
illustrated on the Figure 1 – Testing Locations Map preceding the pavement core logs and
subsurface boring logs in Appendix A. The soil boring locations were recorded in the field by AET
personnel using a GPS unit. The elevations at the boring locations were not recorded.
4.4 Laboratory Testing
The laboratory test program included four sieve analyses. The water content and the percent
passing the #200 sieve results appear on the individual boring logs adjacent to the samples upon
which they were performed. The full sieve analysis test results are shown on the Gradation Curves
sheet in Appendix A following the boring logs.
Report of Geotechnical Exploration
Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN
July 2, 2020 ENGINEERING
AET Report No. 28-20309 TESTING, INC.
Page 4 of 7
5.0 SITE CONDITIONS
5.1 GPR Data
The GPR data shows clear interfaces between the bituminous pavement and possible aggregate
base layer and between the possible aggregate base layer and underlying material both with a
picking rate of 100%. The pavement cores and soil borings were used to aid in the interpretation
of the GPR layer interfaces.
The GPR plots are included in Appendix C to illustrate the thickness of the identified bituminous
and base layers within both the right and left lanes of northbound and southbound. The values
presented in Tables 1 and 2 below were determined using 25-foot interval averages. The 15th
percentile represents the value at which 85% of the section has a pavement layer thickness that is
greater than identified. This is the value we generally recommend using for pavement design
purposes.
Table 1 - GPR Thickness Summary NB Lanes
Layer
NB Left Lane NB Right Lane
Average CV 15th Min. Average CV 15th Min.
BP 5.6 11% 5.0 4.5 5.5 15% 4.7 4.2
Base 5.7 24% 4.3 2.4 7.3 24% 5.4 3.5
BP + Base 11.3 12% 10.0 7.1 12.8 16% 10.5 8.4
Note: BP – Bituminous Pavement. CV – coefficient of variation (Std Dev/Average). 15th – 15th percentile thickness value.
Table 2 - GPR Thickness Summary SB Lanes
Layer
SB Left Lane SB Right Lane
Average CV 15th Min. Average CV 15th Min.
BP 5.5 14% 4.8 4.2 5.6 15% 4.8 4.3
Base 5.2 23% 4.0 2.4 6.1 23% 4.7 1.8
BP + Base 10.7 12% 9.4 7.4 11.7 12% 10.3 7.7
Note: BP – Bituminous Pavement. CV – coefficient of variation (Std Dev/Average). 15th – 15th percentile thickness value.
5.2 Pavement Section
The pavement encountered at the core and soil boring locations consists of bituminous over a
possible aggregate base layer. Table 3 below presents the bituminous and aggregate base thickness
found at the pavement core/boring locations.
Report of Geotechnical Exploration
Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN
July 2, 2020 ENGINEERING
AET Report No. 28-20309 TESTING, INC.
Page 5 of 7
Table 3 - Pavement Thickness Summary
Pavement
Core
Extracted Core
Bituminous
Thickness (in)A
Downhole
Bituminous
Thickness (in) B.
Approximate
Base
Thickness (in) C.
Approximate Total
Thickness (in) B.
B-1 7.6 7¾ 3 10¾
B-2 4.9 5 8 13
B-3 6.1 6 9 15
B-4 5.3 5½ 5 10½
B-5 5.7 6 11 17
B-6 5.2 5½ 5 10½
B-7 4.4 5 5 10
B-8 5.6 7½ 5 12½
B-9 5.0 5½ 6 11½
B-10 5.6 5½ 8½ 14
B-11 2.9 7¼ 4 11¼
Notes: A. Average of three measurements of the core measured to the nearest 0.1-inch.
B. From borings and rounded to the nearest ¼-inch.
C. From borings and rounded to the nearest ½-inch.
The core lift thicknesses reported on the core logs are from the top down at one location along the
core. The noted lift thicknesses were interpreted by AET. In summary, the bituminous thickness
encountered at the soil boring and pavement core locations varies from 5 to 7¾ inches. The
possible aggregate base material varies from about 3 inches to 11 inches and consists mostly of
gravelly silty sand (A-1-b) and sand (A-1-b).
Bituminous condition was also evaluated based on the pavement cores obtained at the site.
Photographs of the pavement cores are provided on the pavement core logs in Appendix A. The
pavement cores indicate slight to severe stripping. The core from boring B-11 crumbled during
coring operations and was not fully recovered. Additionally, a possible chip seal was observed at
the surface of all eleven cores.
Stripping occurs when water or water vapor gets between the asphalt film and the aggregates,
thereby breaking the adhesive bond between the aggregate and asphalt binder. This will “strip” the
asphalt from the aggregate, eventually leading to pavement failure. When stripping within the
pavement becomes excessive, severe pavement deformation and fatigue cracking will occur, and
then traffic loadings will result in local failures such as alligator cracking, potholes, and excessive
rutting in the wheel paths.
Report of Geotechnical Exploration
Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN
July 2, 2020 ENGINEERING
AET Report No. 28-20309 TESTING, INC.
Page 6 of 7
5.3 Subgrade Soils
The subgrade soils encountered in the borings below the possible aggregate base course consist
mostly of additional fill soils consisting of sand with silt (A-2-4), silty sand (A-2-4), and sand (A-
3). The fill soils extended to depths of between 1 foot and to the final drilling depths of 6 feet.
Below the fill, medium dense to very dense sand (A-3) alluvial soils were encountered and
extended to the final drilling depths of 6 feet.
5.4 FWD Results
Figure 1 in Appendix A illustrates the locations of the FWD tests. Figure 2 in Appendix B shows
the effective subgrade R-value from each of the FWD tests. All FWD tests were performed in the
right lanes. Table 4 below provides a summary of the FWD testing that was analyzed using
MnDOT TONN 2010 software. The results show that the upper 3 to 4 feet of the existing subgrade
has good soil support.
Table 4. FWD Test Results.
Roadway From To Lane Effective R Effective GE
Avg CV 15th Avg CV 15th
Jamaica Ave Roundabout East Point
Douglas Rd NB 32.9 NA NA 31.9 NA NA
Jamaica Ave East Point Douglas
Rd 90th St NB 55.4 NA NA 33.0 NA NA
Jamaica Ave 90th St Hillside Trl NB 26.3 16% 21.7 26.2 7% 23.5
Jamaica Ave Hillside Trl 80th St NB 40.3 15% 35.0 33.0 7% 30.4
Jamaica Ave 80th St 75th St NB 36.9 28% 23.7 31.1 11% 25.7
Jamaica Ave 75th St Indian Blvd NB 33.6 11% 30.5 30.9 8% 27.4
Jamaica Ave Indian Blvd 75th St SB 44.7 16% 36.9 29.5 8% 26.2
Jamaica Ave 75th St 80th St SB 30.0 13% 24.8 24.6 9% 22.0
Jamaica Ave 80th St Hillside Trl SB 36.9 9% 34.0 30.5 6% 27.9
Jamaica Ave Hillside Trl 90th St SB 31.8 9% 28.6 30.6 6% 28.9
Jamaica Ave 90th St East Point
Douglas Rd SB 41.6 16% 35.5 30.6 10% 27.4
Jamaica Ave East Point Douglas
Rd Roundabout SB 37.9 NA NA 37.0 NA NA
Note: CV – coefficient of variation (Std Dev/Average). 15th – 15th percentile thickness value.
5.5 Groundwater
Groundwater was not observed in our soil borings during the geotechnical exploration. Due to the
relatively high permeability of most of the soils encountered, it is our opinion that the measured
water levels should provide an accurate indication or lack thereof the groundwater level at the time
Report of Geotechnical Exploration
Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN
July 2, 2020 ENGINEERING
AET Report No. 28-20309 TESTING, INC.
Page 7 of 7
of drilling. Groundwater levels do not remain constant; they fluctuate due to varying seasonal and
annual rainfall and snow melt amounts, as well as other factors.
6.0 ASTM STANDARDS
When we refer to an ASTM Standard in this report, we mean that our services were performed in
general accordance with that standard. Compliance with any other standards referenced within the
specified standard is neither inferred nor implied.
7.0 CONCLUDING COMMENTS
Within the limitations of scope, budget, and schedule, we have endeavored to provide our services
according to generally accepted geotechnical engineering practices at this time and location. Other
than this, no warranty, either express or implied, is intended.
Appendix A
Geotechnical Field Exploration and Testing
Boring Log Notes
Unified Soil Classification System
AASHTO Soil Classification System
Testing Locations
Pavement Core Reports
Subsurface Boring Logs
Gradation Curves
Appendix A
Geotechnical Field Exploration and Testing
AET Project 28-20309
Appendix A - Page 1 of 2 AMERICAN ENGINEERING TESTING, INC.
A.1 FIELD EXPLORATION
The subsurface conditions at the site were explored by drilling and sampling eleven Standard Penetration Test (SPT) borings and
eleven pavement cores. The locations of the borings appear on the Boring Location Maps, preceding the Subsurface Boring Logs
in this appendix.
A.2 SAMPLING METHODS
A.2.1 Split-Spoon Samples (SS) - Calibrated to N60 Values
Standard penetration (split-spoon) samples were collected in general accordance with ASTM: D1586 with one primary
modification. The ASTM test method consists of driving a 2-inch O.D. split-barrel sampler into the in-situ soil with a 140-pound
hammer dropped from a height of 30 inches. The sampler is driven a total of 18 inches into the soil. After an initial set of 6 inches,
the number of hammer blows to drive the sampler the final 12 inches is known as the standard penetration resistance or N-value.
Our method uses a modified hammer weight, which is determined by measuring the system energy using a Pile Driving Analyzer
(PDA) and an instrumented rod.
In the past, standard penetration N-value tests were performed using a rope and cathead for the lift and drop system. The energy
transferred to the split-spoon sampler was typically limited to about 60% of its potential energy due to the friction inherent in this
system. This converted energy then provides what is known as an N60 blow count.
The most recent drill rigs incorporate an automatic hammer lift and drop system, which has higher energy efficiency and
subsequently results in lower N-values than the traditional N60 values. By using the PDA energy measurement equipment, we can
determine actual energy generated by the drop hammer. With the various hammer systems available, we have found highly
variable energies ranging from 55% to over 100%. Therefore, the intent of AET’s hammer calibrations is to vary the hammer
weight such that hammer energies lie within about 60% to 65% of the theoretical energy of a 140-pound weight falling 30 inches.
The current ASTM procedure acknowledges the wide variation in N-values, stating that N-values of 100% or more have been
observed. Although we have not yet determined the statistical measurement uncertainty of our calibrated method to date, we can
state that the accuracy deviation of the N-values using this method is significantly better than the standard ASTM Method.
A.2.2 Disturbed Samples (DS)/Spin-up Samples (SU)
Sample types described as “DS” or “SU” on the boring logs are disturbed samples, which are taken from the flights of the auger.
