HomeMy WebLinkAbout2015-11-18 PACKET 12.A. REQUEST OF CITY COUNCIL ACTION COUNCIL AGENDA
MEETING ITEM #�� �
DATE 11/18/15 •
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PREPARED BY: Community Development Jennifer Levitt
ORIGINATING DEPARTMENT STAFF AUTHOR
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COUNCIL ACTION REQUEST:
Workshop: 2016 Pavement Management Project
STAFF RECOMMENDATION:
Workshop: 2016 Pavement Management Project
BUDGET IMPLICATION: $N/A $N/A N/A
BUDGETED AMOUNT ACTUAL AMOUNT FUNDING SOURCE
ADVISORY COMMISSION ACTION:
DATE REVIEWED APPROVED DENIED
❑ PLANNING
❑ PUBLIC SAFETY ❑ ❑ ❑
❑ PUBLIC WORKS � � �
❑ PARKS AND RECREATION
❑ HUMAN SERVICES/RIGHTS ❑ ❑ ❑
� ECONOMIC DEV. AUTHORITY � � �
SUPPORTING DOCUMENTS:
❑ MEMO/LETTER:
❑ RESOLUTION:
❑ ORDINANCE:
❑ ENGINEERING RECOMMENDATION:
❑ LEGAL RECOMMENDATION:
❑ OTHER:
ADMINISTRATOR'S COMMENTS:
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'" ity Administrator ate
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COUNCIL ACTION TAKEN: ❑ APPROVED ❑ DENIED ❑ OTHER
Cottage
� Grove
�hete Pride and P�°SPerity Meet
Feasibility Report for
2016 Pavement Management Project
City of Cottage G rove, M i n nesota
November 2015 �
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Project Number N14.110098
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BOLTON 8� MENK, INC�
Cansulting Engineers&Surveyors
• = BOLTON � M � NK , INC�
. Consulting Engineers & Surveyors
" 2035 County Road D East• Suite B • Maplewood, MN 55109-5314
Phone(651)704-9970• Fax(651) 704-9971
www.bolton-men k.com
December 16, 2015
Honorable Mayor and City Council
City of Cottage Grove
12800 Ravine Parkway South
Cottage Grove, MN 55016
RE: 2016 Pavement Management Project
BMI Project No. N14.110098
Honorable Mayor and City Council Members, � �
Enclosed for your review is the 2016 Pavement Management Project Feasibility Report.The project
scope includes street rehabilitation and utility repairs within pavement district D2, a portion of F3 and
F5, and 80th Street between Ideal and Jamaica Avenue, 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.
/"Vw"' ��
Michael Boex, PE
DESlGN1NG FOR A BETTER TOMORROW
Bolton &Menk is an equal opportunity em�loyer
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TABLE OF CONTENTS
Tableof Contents......................................................................................................i
Certification............................................................................................................iii
Introduction.............................................................................................................1
Existing Conditions—Districts D2, F3, FS....................................................................2
Streets.......................................................................................................................2
Walkway....................................................................................................................4
SanitarySewer..........................................................................................................4
WaterMain...............................................................................................................4
StormSewer..............................................................................................................4
Existing Conditions—80t"Street South......................................................................5
Streets.......................................................................................................................5
Trail ...........................................................................................................................7
SanitarySewer..........................................................................................................7
WaterMain...............................................................................................................7
StormSewer..............................................................................................................7
Proposed Improvements—Districts D2, F3, FS...........................................................7
Streets.......................................................................................................................7
Walkway....................................................................................................................8
SanitarySewer..........................................................................................................9
WaterMain...............................................................................................................9
StormSewer..............................................................................................................9
StormWater Quality.................................................................................................9
Proposed Improvements—80t"Street South .............................................................9
Streets.......................................................................................................................9
Trail .........................................................................................................................10
SanitarySewer........................................................................................................10
WaterMain.............................................................................................................10
StormSewer............................................................................................................10
StormWater Quality...............................................................................................11
Permitsand Easements ..........................................................................................11
EstimatedCosts......................................................................................................11
CostAllocation........................................................................................................12
City of Cottage Grove, Minnesota Table of Contents
2016 Pavement Management Project Page i
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Financing.................................................................................................................14
PublicHearing........................................................................................................15
ProjectSchedule.....................................................................................................15
Conclusion and Recommendations .........................................................................15
TABLES
Table 1—Existing Street Section(Districts D2, F3, F5) ................................................3
Table 2—80t"Street Core Results..............................................................................5
Table 3—80t"Street GPR Results...............................................................................6
Table 4—80t"Street FWD Results..............................................................................6
Table 5—Estimated Cost Summary.........................................................................11
Table 6—Residential Deductions.............................................................................12
Table 7—Residential Cost Allocation.......................................................................13
Table 8—Estimated Cost Per Residential Unit..........................................................13
Table 9—Religious Institution.................................................................................14
Table10—Cost Summary........................................................................................14
Table 11—Cost Per Unit Comparison.......................................................................16
APPENDIX
Appendix A—Existing Pavement Condition Photos..................................................17
AppendixB—Figures..............................................................................................27
Appendix C—Cost Estimate Summary.....................................................................40
Appendix D—Preliminary Assessment Roll..............................................................42
Appendix E—Pavement Cores.................................................................................52
Appendix F—Falling Weight Deflectometer Results.................................................65
City of Cottage Grove, Minnesota Table of Contents
2016 Pavement Management Project Page ii
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CERTIFICATION
�
2016 Pavement Management Project
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 16, 2015
City of Cottage Grove, Minnesota
2016 Pavement Management Project Page iii
INTRODUCTION
The Pinehill Acres 15t Addition, Pinehill Acres 2nd Addition, Pinehill Acres 4th Addition, Pine Glen Addition,
80th Place, 80th Place West, 80th Place South, Pine Meadow 15t Addition, and portions of the Pine
Meadow 3rd Addition and Pine Meadow 4th Addition have been identified as candidates for
rehabilitation during the 2016 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 2016 Pavement Management Project.
The Pinehill Acres 15t Addition, Pinehill Acres 2nd Addition, Pinehill Acres 4th Addition, and Pine Glen
Addition are located east of Hadley Avenue and north of 95th Street.They are part of Pavement
Management District D2, as shown on Figure 1.
80th Place, 80th Place West, 80th Place South, Pine Meadow 15t Addition, and portions of Pine Meadow 3rd
Addition, and Pine Meadow 4th Addition are located west of County Road 19 and south of 80th Street.
They are part of a portion of Pavement Management Districts F3 and F5, as shown on Figure 1.
There are 28 residential streets within these neighborhoods totaling approximately 25,000 lineal feet.
80th Street accounts for an additional 3,800 lineal feet of street.
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:
District D2
1. Harkness Avenue So.from 95nd Street So.to 92th Street So.
2. Harkness Court So. from Harkness Avenue So. to cul-de-sac (9448-9476)
3. 92nd Street So. from Harkness Avenue So. to Hadley Avenue So.
4. Hamlet Avenue So. from 95th Street So. to Harkness Avenue So.
5. Hames Avenue So.from Hamlet Avenue So. to Harkness Avenue So.
6. 94th Street So. from Hadley Avenue So.to Hamlet Avenue So.
7. Lower 94th Street So. loop from 94th Street So. to 94th Street So.
8. Hale Avenue So. from 94th Street So. to 92nd Street So.
9. Hallmark Avenue So. from 94th Street So. to 92nd Street So.
District F3
1. 82nd Street So. from approximately 175' south of Johansen Avenue So. to Johansen Avenue So.
2. Johansen Avenue So. from approximately 650' north of 84th Street So. to Joliet Avenue So.
3. Jody Avenue So. from Johansen Avenue So.to Joliet Avenue So.
4. Joliet Avenue So. from approximately 775' north of 82nd Street So. to 80th Street So.
5. Jocelyn Avenue So.from Jody Avenue So. to 80th Street So.
6. Jocelyn Avenue So. cul-de-sac (8024-8072)
7. Jocelyn Avenue So. cul-de-sac (8033-8065)
District F5
1. Johansen Avenue So. from approximately 165' north of Jody Circle So. to approximately 650'
north of 84th Street So.
2. Jody Lane So. loop from Johansen Avenue So. to Johansen Avenue So.
3. Jody Court So. from Jody Lane So.to cul-de-sac (8448-8478)
City of Cottage Grove, Minnesota Introduction
2016 Pavement Management Project Page 1
4. 85th Street Place So. from 85th Street So. to cul-de-sac (9758-9794)
5. 84th Street So. from Johansen Avenue So. to 82nd Street So.
6. 84th Street Bay So.from 84th Street So. to cul-de-sac (9632-9680)
7. 84th Street Circle So. from 84th Street So. to cul-de-sac (9712-9744)
8. Jorgensen Avenue So.from 85th Avenue So.to 82nd Avenue So.
9. Jorgensen Alcove So. from Jorgensen Avenue So. to cul-de-sac (8261-8315)
10. 82nd Street So. from approximately 175' south of Johansen Avenue So. to County Road 19
11. 82nd Street from 82nd Street So. to cul-de-sac(9686-9772)
12. Joliet Avenue South from 82nd Street So. to approximately 775' north of 82nd Street So.
Other
1. 80th Street South from Ideal Avenue to Jamaica Avenue
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 2016 as shown in the detailed project schedule
found on page 15.
EXISTING CONDITIONS— DISTRICTS D2, F3, F5
Streets
The streets within District D2, F3, and F5 are urban-residential and were originally constructed in the
late 1970s through the early 1990s. Generally, the streets are 32 feet wide (from face of curb to face of
curb) with D412 concrete curb and gutter.The in-place pavement section was designed to be
approximately 3" of bituminous over 6" of aggregate base.The following streets are classified as major
collectors in the City's comprehensive plan:Joilet Avenue between 80th Street and Johansen Avenue,
Johansen Avenue, and 85th Street.
A visual inspection was performed in 2015 to evaluate pavement surface conditions.The inspection
determined the Pavement Condition Index(PCI) of these streets generally ranges from 40-50.
Pavements in that range are considered "Fair" and generally have significant or major distress. Figure 2
depicts the age of the streets within the neighborhood and Figure 4 depicts the visual pavement rating
for each street segment. In addition, there are sections of existing curb and gutter that have settled,
cracked, or have other defects that will require replacement. Appendix A contains some representative
photos of the existing pavement condition. Pothole repairs and skin patch overlays have been
performed to keep the road in a drivable and relatively smooth condition. In District D2, a seal coat was
last performed in 2005 and in F3/F5 it was last performed in 2010. 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 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. From the cores, it can be seen that the average section in the
neighborhoods consists of approximately 4 inches of bituminous over 10 inches of base.The thicker
City of Cottage Grove, Minnesota Existing Conditions—Districts D2, F3, F5
2016 Pavement Management Project Page 2
than expected bituminous is in part due to multiple seal coat applications or a skin patch overlay, as well
as difficulty in evaluating bituminous depths from the stripped cores.
Table 1—Existing Street Section(Districts D2, F3, F5)
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No. Location Bituminous Aggregate Base Condition
(in) (in)
1 9300 Hale Ave S (D2) 3.75 5 Moderately stripped
2 9177 Harkness Ave S (D2) 3 9 Severely stripped,
broken
3 9438 Hallmark Ave S (D2) 4 12 Severely stripped,
broken
4 9484 Hames Ave S (D2) 4.75 12 Severely stripped,
broken
5 9453 Harkness Ave S (D2) 4.25 16 Moderately stripped
6 8094 Jocelyn Ave S (F3) 4 14 Moderately stripped
7 9138 Johansen Ave S (F3) 3.75 � Severely stripped,
broken
8 8168 Joliet Ave S (F5) 5 4 Severely stripped,
broken
9 9959 82nd St S (F5) 5 6.25 Moderately stripped
10 8346 Jorgensen Ave S (F5) 4 18 Severely stripped,
broken
11 9782 85th St Place S (F5) 3.5 12 Severely stripped,
broken
12 9646 84th St Bay S (F5) 5 9 Severely stripped,
broken
13 8316 Jody Lane S (F5) 4.5 13.5 Severely stripped,
broken
14 8480 Jody Lane S (F5) 4.5 10 Severely stripped,
broken
15 8446 Johansen Ave S (F5) 4.5 7.5 Severely stripped
16 9640 82nd St S (F5) 4.75 9 Severely stripped,
broken
Average: 4.25 10.25
City of Cottage Grove, Minnesota Existing Conditions—Districts D2, F3, F5
2016 Pavement Management Project Page 3
All sixteen cores within the residential neighborhoods displayed degradation due to 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. Eleven of the cores were noted as broken,
meaning the stripping was severe enough that the top layer of bituminous fell apart as the core was
extracted.The locations of stripping coincided with areas where Public Works has performed extensive
maintenance via skin patch overlays and patching. Pictures of the pavement cores can be seen in
Appendix F.
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 due to the stripped pavement material raveling and
breaking apart.
Walkway
There is an existing 6' wide concrete sidewalk along the west side of Joliet Avenue between 80th Street
and Johansen Avenue and along the north and west side of Johansen Avenue throughout the entire
project area approximately 11' behind the curb.The concrete sidewalk has approximately 8 panels that
are cracked. Existing pedestrian ramps are non-compliant with the Americans with Disabilities Act (ADA).
Sanitary Sewer
The sanitary sewer system within the project area consists primarily of 8-inch diameter VCP, PVC, and
DIP.The existing sanitary sewer has been televised to evaluate pipe condition.The televising reports
show that the pipe is generally in good condition. However, some problems encountered in the existing
sanitary sewer were root intrusion, cracked pipe and sags. Miscellaneous structure repairs including
patching, lining, and other repairs were noted during the inspections. The trunk pipe located northeast
of neighborhood D2 has significant root intrusion.
Water Main
The water mains within the project area consist of 6, 8, and 18-inch diameter DIP.The mains were
installed in conjunction with the development of the neighborhoods. In F3/F5, the 18-inch trunk main
extends along Jocelyn Avenue from 80th Street to Jody Avenue, along Jody Avenue from Jocelyn Avenue
to Johansen Avenue, and along Johansen Avenue from Jody Avenue to approximately 125 lineal feet
south, then extending west through City green space. In D2,the 0.5 MG Pinehill tower is located north
of 92nd Street. The 18-inch trunk main extends along 92nd Street from the tower to Hadley Ave, and
along Hale Avenue from 92nd Street to Lower 94th Street, and through greenspace from Lower 94th Street
to 95th Street.
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's 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. Storm sewer mains are generally in good condition.
However, some problems encountered in the existing storm sewer were cracked or broken pipes and
dirty lines. In District D2, eight storm stuctures were noted as being beyond the point of being
City of Cottage Grove, Minnesota Existing Conditions—Districts D2, F3, F5
2016 Pavement Management Project Page 4
effectively patched or repaired. Miscellaneous structure patching, lining, and other repairs were also
noted during the inspections.
EXISTING CONDITIONS— 80T" STREET SOUTH
Streets
The segment of 80th Street between Ideal Avenue and Jamaica Avenue was reconstructed in 1998 as
shown on Figure 3.This segment is a 4-lane undivided roadway 47 feet wide excluding turn lanes (from
face of curb to face of curb). 80th Street is classified as a minor arterial in the City's comprehensive plan
and is part of the City's Municipal State Aid (MSA) street system.The in-place pavement section of this
segment was designed to be approximately 5" of bituminous over 6" of aggregate base.Traffic volumes
along this segment of 80th Street currently range from 7900 to 8300 AADT.
Coring of the pavement was performed to determine the thickness of the existing street section and
evaluate condition of the in-place bituminous. Soil borings were also taken to classify the subgrade soils.
From the cores, it can be seen that the average section consists of approximately 6 inches of bituminous
over 10-11 inches of base.