Because the auger disturbs the samples, possible soil layering and contact depths should be considered approximate.
A.2.3 Sampling Limitations
Unless observed in a sample, contacts between soil layers are estimated based on the spacing of samples and the action of drilling
tools. Cobbles, boulders, and other large objects generally cannot be recovered from test borings, and they may be present in the
ground even if they are not noted on the boring logs.
Determining the thickness of “topsoil” layers is usually limited, due to variations in topsoil definition, sample recovery, and other
factors. Visual-manual description often relies on color for determination, and transitioning changes can account for significant
variation in thickness judgment. Accordingly, the topsoil thickness presented on the logs should not be the sole basis for
calculating topsoil stripping depths and volumes. If more accurate information is needed relating to thickness and topsoil quality
definition, alternate methods of sample retrieval and testing should be employed.
A.3 CLASSIFICATION METHODS
Soil descriptions shown on the boring logs are based on the Unified Soil Classification (USC) system. The USC system is described
in ASTM: D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits) have been performed,
accurate classifications per ASTM: D2487 are possible. Otherwise, soil descriptions shown on the boring logs are visual-manual
judgments. Charts are attached which provide information on the USC system, the descriptive terminology, and the symbols used
on the boring logs. A chart explaining the USC system is attached in Appendix A.
Visual-manual judgment of the AASHTO Soil Group is also noted as a part of the soil description. A chart presenting details of the
AASHTO Soil Classification System is also attached.
Appendix A
Geotechnical Field Exploration and Testing
AET Project 28-20309
Appendix A - Page 2 of 2 AMERICAN ENGINEERING TESTING, INC.
A.4 WATER LEVEL MEASUREMENTS
The ground water level measurements are shown at the bottom of the boring logs. The following information appears under “Water
Level Measurements” on the logs:
Date and Time of measurement
Sampled Depth: lowest depth of soil sampling at the time of measurement
Casing Depth: depth to bottom of casing or hollow-stem auger at time of measurement
Cave-in Depth: depth at which measuring tape stops in the borehole
Water Level: depth in the borehole where free water is encountered
Drilling Fluid Level: same as Water Level, except that the liquid in the borehole is drilling fluid
The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is
possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include:
permeability of each soil layer in profile, presence of perched water, amount of time between water level readings, presence of
drilling fluid, weather conditions, and use of borehole casing.
A.5 LABORATORY TEST METHODS
A.5.1 Sieve Analysis of Soils (thru #200 Sieve)
Conducted per AET Procedure 01-LAB-040, which is performed in general conformance with ASTM: D6913, Method A.
A.6 TEST STANDARD LIMITATIONS
Field and laboratory testing is done in general conformance with the described procedures. Compliance with any other standards
referenced within the specified standard is neither inferred nor implied.
A.7 SAMPLE STORAGE
Unless notified to do otherwise, we routinely retain representative samples of the soils recovered from the borings for a period of 30
days.
01REP052C (7/11) AMERICAN ENGINEERING TESTING, INC.
BORING LOG NOTES
DRILLING AND SAMPLING SYMBOLS TEST SYMBOLS
Symbol Definition Symbol Definition
AR: Sample of material obtained from cuttings blown out
the top of the borehole during air rotary procedure.
B, H, N: Size of flush-joint casing
CAS: Pipe casing, number indicates nominal diameter in
inches
COT: Clean-out tube
DC: Drive casing; number indicates diameter in inches
DM: Drilling mud or bentonite slurry
DR: Driller (initials)
DS: Disturbed sample from auger flights
DP: Direct push drilling; a 2.125 inch OD outer casing
with an inner 1½ inch ID plastic tube is driven
continuously into the ground.
FA: Flight auger; number indicates outside diameter in
inches
HA: Hand auger; number indicates outside diameter
HSA: Hollow stem auger; number indicates inside diameter
in inches
LG: Field logger (initials)
MC: Column used to describe moisture condition of
samples and for the ground water level symbols
N (BPF): Standard penetration resistance (N-value) in blows per
foot (see notes)
NQ: NQ wireline core barrel
PQ: PQ wireline core barrel
RDA: Rotary drilling with compressed air and roller or drag
bit.
RDF: Rotary drilling with drilling fluid and roller or drag bit
REC: In split-spoon (see notes), direct push and thin-walled
tube sampling, the recovered length (in inches) of
sample. In rock coring, the length of core recovered
(expressed as percent of the total core run). Zero
indicates no sample recovered.
SS: Standard split-spoon sampler (steel; 1.5" is inside
diameter; 2" outside diameter); unless indicated
otherwise
SU Spin-up sample from hollow stem auger
TW: Thin-walled tube; number indicates inside diameter in
inches
WASH: Sample of material obtained by screening returning
rotary drilling fluid or by which has collected inside
the borehole after “falling” through drilling fluid
WH: Sampler advanced by static weight of drill rod and
hammer
WR: Sampler advanced by static weight of drill rod
94mm: 94 millimeter wireline core barrel
▼: Water level directly measured in boring
: Estimated water level based solely on sample appearance
CONS: One-dimensional consolidation test
DEN: Dry density, pcf
DST: Direct shear test
E: Pressuremeter Modulus, tsf
HYD: Hydrometer analysis
LL: Liquid Limit, %
LP: Pressuremeter Limit Pressure, tsf
OC: Organic Content, %
PERM: Coefficient of permeability (K) test; F - Field;
L - Laboratory
PL: Plastic Limit, %
qp: Pocket Penetrometer strength, tsf (approximate)
qc: Static cone bearing pressure, tsf
qu: Unconfined compressive strength, psf
R: Electrical Resistivity, ohm-cms
RQD: Rock Quality Designation of Rock Core, in percent
(aggregate length of core pieces 4" or more in length
as a percent of total core run)
SA: Sieve analysis
TRX: Triaxial compression test
VSR: Vane shear strength, remolded (field), psf
VSU: Vane shear strength, undisturbed (field), psf
WC: Water content, as percent of dry weight
%-200: Percent of material finer than #200 sieve
STANDARD PENETRATION TEST NOTES
(Calibrated Hammer Weight)
The standard penetration test consists of driving a split-spoon
sampler with a drop hammer (calibrated weight varies to provide
N60 values) and counting the number of blows applied in each of
three 6" increments of penetration. If the sampler is driven less
than 18" (usually in highly resistant material), permitted in
ASTM: D1586, the blows for each complete 6" increment and for
each partial increment is on the boring log. For partial increments,
the number of blows is shown to the nearest 0.1' below the slash.
The length of sample recovered, as shown on the “REC” column,
may be greater than the distance indicated in the N column. The
disparity is because the N-value is recorded below the initial 6"
set (unless partial penetration defined in ASTM: D1586 is
encountered) whereas the length of sample recovered is for the
entire sampler drive (which may even extend more than 18").
01CLS021 (07/08) AMERICAN ENGINEERING TESTING, INC.
UNIFIED SOIL CLASSIFICATION SYSTEM
ASTM Designations: D 2487, D2488
AMERICAN
ENGINEERING
TESTING, INC.
Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA
Soil Classification Notes
ABased on the material passing the 3-in
(75-mm) sieve.
BIf field sample contained cobbles or
boulders, or both, add “with cobbles or
boulders, or both” to group name.
CGravels with 5 to 12% fines require dual
symbols:
GW-GM well-graded gravel with silt
GW-GC well-graded gravel with clay
GP-GM poorly graded gravel with silt
GP-GC poorly graded gravel with clay
DSands with 5 to 12% fines require dual
symbols:
SW-SM well-graded sand with silt
SW-SC well-graded sand with clay
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with clay
(D30)2
ECu = D60 /D10, Cc =
D10 x D60
FIf soil contains >15% sand, add “with
sand” to group name.
GIf fines classify as CL-ML, use dual
symbol GC-GM, or SC-SM.
HIf fines are organic, add “with organic
fines” to group name.
IIf soil contains >15% gravel, add “with
gravel” to group name.
JIf Atterberg limits plot is hatched area,
soil is a CL-ML silty clay.
KIf soil contains 15 to 29% plus No. 200
add “with sand” or “with gravel”,
whichever is predominant.
LIf soil contains >30% plus No. 200,
predominantly sand, add “sandy” to
group name.
MIf soil contains >30% plus No. 200,
predominantly gravel, add “gravelly”
to group name.
NPl>4 and plots on or above “A” line.
OPl<4 or plots below “A” line.
PPl plots on or above “A” line.
QPl plots below “A” line.
RFiber Content description shown below.
Group
Symbol
Group NameB
Coarse-Grained
Soils More
than 50%
retained on
No. 200 sieve
Gravels More
than 50% coarse
fraction retained
on No. 4 sieve
Clean Gravels
Less than 5%
finesC
Cu>4 and 1<Cc<3E GW Well graded gravelF
Cu<4 and/or 1>Cc>3E GP Poorly graded gravelF
Gravels with
Fines more
than 12% fines C
Fines classify as ML or MH GM Silty gravelF.G.H
Fines classify as CL or CH GC Clayey gravelF.G.H
Sands 50% or
more of coarse
fraction passes
No. 4 sieve
Clean Sands
Less than 5%
finesD
Cu>6 and 1<Cc<3E SW Well-graded sandI
Cu<6 and/or 1>Cc>3E SP Poorly-graded sandI
Sands with
Fines more
than 12% fines D
Fines classify as ML or MH SM Silty sandG.H.I
Fines classify as CL or CH SC Clayey sandG.H.I
Fine-Grained
Soils 50% or
more passes
the No. 200
sieve
(see Plasticity
Chart below)
Silts and Clays
Liquid limit less
than 50
inorganic PI>7 and plots on or above
“A” lineJ
CL Lean clayK.L.M
PI<4 or plots below
“A” lineJ
ML SiltK.L.M
organic Liquid limit–oven dried <0.75
Liquid limit – not dried
OL Organic clayK.L.M.N
Organic siltK.L.M.O
Silts and Clays
Liquid limit 50
or more
inorganic PI plots on or above “A” line CH Fat clayK.L.M
PI plots below “A” line MH Elastic siltK.L.M
organic Liquid limit–oven dried <0.75
Liquid limit – not dried
OH Organic clayK.L.M.P
Organic siltK.L.M.Q
Highly organic
soil
Primarily organic matter, dark
in color, and organic in odor
PT PeatR
3 2 ½1 ¾4 10 20 40 60 140 200
100
80
60
40
20
0
0
20
40
60
80
100
81
Sieve NumberScreen Opening (in.)
50 10 5 1.0 0.10.5
PARTICLE SIZE IN MILLIMETERS
SIEVE ANALYSIS
PERCENT PASSINGPERCENT RETAINEDD60 = 15mm
D30 = 2.5mm
D10 = 0.075mm
Cu = = = 200D60
D10
15
0.075 Cc = = = 5.6(D30)
D10 x D60
2.5
0.075 x 15
2 2
CL-ML
For classification of fine-grained soils and
fine-grained fraction of coarse-grained soils.
Equation of "A"-line
Horizontal at PI = 4 to LL = 25.5.
then PI = 0.73 (LL-20)
Equation of "U"-line
Vertical at LL = 16 to PI = 7.
then PI = 0.9 (LL-8)"A" LINE
"U" LINECL OR OL CH OR OH
10 20 30 40 50 60 70 80 90 100 110 0 0
10
20
30
40
50
60
16
7
4PLASTICITY INDEX (PI)LIQUID LIMIT (LL)
Plasticity Chart
ADDITIONAL TERMINOLOGY NOTES USED BY AET FOR SOIL IDENTIFICATION AND DESCRIPTION
Grain Size
Term Particle Size
Boulders Over 12"
Cobbles 3" to 12"
Gravel #4 sieve to 3"
Sand #200 to #4 sieve
Fines (silt & clay) Pass #200 sieve
Gravel Percentages
Term Percent
A Little Gravel 3% - 14%
With Gravel 15% - 29%
Gravelly 30% - 50%
Consistency of Plastic Soils
Term N-Value, BPF
Very Soft less than 2
Soft 2 - 4
Firm 5 - 8
Stiff 9 - 15
Very Stiff 16 - 30
Hard Greater than 30
Relative Density of Non-Plastic Soils
Term N-Value, BPF
Very Loose 0 - 4
Loose 5 - 10
Medium Dense 11 - 30
Dense 31 - 50
Very Dense Greater than 50
Moisture/Frost Condition
(MC Column)
D (Dry): Absence of moisture, dusty, dry to
touch.
M (Moist): Damp, although free water not
visible. Soil may still have a high
water content (over “optimum”).
W (Wet/ Free water visible, intended to
Waterbearing): describe non-plastic soils.
Waterbearing usually relates to
sands and sand with silt.
F (Frozen): Soil frozen
Layering Notes
Laminations: Layers less than
½" thick of
differing material
or color.
Lenses: Pockets or layers
greater than ½"
thick of differing
material or color.
Peat Description
Fiber Content
Term (Visual Estimate)
Fibric Peat: Greater than 67%
Hemic Peat: 33 – 67%
Sapric Peat: Less than 33%
Organic Description (if no lab tests)
Soils are described as organic, if soil is not peat
and is judged to have sufficient organic fines
content to influence the Liquid Limit properties.
Slightly organic used for borderline cases.
Root Inclusions
With roots: Judged to have sufficient quantity
of roots to influence the soil
properties.
Trace roots: Small roots present, but not judged
to be in sufficient quantity to
significantly affect soil properties.
ML OR OL
MH OR OH
A-7
A-7-5
A-7-6
Sieve Analysis, Percent passing:
No. 10 (2.00 mm) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .50 max.. . . .. . . .. . . .. . . .. . . .. . . .. . . .. . . .. . . .. . . .
No. 40 (0.425 mm) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .30 max.50 max.51 min.. . . .. . . .. . . .. . . .. . . .. . . .. . . .. . . .
No. 200 (0.075 mm) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15 max.25 max.10 max.35 max.35 max.35 max.35 max.36 min.36 min.36 min.36 min.
Characteristics of Fraction Passing No. 40 (0.425 mm)
Liquid limit . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . .40 max.41 min.40 max.41 min.40 max.41 min.40 max.41 min.
Plasticity index . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N.P.10 max.10 max.11 min.11 min.10 max.10 max.11 min.11 min.
General Ratings as Subgrade . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Definitions of Gravel, Sand and Silt-Clay
01CLS022 (07/11)AMERICAN ENGINEERING TESTING, INC.
The term "silty" is applied to fine material having plasticity index of 10 or less
and the term "clayey" is applied to fine material having plasticity index of 11 or
greater.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
AASHTO SOIL CLASSIFICATION SYSTEM
Classification of Soils and Soil-Aggregate Mixtures
GRAVEL - Material passing sieve with 3-in. square openings and retained on
the No. 10 sieve.
COARSE SAND - Material passing the No. 10 sieve and retained on the No.
40 sieve.
FINE SAND - Material passing the No. 40 sieve and retained on the No. 200
sieve.
COMBINED SILT AND CLAY - Material passing the No. 200 sieve
Excellent to Good
Group A-8 soils are organic clays or peat with organic content >5%.
BOULDERS (retained on 3-in. sieve) should be excluded from the portion of
the sample to which the classificaiton is applied, but the percentage of such
material, if any, in the sample should be recorded.
(35% or less passing No. 200 sieve)(More than 35% passing No. 200 sieve)
General Classification
A-4 A-5
The terms "gravel", "coarse sand", "fine sand" and "silt-clay", as
determinable from the minimum test data required in this
classification arrangement and as used in subsequent word
descriptions are defined as follows:
Granular Materials Silt-Clay Materials
A-1 A-2
A-2-6 A-2-7
. . . .
6 max.
Fine
Sand Silty or Clayey Gravel and Sand Silty Soils Clayey Soils
Plasticity index of A-7-5 subgroup is equal to or less than LL minus 30. Plasticity index of A-7-6 subgroup is greater than LL minus 30.
A-3 A-2-4 A-2-5
Stone Fragments,
Gravel and Sand
Fair to Poor
A-6
The placing of A-3 before A-2 is necessary in the "left to right elimination process" and does not indicate superiority of A-3 over A-2.
Usual Types of Significant Constituent Materials
A-1-a A-1-b
Group Classification
-10
0
10
20
30
40
50
100
90
80
70
60
50
40
30
20
15
35
0
2
4
6
8 1012 1416 18 203040 506070
80
1020304050607080100140180
LIQUID LIMIT
PLAS
TI
CI
T
Y I
N
D
E
X
PERCENT PASSING NO. 200 SIEVEPARTIAL GROUP INDEXGROUP INDEX CHART
Group Index (GI) = (F-35) [0.2+0.005 (LL-40) ] + 0.01 (F-15)
(PI-10) where F = % Passing No. 200 sieve, LL = Liquid
Limit, and PI = Plasticity Index.
When working with A-2-6 and A-2-7 subgroups
the Partial Group Index (PGI) is determined from the
PI only.
When the combined Partial Group Indices are
negative, the Group Index should be reported as zero.A-2-6 and A-2-782% Passing No. 200 sieve
LL = 38
PI = 21
PGI = 8.9 for LL
PGI = 7.4 for PI
GI = 16
Then:Example:
10
20
30
40
50
60
70
80
90
100 0 10 20 30 40 50 60 70
Sub-
G
r
o
u
p
A-7-5
Sub-G
roupA-7
-6
A-7A-5
A-4 A-6 PI = LL - 30PLASTICITY INDEX (PI)
Liquid Limit and Plasticity Index Ranges for the
A-4, A-5, A-6 and A-7 SubgroupsLiquid Limit
!
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B10 Jamaica Ave S8 0 t h S t S
9 0 t h S t SJamaica Ave S8 0 t h S t S
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90t h St S Janero Ave SIn d ia n B lvd S
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Testing Locations
AET Project No. 28-20309
Jamaica Avenue ImprovementsCottage Grove, Minnesota0800400
Feet
±
File: 28-20309P-1.mxd Date: 06/26/2020
AMERICANENGINEERINGTESTING, INC
Figure 1Map Reference:
Date: 06/26/2020
Geotechnical Data Report
Legend
@A Boring
!FWD Testing
550 Cleveland Avenue North | Saint Paul, MN 55114
Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO
This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.
CONSULTANTS
·ENVIRONMENTAL
·GEOTECHNICAL
·MATERIALS
·FORENSICSPAVEMENT CORE LOG
Jamaica Avenue Improvements – Cottage Grove, Minnesota
AET Project Number: 28-20309
Core: B-1
Date Cored: June 2, 2020
Description:
Core Diameter: 4”
Total Core Height: 7.6”
Lift 1: 2.2”
Lift 2: 1.6”
Lift 3: 1.5”
Lift 4: 2.5”
Comments:
Possible chip seal at the surface.
Core contains slight stripping
throughout. Lift 4 contains slight
to moderate stripping.
550 Cleveland Avenue North | Saint Paul, MN 55114
Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO
This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.
CONSULTANTS
·ENVIRONMENTAL
·GEOTECHNICAL
·MATERIALS
·FORENSICSPAVEMENT CORE LOG
Jamaica Avenue Improvements – Cottage Grove, Minnesota
AET Project Number: 28-20309
Core: B-2
Date Cored: June 2, 2020
Description:
Core Diameter: 4”
Total Core Height: 4.9”
Lift 1: 1.9”
Lift 2: 3.0”
Comments:
Possible chip seal at the surface.
Core contains moderate stripping
throughout.
550 Cleveland Avenue North | Saint Paul, MN 55114
Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO
This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.
CONSULTANTS
·ENVIRONMENTAL
·GEOTECHNICAL
·MATERIALS
·FORENSICSPAVEMENT CORE LOG
Jamaica Avenue Improvements – Cottage Grove, Minnesota
AET Project Number: 28-20309
Core: B-3
Date Cored: June 2, 2020
Description:
Core Diameter: 4”
Total Core Height: 6.1”
Lift 1: 1.3”
Lift 2: 1.2”
Lift 3: 1.5”
Lift 4: 2.1”
Comments:
Possible chip seal at the surface.
Core has slight to moderate
stripping throughout.
550 Cleveland Avenue North | Saint Paul, MN 55114
Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO
This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.
CONSULTANTS
·ENVIRONMENTAL
·GEOTECHNICAL
·MATERIALS
·FORENSICSPAVEMENT CORE LOG
Jamaica Avenue Improvements – Cottage Grove, Minnesota
AET Project Number: 28-20309
Core: B-4
Date Cored: June 2, 2020
Description:
Core Diameter: 4”
Total Core Height: 5.3”
Lift 1: 2.0”
Lift 2: 1.5”
Lift 3: 1.8”
Comments:
Possible chip seal at the surface.
Lift 1 contains slight stripping.
Lifts 2 and 3 contain moderate
to severe stripping.
550 Cleveland Avenue North | Saint Paul, MN 55114
Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO
This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.
CONSULTANTS
·ENVIRONMENTAL
·GEOTECHNICAL
·MATERIALS
·FORENSICSPAVEMENT CORE LOG
Jamaica Avenue Improvements – Cottage Grove, Minnesota
AET Project Number: 28-20309
Core: B-5
Date Cored: June 2, 2020
Description:
Core Diameter: 4”
Total Core Height: 5.7”
Lift 1: 2.2”
Lift 2: 1.9”
Lift 3: 1.6”
Comments:
Possible chip seal at the surface.
Lifts 1 and 2 contains slight stripping.