Table 2—80t"Street Core Results
Bituminous Aggregate Subgrade Soil
No. Location Condition
(in) Base(in) Classification
ST-7 gg52 80th St S, EB Inside 6 11 Good SP-SM
Lane Condition
ST-8 8726 80th St S,WB 6 11 Good SC
Outside Lane Condition
8501 80th St S, EB
ST-9 Outside Lane � 9 SP-SM
ST- 8304 80th St S,WB
10 Inside Lane � 11 SP-SM
Average: 6.5 10.5
Additional testing was performed on 80th Street in an effort to better identify the properties of the
roadway.Therefore, falling weight deflectometer (FWD) and ground penetrating radar(GPR)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. GRP was used to supplement the cores
and obtain more data points regarding pavement and aggregate base thicknesses.The pavement
section properties obtained from the GPR is presented below.
City of Cottage Grove, Minnesota Existing Conditions—80th Street South
2016 Pavement Management Project Page 5
Table 3—80t"Street GPR Results
.
No. Location Ave. Bit(in) CV Ave. Base(in) CV
1 Ideal to Jamaica, EB 6 10% 10.6 16%
Inside Lane
Z Ideal to Jamaica,WB 5.4 5% 10 24%
Inside Lane
Z Ideal to Jamaica, EB 5.9 6% 10.3 6%
Outside Lane
4 Ideal to Jamaica,WB 5.6 5% 10.3 8%
Outside Lane
Average: 5.7 7% 10.4 14%
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. Detailed FWD results are listed in Appendix F.
Table 4—80t"Street FWD Results
.
No. Location Ave. R Value Ave. Effective GE Ave. Allowable Axle Load (Tn)
Ideal to Jamaica EB
1 Inside Lane Z3.2 30.9 13.8
Z Ideal to Jamaica,WB Z9 3 29 14.5
Inside Lane
Z Ideal to Jamaica, EB Z5 30.3 14.3
Outside Lane
4 Ideal to Jamaica,WB Zg 31.5 15.6
Outside Lane
Average: 26.4 30.4 14.6
Cores were also taken at two locations of observed rutting on 80th Street. Rutting is a surface depression
in the wheel path that may be accompanied by pavement uplift alongside the rut. It's a result of a
permanent deformation in any of the pavement layers or subgrade due to traffic loading. From the
observations of the cores, it appears that the rutting is limited to the surface course of bituminous and it
does not appear to extend into the aggregate base or subgrade materials.
City of Cottage Grove, Minnesota Existing Conditions—80th Street South
2016 Pavement Management Project Page 6
City staff has expressed concerns about the severe joint deterioration, rutting within the wheel path,
and overall ride quality of the roadway. A visual inspection was performed in 2015 to evaluate
pavement surface conditions.The inspection determined the PCI of this section is approximately 35 as
shown on Figure 5. Pavements in this range are considered "Poor" and generally have major distress. It
should be noted that the quantity of rutting present on 80th Street had a significant effect on the
condition rating.The existing concrete curb and gutter is generally in good condition,with
approximately 10%of the curb being damaged.
Trail
There is an existing 8' wide bituminous trail along both sides of 80th Street between 79th Street and
Isleton Avenue.There is also an 8'wide bituminous trail along the north side of 80th Street between
Ivystone Avenue and Jamaica Avenue. The trail typically exhibits wide transverse joints every 15-25 If
with localized patching. Existing pedestrian ramps are non-compliant with the Americans with
Disabilities Act (ADA).
Sanitary Sewer
The sanitary sewer system along 80th Street consists of 8 to 9-inch diameter VCP and 15-inch diameter
RCP.The existing sanitary sewer has been televised to evaluate pipe condition.The televising reports
show that the pipe is in good condition. However, some problems encountered in the existing sanitary
sewer were root intrusion, cracked pipe and sags. Miscellaneous structure repairs including patching,
lining, and other repairs were noted during the inspections.
Water Main
The water mains along 80th Street consist of 6, 12, 24, 30, and 36-inch diameter DIP and CIP.The mains
were installed as part of multiple projects at various times ranging from 1963 to 2008.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's 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. Storm sewer mains are generally in good condition.
However, some problems encountered in the existing storm sewer were cracked or broken pipes and
dirty lines. Miscellaneous structure patching, lining, and other repairs were noted during the
inspections.The existing 54-inch RCP trunk storm sewer under 80th Street from Pinetree Pond is
severley deteriorated with exposed reinforment and will need rehabilitation.
PROPOSED IMPROVEMENTS — DISTRICTS D2, F3, F5
Streets
Due to the range of pavement ages within Districts D2, F3, and F5, two primary rehabilitation methods
would typically be proposed in accordance with the City's pavement management plan, pavement
replacement and mill-overlay. However, due to the observed depth and extent of the pavement
stripping in the cores, extent of previous City maintenance, and past City experience with streets of this
City of Cottage Grove, Minnesota Proposed Improvements—Districts D2, F3, F5
2016 Pavement Management Project Page 7
age and condition, a mill-overlay is not recommended at this time. While some streets may be able to
successfully accept a mill-overlay, the severity of cracking in the base course is anticipated to vary
greatly.Therefore,the project area was viewed as a whole for future maintenance and management.
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 D2, F3, and F5 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 Districts F3 and F5 is proposed to undergo spot replacement.The curb
in poor condition will be evaluated for removal just prior to construction, but preliminary estimates
indicate that approximately 35%will need to be removed and replaced.The percentage of curb isn't
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.
The concrete curb and gutter in District D2 is proposed to undergo full replacement. This is due to
multiple factors: approximately half of the neighborhood has curb that is 37 years old and nearing the
end of its useful life, the remaining curb has significant surface deterioration or other defects, and curb
maintenance in this neighborhood has been high.The existing D412 concrete curb and gutter will be
replaced with a 28" surmountable curb and gutter.
In locations where curb is replaced in front of driveways, curb will be removed and replaced and each
driveway would 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.
Concrete pads for community mailboxes will only be replaced in the D2 neighborhood with full curb
replacement.
Restoration is anticipated to consist of screened Premium Topsoil Borrow with seed and hydromulch.
Traffic signs are proposed to be replaced as a part of this project to meet federal retroreflectivity
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 street light system will be evaluated for repair. In F3 & F5 where spot curb replacement is
proposed, faulty direct-bury wiring will be replaced where necessary. In D2 where full concrete curb
replacement is proposed, the existing direct-bury street light wire is proposed to be replaced within a
PVC conduit. The City has experienced increased maintenance due to deterioration of the existing
direct-bury wire and the full curb removal process will likely impact the wiring.The new wire and
conduit will require the installation of hand holes at every street light pole due to insufficient conduit
size within the existing light pole base. In each neighborhood feed point cabinets and controllers will be
evaluated for replacement as a part of this project.
Walkway
The concrete sidewalk panels that are cracked are proposed to be replaced. Additional sidewalk panels
will also need to be removed in order to construct compliant pedestrian ramps. Costs have been
City of Cottage Grove, Minnesota Proposed Improvements—Districts D2, F3, F5
2016 Pavement Management Project Page 8
included in this report to update all pedestrian ramps to the current Americans with Disabilities Act
(ADA) standards. Pedestrian ramps for the trail along Hadley will be replaced as a part of this project
since they intersect the proposed street work, however no improvements for the trail are proposed at
this time.
Sanitary Sewer
Inline repairs are recommended to address cracks within the pipe. Where there are sags with a history
of back-ups, it is recommended that the pipe be removed and replaced.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.
The trunk pipe located northeast of neighborhood D2 is proposed to be lined as a part of the project to
address further root intrusion. Prior to the project, trees over the pipe will be cleared and grubbed and
roots will be cleared from the pipe.
Water Main
It is proposed that broken valve top sections be removed and replaced as a part of this project. In the
D2, F3, and F5 area, it is proposed that a small sample of valves be dug up and checked for bolt
corrosion in the early phase of the project prior to street work. 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 in
accordance with current City standards. In addition,the access drive to the 0.5 MG Pinehill is proposed
to be repaved as a 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 and leaking or offset joints.
Structures in poor condition will be replaced to conform to current City standards. Adjustment rings for
manholes will be replaced with HDPE rings. Catch basin rings will not be replaced unless the curb
adjacent to them is removed, or failure of the rings has occurred.The existing castings will be salvaged
and reinstalled. Miscellaneous structure patching, lining, 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 and valley gutter
installations 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 — 80T" STREET SOUTH
Streets
It's proposed that 80th Street will undergo a full pavement removal and replacement with 6 inches of
new pavement. Since the concrete curb and gutter is generally in good condition, it is proposed to
receive spot replacement. Curb will be evaluated just prior to construction, but preliminary estimates
City of Cottage Grove, Minnesota Proposed Improvements—80th Street South
2016 Pavement Management Project Page 9
indicate that less than 10%of the curb and gutter will be replaced as a part of this project.The proposed
improvements for 80th Street fall within the requirements of MSA reconditioning projects.
Like the neighborhood area, restoration is anticipated to consist of screened Premium Topsoil Borrow
with seed and hydromulch.Traffic signs are proposed to be replaced as a part of this project to meet
federal retroreflectivity requirements. In addition, signs will be evaluated for conformance to the
adopted City sign policy and signs will be removed or supplemented as required. Due to the current
width and lane configuration of 80th Street, State Aid will require the City to provide a no-parking
resolution and place signs accordingly.
The existing street light system will be evaluated for repair, but since the existing wiring is located within
a conduit it is anticipated to be in excellent condition. Feed point cabinets and controllers will be
evaluated for replacement as a part of this project.
An Emergency-Vehicle Hybrid Beacon (EVHB) is proposed at the fire station driveway onto 80th Street.
This type of beacon assigns the right-of-way to authorized emergency vehicles leaving the station. The
EVHB system is similar to the pedestrian HAWK system which remains dark unless activated.The EVHB is
activated by authorized emergency personnel and displays alternating flashing indications only when it's
required that drivers on 80th Street stop for an emergency vehicle leaving the station.
Trail
The existing trail's bituminous mat is proposed to be replaced as a part of this project. Costs have been
included in this report to update all pedestrian ramps to the current Americans with Disabilities Act
(ADA) standards.
Sanitary Sewer
Inline repairs are recommended to address cracks within the pipe. Where there are sags with a history
of back-ups, it is recommended that the pipe be removed and replaced.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
A 6-inch water service is proposed to be extended into Pinetree Pond Park,just east of the residential
property at 8726 80th Street.This water stub will be available for connection should that parcel ever
redevelop.
It is proposed that broken valve top sections be removed and replaced as a part of this project. 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 in
accordance with current City standards.
Storm Sewer
Like the neighborhood area, 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 leaking or offset
joints. Structures in poor condition will be replaced to conform to current City standards. Adjustment
rings for manholes will be replaced with HDPE rings. Catch basin rings will not be replaced unless the
curb adjacent to them is removed, or failure of the rings has occurred.The existing castings will be
salvaged and reinstalled. Miscellaneous structure patching, lining, and other repairs will be performed as
needed. Additional catch basins will be added to 80th Street in order to meet current State-Aid spread
requirements.
City of Cottage Grove, Minnesota Proposed Improvements—80th Street South
2016 Pavement Management Project Page 10
The corroded trunk 54-inch RCP trunk storm sewer under 80th Street is proposed to be rehbilitated to
prevent future deterioration of the pipe.
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.
PERMITS AND EASEMENTS
Because this project is considered a maintenance project that would not create any new impervious
surfaces and would not change the existing grade, hydraulics, or purpose of the roadway, the Phase II
General Storm Water Permit from the MPCA would not be required for that portion of the work.
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.
A Northern Natural Gas encroachment agreement or permit is anticipated for the improvements on
Joliet Avenue and Jody Avenue in District F3.
A Northern States Power encroachment agreement or permit is anticipated for the improvements on
82nd Street in District F5.
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 2016 construction season. All costs
include a twenty-five (25) percent allowance for indirect costs associated with the project (engineering,
administrative,financing, and legal) as well as a five (5) 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
D2 Pavement Replacement $2,337,288.10
Water Tower Driveway Pavement Replacement $34,217.01
F3/F5 Pavement Replacement $2,347,801.87
80th Street Pavement Replacement $1,590,733.16
Total Estimated Project Cost: $6,310,040.14
Costs presented include 5%contingency+ 25%indirect costs
City of Cottage Grove, Minnesota Permits and Easements
2016 Pavement Management Project Page 11
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
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,
and 75%of the project costs adjacent to the property are assessed to religious institutions. 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 in
order 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—Residential Deductions
� . � .._
Religious Street * Estimated
Location City Property Institution Width Other qssessment Deduct
D2 Pavement
Replacement $6,986.19 $0.00 $0.00 $420,675.94 $427,662.13
Water Tower Driveway
Pavement Replacement $0.00 $0.00 $0.00 $0.00 $0.00
F3/F5 Pavement
Replacement $48,325.51 $0.00 $0.00 $0.00 $48,325.51
80th Street Pavement
Replacement $1,086,678.64 $181,921.08 $21,158.94 $269,062.50 $1,558,821.16
Totals: $1,141,990.34 $181,921.08 $21,158.94 $689,738.44 $2,034,808.80
* Includes cost of trunk sanitary sewer repair in D2 and trunk storm sewer repair and Emergency-Vehicle
Hybrid Beacon on 80th Street.
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. The rehabilitation of
the 18-inch trunk sanitary sewer northeast of D2 and the 54-inch trunk storm pipe under 80th Street will
be covered by City funds and are deducted from the residential cost.
City of Cottage Grove, Minnesota Estimated Costs
2016 Pavement Management Project Page 12
Table 7—Residential Cost Allocation
-• . � . . . �- �.
Estimated Estimated Residential Residential Assessed
Location Amount
Project Cost Assessment Deduct Adjusted Cost o
(45/ofTotal)
District D2 $2,337,288.10 $427,662.13 $1,909,625.97 $859,331.69
Water Tower
Driveway $34,217.01 $0.00 $0.00 $0.00
District F3/F5 $2,347,801.87 $48,325.51 $Z,Z99,476.36 $1,034,764.36
80th Street $1,590,733.16 $1,558,821.16 $31,912.01 $14,360.40
Totals: $6,310,040.14 $2,034,808.80 $4,241,014.34 $1,908,456.45
Based on the table below, the total single family residential assessment is$4,996.11 per unit in D2,
$3,890.09 per unit in F3/F5, and $14,360.40 per unit on 80th Street.
Table 8—Estimated Cost Per Residential Unit
-• . �-
Assessable Assessed Assessed Cost Special
Location Amount(45% Per RBLE Unit Benefit
RBLE Units
of Total) Per Policy Appraisal
D2 Pavement Replacement 172 $859,331.69 $4,996.11 TBD
F3/F5 Pavement Replacement 266 $1,034,764.36 $3,890.09 TBD
80th Street Pavement Replacement 1 $14,360.40 $14,360.40 TBD
Totals: 439 $1,908,456.45
When the calculated assessment exceeds the special benefit appraisal, the single-family assessments
will be proposed to be capped at the amount of the special benefit appraisal. If needed, City funds will
cover the difference between the calculated assessment and the benefit appraisal.
City of Cottage Grove, Minnesota Estimated Costs
2016 Pavement Management Project Page 13
Religious Institution Use:
Per the policy, Religious Institution properties were calculated to be the following:
Table 9—Religious Institution
• . .
Institution Abutting Estimated Special
Property Front Street Costs Total Cost Assessment Benefit
Frontage ($/If) * (75%of Total Cost) Appraisal
Church of St Rita 344 ft $170.10 $58,514.12 $43,885.59 TBD
902721430004
Church of St Rita 344 ft $170.10 $58,514.12 $43,885.59 TBD
902721430005
Crossroads Church 381.5 ft $170.10 $64,892.84 $48,669.63 TBD
902721440086
Totals: 1,069.5 ft $181,921.08 $136,440.81 TBD
* Cost includes street& utilities; includes 50%reduction for property on one side of street. Cost
excludes trunk storm sewer repair and Emergency-Vehicle Hybrid Beacon.
Summary:
The IMTF policy therefore allocates costs in the following manner:
Table 10—Cost Summary
-. . � . . �- �.