Lift 3 contains moderate stripping.
550 Cleveland Avenue North | Saint Paul, MN 55114
Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO
This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.
CONSULTANTS
·ENVIRONMENTAL
·GEOTECHNICAL
·MATERIALS
·FORENSICSPAVEMENT CORE LOG
Jamaica Avenue Improvements – Cottage Grove, Minnesota
AET Project Number: 28-20309
Core: B-6
Date Cored: June 2, 2020
Description:
Core Diameter: 4”
Total Core Height: 5.2”
Lift 1: 1.7”
Lift 2: 1.2”
Lift 3: 2.3”
Comments:
Possible chip seal at the surface.
Lift 1 contains moderate to severe
stripping. Bottom of lift 1 contained
large voids. Lifts 2 and 3 contains
slight to moderate stripping.
550 Cleveland Avenue North | Saint Paul, MN 55114
Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO
This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.
CONSULTANTS
·ENVIRONMENTAL
·GEOTECHNICAL
·MATERIALS
·FORENSICSPAVEMENT CORE LOG
Jamaica Avenue Improvements – Cottage Grove, Minnesota
AET Project Number: 28-20309
Core: B-7
Date Cored: June 2, 2020
Description:
Core Diameter: 4”
Total Core Height: 4.4”
Lift 1: 1.8”
Lift 2: 1.3”
Lift 3: 1.3”
Comments:
Possible chip seal at the surface.
Core generally has slight to
moderate stripping throughout.
550 Cleveland Avenue North | Saint Paul, MN 55114
Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO
This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.
CONSULTANTS
·ENVIRONMENTAL
·GEOTECHNICAL
·MATERIALS
·FORENSICSPAVEMENT CORE LOG
Jamaica Avenue Improvements – Cottage Grove, Minnesota
AET Project Number: 28-20309
Core: B-8
Date Cored: June 2, 2020
Description:
Core Diameter: 4”
Total Core Height: 5.6”
Lift 1: 2.0”
Lift 2: 1.6”
Lift 3: 2.0”
Downhole Bituminous Thickness:
7 1/2”
Comments:
Possible chip seal at the surface.
Lifts 1 and 2 contain slight stripping.
Lift 3 contains moderate stripping.
Bottom of core not recovered.
550 Cleveland Avenue North | Saint Paul, MN 55114
Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO
This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.
CONSULTANTS
·ENVIRONMENTAL
·GEOTECHNICAL
·MATERIALS
·FORENSICSPAVEMENT CORE LOG
Jamaica Avenue Improvements – Cottage Grove, Minnesota
AET Project Number: 28-20309
Core: B-9
Date Cored: June 2, 2020
Description:
Core Diameter: 4”
Total Core Height: 5.0”
Lift 1: 1.6”
Lift 2: 1.7”
Lift 3: 1.8”
Comments:
Possible chip seal at the surface.
Lift 1 contains slight stripping.
Lift 2 contains moderate stripping.
Lift 3 contains severe stripping
and large voids.
550 Cleveland Avenue North | Saint Paul, MN 55114
Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO
This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.
CONSULTANTS
·ENVIRONMENTAL
·GEOTECHNICAL
·MATERIALS
·FORENSICSPAVEMENT CORE LOG
Jamaica Avenue Improvements – Cottage Grove, Minnesota
AET Project Number: 28-20309
Core: B-10
Date Cored: June 2, 2020
Description:
Core Diameter: 4”
Total Core Height: 5.6”
Lift 1: 2.1”
Lift 2: 2.1”
Lift 3: 1.3”
Comments:
Possible chip seal at the surface.
Core contains moderate stripping
throughout.
550 Cleveland Avenue North | Saint Paul, MN 55114
Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO
This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.
CONSULTANTS
·ENVIRONMENTAL
·GEOTECHNICAL
·MATERIALS
·FORENSICSPAVEMENT CORE LOG
Jamaica Avenue Improvements – Cottage Grove, Minnesota
AET Project Number: 28-20309
Core: B-11
Date Cored: June 2, 2020
Description:
Core Diameter: 4”
Total Core Height: 2.9”
Bituminous Downhole
Thickness: 7 1/4”
Comments:
Possible chip seal at the surface.
Core contains severe stripping
throughout. Core crumbled during
coring operations.
12
20
20
FILL
COARSE
ALLUVIUM
7.75" Bituminous pavement
3" FILL, mostly sand, a little gravel, dark brown
(A-1-b) (possible aggregate base)
FILL, mixture of sand and silty sand, light
brown (A-2-4)
SAND, a little gravel, fine to medium grained,
light brown, moist, medium dense (SP) (A-3)
END OF BORING
Northbound Right Turn Lane to E Point Douglas
Road
44
33
17
CORE
SS
SS
SS
2
M
M
M
WATER LEVEL MEASUREMENTS
None
DR:
10:20
LG:1C
TIME
DRILLING METHOD
SD
6/2/20
3.25" HSA
BORINGCOMPLETED:
DATE
6.0
NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOGRig:
4.0
SS
0-4'
WATERLEVEL
SURFACE ELEVATION:
0.0
CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH
6/2/20
DEPTH:
DRILLINGFLUID LEVEL
FIELD & LABORATORY TESTS
MATERIAL DESCRIPTION
1
2
3
4
5
6
N %-#200MC
AET JOB NO:
PROJECT:
RECIN.
AMERICAN
ENGINEERING
TESTING, INC.
DEPTHINFEET PLWC
LOG OF BORING NO.
GEOLOGY
LATITUDE:
B-1 (p. 1 of 1)
SAMPLETYPE
LONGITUDE:
01-DHR-060
LL
03/2011
DENDEN
44.816568° -92.932841°
SUBSURFACE BORING LOG
28-20309
Jamaica Avenue Improvements; Cottage Grove, MN
AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20
20
24
14
FILL5" Bituminous pavement
8" FILL, mostly sand, a little gravel, dark brown
(A-1-b)
FILL, mostly sand, a little gravel, brown (A-3)
END OF BORING
Northbound Right Lane
38
21
7
CORE
SS
SS
SS
9
M
M
M
WATER LEVEL MEASUREMENTS
None
DR:
10:47
LG:1C
TIME
DRILLING METHOD
SD
6/2/20
3.25" HSA
BORINGCOMPLETED:
DATE
6.0
NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOGRig:
4.0
SS
0-4'
WATERLEVEL
SURFACE ELEVATION:
0.0
CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH
6/2/20
DEPTH:
DRILLINGFLUID LEVEL
FIELD & LABORATORY TESTS
MATERIAL DESCRIPTION
1
2
3
4
5
6
N %-#200MC
AET JOB NO:
PROJECT:
RECIN.
AMERICAN
ENGINEERING
TESTING, INC.
DEPTHINFEET PLWC
LOG OF BORING NO.
GEOLOGY
LATITUDE:
B-2 (p. 1 of 1)
SAMPLETYPE
LONGITUDE:
01-DHR-060
LL
03/2011
DENDEN
44.820932° -92.928463°
SUBSURFACE BORING LOG
28-20309
Jamaica Avenue Improvements; Cottage Grove, MN
AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20
18
18
24
FILL
COARSE
ALLUVIUM
6" Bituminous pavement
9" FILL, mostly gravelly silty sand, dark brown
(A-1-b) (possible aggregate base)
FILL, mostly silty sand, a little gravel, brown
(A-2-4)
SAND, fine grained, light brown, moist, dense to
medium dense (SP) (A-3)
END OF BORING
Northbound Right Lane
42
36
22
CORE
SS
SS
SS
M
M
M
WATER LEVEL MEASUREMENTS
None
DR:
11:06
LG:1C
TIME
DRILLING METHOD
SD
6/2/20
3.25" HSA
BORINGCOMPLETED:
DATE
6.0
NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOGRig:
4.0
SS
0-4'
WATERLEVEL
SURFACE ELEVATION:
0.0
CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH
6/2/20
DEPTH:
DRILLINGFLUID LEVEL
FIELD & LABORATORY TESTS
MATERIAL DESCRIPTION
1
2
3
4
5
6
N %-#200MC
AET JOB NO:
PROJECT:
RECIN.
AMERICAN
ENGINEERING
TESTING, INC.
DEPTHINFEET PLWC
LOG OF BORING NO.
GEOLOGY
LATITUDE:
B-3 (p. 1 of 1)
SAMPLETYPE
LONGITUDE:
01-DHR-060
LL
03/2011
DENDEN
44.824840° -92.925149°
SUBSURFACE BORING LOG
28-20309
Jamaica Avenue Improvements; Cottage Grove, MN
AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20
14
24
24
FILL
COARSE
ALLUVIUM
5.5" Bituminous pavement
5" FILL, mostly gravelly silty sand, brown
(A-1-b) (possible aggregate base)
FILL, mostly silty sand, a little gravel, brown
(A-2-4)
SAND, a little gravel, fine to medium grained,
light brown, moist, medium dense (SP) (A-3)
END OF BORING
Northbound Right Lane
33
30
26
CORE
SS
SS
SS
M
M
M
WATER LEVEL MEASUREMENTS
None
DR:
11:28
LG:1C
TIME
DRILLING METHOD
SD
6/2/20
3.25" HSA
BORINGCOMPLETED:
DATE
6.0
NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOGRig:
4.0
SS
0-4'
WATERLEVEL
SURFACE ELEVATION:
0.0
CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH
6/2/20
DEPTH:
DRILLINGFLUID LEVEL
FIELD & LABORATORY TESTS
MATERIAL DESCRIPTION
1
2
3
4
5
6
N %-#200MC
AET JOB NO:
PROJECT:
RECIN.
AMERICAN
ENGINEERING
TESTING, INC.
DEPTHINFEET PLWC
LOG OF BORING NO.
GEOLOGY
LATITUDE:
B-4 (p. 1 of 1)
SAMPLETYPE
LONGITUDE:
01-DHR-060
LL
03/2011
DENDEN
44.830737° -92.923838°
SUBSURFACE BORING LOG
28-20309
Jamaica Avenue Improvements; Cottage Grove, MN
AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20
14
24
24
FILL6" Bituminous pavement
11" FILL, mostly gravelly sand with silt, dark
brown (A-1-b) (possible aggregate base)
FILL, mostly silty sand, a little gravel, brown
(A-2-4)
END OF BORING
Northbound Right Lane
33
58
74
CORE
SS
SS
SS
6
M
M
M
WATER LEVEL MEASUREMENTS
None
DR:
11:56
LG:1C
TIME
DRILLING METHOD
SD
6/2/20
3.25" HSA
BORINGCOMPLETED:
DATE
6.0
NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOGRig:
4.0
SS
0-4'
WATERLEVEL
SURFACE ELEVATION:
0.0
CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH
6/2/20
DEPTH:
DRILLINGFLUID LEVEL
FIELD & LABORATORY TESTS
MATERIAL DESCRIPTION
1
2
3
4
5
6
N %-#200MC
AET JOB NO:
PROJECT:
RECIN.
AMERICAN
ENGINEERING
TESTING, INC.
DEPTHINFEET PLWC
LOG OF BORING NO.
GEOLOGY
LATITUDE:
B-5 (p. 1 of 1)
SAMPLETYPE
LONGITUDE:
01-DHR-060
LL
03/2011
DENDEN
44.836755° -92.923860°
SUBSURFACE BORING LOG
28-20309
Jamaica Avenue Improvements; Cottage Grove, MN
AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20
12
24
24
FILL
COARSE
ALLUVIUM
OR FILL
5.5" Bituminous pavement
5" FILL, mostly sand, a little gravel, brown
(A-1-b) (possible aggregate base)
SAND, fine to medium grained, light brown,
moist, dense to medium dense (SP) (A-3)
(possible fill)
END OF BORING
Northbound Right Lane
38
45
21
CORE
SS
SS
SS
5
M
M
M
WATER LEVEL MEASUREMENTS
None
DR:
1:05
LG:41
TIME
DRILLING METHOD
SD
6/2/20
3.25" HSA
BORINGCOMPLETED:
DATE
6.0
NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOGRig:
4.0
SS
0-4'
WATERLEVEL
SURFACE ELEVATION:
0.0
CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH
6/2/20
DEPTH:
DRILLINGFLUID LEVEL
FIELD & LABORATORY TESTS
MATERIAL DESCRIPTION
1
2
3
4
5
6
N %-#200MC
AET JOB NO:
PROJECT:
RECIN.
AMERICAN
ENGINEERING
TESTING, INC.
DEPTHINFEET PLWC
LOG OF BORING NO.
GEOLOGY
LATITUDE:
B-6 (p. 1 of 1)
SAMPLETYPE
LONGITUDE:
01-DHR-060
LL
03/2011
DENDEN
44.842500° -92.923866°
SUBSURFACE BORING LOG
28-20309
Jamaica Avenue Improvements; Cottage Grove, MN
AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20
20
24
3
FILL
COARSE
ALLUVIUM
OR FILL
5" Bituminous pavement
5" FILL, mostly sand, a little gravel, brown
(A-1-b) (possible aggregate base)
FILL, mostly sand, a little gravel, brown (A-3)
SAND, a little gravel, fine grained, light brown,
moist, loose to medium dense (SP) (A-3)
(possible fill)
END OF BORING
Southbound Right Lane
40
40
42
CORE
SS
SS
SS
M
M
M
WATER LEVEL MEASUREMENTS
None
DR:
1:33
LG:41
TIME
DRILLING METHOD
SD
6/2/20
3.25" HSA
BORINGCOMPLETED:
DATE
6.0
NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOGRig:
4.0
SS
0-4'
WATERLEVEL
SURFACE ELEVATION:
0.0
CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH
6/2/20
DEPTH:
DRILLINGFLUID LEVEL
FIELD & LABORATORY TESTS
MATERIAL DESCRIPTION
1
2
3
4
5
6
N %-#200MC
AET JOB NO:
PROJECT:
RECIN.
AMERICAN
ENGINEERING
TESTING, INC.
DEPTHINFEET PLWC
LOG OF BORING NO.
GEOLOGY
LATITUDE:
B-7 (p. 1 of 1)
SAMPLETYPE
LONGITUDE:
01-DHR-060
LL
03/2011
DENDEN
44.839348° -92.924089°
SUBSURFACE BORING LOG
28-20309
Jamaica Avenue Improvements; Cottage Grove, MN
AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20
18
24
24
FILL
COARSE
ALLUVIUM
OR FILL
7.5" Bituminous pavement
5" FILL, mostly gravelly silty sand, dark brown
(A-1-b) (possible aggregate base)
FILL, mostly silty sand, a little gravel, brown
(A-2-4)
FILL, mixture of sand and silty sand, a little
gravel, brown (A-2-4)
SAND, a little gravel, fine grained, light brown,
moist, very dense (SP) (A-3) (possible fill)
END OF BORING
Southbound Right Lane
32
48
74
CORE
SS
SS
SS
M
M
M
WATER LEVEL MEASUREMENTS
None
DR:
1:58
LG:41
TIME
DRILLING METHOD
SD
6/2/20
3.25" HSA
BORINGCOMPLETED:
DATE
6.0
NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOGRig:
4.0
SS
0-4'
WATERLEVEL
SURFACE ELEVATION:
0.0
CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH
6/2/20
DEPTH:
DRILLINGFLUID LEVEL
FIELD & LABORATORY TESTS
MATERIAL DESCRIPTION
1
2
3
4
5
6
N %-#200MC
AET JOB NO:
PROJECT:
RECIN.
AMERICAN
ENGINEERING
TESTING, INC.
DEPTHINFEET PLWC
LOG OF BORING NO.
GEOLOGY
LATITUDE:
B-8 (p. 1 of 1)
SAMPLETYPE
LONGITUDE:
01-DHR-060
LL
03/2011
DENDEN
44.832661° -92.924036°
SUBSURFACE BORING LOG
28-20309
Jamaica Avenue Improvements; Cottage Grove, MN
AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20
12
21
16
FILL
COARSE
ALLUVIUM
5.5" Bituminous pavement
6" FILL, mostly gravelly silty sand, dark brown
(A-1-b)
FILL, mostly silty sand, a little gravel, brown
(A-2-4)
SAND, a little gravel, fine to medium grained,
light brown, moist, dense to medium dense (SP)
(A-3)
END OF BORING
Southbound Right Lane
26
48
18
CORE
SS
SS
SS
M
M
M
WATER LEVEL MEASUREMENTS
None
DR:
2:23
LG:41
TIME
DRILLING METHOD
SD
6/2/20
3.25" HSA
BORINGCOMPLETED:
DATE
6.0
NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOGRig:
4.0
SS
0-4'
WATERLEVEL
SURFACE ELEVATION:
0.0
CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH
6/2/20
DEPTH:
DRILLINGFLUID LEVEL
FIELD & LABORATORY TESTS
MATERIAL DESCRIPTION
1
2
3
4
5
6
N %-#200MC
AET JOB NO:
PROJECT:
RECIN.
AMERICAN
ENGINEERING
TESTING, INC.
DEPTHINFEET PLWC
LOG OF BORING NO.
GEOLOGY
LATITUDE:
B-9 (p. 1 of 1)
SAMPLETYPE
LONGITUDE:
01-DHR-060
LL
03/2011
DENDEN
44.827981° -92.924220°
SUBSURFACE BORING LOG
28-20309
Jamaica Avenue Improvements; Cottage Grove, MN
AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20
10
24
24
FILL
COARSE
ALLUVIUM
5.5" Bituminous pavement
8.5" FILL, mostly gravelly silty sand, dark
brown (A-1-b) (possible aggregate base)
FILL, mostly sand with silt, light brown (A-2-4)
SAND, a little gravel, fine grained light brown,
moist, medium dense (SP) (A-3)
END OF BORING
Southbound Right Lane
30
21
17
CORE
SS
SS
SS
M
M
M
WATER LEVEL MEASUREMENTS
None
DR:
2:43
LG:41
TIME
DRILLING METHOD
SD
6/2/20
3.25" HSA
BORINGCOMPLETED:
DATE
6.0
NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOGRig:
4.0
SS
0-4'
WATERLEVEL
SURFACE ELEVATION:
0.0
CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH
6/2/20
DEPTH:
DRILLINGFLUID LEVEL
FIELD & LABORATORY TESTS
MATERIAL DESCRIPTION
1
2
3
4
5
6
N %-#200MC
AET JOB NO:
PROJECT:
RECIN.
AMERICAN
ENGINEERING
TESTING, INC.
DEPTHINFEET PLWC
LOG OF BORING NO.
GEOLOGY
LATITUDE:
B-10 (p. 1 of 1)
SAMPLETYPE
LONGITUDE:
01-DHR-060
LL
03/2011
DENDEN
44.822520° -92.927134°
SUBSURFACE BORING LOG
28-20309
Jamaica Avenue Improvements; Cottage Grove, MN
AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20
18
24
24
FILL
COARSE
ALLUVIUM
7.25" Bituminous pavement
4" FILL, mostly gravelly silty sand, dark brown
(A-1-b) (possible aggregate base)
FILL, mostly silty sand, a little gravel, brown
(A-2-4)
SAND, a little gravel, fine to medium grained,
light brown to brown, moist, dense to medium
dense (SP) (A-3) (possible fill)
END OF BORING
Southbound Right Turn Lane to E Point Douglas
Road
33
36
17
CORE
SS
SS
SS
M
M
M
WATER LEVEL MEASUREMENTS
None
DR:
3:10
LG:41
TIME
DRILLING METHOD
SD
6/2/20
3.25" HSA
BORINGCOMPLETED:
DATE
6.0
NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOGRig:
4.0
SS
0-4'
WATERLEVEL
SURFACE ELEVATION:
0.0
CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH
6/2/20
DEPTH:
DRILLINGFLUID LEVEL
FIELD & LABORATORY TESTS
MATERIAL DESCRIPTION
1
2
3
4
5
6
N %-#200MC
AET JOB NO:
PROJECT:
RECIN.
AMERICAN
ENGINEERING
TESTING, INC.
DEPTHINFEET PLWC
LOG OF BORING NO.
GEOLOGY
LATITUDE:
B-11 (p. 1 of 1)
SAMPLETYPE
LONGITUDE:
01-DHR-060
LL
03/2011
DENDEN
44.818452° -92.931318°
SUBSURFACE BORING LOG
28-20309
Jamaica Avenue Improvements; Cottage Grove, MN
AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
3/4 30
medium
D10
coarse
4 14081.5 6 200100
GRAIN SIZE IN MILLIMETERS
Specimen Identification
Specimen Identification
MC% LL PL PI Cc
SILT OR CLAY
GRADATION CURVES
22.5
6.1
31.5
1.4
%Sand %Silt %Clay
75.4
84.7
62.1
93.8
%Gravel
SAND
40
fine
D30
1
D60
U.S. SIEVE NUMBERS
20161410
U.S. SIEVE OPENING IN INCHES HYDROMETER
8.4
6.3
16.5
2.7
0.89
1.14
0.62
0.82
23
B-1
B-2
B-5
B-6
0.8'
1.5'
1.0'
3.0'
0.8'
1.5'
1.0'
3.0'
B-1
B-2
B-5
B-6
1/2
P
E
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
3
Sand with gravel, dark brown (A-1-b)
Sand, a little gravel, brown (A-3)
Gravelly sand with silt, dark brown (A-1-b)
Sand, light brown (A-3)
3/8
19.00
12.50
19.00
12.50
2.14
0.56
2.68
0.41
0.699
0.240
0.518
0.227
Classification Cu
D100
6 70
504
GRAVEL
fineCOBBLES coarse
0.2563
0.0897
0.1623
0.1534
2.1
9.3
6.4
4.8
6/2/20
Jamaica Avenue Improvements; Cottage Grove,
MN
PROJECT AET JOB NO.