Residential Religious Institution Estimated
Location Assessed Amount Assessed Amount Other Funds* project Cost**
(45%of Total) (75%of Total)
District D2 $859,331.69 $0.00 $1,477,956.42 $2,337,288.11
Water Tower
Driveway $0.00 $0.00 $34,217.01 $34,217.01
District F3/F5 $1,034,764.36 $0.00 $1,313,037.51 $2,347,801.87
80th Street $14,360.40 $136,440.81 $1,439,931.95 $1,590,733.16
Totals: $1,908,456.45 $136,440.81 $4,265,142.89 $6,310,040.15
*See Appendix C for Fund Breakout
**Total Project Cost (5%contingency+ 25% Indirect)
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
Enterprise funds for items such as storm sewer improvements. Figures 11 and 12 depicts the assessable
parcels for the project.
City of Cottage Grove, Minnesota Estimated Costs
2016 Pavement Management Project Page 14
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 2016:
• 06/03/2015 Council Orders Feasibility Report
• 11/18/2015 Council Workshop
• 12/09/2015 Hold Neighborhood Meeting
• 12/16/2015 Council Receives and Approves Feasibility Report
Council Sets a Public Improvement Hearing Date
• 01/06/2016 Council Holds Public Improvement Hearing
Council Orders the Preparation of the Plans and Specifications
• 03/02/2016 Council Approves the Plans and Specifications
• 3/31/2016 Project Bid Date
• 04/06/2016 Contract Award
• Spring 2016 Begin Construction
• September 2016 Complete Construction
• September 2016 Council Sets Assessment Hearing Date
• October 2016 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 2016 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:
City of Cottage Grove, Minnesota Public Hearing
2016 Pavement Management Project Page 15
Table 11—Cost Per Unit Comparison
. .- . .. .
2016 Pavement Management Project (Estimated)
District D2—Pavement Replacement Area & Full Curb $152.08
District F3/F5—Pavement Replacement Area & Spot Curb $115.42
80th Street $259.20
2015 Pavement Management Project (Bid Results)
District F2/F3/F4—Pavement Replacement& Spot Curb $84.10
90th Street $208.59
2014 Pavement Management Project (Bid Results) $92.63
2013 Pavement Management Project (Bid Results)
District C1& District C2—Pavement Replacement Area & Full Curb $151.18
District C2—Mill & Overlay Area $94.09
From the tabulation above, it can be seen that the cost to rehabilitate in the residential areas are similar
to past projects of like scope.The increase depicted is partially due to the anticipated rise in
construction and material costs and the additional curb and gutter replacement that will be necessary
with this project.
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 to is feasible.The deteriorated condition of the pavement, stable condition of the
subgrade, and condition of the concrete curb and gutter suggest that various methods of rehabilitation
be performed.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 Conclusion and Recommendations
2016 Pavement Management Project Page 16
•
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APPENDIX A - EXISTING PAVEMENT
CONDITION PHOTOS
City of Cottage Grove, Minnesota Appendix A—Existing Pavement Condition Photos
2016 Pavement Management Project Page 17
•
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District D2
Approximate Location: 7064 92nd Street
Extensive cracking, route &seal of joints, recent blow patching over old patches
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District D2
Approximate Location: 7016 92nd Street
Extensive cracking, previous route &seal, extensive patching
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City of Cottage Grove, Minnesota Appendix A—Existing Pavement Condition Photos
2016 Pavement Management Project Page 18
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District D2
Approximate Location: 9404 Hamlet Avenue
Intermediate to severe asphalt stripping adjacent to previous patching of stripped areas
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District D2
Approximate Location: 9457 Hames Avenue
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City of Cottage Grove, Minnesota Appendix A—Existing Pavement Condition Photos
2016 Pavement Management Project Page 19
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District D2
Approximate Location: 9411 Hamlet Avenue
Skin patch overlay of stripped pavement, block cracking
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District D2
Approximate Location: Lower 94th at Hallmark
Temporary skin patch overlay of stripped pavement
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City of Cottage Grove, Minnesota Appendix A—Existing Pavement Condition Photos
2016 Pavement Management Project Page 20
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District F3
Approximate Location: 8072 Jocelyn Avenue
Small block cracking and pavement fatigue
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District F3
Approximate Location: 8045 Joliet Avenue
Reflective cracking through temporary skin patch overlay
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City of Cottage Grove, Minnesota Appendix A-Existing Pavement Condition Photos
2016 Pavement Management Project Page 21
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District F5
Approximate Location: 8377 Jody Lane
Asphalt stripping and previous patching
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District F5
Approximate Location: 8417 Johansen Avenue
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City of Cottage Grove, Minnesota Appendix A—Existing Pavement Condition Photos
2016 Pavement Management Project Page 22
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District F5
Approximate Location: 85th Street Place cul-de-sac
Previous bituminous patching of asphalt stripping failing
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Approximate Location: 82nd Street at Johansen Avenue
Small block cracking, pavement aging evident
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City of Cottage Grove, Minnesota Appendix A—Existing Pavement Condition Photos
2016 Pavement Management Project Page 23
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80t"Street
Approximate Location: Pinetree Pond Park
Wheel path rutting, patched thermal crack, and longitudinal cracking
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80t"Street
Approximate Location: East of Ideal Avenue
Severely deteriorated thermal crack, wheel path rutting and poor ride quality
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City of Cottage Grove, Minnesota Appendix A—Existing Pavement Condition Photos
2016 Pavement Management Project Page 24
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80t"Street
Typical core at transverse thermal crack
Joint tighter at surface and widens towards bottom
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City of Cottage Grove, Minnesota Appendix A—Existing Pavement Condition Photos
2016 Pavement Management Project Page 25
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District D2 Curb&Gutter
Significant front edge chipping
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City of Cottage Grove, Minnesota Appendix A—Existing Pavement Condition Photos
2016 Pavement Management Project Page 26
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APPENDIX B - FIGURES
City of Cottage Grove, Minnesota Appendix B—Figures
2016 Pavement Management Project Page 27
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� _�� � � � �`. ��; i i LEGEND:
� � ��� � `y-�t r -t � � i i `�'��_;;,, � �i. �: i �� ��� ❑❑ � �� I �
I `�� �I� ������'`�� F+i-I-,�-�4��� � - i i I '��;;\�,,\ i i II i �I � . i
� � i _�_ � i� � � \ �� � � � 2016 PROJECT LIMITS
* � r -�� ��- 1�,;\ I. I � �a T ❑ � \
� �� I 11�1� ��� —�— —� — —���_�` = I — � — —����� � ���\\ — —
J��_ � F1 r ar� YL-'G / � i i ��� i � , i r-___
ra�-�_
`� Cottage BO LTO N 8c M E N K� 1 N C_ COTTAGE GROVE, MINNESOTA
JGI'OV2 0 600 1200 Consulting Engineers & Surveyors 2016 PAVEMENT MANAGEMENT
2035 County Road D East,Suite B-Maplewood,Minnesota 55109
�hP�e Pride ardP�pzperity Meet HOfiZOntal Scale In Feet Phone:651-704-9970 Email:Maplewood@bolton-menk.com
www.bolton-menk.com PROJECT LOCATION MAP FIGURE 1
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L-- . �-- 9225 � � / 9225 /� \ 8136 �\ \ /� 8138 I 8144�/\\ �81]1 f--------------
/ i � � . siss � v� � 1
I I I I I I i ezoo i � i� � � I � siea � � i \\ , � , �sow wze��9�ss �`� / i �� � I
9232 9233 9236 / / � \ 8149 \8152 \ /� 8156 \ 8189 \\
� �-- �-- 9z4�� � � � 9z43�� 1� = I�,\ , �� ,�e,�� ., ��� g�o3• I`� �� � , �, ,�� � i LEGEND:
� � �-- � � r-- 9�4 , / . 9��0 9�4z
I 9244� I 92Q5 � 9250 J�— �.�� � /�9 — '= i � \ �\]1 4S � //�'\8125�� �� ��� /8168� \\//8203��` �\
_� I = � Ix` gzsi� � zaz� � ` ' I 8198\ �8189 Q,J' <. sia9� *I�oa _ � ,/�� � �jr� CONSTRUCTED 1978
DI � I 9268 I IDr 9269 I 9262 II I Y__ I 9252 . /� 9269 � ♦ � � �.\ � \ _ __9]58 8190 �5 � 99]4
O J Tr�----J f� T / L---_ 8213 �4 � 9]66 � T�' � \
I I I I I I� gzn I �� � ��� � i Xsuz , �S i� � � ee9s zo T suz, ���� ��
j 9280 D 9281 92]8 D � 9�� 9640 9664 l/i
I__ I 1 IG I I �-� i � � szoa / � .r�'' + I I �-_ _� ■ I \ / � \ �
,^ 9z96 9Z61 � � �o ♦ I I � 98� 8z8 9846�c �` � CONSTRUCTED 1979
r,��� � I �n I ��� s�ai I �' V � ������ �� � ��� � sz3a �. ►�szz �s I eese enz� �� � � ����� �
I 9soo MLl stoi I 9z9s� Lm——�'-- 9zsi � � �P \
�� � � �� ��� �4�� 93�z � �� ��i ��o � --��3��'� �Fs ��,���� �� �"��gus ��' � � ���gzo9 � ��. � ����� CONSTRUCTED 1987
I I �--- 931� �� ,r � 82N STS T�—� •
- � � � ���� I I I I I I I � s2ND5T5 �
� � �--� �--�--� � I I �---� �tso y� ss � � � , szas � eeat eeii eesi wa9 esat / V esss� I I ��
stso essi stao sta� steo � t^ .� �, i szas \ I I eev�e�s�ees��esie I I I es e9s9 e9�s e9at� I
` � � � � � � � _� 9353 � / �1` \ � 9825� � i � � \
r-- T— --i— ---� A 9405���� � � � �����f � CONSTRUCTED 1989
stgz es9s st�o es�� stss i \ �� \ eeez I \ e�o / �
� � � � � � � I I st� � - i � i szsi ersa ■ ��I sni i �
� r � r�oeo T�oeo� r--T--7 = --�� 94��` �, ' � ano --��\ \ / eeea e�zs � e�sz e�eo szs� I �szeS`N i � _ — — — _ _ _
� � � �ozo I I 94TH�ST 5 � I es9s � noo � es9i � ��� eaoo J �eau ��� � i � A sn�� � � sr � I szei�� �azn��
� � '� gZ98 � �, � CONSTRUCTED 1991
I ■ —� L——�——J L——�——� y eaoi�� ii i� �'`` \ '� �� \ azes eesz eees� wza ��9�� ��P ——j I
�—— 9428 ♦ / 8316
+�■ ■■-��■ � i� `. �' 9°z9� \�� \ ' i � �'� 9650 96�o s 830J � I � CONSTRUCTED 1992
� eaoe eao9 � eaoz eaos I eaoa �n ea eazs � � � atzz szs� sso9 w_ —� wie i A szse� �, � �
� ��L-- --+--� L--�-- � �_ean� — �9�� i �ig����� �� �� f'-- �� � ain� eeas z e�z ��/wiz �wseA �s�, Q'ossis� ��
� g��831Z 96� —96��_�� 9�55��- / ------------ - CONSTRUCTED 1993
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��L-- --�---� �--�-- +— � 9aao i �9ass T �� � � ,
1�1 eazs I eaze I I I � �-- �� i �$' i v �� v � � atss $35i ��� Q' _�woo ���ay� i aiw �
ea3o eaz9 eazs ean I e. � -� �`C �� �
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� 9n�� � 9a�8�� � n -"� i '�
1�L--, 1 -- I — .L m �C 4 r7 � 9469/��♦. ' I 8388� —� 8364 Z 83&S � 9632 � \\ 8384 � 83]3
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/ / \ ♦` \ I � __ 8408 N 841] � 964]� ��9]54■ \� � \ 8418 —� ��
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� �r� �� � � � 9465 � , Y i ■I i I� �___ __ 8422 g4Z5 ��� 9�08� 1� . --i I PAVEMENTDISTRICT
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� I � I 9498 � � � � � �—i � � 9496 ——J ■' � ' �___ 8429 � 8434 � \9686\ � \ � // ——i �
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8445 / L ——�I
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,� �, � i i i i � �' �--� i i i i i � � � i i i i i i i i i i 8489 8495 � �� �� � � �■I--------i------� PAVEMENT CORES:
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DISTRICT D2 DISTRICT F3&F5 0
`� Cottage BO LTO N S� M E N K� I N C_ COTTAGE GROVE, MINNESOTA
� GI'OV2 0 200 400 Consulting Engineers & Surveyors 2016 PAVEMENT MANAGEMENT
2035 County Road D East,Suite B-Maplewood,Minnesota 55109
�hP�e Pride ardP�pzperity Meet HOfiZOntal Scale In Feet Phone:651-704-9970 Email:Maplewood@bolton-menk.com
www.bolton-menk.com STREETS-YEAR CONSTRUCTED FIGURE 2
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_�� i � � � I I � � '��=;� �>i � � � � � � � i � �' � �- ; � I—. � I STREET
'� � i i I I I i � / -'����_ / / �-- I �`` � -�i;��;` / � �` 1 �-- I—_J�__ �
�--�,-, �i i i i i i � ,� -'����_� � � � \',�' � �� �� i;;% � �� � i � ! � i � i CONSTRUCTED 1998
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---';`� �� �� � �-rT_T. i' � j �'�:;� �i � �� �� ! � - - CONSTRUCTED 1968-1982
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w-- .�`� / j � � I I j N// I I � ��\--� I�i_— � I /�� '�� �' �555 I �Zi �— I I
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/ � I I I I � � � � � 7955 ��; -- I I I
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w � � i � i �, �_ �� Z , � 35
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� Cil'OV2 0 200 400 Consulting Engineers & Surveyors 2016 PAVEMENT MANAGEMENT
2035 County Road D East,Suite B-Maplewood,Minnesota 55109
�hP�e Pride ardP�pzperity Meet HOfiZOntal Scale In Feet Phone:651-704-9970 Email:Maplewood@bolton-menk.com