DATE
28-20309
AMERICAN
ENGINEERING
TESTING, INC.
Appendix B Falling Weight Deflectometer Field Exploration and Testing
Figure 2 – Effective Subgrade R-Value Map
Appendix B
Falling Weight Deflectometer Field Exploration and Testing
AET Project No. 28-20309
Appendix B - Page 1 of 3 AMERICAN ENGINEERING TESTING, INC.
B.1 PAVEMENT TESTING
The pavement structural conditions at the site were evaluated nondestructively using Falling Weight Deflectometer
(FWD). The description of the equipment precedes the Deflection Data and Analysis Results in this appendix.
B.2 EQUIPMENT DESCRIPTION
B.2.1 Dynatest 8000 FWD Test System
The FWD owned by AET is a Dynatest 8000 FWD Test System that consists of a Dynatest 8002 trailer and a third
generation control and data acquisition unit developed in 2003, called the Dynatest Compact15, featuring fifteen (15)
deflection channels. The new generation FWD, including a Compact15 System and a standard PC with the FwdWin
Field Program constitutes the newest, most sophisticated Dynatest FWD Test System, which fulfills or exceeds all
requirements to meet ASTM-4694 Standards. Figure B1 provides a view of this equipment.
Figure B1 Dynatest 8002 FWD Test System
The FWD imposes a dynamic impulse load onto the pavement surface through a load plate. Total pulse is an
approximately half sine shape with a total duration typically between 25 to 30 ms. The FWD is capable of applying
a variety of loads to the pavement ranging from 1,500 lbf (7 kN) to 27,000 ibf (120 kN) by dropping a variable weight
mass from different heights to a standard, 11.8-inch (300-mm) diameter rigid plate.
The drop weights and the buffers are constructed so that the falling weight buffer subassembly may be quickly and
conveniently changed between falling masses of 440 lbm (200 kg) for highways and 770 lbm (350 kg) for airports.
With the 440 lbm (200 kg) package for highways three drop heights are used with the target load of 6,000 lbf (27 kN)
at drop height 1, 9,000 lbf (40 kN) at drop height 2, and 12,000 lbf at drop height 3 (53 kN). The drop sequence
consists of two seating drops from drop height 3 and 2 repeat measurements at drop height 1 and 1 measurement at
drop height 2 for flexible pavements and 2 repeat measurements at drop height 2 and 1 measurement at drop height 3
for rigid pavements. The data from the seating drops is not stored.
The FWD is equipped with a load cell to measure the applied forces and nine geophones or deflectors to measure
deflections up to 100 mils (2.5 mm). The load cell is capable of accurately measuring the force that is applied
perpendicular to the loading plate with a resolution of 0.15 psi (1 kPa) or better. The force is expressed in terms of
pressure, as a function of loading plate size.
Nine deflectors at the offsets listed in the following table in the Long Term Performance Program (LTPP)
configuration are capable of measuring electronically discrete deflections per test, together with nine (9) separate
deflection measuring channels for recording of the data. One (1) of the deflectors measures the deflection of the
pavement surface through the center of the loading plate, while seven (7) deflectors are capable of being positioned
behind the loading plate along the housing bar, up to a distance of 5 ft (2.5 m) from the center of the loading plate and
one (1) being positioned in front of the loading plate along the bar.
Deflector D9 D1 D2 D3 D4 D5 D6 D7 D8
Offset (in.) -12 0 8 12 18 24 36 48 60
Appendix B
Falling Weight Deflectometer Field Exploration and Testing
AET Project No. 28-20309
Appendix B - Page 2 of 3 AMERICAN ENGINEERING TESTING, INC.
Field testing is performed in accordance with the standard ASTM procedures as described in ASTM D 4695-96,
“Standard Guide for General Pavement Deflection Measurements” and the calibration of our equipment is verified
each year at the Long Term Pavement Performance Calibration Center in Maplewood, MN.
B.2.2 Linear Distance and Spatial Reference System
Distance measuring instrument (DMI) is a trailer mounted two phase encoder system. When DMI is connected to the
Compact15 it provides for automatic display and recording distance information in both English and metric units with
a 1 foot (0.3 meters) resolution and four percent accuracy when calibrated using the provided procedure in the Field
Program.
Spatial reference system is a Trimble ProXH Global Positioning System (GPS) that consists of fully integrated
receiver, antenna and battery unit with Trimble’s new H-Star™ technology to provide subfoot (30 cm) post-processed
accuracy. The External Patch antenna is added to the ProXH receiver for the position of the loading plate. The External
Patch antenna can be conveniently elevated with the optional baseball cap to prevent any signal blockage.
B.2.3 Air and Pavement Temperature Measuring System
A temperature monitoring probe, for automatic recording of air temperature, is an electronic (integrated circuit)
sensing element in a stainless steel probe. The probe mounts on the FWD unit in a special holder with air circulation
and connects to the Compact15. A non-contact Infra-Red (IR) Temperature Transmitter, for automatic recording of
pavement surface temperature only, features an integrated IR-detector and digital electronics in a weather proof
enclosure. The IR transmitter mounts on the FWD unit in a special holder with air circulation and connects to the
Compact15. Both probe and IR transmitter have a resolution of 0.9 ºF (0.5 ºC) and accuracy within ± 1.8ºF (1 ºC) in
the 0 to 158 ºF (-18 to +70ºC) range when calibrated using the provided procedure.
B.2.4 Camera Monitoring System
A battery operated independent DC-1908E multi-functional digital camera with a SD card is used for easy positioning
of the loading plate or recording of the pavement surface condition at the testing locations.
B.3 SAMPLING METHODS
At the project level, the testing interval is set at 0.1 mi. (maximum) or 10 locations per uniform section in the Outside
Wheel Path (OWP) = 2.5 ft ± 0.25 ft (0.76 m ± 0.08 m) for nominal 12 ft (3.7 m) wide lanes. Where a divided roadbed
exists, surveys will be taken in both directions if the project will include improvements in both directions. If there is
more than one lane in one direction the surveys will be taken in the outer driving lane versus the passing lane of the
highway. FWD tests are performed at a constant lateral offset down the test section.
B.4 QUALITY CONTROL (QC) AND QUALITY ASSURANCE (QA)
In addition to the annual reference calibration, the relative calibration of the FWD deflection sensors is conducted
monthly but not to exceed 6 weeks during the months in which the FWD unit is continually testing. The DMI is also
calibrated monthly by driving the vehicle over a known distance to calculate the distance scale factor. The accuracy
of the FWD air temperature and infra-red (IR) sensors are checked on a monthly basis or more frequently if the FWD
operator observes “suspicious” temperature readings.
Some care in the placement of the load plate and sensors is taken by the survey crew, especially where the highway
surface is rutted or cracked, to ensure that the load plate lays on a flat surface and that the load plate and all geophones
lie on the same side of any visible cracks. Liberal use of comments placed in the FWD data file at the time of data
collection is required. Comments pertaining to proximity to reference markers, bridge abutments, patches, cracks, etc.,
are all important documentation for the individual evaluating the data.
Scheduled preventive maintenance ensures proper equipment operation and helps identify potential problems that can
be corrected to avoid poor quality or missing data that results if the equipment malfunctions while on site. The routine
and major maintenance procedures established by the LTPP are adopted and any maintenance has been done at the
end of the day after the testing is complete and become part of the routine performed at the end of each test/travel day
and on days when no other work is scheduled.
Appendix B
Falling Weight Deflectometer Field Exploration and Testing
AET Project No. 28-20309
Appendix B - Page 3 of 3 AMERICAN ENGINEERING TESTING, INC.
B.5 DATA ANALYSIS METHODS
B.5.1 Inputs
The two -way AADT and HCADT are required to calculate the ESALs. The state average truck percent and truck type
distribution are used when HCADT is not provided. The as-built pavement information (layer type, thickness, and
construction year) are required and if not provided, GPR and/or coring and boring is needed.
B.5.2 Adjustments
Temperature adjustment to the deflections measured on bituminous pavements is determined from the temperature
predicted at the middle depth of the pavement using the LTPP BELLS3 model that uses the pavement surface
temperature and previous day mean air temperature. The predicted middle depth temperature and the standard
temperature of 80 degrees Fahrenheit are used to calculate the temperature adjustment factor for deflection data
analysis. Seasonal adjustment developed by Mn/DOT is also used.
B.5.3 Methods
For bituminous pavements, the deflection data were analyzed using the Mn/DOT method for determining the in-place
(effective) subgrade and pavement strength, as well as allowable axle loads for a roadway (Investigation 603) revised
in 1983 and automated with spreadsheet format in 2008. The Mn/DOT method uses Hogg Model for estimating the
subgrade modulus and the Effective GE Equation (Investigation 603) for estimating the effective GE of pavements.
The Mn/DOT method also uses the TONN method for estimating Spring Load Capacity and Required Overlay, as
described in the Mn/DOT publication “Estimated Spring Load-Carrying Capacity”.
For gravel roads, the deflection data were analyzed using the American Association of State Highway and
Transportation Officials’ (AASHTO) method for determining the in-place (effective) subgrade and pavement strength,
as well as allowable axle loads for a roadway as in the AASHTO Guide for Design of Pavement Structures, 1993.
For concrete pavements, the deflection data were analyzed using the FAA methods for determining the modulus of
subgrade reaction (k-value), effective elastic modulus of concrete slabs, load transfer efficiency (LTE) on approach
and leave slabs of a joint, slab support conditions (void analysis) and impulse stiffness modulus ratio (durability
analysis) as in the FAA AC 150/5370-11A, Use of Nondestructive Testing Devices in the Evaluation of Airport
Pavement, 2004.
B.6 TEST LIMITATIONS
B.6.1 Test Methods
The data derived through the testing program have been used to develop our opinions about the pavement conditions
at your site. However, because no testing program can reveal totally what is in the subsurface, conditions between test
locations and at other times, may differ from conditions described in this report. The testing we conducted identified
pavement conditions only at those points where we measured pavement surface temperature, deflections, and observed
pavement surface conditions. Depending on the sampling methods and sampling frequency, every location may not
be tested, and some anomalies which are present in the pavement may not be noted on the testing results. If conditions
encountered during construction differ from those indicated by our testing, it may be necessary to alter our conclusions
and recommendations, or to modify construction procedures, and the cost of construction may be affected.
B.6.2 Test Standards
Pavement testing is done in general conformance with the described procedures. Compliance with any other standards
referenced within the specified standard is neither inferred nor implied.