www.bolton-menk.com PAVEMENT CONDTION RATINGS FIGURE 5
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� , i i i i . � i �. `� �-- i i i LEGEND:
w—� � � , � i i i i i �, � i i � �-- �— � '� --7�— � �955 I � i� i i i
� ������ �T'�-1---r--�L��-� �--�I I 5694 i \\�� I F-- � iQ -� ,' i � � � i I � �/, �1 STREET IMPROVEMENTS:
¢ I � � I I I I I _ N_ I I � I �z--�-T-�T�- z �� i
I w--� i i i i i i i i �- � -� s�ze � � �--� i� i i i i i i �° I ¢ ,' i i i FULL PAVEMENT REPLACEMENT
� I I I � I I I I I I � � IJ I I I I I } �� WITH SPOT CURB REPAIR
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� � I � � i i i i � � � � � � � � � I � i � � � i � � T�� � � ��� � WITH FULL CURB REPAIR
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\� � �'� i i i i i i � � �,', �' i , L J I �� \ � � �� i i y�' r�-�-�-i TRAILRESURFACING
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`� Cottage BO LTO N S� M E N K� 1 N C_ COTTAGE GROVE, MINNESOTA
� Cil'OV2 0 200 400 Consulting Engineers & Surveyors 2016 PAVEMENT MANAGEMENT
2035 County Road D East,Suite B-Maplewood,Minnesota 55109
�hP�e Pride ardP�pzperity Meet HOfiZOntal Scale In Feet Phone:651-704-9970 Email:Maplewood@bolton-menk.com
www.bolton-menk.com STREET IMPROVEMENTS FIGURE 7
I � I I I 1 \ � `� 1 � � �
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II � � I PATCHSTRUCTURE
� \\I (WALL,INVERT,OR DOGHOUSE)
-------------- � —�
I � � � SANITARYSEWER:
I� I
� �iso I LINE STRUCTURE
_. I_ I I
i--r—r—r—T—T-7—�-- I � SANITARYSEWER:
� Tlj�,\ � I ADD 1-FT BARRELSECTION
I I�oie��osz��oas��oea��oso��oee��uz� �izs � I 7'�� \
I I I I I I I I I 17 914s � �� � I SANITARYSEWER:
LL_I__L.9z I�DSLRE�S_ � � �9iei�� � � REPLACE LID ORCASTING
�� —6—�3> �� � 9v� J' �
I �I _ly �—T_ / \ \
�ois I I I 9zu I �oss I � I �lZl / ���9193 � �� l INrING RYSEWER:
LI___J L__1__ I I /9160/ ���� � � � SANITARYSEWER:
I I I I 9zzs I I 9zz9 � 9zze� �--� �91�6 � 9i��� \,�� REMOVE&REPLACE 50'SEGMENT
L—_J L J—-- � 5zzs I � i 5zzs l� \
� � �� �z � � � � ezse �� � �i emo�i �a�� i� � �
� �� gznn�� �ezas�gzso� � ��4� K ��9�4 i� � �� �� � � SAN ITARY SE W E R:
I— � � _�=J —�j —� �zs9� — — — — — — — — — — — — CHEMICALROOTTREATMENT
-- . ----
I x I �= ezei� �Y ezaz i� \ �---------------------
�� I I_gzes� � � ezee� gzez� �--� ezsz � �i �gze9 l� � I SANITARYSEWER:
� I I I I I I I� I� 9z��I �� � '� �\ �85 � � I REMOVE PROTRUDING TAP
�. � ezso � �c ezsi� gns � �--� � "� ezei r � I\ � �
9z96 y � � 93zk � I X REPLACE VALVE BOX AND BOLTS
ml I �� t/� � � 9303� � f� �
I 9300� 9301 I 9298� I �——�__ 9281 �v/ 9j / � I
�� � �I I I I � I� ��I 93io --� �0°i A � ������ � ♦ WATER MAIN:
9340 9341 9312 F
I I I _ � L I 931� � �� �\`1',r �'i^ � I RAISE HYDRANT
I I I r-- I � I I I �---� �30� � � 93ss� \ I STORM SEWER:
stso stsi esao sta� eseo i A to i/� � I
I I I I I 9sss \
�9�� s' 9405� � I REPLACE STRUCTURE
� � I I �tgz � stst�es�o�� � stn � esss � � es�s � ���� �-�i ea�� �� �
r--� r,—oeo T�090� r T � STORM SEWER:
� � �om I� I gqTH�5T5 � � 9393 � 'ioo � �g3gi �� 940o Ji � � PATCH STRUCTURE
I __� _�—�—— —�� �r � 9au � \ �
I � � � � �� 94Z8 � � �' � \ l (WALL,INVERT,OR DOGHOUSE)
I n 9aoi � y
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r ADD 1-FT BARRELSECTION
I I I L__J I---+--� L--�-- � 1� 9az9'\� i � � i� \ � \
I I� eais eav I eaiaJ eav � eaie r eaie I easz �� \ � eaas��\ \\ \\ STORM SEWER:
L__ —�-- I � �--�--� ^ _\` 9430 - , ,
� � I I 9azs I 9aze I I I � � —+-- n 9"� /�� u 9AS3��� � � REPLACE TOP SLAB
i easo J 9aze eazs �J � ean � 9aao I'I�_ i94� � ����i9�1 �, \ \
�-- —�--� L__ I � i �
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� eaaz ea3� I eaas I eaai � eaao� ea39 I eaaa � eaaiI�' �'� eaas �A � A A
I I I L__ L " I __ I _ �_ L �—++''� 94sz� S,�\�< 9°69��`� � \ REPLACE CBRINGS
I I T T— I I I �� T T— �n eane I ease\\ ���i'�\\\ �ean �' �
9"S4 �oez��o�a��o9z 9^53 9^5z I I I I I _� SS � � �� �, � � A STORM SEWER:
I___ I _J ea9e easa ea�s
I I I � j� I � �_� 9as�I--_�P'F'�/ < 9n,e� \ 9"ss � � �� REPLACE GRATE OR CASTING
I I I eaee e � eaes � eaea I ��> ��I ��°' ,� \\ i ���'\� � 1
9�0 � 9493 � STORM SEWER:
� I I I'�// � LO ER�4TH TS \� r 9as6 ��— \ y�s I� ��. � ��'Z Y94S4 \\ __� � I REMOVE&REPLACE FES
II I ea�s T�ose��oe���oss� �oes ean\ --� " I eaw �ease�easi � � I � I��� � --
I II / � I ea9s I� I I I 94J3 �� I� 9�4 I 9°68 � eaee 9a99 J i I I STORM SEWER:
L�_. ��_. __ _� �1.�— ---�--�-- -- ' —L------
� __ ��, , I— � I-- �—I—I , � �_ �—� � REATTACHFESTRASHGUARD
—�T� �T�T--��— �S�H�EErfS �r �—T�=�—�_�—�— r�T—rT�—i �—i— � .-- STORMSEWER:
� � � � I I I � � I � I� I I I / � � 1 I � � �I I I I I � � � RIP RAP FAILURE
� I � � I I I � i� �--�—�I I I I / � � 1 I � I I I I I I I � / I
� � i �� ��_ �� � � L_�y� �� � 1J�L I I I I I I � / s � �` STORMSEWER:
I I \� �� 1\� —�-- �< I � Y �— L�.L�_.�_—�- � LINING
I I � --- � I � �—���\ "C—�— 'T_ P--I T / �.
/ r STORM SEWER:
--� � � —+ �� " �-- �/h\ �� �__ _ _ I I I �� � REMOVE&REPLACE RCP
-- ^ —�^r---
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DISTRICT D2 �
`� Cottage BO LTO N 8� M E N K� 1 N C_ COTTAGE GROVE, MINNESOTA
� Cil'OV2 0 200 400 Consulting Engineers & Surveyors 2016 PAVEMENT MANAGEMENT
2035 County Road D East,Suite B-Maplewood,Minnesota 55109
�hP�e Pride ardP�pzperity Meet HOfiZOntal Scale In Feet Phone:651-704-9970 Email:Maplewood@bolton-menk.com
www.bolton-menk.com UTILITY IMPROVEMENTS FIGURE 8
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' �r I �/ I I I 8036 \ 8024 I 8000 801] I SIX33 I I 8008 8013� � --- �--- ---
a \ � � r-- ---� I I�� �� r--1 �--� .(i go45 �,—'� \ �go45 r I � I I UTILITIES:
-� �� ���_� —— ' 8044\ 8018 I 8029 Ir \ ——� 8022� � /805] � I I I
� ' // � L J � I � _y ��� � i��sosz < �09��� I � SANITARYSEWER:
F � / �� �\ sos�,� 8046��\\ii�v�� ,i � � I I PATCH STRUCTURE
� � � �'�� � � I � 8058 / so�z so�i I \ < �� �"���' � ��808 ? � � ALL,INVERT,ORDOGHOUSE
, �� � � � I / �-� soes soes�sosa �� sos9 �� �, � � � (W �
`` �, h�� `� � �� � 8086 nl V I soss I ��� � // `��� �� � �so9��� � _I V SANITARYSEWER:
J � �� � so6o � � i<80�4 � Y���goai�y/ � o� 810„� �� r LINESTRUCTURE
—— ——�`� / � I � � 8094 Z�� r SO W I �8092� S� � 805]� / �8082 ) ��, � � � I
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�- � - I m V slls � / � � � � � �(�'r� n � I I ADD 1-FT BARREL SECTION
�— J O /� \ / 8088 / \ 8123 V
L-- � �—� 8118 -- I � // �80]] \ V �� 883 �� / \ �-------------------
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I I � � / �808] � 8122/' \ / � �
--� �--�-- � I �� 8158 ��s�zz/ y��/��so9s��� �\oo����\8089�Y�� �� � 81�� �T � REPLACE LIDORCASTING
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I r__�__ � � \ve ��,� , �sizs � � I _ / � � / \ � I I REMOVE&REPLACE50'SEGMENT
, r--� 8198 �8189 / / � / 9]04 9]58 �8190 \ �8215 /\ � 99]4
I I � � �(8190 P /� 8149 _ _ / \ /
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� � 9698 Z T 8212 �
L__J � I � �X�lZ��% �81'1 yi � � �' 0 9'66 T- /i�� � � � i CHEMICALROOTTREATMENT
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__ 1 << � REMOVE PROTRUDING TAP
�--� �szze � � / szo9 � �_�
I r , 1 � � I j�/ � �� � �-T� �-T- ,��r�—�2ND5TS�TTTT— �— II x REPLACEVALVEBOXANDBOLTS
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LEGEND:
UTILITIES:
SAN ITARY SE W E R:
PATCHSTRUCTURE
(WALL,INVERT,OR DOGHOUSE)
SAN ITARY SE W E R:
i �-- Y � � , � � � �• I ---� Y � � � - � - �C r--� r--1. � � � I i __ � LINE STRUCTURE
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� �� � 1 1 � �, r 1 l>'� � � � �'� �\ '�I ����� � --� / � I. r---1 I �\���y��\ \� REPLACELIDORCASTING
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I I � I � � / � I � � � / I � ���. �X I � r � / / � ?_� I x_ LINING
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� � �'�y I � � 7 �� i �-( � � � � i I �i � � l � I I � � -�� SANITARYSEWER:
I I j /T'�--�-�--r-T ��Tl, �' / �� �I �� � � �� ��� � � I �---� --� �- REMOVE&REPLACE 50'SEGMENT
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� ��T\ /� j j j j � � / \'�� � �� / � I \ � �� �� � ?��� / � � � I � � �-- CHEMICALROOTTREATMENT
/ � \� / \ I \ �'L �L SANITARYSEWER:
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� � �/ /'\\��� 1 � �� ��� I i "��\�� I \ � I i \P ��"� �`\ y. � � � � I �___��� I I I REMOVEPROTRUDINGTAP
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I I I �-- I° I I I I I I ° I � REPLACESTRUCTURE
� � � I I I I I I d ^ � � < � IN I I I I I I � �jI I I I I STORM SEWER:
,—_- -- - <1=�-�� II n�` <I < � i 8 THSTREETS �-�1 -.�L— � � _ � .�_,
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\� r -� I �����-��y�/ �/ r+_1� � I I I I � � I � JTh � � _I I � - r� STORMSEWER:
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w \�� �� � � i X ��lF� --- - � � ��jE�OVR � �� �� �� �� � � � N--- REPLACE CB RINGS
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I I y % X \� - _ I 1---r�'T y( � \ � J F---� STORMSEWER:
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REATTACH FES TRASH GUARD
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� 1 � �1 � / � � \ I � �� �J- -� 1 � F---� I � r -� STORM SEWER:
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� � -�' �� \ / % � y \ / I I I I �\ �/ �T� I I �' Y/ � �\ � i�-I � i---i I I j STORM SEWER:
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`� Cottage BO LTO N 8� M E N K� 1 N C_ COTTAGE GROVE, MINNESOTA
� Cil'OV2 0 200 400 Consulting Engineers & Surveyors 2016 PAVEMENT MANAGEMENT
2035 County Road D East,Suite B-Maplewood,Minnesota 55109
�hP�e Pride ardP�pzperity Meet HOfiZOntal Scale In Feet Phone:651-704-9970 Email:Maplewood@bolton-menk.com
www.bolton-menk.com UTILITY IMPROVEMENTS FIGURE 10
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APPENDIX C - COST ESTIMATE
SUMMARY
City of Cottage Grove, Minnesota Appendix C—Cost Estimate Summary
2016 Pavement Management Project Page 40
Cost Estimate Summary ^55e55me"t sPe��ai ee�er�c ae���ed w�d��g o�e co
Pollcy A I 5 IBenefitA I
2016 Pavement Management Project CityFundsereakout cai��iat;o� PP'a'�a PeC'a PP'a'�a
Religious
DeductForCi Reli ious Residential Pla round ParkShelter Sin le Multi Sin IeFamil Residential Reli ious
FeasihilityReport DeductForStreet � Institution g Deduct Residential SanitaryUtility WaterUtility Stormwater Streetlight Yg � g RBLE g Y SingleFamily g
Location Total Cost* Property Institution Adjusted Total City Funds Replacement/Puhlic MSA Funds Generel Levy Family Family Assessed Assessed Institution Generel Levy
ConstructionCost Width qssessment AdjustedTotal AssessedAmount Other** �ost AssessedAmount Fund Fund UtilityFund EnterpriseFund �andscapelnitiative Units Units*** Units S�Unit Assessed$/Unit Amount**** AmouM****
C052
•75%of Adjusted 45%of Adjusted
..�..�..�..�..�..�..�..�..� .�..�..�..�.. ..�..�..�..�..�..�.. ..�..�..�. �..�..�.. ..�..�..�. �..�..�.. ..�..�..�. �..�..�..� .�..�..�. .�..�. .�..�..� �..�..� �..�..�..� �..�..�..�..� �..�..�..� �..�..�.. �..�. .�..� �..�. .�..�. �..�..� �..�..� �..�..� �..�..�
District D2-Pavement Replacement
Streets $1,281,260.94 $1,681,654.98 $0.00 ($6,129.76) $0.00 $0.00 $0.00 $1,675,52512 $753,986.35 $927,668.63 $0.00 $0.00 $0.00 $50,705.62 $0.00 $0.00 $876,963.01
Sanitary5ewer $368,575.00 $483,754.69 $0.00 ($229.93) $0.00 $0.00 ($420,675.94) $62,848.82 $28,281.97 $455,472.72 $455,472.72 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00
WaterMain $41,040.00 $53,865.00 $0.00 ($19634) $0.00 $0.00 $0.00 $53,668.66 $24,150.90 $29,714.10 $0.00 $29,714.10 $0.00 $0.00 $0.00 $0.00 $0.00 172.0 0.0 172.0 $4,996.11 TBD
Storm Sewer $89,915.00 $118,013.44 $0.00 ($430.17) $0.00 $0.00 $0.00 $117,583.27 $52,912.47 $65,100.97 $0.00 $0.00 $65,100.97 $0.00 $0.00 $0.00 $0.00
Subtotal-D2 $1,780,790.94 $2,337,288.10 $0.00 ($6,986.19) $0.00 $0.00 ($420,675.94) $1,909,625.97 $859,331.69 $1,477,956.42 $455,472.72 $29,714.10 $65,100.97 $50,705.62 $0.00 $0.00 $876,963.01
Water Tower Driveway-Pavement Replacement
Streets $26,070.11 $34,217.01 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $34,217.01 $0.00 $34,217.01 $0.00 $0.00 $0.00 $0.00 $0.00
District F3/FS-Pavement Replacement
Streets $1,600,356.42 $2,100,467.81 $0.00 ($43,234.56) $0.00 $0.00 $0.00 $2,057,23314 $925,754.96 $1,174,712.85 $0.00 $0.00 $0.00 $15,248.80 $0.00 $0.00 $1,159,464.05
Sanitary5ewer $57,455.00 $75,409.69 $0.00 ($1,552.18) $0.00 $0.00 $0.00 $73,857.51 $33,235.88 $42,173.81 $42,173.81 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00
WaterMain $72,160.00 $94,710.00 $0.00 ($1,949.44) $0.00 $0.00 $0.00 $92,760.56 $41,742.25 $52,967.75 $0.00 $52,967.75 $0.00 $0.00 $0.00 $0.00 $0.00 266.0 0.0 266.0 $3,890.09 TBD
Storm Sewer $58,830.00 $77,21438 $0.00 ($1,589.33) $0.00 $0.00 $0.00 $75,625.05 $34,031.27 $43,183.10 $0.00 $0.00 $43,183.10 $0.00 $0.00 $0.00 $0.00
Subtotal-F3/FS $1,788,801.42 $2,347,801.87 $0.00 ($48,325.51) $0.00 $0.00 $0.00 $2,299,47636 $1,034,764.36 $1,313,037.51 $42,173.81 $52,967.75 $43,183.10 $15,248.80 $0.00 $0.00 $1,159,464.05
SOth Street-Pavement Replacement
Streets $998,962.17 $1,311,137.85 ($21,158.94) ($970,104.70) $162,405.41 $121,804.06 ($131,250.00) $26,218.80 $11,798.46 $1,177,53533 $0.00 $0.00 $0.00 $0.00 $0.00 $1,177,535.33 $0.00