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Pi netree Pond Park
Effective Subgrade R-value
AET Project No. 28-20309
Jamaica Avenue ImprovementsCottage Grove, Minnesota0800400
Feet
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File: 28-20309P-1.mxd Date: 06/26/2020
AMERICANENGINEERINGTESTING, INC
Figure 2Map Reference:
Date: 06/26/2020
Geotechnical Data Report
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Appendix C AET Project No. 28-20309
Ground Penetrating Radar Field Exploration and Testing
GPR Plots
Appendix C
Ground Penetrating Radar Field Exploration and Testing
AET Project No. 28-20309
Appendix C - Page 1 of 3 AMERICAN ENGINEERING TESTING, INC.
C.1 FIELD EXPLORATION
The pavement structural conditions at the site were evaluated nondestructively using Ground Penetrating Radar
(GPR). The description of the equipment precedes the GPR Data and Analysis Results in this appendix.
C.2 EQUIPMENT DESCRIPTION
C.2.1 GSSI GPR Test System
The GPR test system owned by AET is a GSSI Roadscan System that consists of a bumper-mounted, 2 GHz air-
coupled antenna and a SIR-20 control and data acquisition processor, featuring dual channels. The GPR processor,
including a SIR-20 data acquisition system, wheel-mounted DMI (Distance Measuring Instrument), and a tough book
with the SIR-20 Field Program constitutes the newest, most sophisticated GSSI Test System, which fulfills or exceeds
all requirements to meet ASTM-4748, ASTM D-6087 Standards. Figure C1 provides a view of this equipment.
Figure C1 GSSI 2 GHz air-coupled GPR Test System
The GPR antenna emits a high frequency electromagnetic wave into the material under investigation. The reflected
energy caused by changes in the electromagnetic properties within the material is detected by a receiver antenna and
recorded for subsequent analysis. The 2 GHz air-coupled GPR is capable of collecting radar waveforms at more than
100 signals per second, allows for data to be collected at driving speeds along the longitudinal dimension of the
pavements or bridge decks with the antennas fixed at the rear or in front of the vehicle.
The antenna used for Roadscan is the Horn antenna Model 4105 (2 GHz). The 2 GHz antenna is the current antenna
of choice for road survey because it combines excellent resolution with reasonable depth penetration (18-24 inches in
pavement materials). The data collection is performed at normal driving speeds (45-55 mph), requiring no lane
closures nor causing traffic congestion. At this peed the 2 GHz antenna is capable of collecting data at 1-foot interval
(1 scan/foot).
The data were collected at a rate of about 1 vertical scans per foot. Each vertical scan consisted of 512 samples and
the record length in time of each scan was 12 nanoseconds. Filters used during acquisition were 300 MHz high pass
and 5,000 MHz low pass.
In a GPR test, the antenna is moved continuously across the test surface and the control unit collects data at a specified
distance increment. In this way, the data collection rate is independent of the scan rate. Alternatively, scanning can
be performed at a constant rate of time, regardless of the scan distance. Single point scans can be performed as well.
Data is reviewed on-screen and in the field to identify reflections and ensure proper data collection parameters.
Field testing is performed in accordance with the standard ASTM procedures as described in ASTM D 4695-96,
“Standard Guide for General Pavement Deflection Measurements”.
C.2.2 System Calibrations
Horn antenna processing is used to get the velocity of the radar energy in the material by comparing the reflection
strengths (amplitudes) from a pavement layer interface with a perfect reflector (a metal plate). The calibration scan is
obtained with the horn antenna placed over a metal plate at the same elevation as a scan obtained over pavement.
Appendix C
Ground Penetrating Radar Field Exploration and Testing
AET Project No. 28-20309
Appendix C - Page 2 of 3 AMERICAN ENGINEERING TESTING, INC.
The same setting for data collection is used for metal plate calibration. Fifteen seconds are need for jump ing up and
down on the vehicle’s bumper to collect the full range of motion for the vehicle’s shocks. The filename of raw
calibration file is recorded.
Survey wheel is calibrated by laying out a long distance (> 50 feet) with tape measure.
C.2.3 Linear Distance and Spatial Reference System
Distance measuring instrument (DMI) is a trailer mounted two phase encoder system. When DMI is connected to the
SIR-20 it provides for automatic display and recording distance information in both English and metric units with a 1
foot (0.3 meters) resolution and four percent accuracy when calibrated using provided procedure in the Field Program.
Spatial reference system is a Trimble ProXH Global Positioning System (GPS) that consists of fully integrated
receiver, antenna and battery unit with Trimble’s new H-Star™ technology to provide subfoot (30 cm) post processed
accuracy. The External Patch antenna is added to the ProXH receiver for the position of the loading plate. The External
Patch antenna can be conveniently elevated with the optional baseball cap to prevent any signal blockage.
C.2.4 Camera Monitoring System
A battery operated independent DC-1908E multi-functional digital camera with a SD card is used for easy positioning
of the loading plate or of the pavement surface condition at the testing locations.
C.3 SAMPLING METHODS
At the project level, the testing interval is set at 12 scans per foot in the Outside Wheel Path (OWP) = 2.5 ft ± 0.25 ft
(0.76 m ± 0.08 m) for nominal 12 ft (3.7 m) wide lanes at a survey speed of approximately 10 mph. Where a divided
roadbed exists, surveys will be taken in both directions if the project will include improvements in both directions. If
there is more than one lane in one direction the surveys will be taken in the outer driving lane (truck lane) versus the
passing lane of the highway. GPR tests are performed at a constant lateral offset down the test section. When GPR
tests are performed on bridge decks, multiple survey lines are followed transversely at 2-foot spacing between survey
lines.
At the network level, GPR tests on one scan per foot are set to be able to collect data on pavements at driving speeds,
without statistically compromising the quality of the data collected. If GPR tests are for the in situ characterization of
material GPR data will be collected at two scan per foot at slower driving speeds.
C.4 QUALITY CONTROL (QC) AND QUALITY ASSURANCE (QA)
Beside the daily metal plate calibration the DMI is also calibrated monthly by driving the vehicle over a known
distance to calculate the distance scale factor. The GPR will be monitored in real time in the data collection vehicle
to minimize data errors. The GPR units will be identified with a unique number and that number will accompany all
data reported from that unit as required in the QC/QA plan.
Scheduled preventive maintenance ensures proper equipment operation and helps identify potential problems that can
be corrected to avoid poor quality or missing data that results if the equipment malfunctions while on site. The routine
and major maintenance procedures established by the LTPP are adopted and any maintenance has been done at the
end of the day after the testing is complete and become part of the routine performed at the end of each test/travel day
and on days when no other work is scheduled.
To insure quality data, the GPR assessments only took place on dry pavement surfaces, and data was collected in each
wheel path.
C.5 DATA ANALYSIS METHODS
C.5.1 Data Editing
Field acquisition is seldom so routine that no errors, omissions or data redundancy occur. Data editing encompasses
issues such as data re-organization, data file merging, data header or background information updates, repositioning
and inclusion of elevation information with the data.
C.5.2 Basic Processing
Appendix C
Ground Penetrating Radar Field Exploration and Testing
AET Project No. 28-20309
Appendix C - Page 3 of 3 AMERICAN ENGINEERING TESTING, INC.
Basic data processing addresses some of the fundamental manipulations applied to data to make a more acceptable
product for initial interpretation and data evaluation. In most instances this type of processing is already applied in
real-time to generate the real-time display. The advantage of post survey processing is that the basic processing can
be done more systematically and non-causal operators to remove or enhance certain features can be applied.
The Reflection Picking procedure is used to eliminate unwanted noise, detects significant reflections, and records the
corresponding time and depth. It uses antenna calibration file data to calculate the radar signal velocity within the
pavement.
C.5.3 Advance Processing
Advanced data processing addresses the types of processing which require a certain amount of operator bias to be
applied and which will result in data which are significantly different from the raw information which were input to
the processing.
C.5.4 Data Interpretation
The EZ Tracker Layer Interpretation procedure uses the output from the first step to map structural layers and calculate
the corresponding velocities and depths.
C.6 TEST LIMITATIONS
C.6.1 Test Methods
The data derived through the testing program have been used to develop our opinions about the pavement conditions
at your site. However, because no testing program can reveal totally what is in the subsurface, conditions between test
locations and at other times, may differ from conditions described in this report. The testing we conducted identified
pavement conditions only at those points where we measured pavement thicknesses and observed pavement surface
conditions. Depending on the sampling methods and sampling frequency, every location may not be tested, and some
anomalies which are present in the pavement may not be noted on the testing results. If conditions encountered during
construction differ from those indicated by our testing, it may be necessary to alter our conclusions and
recommendations, or to modify construction procedures, and the cost of construction may be affected.
B.6.2 Test Standards
Pavement testing is done in general conformance with the described procedures. Compliance with any other standards
referenced within the specified standard is neither inferred nor implied.
C.7 SUPPORTING TEST METHODS
C.7.1 Falling Weight Deflectometer (FWD)
If the pavement layer moduli and subgrade soil strength are desired the deflection data are collected using a Dynatest
8000 FWD Test System that consists of a Dynatest 8002 trailer and a third generation control and data acquisition unit
developed in 2003, called the Dynatest Compact15, featuring fifteen (15) deflection channels. The new generation
FWD, including a Compact15 System and a standard PC with the FwdWin field Program constitutes the newest, most
sophisticated Dynatest FWD Test System, which fulfills or exceeds all requirements to meet ASTM-4694, ASTM D-
4695 Standards. The system provides continuous data at pre-set spacing.
C.7.2 Soil Boring/Coring Field Exploration
If both pavement thicknesses and subgrade soil types and conditions are desired the shallow coring/boring and
sampling is used. The limited number of coring/boring is necessary to verify the GPR layer thickness data.
C.7.3 Pavement Surface Condition Survey
The type and severity of pavement distress influence the deflection response for a pavement. Therefore, GPR
operators record any distress located from about 1 ft (0.3 m) in front of vehicle to about 30 ft (9 m) ahead. This
information is recorded in the FWD file using the comment line in the field program immediately following the test.