Sanitary5ewer $11,515.00 $15,113.44 $0.00 ($12,426.28) $2,080.29 $1,560.21 $0.00 $606.87 $273.09 $13,280.13 $13,280.13 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00
WaterMain $51,205.00 $67,206.56 $0.00 ($55,257.29) $9,250.63 $6,937.97 $0.00 $2,698.64 $1,21439 $59,05410 $0.00 $59,05410 $0.00 $0.00 $0.00 $0.00 $0.00 1.0 0.0 1.0 $14,360.40 TBD
Storm Sewer $150,305.00 $197,27531 $0.00 ($48,890.37) $8,184.75 $6,138.56 ($137,812.50) $2,387.70 $1,074.46 $190,06219 $0.00 $0.00 $137,812.50 $0.00 $0.00 $52,249.79 $0.00
Subtotal-SOthStreet $1,211,987.17 $1,590,733.16 ($21,158.94) ($1,086,678.64) $181,921.08 $136,440.81 ($269,062.50) $31,912.01 $14,360.40 $1,439,931.95 $13,280.13 $59,054.20 $137,812.50 $0.00 $0.00 $1,229,785.12 $0.00
Totals-Project 54,807,649.64 $6,310,040.15 ($21,158.94) ($1,141,990.34) $181,921.08 $136,440.81 ($689,738.44) $4,241,014.34 $1,908,456.45 $4,265,142.89 $510,926.66 $175,953.07 $246,096.57 $65,954.41 $0.00 $1,229,785.12 $2,036,427.06
'Includes 5%Contingency+25%Indlrect Costs
"Includes cost fortrunk sanitary sewer repair on D2 and trunk storm sewer repair and Emergency-Vehlcle Hybrid Beacon on SOth Street
"'Apartments utillze a RBLE factor of 0.4
""Caps Assessment at amounts determined by special benefit appraisal
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APPENDIX D - PRELIMINARY
ASSESSMENT ROLL
City of Cottage Grove, Minnesota Appendix D—Preliminary Assessment Roll
2016 Pavement Management Project Page 42
Preliminary Assessment Roll
District D2 Pavement Replacement
Parcel ID Distrid Owner Address Units $/Unit Total/Unit
2002721220007 D2 GUSTAFSON DARYLJEAN 701692NDST5 1 $4,996.11 $4,996.11
2002721220008 D2 CRAN JAMES 7032 92ND ST S 1 $4,996.11 $4,996.11
2002721220009 D2 WINTERSWILLIAME&GIPPLED 704892NDST5 1 $4,996.11 $4,996.11
2002721220010 D2 WUKAWITZSCOTTJ&SHEILAA 706492NDST5 1 $4,996.11 $4,996.11
2002721220011 D2 KELLEN PAUL V&SHERI A 7080 92ND ST S 1 $4,996.11 $4,996.11
2002721220012 D2 KUTA DAVID L&AMY J 7096 92ND ST S 1 $4,996.11 $4,996.11
2002721220013 D2 SCHIPP LISA A 7112 92ND ST S 1 $4,996.11 $4,996.11
2002721220014 D2 SUSLA-SMITHJEANNEMARIE 712892NDST5 1 $4,996.11 $4,996.11
2002721220015 D2 PLAN GORDON LEO JR 9145 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721220016 D2 MAJERUSTOML&JOLEENE 9161HARKNESSAVES 1 $4,996.11 $4,996.11
2002721220017 D2 GASCOIGNE ANGELA L&ERIK D 9177 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721220018 D2 KLEPPER ROBERT W 9193 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721220019 D2 HINES MICHAEL&VICTORIA PONDELL 9209 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721220020 D2 SINNMELVINA&BARBARAJ 9225HARKNESSAVES 1 $4,996.11 $4,996.11
2002721220021 D2 VOGEL BRIAN C&KATHEY J 9243 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721220022 D2 GAUSTER TODD E&SHERRY K 9259 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721220023 D2 RICHARD L VANHALANGER&MARILYNE Y VANHALANGER TRS 712192ND ST S 1 $4,996.11 $4,996.11
2002721220024 D2 WOOD-BIERBRODTSCOTT 9160HARKNESSAVES 1 $4,996.11 $4,996.11
2002721220025 D2 HAWKINS PATRICK 9176 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721220026 D2 VANG SEAN 9200 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721220027 D2 HELVIG PAUL N 9224 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721220028 D2 ERICKSON GREGORY&GILLELAND 9211 HALE AVE S 1 $4,996.11 $4,996.11
2002721220029 D2 KNUTSON CHRISTOPHER B&SANDRA 7085 92ND ST S 1 $4,996.11 $4,996.11
2002721220030 D2 LOPEZ HECTOR M A&KRISTA L AYBAR 7015 92ND ST S 1 $4,996.11 $4,996.11
2002721220031 D2 WIRKUS DAVID R&TRISTEN S 9228 HALE AVE S 1 $4,996.11 $4,996.11
2002721220032 D2 TOURVILLE KEITH 9232 HALE AVE S 1 $4,996.11 $4,996.11
2002721220033 D2 SENART MARILYN A 9244 HALE AVE S 1 $4,996.11 $4,996.11
2002721220034 D2 BROWN JEFFREY D&JACQUELINE 9229 HALE AVE S 1 $4,996.11 $4,996.11
2002721220035 D2 BIGHAM DAIVD F 9233 HALE AVE S 1 $4,996.11 $4,996.11
2002721220036 D2 MACH RICHARD C&MOLLY J HOWARD 9245 HALE AVE S 1 $4,996.11 $4,996.11
2002721220037 D2 LEARY DANIEL J&CYNTHIA E 9250 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721220038 D2 OLSON KEVIN L&BREE D 9236 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721220039 D2 ARNESON MICHAEL A 9226 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721220040 D2 GOMEZ HEMBER E&SONIA D 9225 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721220041 D2 EBBERS MATTHEW A 9247 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230002 D2 CASWELLJOYCEETRS 9242HAMLETAVES 1 $4,996.11 $4,996.11
2002721230003 D2 CHADA THOMAS G&JANE F 9268 HALE AVE S 1 $4,996.11 $4,996.11
2002721230004 D2 ORTIZ MANUEL&GENOVEVA SANTIAGO 9280 HALE AVE S 1 $4,996.11 $4,996.11
2002721230005 D2 SMITH NATHAN J&TANYA L SIEDOW 9300 HALE AVE S 1 $4,996.11 $4,996.11
2002721230006 D2 GREEN MICHAEL LEON&ANN C 9340 HALE AVE S 1 $4,996.11 $4,996.11
2002721230007 D2 RICHEY-TODD MATT&LISA K 9380 HALE AVE S 1 $4,996.11 $4,996.11
2002721230008 D2 GIBBENS ARTHUR J&RENEE L 9392 HALE AVE S 1 $4,996.11 $4,996.11
2002721230009 D2 WAREBERG DONALD B 7020 94TH ST S 1 $4,996.11 $4,996.11
2002721230010 D2 MAKI KEVIN J 9269 HALE AVE S 1 $4,996.11 $4,996.11
2002721230011 D2 NELSON LEANNE 9281 HALE AVE S 1 $4,996.11 $4,996.11
2002721230012 D2 BROWN CHARLES E JR&TAMMY J 9301 HALE AVE S 1 $4,996.11 $4,996.11
2002721230013 D2 COLBETH KEVIN R 9341 HALE AVE S 1 $4,996.11 $4,996.11
2002721230014 D2 ERNY BRIAN A&ROBYN L 9381 HALE AVE S 1 $4,996.11 $4,996.11
2002721230015 D2 RUBEL ANDREW L&LYNETTE B 9393 HALE AVE S 1 $4,996.11 $4,996.11
2002721230016 D2 HENK RONALD M&ROSEMARIE J 7060 94TH ST S 1 $4,996.11 $4,996.11
2002721230017 D2 GILMORE CHRISTOPHER G&C M 7090 94TH ST S 1 $4,996.11 $4,996.11
2002721230018 D2 BIBEAU MARVIN J&MARCELLA M BOOGREN 9370 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230019 D2 WETTELAND DOUGLAS J&JACLYN 9340 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230020 D2 SCHOWALTER GENE E&KORY L 9312 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230021 D2 LIGHT HOUSE REAL ESTATE SERVICE 9298 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230022 D2 WENDLANDJAMES&HEIDI 9278HALLMARKAVES 1 $4,996.11 $4,996.11
2002721230023 D2 DAHLQUIST RICHARD S&KATHLEEN 9262 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230024 D2 RAMIREZ MARIA E 9261 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230025 D2 RUSCHMEYER CLIFFORD H&CAROLYN J RUSCHMEYER 9277 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230026 D2 ROTHBAUER MATTHEW J&SHELLY AULDRICH 9303 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230027 D2 POST DALE J&BARBARA G 9313 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230028 D2 PALECHEK WILLIAM D&BRANDI P 9347 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230029 D2 SCHROBILGEN WILLIAM&MARY 9377 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230030 D2 TCF NATL BANK 9393 HALLMARK AVE S 1 $4,996.11 $4,996.11
Preliminary Assessment Roll
District D2 Pavement Replacement
Parcel ID Distrid Owner Address Units $/Unit Total/Unit
2002721230031 D2 TURBENSON KAREN ANN 7100 94TH ST S 1 $4,996.11 $4,996.11
2002721230032 D2 WARNER GARY M&SHARIL 9388 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230033 D2 LENDE MARK 9360 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230034 D2 SAM LY 9310 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230035 D2 MONTGOMERY DAVID D&SHANNON 9296 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230036 D2 WHITEJASON 9252HAMLETAVES 1 $4,996.11 $4,996.11
2002721230037 D2 MCKAHAN GERALD M&RITA M 9261 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230038 D2 LEBEIS STEVEN E&BRENDA L 9281 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230039 D2 SHAVER PETER L&CYNTHIA J 9317 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230040 D2 GBADEBO ABESOLA A 9353 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230041 D2 HALLAS-HAGSBERG ROXANNE A 9373 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230042 D2 CRABB KIRK L&BETTY J 9391 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230043 D2 BRAUER MICHAEL C&JULIA A 9401 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230045 D2 STRONG JOSEPH G&SUSAN M 9300 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721230046 D2 DARST HARRY P&ALLISON G 9330 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721230047 D2 BRINK MATTHEW&HEIDI 9350 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721230048 D2 HARRINGTON JOHN W&SUSAN M 9370 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721230049 D2 KLUEGELTIMOTHY&MICHAELROSSING 9400HARKNESSAVES 1 $4,996.11 $4,996.11
2002721230050 D2 NEWTON JASON M&KORENE A 9269 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721230051 D2 SKARE CHARLES G&GEORGIA L 9285 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721230052 D2 SHAVER JERALD E&DELORES M 9325 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721230053 D2 ERICKSON NICHOLAS L&ABBY LCHMIEL 9355 HARKNESSAVE S 1 $4,996.11 $4,996.11
2002721230056 D2 ROZINKAJAYC 9406HALEAVES 1 $4,996.11 $4,996.11
2002721230057 D2 JOHNSTON JASON M&ANGELA L 9418 HALE AVE S 1 $4,996.11 $4,996.11
2002721230058 D2 SEPPELT GREGORY D 9430 HALE AVE S 1 $4,996.11 $4,996.11
2002721230059 D2 LESE MATTHEW E&CAROLINE T 9442 HALE AVE S 1 $4,996.11 $4,996.11
2002721230060 D2 POHLMANN WILLIAM A 9454 HALE AVE S 1 $4,996.11 $4,996.11
2002721230061 D2 BOWE STEPHEN T&KIMBERLY K 9466 HALE AVE S 1 $4,996.11 $4,996.11
2002721230062 D2 GENELIN JULIEANN M 9478 HALE AVE S 1 $4,996.11 $4,996.11
2002721230063 D2 SAMUELS PATRICK W&IDA 7059 LOWER 94TH ST S 1 $4,996.11 $4,996.11
2002721230064 D2 GLEICH JOHN P&KIM M 7067 LOWER 94TH ST S 1 $4,996.11 $4,996.11
2002721230065 D2 BONDESON DAVID H 7085 LOWER 94TH ST S 1 $4,996.11 $4,996.11
2002721230066 D2 SYMICEKAARONC&JEANNIEM 7093LOWER94THST5 1 $4,996.11 $4,996.11
2002721230067 D2 SAMPSON ADRIANE L 9477 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230068 D2 VENTURA CORNELIO R&MARIA A 9465 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230069 D2 FATE ADAM 9453 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230070 D2 PROEFROCK TRISTA L&JEREMY 9441 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230071 D2 LINDGREN JOSEPH E 9429 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230072 D2 TILLEYCHRISTOPHERW&CORINNEATILLEY 9417HALLMARKAVES 1 $4,996.11 $4,996.11
2002721230073 D2 HEPOLA GAYLE E&ANN M 9405 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230074 D2 HASAN MIRJA R&PERVEEN SHAMIM 9404 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230075 D2 MULLOY BRYAN K SR 9416 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230076 D2 SCHWANZJASONK 9428HAMLETAVES 1 $4,996.11 $4,996.11
2002721230077 D2 BAILEYJEREMY M&JOY L KNUUTTILA 9440 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230078 D2 KALLEM SHARON R&BRAD R 9452 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230079 D2 FINCH COREY R&ELIZABETH A 9464 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230080 D2 BOURASA SHANE J&BREANNA M 9486 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230081 D2 CACHUELA GUILLERMO&LEESA 9498 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230082 D2 SCHMIDTTHADDEUS P 9409 HALE AVE S 1 $4,996.11 $4,996.11
2002721230083 D2 BELL DEBRA A 9417 HALE AVE S 1 $4,996.11 $4,996.11
2002721230084 D2 BRADY MATTHEW M 9425 HALE AVE S 1 $4,996.11 $4,996.11
2002721230085 D2 ALBRIGHT BRUCE A&BRENDA K 9437 HALE AVE S 1 $4,996.11 $4,996.11
2002721230086 D2 JONES SUEANN M 7062 LOWER 94TH ST S 1 $4,996.11 $4,996.11
2002721230087 D2 MOLOHON PAUL B&LORI A 7074 LOWER 94TH ST S 1 $4,996.11 $4,996.11
2002721230088 D2 BRILL MATTHEW J&CAROLYN J 7092 LOWER 94TH ST S 1 $4,996.11 $4,996.11
2002721230089 D2 HONEYMAN DONNA M 9438 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230090 D2 SAUNDERS DON W 9426 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230091 D2 SWANLUND SAMUELJD&CHARLENE E 9414 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230092 D2 LY KOLYA&KIA 9402 HALLMARK AVE S 1 $4,996.11 $4,996.11
2002721230093 D2 SCHMIDTJASONR&JENAEA 9411HAMLETAVES 1 $4,996.11 $4,996.11
2002721230094 D2 SPIEKER CHARLES P&TERESA S 9419 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230095 D2 BENDISKE BRIAN J 9427 HAMLET AVE S 1 $4,996.11 $4,996.11
2002721230096 D2 REGENSCHEIDJUSTIN 9439HAMLETAVES 1 $4,996.11 $4,996.11
2002721230097 D2 ZISKOVSKYJOSEPH M&JAMI M PERRAULT 9496 HAMES AVE S 1 $4,996.11 $4,996.11
Preliminary Assessment Roll
District D2 Pavement Replacement
Parcel ID Distrid Owner Address Units $/Unit Total/Unit
2002721230098 D2 LAYER ROBIN A 9484 HAMES AVE S 1 $4,996.11 $4,996.11
2002721230099 D2 TRACYJENNIFER A&ALEX K 9478 HAMES AVE S 1 $4,996.11 $4,996.11
2002721230100 D2 JOHNSON TIMOTHY E 9444 HAMES AVE S 1 $4,996.11 $4,996.11
2002721230101 D2 RELLA ELIZABETH M&ANDREW M STOFFEL 9440 HAMES AVE S 1 $4,996.11 $4,996.11
2002721230102 D2 THIELJAMESC&HEATHERD 9432HAMESAVES 1 $4,996.11 $4,996.11
2002721230103 D2 KLUG NICHOLAS&KAYLA MIDAS 9430 HAMES AVE S 1 $4,996.11 $4,996.11
2002721230104 D2 LAVERDURE MICHAEL R L 9497 HAMES AVE S 1 $4,996.11 $4,996.11
2002721230105 D2 HOFFMAN LEE R&ISABEL R CASTELNUOVO 9489 HAMES AVE S 1 $4,996.11 $4,996.11
2002721230106 D2 KOLSTAD AMY D 9481 HAMES AVE S 1 $4,996.11 $4,996.11
2002721230107 D2 ADOLPH GARY D 9473 HAMES AVE S 1 $4,996.11 $4,996.11
2002721230108 D2 YANG CHAD 9465 HAMES AVE S 1 $4,996.11 $4,996.11
2002721230109 D2 LEE AMOS CK&YOUNG LEE 9457 HAMES AVE S 1 $4,996.11 $4,996.11
2002721230110 D2 ROSEMARKJEFFREYT 9449HAMESAVES 1 $4,996.11 $4,996.11
2002721230111 D2 XIONG THAI&MAI CHOUA 9441 HAMES AVE S 1 $4,996.11 $4,996.11
2002721230112 D2 VAN PROOSDYCHRISTOPHERJ 9433 HAMESAVES 1 $4,996.11 $4,996.11
2002721230113 D2 DEGEL KRISTIN M&ALLEN S 9429 HAMES AVE S 1 $4,996.11 $4,996.11
2002721230114 D2 JOHNSON KAREN M 9428 HAMES AVE S 1 $4,996.11 $4,996.11
2002721240002 D2 STAPF DARIN M 9385 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721240003 D2 MAXWELL BARRY L&LISA 9405 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721240004 D2 TABALBA DANIEL P&RACHEL N PERKINS 9413 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721240005 D2 WIESJASON ROBERT 9421 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721240006 D2 MAGEE JOHN R&LYNN L 9429 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721240007 D2 DORNSEIFRONALDGJR 9437HARKNESSAVES 1 $4,996.11 $4,996.11
2002721240008 D2 LEE JERRY E&LORETTA A 9445 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721240009 D2 PAGE IAN A&LISA M 9453 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721240010 D2 ASHLOCKJASONC&JACQUELINEL 9461HARKNESSAVES 1 $4,996.11 $4,996.11
2002721240011 D2 VIRNIG STACEY M 9469 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721240012 D2 SEIPELJOSEPHRICHARD 9477HARKNESSAVES 1 $4,996.11 $4,996.11
2002721240013 D2 RICHARDS DENNIS G&BARBARA A 9485 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721240014 D2 NELSEN TODD R&LORI A 9493 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721240015 D2 SCHMIDTKE RENAE L&MICHAEL C WASYLISHIN 9499 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721240016 D2 KELLERGEORGEJ&JANICEG 9425HAMESAVES 1 $4,996.11 $4,996.11
2002721240017 D2 SCHIMMEL MARK E&JUDITH J 9430 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721240018 D2 FORTHUN JOEL D&BARBARA J 9440 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721240019 D2 HEBAUS GEORGE G&MARCELLA M MICKELSON 9448 HARKNESS CT S 1 $4,996.11 $4,996.11
2002721240020 D2 WERNER WILLIAM R&NORMAJEAN 9452 HARKNESS CT S 1 $4,996.11 $4,996.11
2002721240021 D2 SLOCUM RALPH&JESSICA 9456 HARKNESSCTS 1 $4,996.11 $4,996.11
2002721240022 D2 BUDAHN BRUCE C&LORI L 9460 HARKNESS CT S 1 $4,996.11 $4,996.11
2002721240023 D2 PTACEK JUDITH A 9464 HARKNESS CT S 1 $4,996.11 $4,996.11
2002721240024 D2 DELANEY PATRICKJ&ROXANN M 9468 HARKNESSCTS 1 $4,996.11 $4,996.11
2002721240025 D2 BROWN MOLLY A 9472 HARKNESS CT S 1 $4,996.11 $4,996.11
2002721240026 D2 BURTMAN ROBERT E&SANDRA L 9476 HARKNESS CT S 1 $4,996.11 $4,996.11
2002721240027 D2 POPOWITZ ADAM A&ANGELENA A 9484 HARKNESS AVE S 1 $4,996.11 $4,996.11
2002721240028 D2 ZENNER RANDY DEAN&ROSE MARIE 9496 HARKNESS AVE S 1 $4,996.11 $4,996.11
Totals 172 $859,330.92
Preliminary Assessment Roll
District F3 Pavement Replacement
Parcel ID Distrid Owner Address Units $/Unit Total/Unit
1502721110005 F3 BRAUN CHAD L&CHERI A 8095 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721110006 F3 BOSSEN GORDON&KATHLEEN 8107 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721110007 F3 FIELDENEDNAR 8119JOLIETAVES 1 $3,890.09 $3,890.09
1502721120005 F3 OSWALD TOD R&KARI MARIE 8008 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721120006 F3 REICHSTADT RANDALL RALPH 8022 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721120007 F3 ARENDT FRANK W&LEONE T 8032 JODY AVE S 1 $3,890.09 $3,890.09
1502721120008 F3 RAMOS ENRIQUE&LISA C 8046 JODY AVE S 1 $3,890.09 $3,890.09
1502721120009 F3 JURGENSTONYJ&DAWNM 8054JODYAVES 1 $3,890.09 $3,890.09
1502721120010 F3 RADEMACHER MICHAEL&THERESE 8068 JODY AVE S 1 $3,890.09 $3,890.09
1502721120011 F3 TAYLOR JEREMY J&LEAH R 8074 JODY AVE S 1 $3,890.09 $3,890.09
1502721120012 F3 DINIUSLINDSEYA 8092JODYAVES 1 $3,890.09 $3,890.09
1502721120013 F3 SHANNON ROBERT B 8106 JODY AVE S 1 $3,890.09 $3,890.09
1502721120016 F3 WORKU MULUKEN&ESKEDAR WORKNEH 8097 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120017 F3 FREISINGER BRYAN C&MICHELLE L FREISINGER 8083 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120018 F3 MOUA KA BAO 8071 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120019 F3 THOMPSON CHRISTIE LEA 8065 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120020 F3 GEORGE BERNARD&SUE E BIELKE 8057 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120021 F3 HALLOCK SCOTT E&RUTH A 8045 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120022 F3 ISUBIKALU DOREEN L&ANTHONY 8033 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120023 F3 SOKOLOWSKIPAMELAJ 8017JOCELYNAVES 1 $3,890.09 $3,890.09
1502721120024 F3 SHOGREN THOMAS A&LAURA LYNN 8029 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120025 F3 POWELL JAY C&LISA B 8083 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721120026 F3 SCHOENFELD MARTIN T&JANICE K 8187 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120027 F3 SVENDSENROBERTJ&CATHARINE 8171JOHANSENAVES 1 $3,890.09 $3,890.09
1502721120028 F3 ORDNER DANIELJ&MICHON A 8149 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120029 F3 OPSE JACOB G&CRYSTAL KB 8125 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120030 F3 MOGES FIKIRTE&ZEWDU S KASSA 8103 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120031 F3 JOHNSON BRYAN E 8097 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120032 F3 GOTT RICHARD M 8095 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120033 F3 WEBERJEREMY&KIMBERLY 8089JOHANSENAVES 1 $3,890.09 $3,890.09
1502721120034 F3 KUHSE BENJAMIN A 8087 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120035 F3 LEDESMA LISA M 8083 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120036 F3 SIBLEY CHARLES L&DENISE R 8245 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120037 F3 TOLLEFSON LAURELJAMES 8223 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120038 F3 WOOD MICHAEL R&MARIE E 8209 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120047 F3 RIVER VALLEY RENTALS LLP 8119 JODY AVE S 1 $3,890.09 $3,890.09
1502721120048 F3 PHILBLAD PETER L&AUDRA E 8095 JODY AVE S 1 $3,890.09 $3,890.09
1502721120049 F3 ERDES THOMAS 8083 JODY AVE S 1 $3,890.09 $3,890.09
1502721120050 F3 IJOMAH KRISTINA M 8077 JODY AVE S 1 $3,890.09 $3,890.09
1502721120051 F3 HASKIN TRACEY L 8063 JODY AVE S 1 $3,890.09 $3,890.09
1502721120052 F3 GERHARDT KENNETH J&DEBORAH M 8057 JODY AVE S 1 $3,890.09 $3,890.09
1502721120053 F3 OLSON TIMOTHY G 8041 JODY AVE S 1 $3,890.09 $3,890.09
1502721120054 F3 MEYERCHRISTOPHERA&JENETIA 8039JODYAVES 1 $3,890.09 $3,890.09
1502721120055 F3 TAYLOR CHRISTOPHER S&RACHAEL C TAYLOR 8082 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120056 F3 OSORIO CHRISTINE&KATHLEEN GREEN 8086 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120057 F3 ST GERMAIN PATRICIA 8088 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120058 F3 SINGH PARMESH&ROHINIE B 8094 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120059 F3 ROY RACHAEL&JOHN 8100 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120060 F3 BRAUN RODNEY W&LORI J 8116 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120061 F3 HOFACKER SUSAN R&THOMAS M 8138 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120062 F3 MORTENSON MITCHELL C&SHELLY 8152 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120063 F3 VIETORIS RANDI B 8164 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120065 F3 SPICER LINDA K 8013 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721120066 F3 SCORE EDWARD M&VICKI L 8045 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721120067 F3 SCORE HAROLD DUANE&DEBORAH 8057 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721120068 F3 NGUYENNHIEMN&CAMLE 8079JOLIETAVES 1 $3,890.09 $3,890.09
1502721120070 F3 MILLESON LINDZEE 8000 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120071 F3 PROSEN SANDRA 8018 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120072 F3 JAWORSKI SCOTT E&PATRICIA A GREENWALD 8024 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120073 F3 BROWN RODNEY R&SUSAN K 8036 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120074 F3 LOWRY RYAN&LAURA 8044 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120075 F3 STAUFFER ARNOLD F 8058 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120076 F3 COOK DANIEL L&TERRI A 8060 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120077 F3 LINDEMAN RONALD W 8072 JOCELYN AVE S 1 $3,890.09 $3,890.09
Preliminary Assessment Roll
District F3 Pavement Replacement
Parcel ID Distrid Owner Address Units $/Unit Total/Unit
1502721120078 F3 DAVISON THOMAS D 8086 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120079 F3 HODGE CHARLES A&DIANE L 8094 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120080 F3 FAULK DENIS D&COLETTE M 8106 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120081 F3 STANENAS ADAM J 8118 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120082 F3 NEMO MICHAEL J&SUSAN CARLSON 8122 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120083 F3 SCHLIECHERTRS 8136JOCELYNAVES 1 $3,890.09 $3,890.09
1502721120084 F3 ROWLEY LINDSAY N 8158 JODY AVE S 1 $3,890.09 $3,890.09
1502721120085 F3 UECKERROBERTS&JILLM 8164JODYAVES 1 $3,890.09 $3,890.09
1502721120086 F3 PETERSON RONALD D&KIMBERLY A 8198 JODY AVE S 1 $3,890.09 $3,890.09
1502721120087 F3 RIXEN DAVID P&PATRICIA A 8204 JODY AVE S 1 $3,890.09 $3,890.09
1502721120088 F3 NARPAULJHALPAUL 8226JODYAVES 1 $3,890.09 $3,890.09
1502721120089 F3 WILKS CHARLES J&SANDRA L 8248 JODY AVE S 1 $3,890.09 $3,890.09
1502721120090 F3 NKWAIN JOSEPH 8115 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120091 F3 DEWOLF ALEXANDER W 8123 JOCELYN AVE S 1 $3,890.09 $3,890.09
1502721120092 F3 TUMAN JUSTIN T&STEPHANIE K 8149 JODY AVE S 1 $3,890.09 $3,890.09
1502721120093 F3 GRAMS ASHTON&CYNTHIA 8135 JODY AVE S 1 $3,890.09 $3,890.09
1502721120094 F3 MATHISON THOR J 8171 JODY AVE S 1 $3,890.09 $3,890.09
1502721120095 F3 DEMARS CORY A 8189 JODY AVE S 1 $3,890.09 $3,890.09
1502721120096 F3 BELLINGERTERRYJ&KELLYJ 8213JODYAVES 1 $3,890.09 $3,890.09
1502721120097 F3 COILAN SOLANO L&SUSAN M THIBEDEAU COILAN 8234 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120098 F3 BARTELS SEAN&MARGARET 8212 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120099 F3 DUSH NICHOLAS M&MADELINE C SALMON 8190 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721120100 F3 ALLANJEREMYJ 8176JOHANSENAVES 1 $3,890.09 $3,890.09
Totals 87 $338,437.83
Preliminary Assessment Roll
District F5 Pavement Replacement
Parcel ID Distrid Owner Address Units $/Unit Total/Unit
1502721110010 FS BARR CYNTHIA S&TIMOTHY J 9974 82ND ST S 1 $3,890.09 $3,890.09
1502721110013 FS MESTEMACHER NATHAN B 8123 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721110014 FS LUNDSTROM MICHAEL&ELLSPETH 8135 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721110015 FS KIRCHNERDOUGLASL 8149JOLIETAVES 1 $3,890.09 $3,890.09
1502721110016 FS BAUMRUCKERML 8167JOLIETAVES 1 $3,890.09 $3,890.09
1502721110017 FS WEIBY VERDA E TRS 8171 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721110018 FS GOECKE MICHAEL P&SHELLEY A 8189 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721110019 FS PHAM ANH T 8203 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721110020 FS REICHELBENJAMINA&JENNIFER 8215JOLIETAVES 1 $3,890.09 $3,890.09
1502721110021 FS SAOCHIOLINO 8237JOLIETAVES 1 $3,890.09 $3,890.09
1502721110022 FS LARSON ADAM L&STACEY F 8249 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721110023 FS BERGSBAKEN MICHAEL P&DIANE 8122 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721110024 FS JOHNSONDALEW&JULIACH 8130JOLIETAVES 1 $3,890.09 $3,890.09
1502721110025 FS BARRYTERRILYNN 8144JOLIETAVES 1 $3,890.09 $3,890.09
1502721110026 FS HARRIS RALPH V&MICHELLE 8156 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721110027 FS WEISJUSTINJ&MARLEYJ 8168JOLIETAVES 1 $3,890.09 $3,890.09
1502721110028 FS BAIN GREGORY C&BETH A 8190 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721110029 FS GOMEZ MARIA D S&LUCILLA P 8212 JOLIET AVE S 1 $3,890.09 $3,890.09
1502721110030 FS MARTINEZFERROL 8228JOLIETAVES 1 $3,890.09 $3,890.09
1502721110031 FS COLE JOANN C 9846 82ND ST S 1 $3,890.09 $3,890.09
1502721110032 FS ALLIEPAULL&JILLS 982882NDST5 1 $3,890.09 $3,890.09
1502721110033 FS DEUTSCHE BANK NATIONAL TRS CO 9814 82ND ST S 1 $3,890.09 $3,890.09
1502721110034 FS TATE PHILIP C&SUSAN J 9772 82ND ST S 1 $3,890.09 $3,890.09
1502721110035 FS STROM BRUCE R 9766 82ND ST S 1 $3,890.09 $3,890.09
1502721110036 FS US BANK NA AS TRUSTEE 9758 82ND ST S 1 $3,890.09 $3,890.09
1502721110037 FS OREPEKAN SUAEEB O&SIKIRAT T 9742 82ND ST S 1 $3,890.09 $3,890.09
1502721110038 FS KOENIG RICHARDJ&LORRAINE N 973882NDST5 1 $3,890.09 $3,890.09
1502721110039 FS BONNESON DANIEL C&ROXANNE M 9803 82ND ST S 1 $3,890.09 $3,890.09
1502721110040 FS BRICE JOSEPH 9825 82ND ST S 1 $3,890.09 $3,890.09