American Engineering Testing, Inc.550 Cleveland Avenue NorthSt. Paul, Minnesota 55114Phone: (651) 659-9001Fax: (651) 659-1379Units: inchesProject: Date:7/1/20AET Job No.:28-20309Test Date:5/22/20Average CV 15th Min. Average CV 15th Min.Road: Section/Grid:S01BP6.4 16% 5.2 4.6 6.8 20% 5.2 4.6From: To:90th StBase4.9 25% 3.8 2.9 7.2 22% 5.4 4.2BP + Base11.3 7% 10.5 9.9 14.0 14% 11.4 9.5GENERAL INFORMATION: GROUND PENETRATING RADARSUMMARY STATISTICSJamaica Avenue Improvements~80' N of US 10/61 WB Exit RampJamaica AvenueNB Inside Lane NB Outside LaneLayer-18.0-16.0-14.0-12.0-10.0-8.0-6.0-4.0-2.00.00.00 0.05 0.10 0.15 0.20 0.25Depth (in)GPR Distance (mi) Ground Penetrating Radar Pavement Thickness SurveyNB BP InsideNB BP OutsideNB Base InsideNB Base Outside90th St SB‐1E. Pt. Douglas Rd.90th St
American Engineering Testing, Inc.550 Cleveland Avenue NorthSt. Paul, Minnesota 55114Phone: (651) 659-9001Fax: (651) 659-1379Units: inchesProject: Date:7/1/20AET Job No.:28-20309Test Date:5/22/20Average CV 15th Min. Average CV 15th Min.Road: Section/Grid:S02BP5.6 7% 5.3 4.6 5.0 10% 4.6 4.2From: To:80th StBase6.3 22% 4.9 3.2 6.9 22% 5.2 3.7BP + Base11.9 11% 10.6 9.0 12.0 14% 9.9 8.4GENERAL INFORMATION: GROUND PENETRATING RADARSUMMARY STATISTICSJamaica Avenue Improvements90th StJamaica AvenueNB Inside Lane NB Outside LaneLayer-18.0-16.0-14.0-12.0-10.0-8.0-6.0-4.0-2.00.00.00 0.20 0.40 0.60 0.80 1.00Depth (in)GPR Distance (mi) Ground Penetrating Radar Pavement Thickness SurveyNB BP InsideNB BP OutsideNB Base InsideNB Base Outside80th stB‐4B‐3B‐2Janero Ave. SIsle Ave. SJasmine Ave SHillside Tr. S90th St80th St
American Engineering Testing, Inc.550 Cleveland Avenue NorthSt. Paul, Minnesota 55114Phone: (651) 659-9001Fax: (651) 659-1379Units: inchesProject: Date:7/1/20AET Job No.:28-20309Test Date:5/22/20Average CV 15th Min. Average CV 15th Min.Road: Section/Grid:S03BP5.2 8% 4.8 4.5 5.7 8% 5.2 4.9From: To:~350' S of 70th StreetBase5.3 22% 4.2 2.4 7.7 25% 5.7 3.5BP + Base10.6 11% 9.3 7.1 13.4 16% 11.1 8.4GENERAL INFORMATION: GROUND PENETRATING RADARSUMMARY STATISTICSJamaica Avenue Improvements80th StJamaica AvenueNB Inside Lane NB Outside LaneLayer-18.0-16.0-14.0-12.0-10.0-8.0-6.0-4.0-2.00.00.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0Depth (in)GPR Distance (mi) Ground Penetrating Radar Pavement Thickness SurveyNB BP InsideNB BP OutsideNB Base InsideNB Base OutsideB‐5B‐6Indian Blvd. S75th St. S80th St. S
American Engineering Testing, Inc.550 Cleveland Avenue NorthSt. Paul, Minnesota 55114Phone: (651) 659-9001Fax: (651) 659-1379Units: inchesProject: Date:7/1/20AET Job No.:28-20309Test Date:5/22/20Average CV 15th Min. Average CV 15th Min.Road: Section/Grid:S01BP6.8 12% 5.9 5.3 6.8 13% 5.9 5.3From: To:90th StBase4.5 24% 3.4 2.4 4.4 30% 3.3 1.8BP +Base11.3 8% 10.5 8.4 11.2 9% 10.2 9.5GENERAL INFORMATION: GROUND PENETRATING RADARSUMMARY STATISTICSJamaica Avenue Improvements~80' N of US 10/61 WB On RampJamaica AvenueSB Inside Lane SB Outside LaneLayer-18.0-16.0-14.0-12.0-10.0-8.0-6.0-4.0-2.00.00.00 0.05 0.10 0.15 0.20 0.25Depth (in)GPR Distance (mi) Ground Penetrating Radar Pavement Thickness SurveySB BP InsideSB BP OutsideSB Base InsideSB Base OutsideB‐11E. Pt. Douglas Rd.90th St
American Engineering Testing, Inc.550 Cleveland Avenue NorthSt. Paul, Minnesota 55114Phone: (651) 659-9001Fax: (651) 659-1379Units: inchesProject: Date:7/1/20AET Job No.:28-20309Test Date:5/22/20Average CV 15th Min. Average CV 15th Min.Road: Section/Grid:S02BP5.5 11% 5.0 4.5 5.5 13% 5.0 4.4From: To:80th StBase5.3 25% 3.9 2.5 6.6 18% 5.5 3.0BP +Base10.9 13% 9.3 7.6 12.2 11% 10.9 7.7GENERAL INFORMATION: GROUND PENETRATING RADARSUMMARY STATISTICSJamaica Avenue Improvements90th StJamaica AvenueSB Inside Lane SB Outside LaneLayer-18.0-16.0-14.0-12.0-10.0-8.0-6.0-4.0-2.00.00.0 0.2 0.4 0.6 0.8 1.0Depth (in)GPR Distance (mi) Ground Penetrating Radar Pavement Thickness SurveySB BP InsideSB BP OutsideSB Base InsideSB Base OutsideB‐8B‐9B‐10Janero Ave. SIsle Ave. SJasmine Ave SHillside Tr. S90th St80th St
American Engineering Testing, Inc.550 Cleveland Avenue NorthSt. Paul, Minnesota 55114Phone: (651) 659-9001Fax: (651) 659-1379Units: inchesProject: Date:7/1/20AET Job No.:28-20309Test Date:5/22/20Average CV 15th Min. Average CV 15th Min.Road: Section/Grid:S03BP5.2 13% 4.7 4.2 5.3 13% 4.7 4.3From: To:~350' S of 70th StreetBase5.2 20% 4.2 2.5 5.9 20% 4.8 3.2BP +Base10.4 11% 9.3 7.4 11.2 12% 9.9 8.4GENERAL INFORMATION: GROUND PENETRATING RADARSUMMARY STATISTICSJamaica Avenue Improvements80th StJamaica AvenueSB Inside Lane SB Outside LaneLayer-18.0-16.0-14.0-12.0-10.0-8.0-6.0-4.0-2.00.00.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0Depth (in)GPR Distance (mi) Ground Penetrating Radar Pavement Thickness SurveySB BP InsideSB BP OutsideSB Base InsideSB Base OutsideB‐7Indian Blvd. S75th St. S80th St.
Report of Geotechnical Exploration
Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN
July 2, 2020 ENGINEERING
AET Report No. 28-20309 TESTING, INC.
Appendix D
Geotechnical Report Limitations and Guidelines for Use
Appendix D
Geotechnical Report Limitations and Guidelines for Use
AET Project. 28-20309
Appendix D – Page 1 of 2 AMERICAN ENGINEERING TESTING, INC
D.1 REFERENCE
This appendix provides information to help you manage your risks relating to subsurface problems which are caused by
construction delays, cost overruns, claims, and disputes. This information was developed and provided by ASFE1, of which, we
are a member firm.
D.2 RISK MANAGEMENT INFORMATION
D.2.1 Geotechnical Services are Performed for Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study
conducted for a civil engineer may not fulfill the needs of a construction contractor or even another civil engineer. Because each
geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one
except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who
prepared it. And no one, not even you, should apply the report for any purpose or project except the one originally contemplated.
D.2.2 Read the Full Report
Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an
executive summary. Do not read selected elements only.
D.2.3 A Geotechnical Engineering Report is Based on A Unique Set of Project-Specific Factors
Geotechnical engineers consider a few unique, project-specific factors when establishing the scope of a study. Typically factors
include: the client’s goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and
configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads,
parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise,
do not rely on a geotechnical engineering report that was:
not prepared for you,
not prepared for your project,
not prepared for the specific site explored, or
completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect:
the function of the proposed structure, as when it’s changed from a parking garage to an office building, or from a light
industrial plant to a refrigerated warehouse,
elevation, configuration, location, orientation, or weight of the proposed structure,
composition of the design team, or
project ownership.
As a rule, always inform your geotechnical engineer of project changes, even minor ones, and request an assessment of their
impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not
consider developments of which they were not informed.
D.2.4 Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a
geotechnical engineering report whose adequacy may have been affected by: the passage of time; by man-made events, such as
construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always
contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing
or analysis could prevent major problems.
1 Geoprofessional Business Association, 1300 Piccard Drive, LL14, Rockville, MD 20850
Telephone: 301/565-2733: www.geoprofessional.org
Appendix D
Geotechnical Report Limitations and Guidelines for Use
AET Project. 28-20309
Appendix D – Page 2 of 2 AMERICAN ENGINEERING TESTING, INC
D.2.5 Most Geotechnical Findings Are Professional Opinions
Site exploration identified subsurface conditions only at those points where subsurface tests are conducted or samples are taken.
Geotechnical engineers review field and laboratory data and then apply their professional judgment to render an opinion about
subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated
in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most
effective method of managing the risks associated with unanticipated conditions.
D.2.6 A Report’s Recommendations Are Not Final
Do not over rely on the construction recommendations included in your report. Those recommendations are not final, because
geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize their
recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who
developed your report cannot assume responsibility or liability for the report’s recommendations if that engineer does not perform
construction observation.
D.2.7 A Geotechnical Engineering Report Is Subject to Misinterpretation
Other design team members’ misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk
by having your geotechnical engineer confer with appropriate members of the design team after submitting the report. Also retain
your geotechnical engineer to review pertinent elements of the design team’s plans and specifications. Contractors can also
misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and
preconstruction conferences, and by providing construction observation.
D.2.8 Do Not Redraw the Engineer’s Logs
Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To
prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in
architectural or other design drawings. Only photographic or electronic reproduction is acceptable but recognizes that separating
logs from the report can elevate risk.
D.2.9 Give Contractors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions
by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical
engineering report, but preface it with a clearly written letter of transmittal. In the letter, advise contractors that the report was not
prepared for purposes of bid development and that the report’s accuracy is limited; encourage them to confer with the geotechnical
engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of
information they need or prefer. A prebid conference can also be valuable. Be sure contractors have sufficient time to perform
additional study. Only then might you be able to give contractors the best information available to you, while requiring them to at
least share some of the financial responsibilities stemming from unanticipated conditions.
D.2.10 Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other
engineering disciplines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims,
and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory
provisions in their report. Sometimes labeled “limitations” many of these provisions indicate where geotechnical engineers’
responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask
questions. Your geotechnical engineer should respond fully and frankly.
D.2.11 Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoenvironmental study differ significantly from those used to perform
a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings,
conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants.
Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own
geoenvironmental information, ask your geotechnical consultant for risk management guidance. Do not rely on an environmental
report prepared for someone else.