1502721110041 FS BRUBERMATTHEWR&MELISSAJ 983582NDST5 1 $3,890.09 $3,890.09
1502721110042 FS TOLEFREE SEAN L&TALAYA L 985182ND ST S 1 $3,890.09 $3,890.09
1502721110043 FS DIMMICKCHRISTINER&NICOLEJCARLE 988782NDST5 1 $3,890.09 $3,890.09
1502721110044 FS SANTOVI FRANK E&THERESA M 991182ND ST S 1 $3,890.09 $3,890.09
1502721110045 FS GROSSEJEFFREYR&JACQUELINE 993382NDST5 1 $3,890.09 $3,890.09
1502721110046 FS MCKUSICK ARTHUR L&SHARON E 9947 82ND ST S 1 $3,890.09 $3,890.09
1502721110047 FS SCOTT DARLENE M J 9959 82ND ST S 1 $3,890.09 $3,890.09
1502721110048 FS WARLINGJOHNW&MICHELLEJ 997582NDST5 1 $3,890.09 $3,890.09
1502721110049 FS SOBOTTA LACROY J 9983 82ND ST S 1 $3,890.09 $3,890.09
1502721120101 FS PAULOS LULA R&KIDANE G HABTES 9726 82ND ST S 1 $3,890.09 $3,890.09
1502721120102 FS BUNCE RICKY A&LINDSAY L LAWRENCE 9710 82ND ST S 1 $3,890.09 $3,890.09
1502721120103 FS MALVEAUX CLARENCE J 9704 82ND ST S 1 $3,890.09 $3,890.09
1502721120104 FS ORTIZ FRANCISCO 9698 82ND ST S 1 $3,890.09 $3,890.09
1502721120105 FS RAISANENJOHNR 968682NDST5 1 $3,890.09 $3,890.09
1502721120106 FS ROOKER STEVE M&BRENDA K 9664 82ND ST S 1 $3,890.09 $3,890.09
1502721120107 FS PETERSON CRAIG C&HAUG DARLEN 9640 82ND ST S 1 $3,890.09 $3,890.09
1502721120108 FS SCHMIDTSTEVENL&JOLENEK 962282NDST5 1 $3,890.09 $3,890.09
1502721120109 FS SCHMITZMICHAELJ 960382NDST5 1 $3,890.09 $3,890.09
1502721120110 FS LINDSTEDTJAMESG 961182NDST5 1 $3,890.09 $3,890.09
1502721120111 FS COTY MATTHEW J&NICOLE M 9617 82ND ST S 1 $3,890.09 $3,890.09
1502721120112 FS KINSEY FRANK J&LORI J 9635 82ND ST S 1 $3,890.09 $3,890.09
1502721120113 FS HOUSEHOLD INDUSTRIAL FINANCE 9657 82ND ST S 1 $3,890.09 $3,890.09
1502721120114 FS JOHNSON COLE 9679 82ND ST S 1 $3,890.09 $3,890.09
1502721120115 FS CARR CAROL A 968182ND ST S 1 $3,890.09 $3,890.09
1502721120116 FS PHANVUTHYJ&SOCHENDASEN 978982NDST5 1 $3,890.09 $3,890.09
1502721130005 FS BOEHM DUWAYNE J&DONNA E 8270 JODY LN S 1 $3,890.09 $3,890.09
1502721130006 FS CECELIA A BAYERS TRS 8298 JODY LN S 1 $3,890.09 $3,890.09
1502721130007 FS HARRISON DANIEL M&MICHELLE T 8316 JODY LN S 1 $3,890.09 $3,890.09
1502721130008 FS BUETTNER DAVID H&LYNN A 8322 JODY LN S 1 $3,890.09 $3,890.09
1502721130009 FS JOHNSON JEREMIAH K&NANCY A 8344 JODY LN S 1 $3,890.09 $3,890.09
1502721130010 FS SCHULT JAMES C&NANCY L 8366 JODY LN S 1 $3,890.09 $3,890.09
1502721130011 FS CUSICK WILLIAM J&REBECCA M 8388 JODY LN S 1 $3,890.09 $3,890.09
1502721130012 FS FIRKUS WILLIAM D&KAREN M 8287 JODY LN S 1 $3,890.09 $3,890.09
1502721130013 FS KLATTJOHN H 8333 JODY LN S 1 $3,890.09 $3,890.09
1502721130014 FS ENGELSTAD ROBERT G&RAMONA 8355 JODY LN S 1 $3,890.09 $3,890.09
Preliminary Assessment Roll
District F5 Pavement Replacement
Parcel ID Distrid Owner Address Units $/Unit Total/Unit
1502721130015 FS TODD CHARLES R&JUDI A 8377 JODY LN S 1 $3,890.09 $3,890.09
1502721130016 FS BARAIBARSTEPHENJ&MELISSAJ 8399JODYLNS 1 $3,890.09 $3,890.09
1502721130017 FS MERRILL ROBERT H&JILL M 8398 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130018 FS PNEWSKI JAMES P&JOAN S 8364 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130019 FS RUDOLPH RICHARD P&CATHERINE 8340 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130020 FS SECRETARY OF VETERANS AFFAIRS 8312 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130021 FS FILLMORE BENJAMIN H&RUBY H 8251 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130022 FS MENARD ROBERT D&DANIELLE M 8273 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130023 FS PRICE DENNIS E 8295 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130024 FS THEODORE M TOLLAS&HELEN ATOLLASTRS AGR 8309JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130025 FS CISNEROS PAUL R&JENNETTE E 8327 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130026 FS ORELLA JONATHAN J 8351 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130027 FS VANG MAI&SENG 8373 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130028 FS ATKINSON DAVID J&RHINDIE L SCHWEBACH 8385 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130029 FS AllONE JOSEPH J 9632 84TH BAY S 1 $3,890.09 $3,890.09
1502721130030 FS RHEIN RODNEY L&WENDY L 9644 84TH STREET BAY S 1 $3,890.09 $3,890.09
1502721130031 FS EDLUND CHAD R&ERIN K PETERFESO 9646 84TH STREET BAY S 1 $3,890.09 $3,890.09
1502721130032 FS RIGGIN LEWIS T&JUDY L 9648 84TH STREET BAY S 1 $3,890.09 $3,890.09
1502721130033 FS DIEGNAU MICHAELJ&SANDRAJ 965084TH BAY S 1 $3,890.09 $3,890.09
1502721130034 FS DICK STEVEN J 9652 84TH STREET BAY S 1 $3,890.09 $3,890.09
1502721130035 FS WESTERMAN LIVINGTRS 965484TH STREET BAY S 1 $3,890.09 $3,890.09
1502721130036 FS ELLIOTJEFFREY W&SUZANNE L 9662 84TH STREET BAY S 1 $3,890.09 $3,890.09
1502721130037 FS KLINGHAGEN KENTONJ&JULIE 966484TH STREET BAY S 1 $3,890.09 $3,890.09
1502721130038 FS UNERTL MARK E&ELAINE I 9668 84TH BAY S 1 $3,890.09 $3,890.09
1502721130039 FS OLAUSEN JANET R 9670 84TH BAY S 1 $3,890.09 $3,890.09
1502721130040 FS GROTE KEVIN T&MARTHA JANE 9672 84TH BAY S 1 $3,890.09 $3,890.09
1502721130041 FS MELTON JAMES KEITH&KRIS M 9676 84TH STREET BAY S 1 $3,890.09 $3,890.09
1502721130042 FS DELOYE LISA M&STEVEN S SILTMAN 9680 84TH STREET BAY S 1 $3,890.09 $3,890.09
1502721130043 FS MOINICHEN GREGORYJ&MICHEL R 970084TH STS 1 $3,890.09 $3,890.09
1502721130044 FS DAVIS BRENT K&WRIGHT BARBARA 9712 84TH STREET CIR S 1 $3,890.09 $3,890.09
1502721130045 FS FRITZ DANIAL J&KRISTINE D 9716 84TH STREET CIR S 1 $3,890.09 $3,890.09
1502721130046 FS OGUNRINDE OLASEINDE&ADENIKE 9724 84TH STREET CIR S 1 $3,890.09 $3,890.09
1502721130047 FS BABINSKI DENNISJ&MARY E 9728 84TH STREET CIR S 1 $3,890.09 $3,890.09
1502721130048 FS STEPHENSONCHRISTINE 973084THSTREETCIRS 1 $3,890.09 $3,890.09
1502721130049 FS WITT ERIK&BRENDA 9732 84TH STREET CIR S 1 $3,890.09 $3,890.09
1502721130050 FS GAUSTER BRANDON&ALISON 9744 84TH STREET CIR S 1 $3,890.09 $3,890.09
1502721130051 FS HARPER LAUREN L 9755 84TH ST S 1 $3,890.09 $3,890.09
1502721130052 FS PETERSEN ERIC&SHANNON 9749 84TH ST S 1 $3,890.09 $3,890.09
1502721130053 FS WARNER GREGORY L&KATHRYN J 973184TH ST S 1 $3,890.09 $3,890.09
1502721130054 FS MATSON THOMAS J&SHERRIE L 9727 84TH ST S 1 $3,890.09 $3,890.09
1502721130055 FS BURNS BRIAN E&DANIELLE M GARCIA 9719 84TH ST S 1 $3,890.09 $3,890.09
1502721130056 FS SCHMIDT ANDREA L&THOMAS W ROSS 969184TH ST S 1 $3,890.09 $3,890.09
1502721130057 FS MUNSON THOMAS&LORI R 9683 84TH ST S 1 $3,890.09 $3,890.09
1502721130058 FS HAYWARD PRESTON J 9675 84TH ST S 1 $3,890.09 $3,890.09
1502721130059 FS KRASKY MICHAEL S&TERRIE J 9647 84TH ST S 1 $3,890.09 $3,890.09
1502721130060 FS US BANK NATL ASSOC 9629 84TH ST S 1 $3,890.09 $3,890.09
1502721130064 FS ESTOREMASTERS LLC 8400 JODY LN S 1 $3,890.09 $3,890.09
1502721130065 FS URBANO PAUL M&JODY L 8412 JODY LN S 1 $3,890.09 $3,890.09
1502721130066 FS DENHERDER RANDALL L&CYNTHIA 8424 JODY LN S 1 $3,890.09 $3,890.09
1502721130067 FS PAVELKA LEE A&PIRJO A 8436 JODY LN S 1 $3,890.09 $3,890.09
1502721130068 FS GLASOW JANE A&MICHAEL S 8448 JODY CT S 1 $3,890.09 $3,890.09
1502721130069 FS DUFRESNE ADAM G&CASSANDRA L 8450 JODY CT S 1 $3,890.09 $3,890.09
1502721130070 FS PETERSEN MARY K TRS 8452 JODY CT S 1 $3,890.09 $3,890.09
1502721130071 FS BESTLER RUSSELL H&DEBORAH 8464 JODY CT S 1 $3,890.09 $3,890.09
1502721130072 FS KUZJ PETER P&ANN E 8466 JODY CT S 1 $3,890.09 $3,890.09
1502721130073 FS ANDERSONWENDELLS&KIMBERLY 8478JODYCTS 1 $3,890.09 $3,890.09
1502721130074 FS BEAIRD STEVEN J&JOYCE M 8480 JODY LN S 1 $3,890.09 $3,890.09
1502721130075 FS ROBINSON JASON D 8492 JODY LN S 1 $3,890.09 $3,890.09
1502721130076 FS HAMMAC DAVIDT 8500JODY LN S 1 $3,890.09 $3,890.09
1502721130077 FS THORNTON SHAWN W 8405 JODY LN S 1 $3,890.09 $3,890.09
1502721130078 FS JOHNSON CURTIS&DEBORAH DREIS-JOHNSON 8421 JODY LN S 1 $3,890.09 $3,890.09
1502721130079 FS ERICKSON STEVEN J&LAURIE A 8429 JODY LN S 1 $3,890.09 $3,890.09
1502721130080 FS BREN DAVID S&BARBARA E 8445 JODY LN S 1 $3,890.09 $3,890.09
1502721130081 FS HERME MICHAELJ&ROXANNE M 8467JODY LN S 1 $3,890.09 $3,890.09
Preliminary Assessment Roll
District F5 Pavement Replacement
Parcel ID Distrid Owner Address Units $/Unit Total/Unit
1502721130082 FS RAGUDO BIENVENIDO V&VINCENTA 8489 JODY LN S 1 $3,890.09 $3,890.09
1502721130083 FS PINSKI TERRANCE M&JULIE L 8495 JODY LN S 1 $3,890.09 $3,890.09
1502721130084 FS HO VANNOEUN 8446 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130085 FS HAMMOND MARY J TRS 8434 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130086 FS STOBER RONALD&PAMELA 8422 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130087 FS MILLS MICHAEL W&NICOLE I 8408 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130088 FS OLSON ALLAN J&BARBARA L 8417 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130089 FS THALHUBER MEGAN E 8425 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130090 FS DITTMAN JOEL D&TRACI S 8443 JOHANSEN AVE S 1 $3,890.09 $3,890.09
1502721130106 FS GONKO CHRISTOPHER J&ABBY L 9762 85TH STREET PL S 1 $3,890.09 $3,890.09
1502721130107 FS ROBERTS RALPH R&MARCIA G 9758 85TH STREET PL S 1 $3,890.09 $3,890.09
1502721140011 FS KREUSER DANIEL&LYNDSEY M JOHNSON 9760 84TH ST S 1 $3,890.09 $3,890.09
1502721140012 FS KNICKELJASON W&LISA K 8257 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140013 FS LAND BRIAN L&LIANAJ 8261 JORGENSEN ALCOVE S 1 $3,890.09 $3,890.09
1502721140014 FS GRAVEEN MICHAELJ&THERESA M 8267JORGENSEN ALCOVE S 1 $3,890.09 $3,890.09
1502721140015 FS ROYER ADAM 8271 JORGENSEN ALCOVE S 1 $3,890.09 $3,890.09
1502721140016 FS RUSH RICHARD W&ELAINE T 8277 JORGENSEN ALCOVE S 1 $3,890.09 $3,890.09
1502721140017 FS SCHMOLL GREGORY D&PEGGYJ 8307 JORGENSEN ALCOVE S 1 $3,890.09 $3,890.09
1502721140018 FS JUENEMANN TONI KIM&MARK R 8315 JORGENSEN ALCOVE S 1 $3,890.09 $3,890.09
1502721140019 FS ROSS ROBERT D&LAURIE J 8351 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140020 FS STECHER DAVID R&SYLVIAJ 8359 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140021 FS MCGOWAN JOHN R 8373 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140022 FS MBANGWANA FOGANG 8391 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140023 FS STUEBER MATTHEW J 8409 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140024 FS VITCAK DANIEL R&LESLIE J 8421 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140025 FS FUNKHOUSER GARY L&JULIE A 8443 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140026 FS MEADE GARY A&DEBBI J 8465 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140027 FS BONACORDA ROBERT T&JANET M 8479 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140028 FS SCHULTZJEFFREY 8491JORGENSENAVES 1 $3,890.09 $3,890.09
1502721140029 FS TURITTO MICHAELJ&PATRICIA 8497 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140033 FS DEGENAAR DANIEL W&LYNN A 9759 84TH ST S 1 $3,890.09 $3,890.09
1502721140034 FS WAINIO CHRISTOPHER D&CHRISTY M WAINIO 8256 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140035 FS DOCKTER CHAD&MACARTHUR S M 8258 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140036 FS MINERJEFFREYT&HEATHERD 8320JORGENSENAVES 1 $3,890.09 $3,890.09
1502721140037 FS ERICKSON CHARLES 8346 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140038 FS KNUTSON PAUL H&BRENDA A 8362 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140039 FS PARSONSANTHONYJ 8384JORGENSENAVES 1 $3,890.09 $3,890.09
1502721140040 FS KATARE RAJESH 8402 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140041 FS PATROW ROBERT&JENNIFER 8418 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140042 FS BURD MILES P J&CHARLENE D 8434 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140043 FS HUNT GREGORY E&PHYLLIS M 8452 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140044 FS SCHMIDTJEFFERY M&LORI SCHMIDT 8476 JORGENSEN AVE S 1 $3,890.09 $3,890.09
1502721140045 FS DETKOJOSHUAJ 8490JORGENSENAVES 1 $3,890.09 $3,890.09
1502721140056 FS LONG BARBARA L 9794 85TH STREET PL S 1 $3,890.09 $3,890.09
1502721140057 FS CHRISTENSEN REX E 9790 85TH STREET PL S 1 $3,890.09 $3,890.09
1502721140058 FS RITZER GLENN D&MARILYN V 9786 85TH STREET PL S 1 $3,890.09 $3,890.09
1502721140059 FS VANLANDSCHOOT JOSEPH A&PATRICIA M VANLANDSCHOOT 9782 85TH STREET PL S 1 $3,890.09 $3,890.09
1502721140060 FS SEATON KENNETH R&KATHERINE D 9778 85TH STREET PL S 1 $3,890.09 $3,890.09
1502721140061 FS CAVEN JOHN R&JANET K 9774 85TH STREET PL S 1 $3,890.09 $3,890.09
1502721140062 FS DIETZSCH MARK W&PAULA J 9770 85TH STREET PL S 1 $3,890.09 $3,890.09
1502721140063 FS WATELAND DALE L&JANE B 9766 85TH STREET PL S 1 $3,890.09 $3,890.09
Totals 179 $696,326.11
Preliminary Assessment Roll
80th Street Pavement Replacement
Parcel ID District Owner Address Units $/Unit Total/Unit
902721430001 80TH SANDBORGHLIVINGTRS 872680THST5 1 $14,360.40 $14,360.40
902721430004 80TH CHURCH OF ST RITA OF COTTAGE GROVE 8694 80TH ST S R $43,885.59 $43,885.59
902721430005 80TH CHURCH OF ST RITA OF COTTAGE GROVE R $43,885.59 $43,885.59
902721440086 80TH COMMEVCHURCH&%CROSSROADSCHURCH 79551WSTONEAVES R $48,669.63 $48,669.63
Totals $150,801.21
•
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�
., .
APPENDIX E - PAVEMENT CORES
City of Cottage Grove, Minnesota Appendix E—Pavement Cores
2016 Pavement Management Project Page 52
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District D-2 '" �• � - � - -
. »
Cottage Grove,MN
AET Job#: 28-01026
Core#: C-1
Locarion:Hale Ave S
Date Cored: August 3,2015
Core Diameter: 4" �� � � "
_= r'
— � ..r i ?;' �:. `
Downhole measurement: 3 3/4" — - � .�.; . '�,� '" ���.,�,
Total core len h: 2 '/4" — �';;
� �
Two layers are visible � ;�;�� �` �
— �
Layer 1: '/4" sealcoat - , �'`�
Layer 2: 2" N� :"�
Notes: — . ;
Sealcoat at surface. Core moderately �,— � �� l�
stripped. � � � ���
Aggregate Base: Silty sand and gravel
, � � . �
Depth: 5"
Classification: A-
District D-2 ' ' .
Cottage Grove,MN • . '
. � .
AET Job#: 28-01026 _ - �
s.� � '
, .. .,. . � p ' .
Core#: C-2 - e " _
Locarion: Harkness Ave S (N of Hamlet)
Date Cored: August 3,2015 � �
Core Diameter: 4"
I �Downhole measurement: 3" �
Total core length: 1 3/4" � /
One lift was visible —� °
N_-'� i
—j , +,
Notes: "
Core taken on crack Sealcoat at surface. � � •� � �' �
Lower 1 3/4" severely stripped,remainder " ;;
of the core moderately stripped. _ '�� "
Aggregate Base: Silty sand and gravel A—
— �
Depth: 9" _ � �
Classification: A- �_
' �,r,.
11�1f:EilCAy
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District D-2
Cottage Grove,MN - - - � �- .
AET Job#: 28-01026
Core#: C-3 • '
Locarion: Hallmark Ave S
Date Cored: August 3,2015 � �
Core Diameter: 4" _ ' � � -
� _, . �
Downhole measurement 4" � � -� �
Total core length: 4" � � �"
Two lifts were visible � � �
Lift 1: 1 '/z"
Lift 2: 2 '/z" �"'
Notes: ��— � .
Sealcoat at surface. Core severely - "
stripped.
A
Aggregate Base: Silty sand and gravel '.
Depth: 12" � . /�
Classification: A- ��
District D-2
Cottage Grove,MN "'�" -
AET Job#: 28-01026 '" ' - ,
Core#: C-4 _ ' •
Location:Hames Ave S
Date Cored: August 3,2015 � � � � ' �
Core Diameter: 4" �
Downhole measurement: 4 3/4" �
Total core length: 3 3/4 _
Two layers were visible � � �� •�� � �
Layer 1: 1 '/4: •
Layer 2: 2 '/4" "'
Notes: "
u �
Sealcoat at surface. Full length of core � � �
severely stripped =-
A �
Aggregate Base: � _- � r�
Depth: 12" � -- , . {
Classification: A ��n �_ �����
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TESTI�G, I\C.
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District D-2
Cottage Grove,MN
AET Job#: 28-01026 � � � -
• ._ ---- -.-. . , -..
Core#: GS
Locarion: Harkness Ave S (S of Hames) � - ' • �
Date Cored: August 3,2015 . . , ,
Core Diameter: 4" ' :'� ' � � -� �
� -
Downhole measurement 4 '/4" �� -_ �
Total core length: 3 '/4" � , _ � �.
Two layers were visible � - , ^
�� � � d
Layer 1: 1 3/4" � i�� �
Layer 2: 1 '/z" "
�N
Notes: I
Core taken on crack Sealcoat at surface. � �'� � '
Core moderately stripped.
A= ;
Aggregat0 BaSO: - '
Depth: 16" � - ,
Classification: A- ��_ � � � `�`""� ��
District F-3 &F-5
Cottage Grove,MN . ' '
AET Job#: 28-01026 , _ ,
- ,- � � .
� � _
` ;� _
Core#: C-6 _
Location: Jocelyn Ave S T^ = I
1 4 �`
Date Cored: August 3,2015 � � �����
Core Diameter: 4" � � -
� I
I 1
Downhole measurement 4" N__ ��';� ?� r � � C
Total core length: 3 3/4" —
. �,
Two layers were visible �.t� 'y�
Layer 1: 13/4" � �_ � �. �
Layer 2: 2" ��
Notes: A—
— ,
Sealcoat at surface. Upper 2 '/z" slightly _ ��
stripped. The remainder of the core � �, �
moderately stripped. ' '
Aggregate Base: Silty sand and gravel o�= ' � �
Depth: 14" = r �
Classification: A-
11�1f:EilCAy
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TESTI�G, I\C.
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District F-3 &F-5 '"-- � - -
Cottage Grove,MN
AET Job#: 28-01026 • . " . - �
Core#: C-7 -'"'�' . T � -
Location: Johansen Ave S (North of 82"a) . . `1 - - �
Date Cored: August 3,2015 �� m-� �� � ' �
Core Diameter: 4" � �I �
I �e
Downhole measurement: 3 3/4" � -
�
� .�
Total core length: 2 3/4" - � �
- �
Two la ers were visible N_ ��
Y �
r
La er 1: 1 '/4" �� �
Y
Layer 2: 1 '/z" _-
i„-
Notes: _ + . � � �
Sealcoat at surface. Upper 1 '/4" slightly � -
stripped. The remainder of the core A �
�
severely stripped. _
Aggregate Base: Sand with silt and gravel ;� � � � �
Depth: 7" - � �
Classification: A-
District F-3 &F-5
Cottage Grove,MN .. � -
AET Job#: 28-01026 �'� � " ' - •
�.., - .:�---"
Core#: C-8 -
I �
Locarion: Joliet Ave S � � � t
Date Cored: August 3,2015 � -
Core Diameter: 4" �
Downhole measurement: 5" �- �
Total core length: 4" � _ 1 r
Three layers were visible � -w- 1 �
Layer 1: 1"patch/sealcoat � � �
Layer 2: 1 '/z" - _
Layer 3: 1 '/z" A -
i
Notes: .
Patch delaminating from surface. Core ; n�-- � " �
moderately to severely stripped. ' -_
Aggregate Base: Sand with silt and gravel °f— �
Depth: 4" — i�
Classification: A-
11�1f:EilCAy
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TESTI�G, I\C.
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District F-3 &F-5
Cottage Grove,MN
AET Job#: 28-01016 ,� � ... . -� , •
- . . . ,: '
, • . .
w:.
Core#: C-9 ' -
Locarion: 82"d Street S(E of Joliet) ��� " —
Date Cored: August 3,2015 � � ,—
Core Diameter: 4" � I,
I —
Downhole measurement: 5"
» �N-
Total core length: 4 '/4
Three layers were visible ��
Layer 1: 3/4"patch and sealcoat �,
, �
Layer 2: 1 /z" _-� ;s � � ���
Layer 3: 2" _ '� �
A—
Notes: _
Full core moderately stripped. — ' ° � �
!Rn=
Aggregate Base: Sand with silt and gravel � - �
Depth: 6 '/4: �_ •
Classification: A- _
- i' w � _
District F-3 &F-5 � _
Cottage Grove,MN
AET Job#: 28-01026
Core#: C-10 • � , � .
-� . • -
Location: Jorgensen Ave S ' � "�� '" .- _,,,, -
Date Cored: August 3,2015 — ' '�-
Core Diameter: 4" �� �� '
I. J
Downhole measurement: 4" �� ry� � � �
Total core length: 3 3/4" ��_ (�
Two layers were visible - -
Lift 1: 1 '/a"
Lift2: 2 '/z" �� � � ��
Notes: A-
Layer 1 delaminating. Core severely -_
stripped. - cQ �
,�- �i G ; �
Aggregate Base: Sand with silt and gravel — '
Depth: 18" m_ ' ' �
Classification: A- � �
11�1f:EilCAy
I ENCIlEER1NG
TESTI�G, I\C.
�
District F-3 &F-5 =' -��- -_ ._ __ _ _
Cottage Grove,MN
AET Job#: 28-01026
. _
Core#: C-11 �. - "_ . . K ' •
Locarion: 85�'Street Places � �- �� � ���'w
• -�► • -
Date Cored: August 3,2015 -
Core Diameter: 4" � '
J �
Downhole measurement: 3 '/z" � •
Total core length: 3" 6� �� � �
Two layers were visible €„ '
Layer 1: '/z" ,
Layer 2: 2 '/z" �
-�
W-i
Notes: — �
Layer 1 delaminating. Core severely = '
stripped. A- �
� __ �
Aggregate Base: Sand with silt and gravel __ - � _ �j
Depth: 12" � � �r�
Classification: A- ' '��` �� �
District F-3 &F-5 - � '
. � � ,
Cottage Grove,MN � __� '� _ .T •-
AET Job#: 28-01026 r' � , I"' ' ' - "
.�
Core#: C-12 • � •- +� - w ..:- "''�" ��- . fP__
Locarion: 84�'Street Bays � v
Date Cored: August 3,2015 � � �= 1
Core Diameter: 4" � � � � �
���� � � g �,
�
Downhole measurement 5" I� _�� ,
Total core length: 3" �'_
Two layers were visible = �' �
Layer 1: '/4" sealcoat '� - — � � � �
Layer2: 23/4" � i" �; �� �
Notes: — �
A- �.
Sealcoat delaminated. Core severely � '
stripped. � _. . �
� � �
Aggregate Base: Silty sand with gravel ! _ � � •
Depth: 9" —
Classification: A-
11�1f:EilCAN
I ENCIlEER1NG
TESTI�G, I\C.
�
District F-3 &F-5 �
Cottage Grove,MN - '
. � � � ,
AET Job#: 28-01026 _ �-_ ,_�� -. - - . _ � . s `.,,
- . __ '� '. .
-r :
Core#: C-13 ' - ,: - �.':;� - _ .� ,r„..__. _,-_•, �-� . -_
,..;�,..
Locarion: Jody Lane S(N of Jody Ct) _-
Date Cored: Au st 3 2015 —
� ,
J
Core Diameter: 4"
� -
Downhole measurement 4 '/z" �� — � - �� � �
Total core length: 4 '/4" �N—
Three layers were visible —
Layer 1: '/z" sealcoat — � �
Layer 2: 1 3/4" �- , ��,
Layer 3: 1"
Notes: � A�
Sealcoat at surface. Core severely - � -� - � �
stripped. ,� - ��
Aggregate Base: Silty sand and gravel ��� _ ' �
Depth: 13 '/z" — ,
Classification: A-
District F-3 &F-5 _ . -
Cottage Grove,MN _ - �
AET Job#: 28-01026 - ' • � - - .
� . . � ,;. - � , -� .
v 1� .
Core#: C-14 � . -.�` � � ,� . :�-« ! ::. .
_
. A - ,_ � .
Locarion: Jody Lanes S(S of Jody Ct) _ �.•�-., � _ _ �. , �,�.�,;,:,�
Date Cored: August 3,2015 � � �"�
Core Diameter: 4" ��� - �
Downhole measurement 4 '/z" � ��� � �
Total core length: 4 '/z" 2 �
Three layers were visible ;
Layer 1: '/z" sealcoat �� �'�
Layer 2: 2 '/z" � - � ��
Layer 3: 1 '/z" ; ��
�
Notes: /'"�,
Core severely stripped I A � ��
v /� �
Aggregate Base: Silty sand with gravel '
Depth: 10" w� �
Classification: A-
_ � f d
o>
11M11f:lilCAN
I ENCIlEER1NG
TESTI�G, I\C.
�
DistriCt F-3 &F-5 •�, " - ' 1.'
� f
,..:,,_.•" � .�._ . .
Cottage Grove,MN - ' . �. -� • -.+►:.R �. ' -�
. , .
AET Job#: 28-01026 - ' ' -x -' - - '
. r' �,. ' • " _."-�`- '
T�.
Core#: C-15 '
Locarion: Johansen Ave S(S of 84�') I � � I �
Date Cored: August 3,2015 �
�
Core Diameter: 4" � �
Downhole measurement: 4 '/z" �N
Total core length: 4 '/z" �
Three layers were visible
Layer 1. '/z' �
Layer 2: 2 '/z" '
Layer 3: 1 '/z: (
+ A
Notes: I � /
Core severely stripped. r v
Aggregate Base: Silty sand with gravel � - � �
Depth: 7 '/z" � � �
Classification: A- � � �
District F-3 &F-5 � � � � - " � �
Cottage Grove,MN _ . . - , _ .
AET Job#: 28-01026 � - . - ' .- ' i .
_ ��.wi . � ,_ - _ � . �-
Core#: C-16 ' • ' . - � * ..' -
� : ,, :�_��
Locarion: 82"d Street S(W of Joliet) _� � � ``�;��,��^��= � � �� � � ���ti' � �. '_ -
Date Cored: August 3,2015 � _
,,t , i
Core Diameter: 4" � w
� �
Downhole measurement: 4 3/4" � = '�
i
Total core length: 4 3/4" - I
Three layers were visible N i /''�� � �
Layer 1: 1" _ � �r� ,�
Layer 2: 1 3/4" -�
Layer 3: 2" ��� � �
Notes: "�� I !
v
Core severely stripped. �A
- :�
Aggregate Base: Silty sand with gravel ���� ��� ��
' � e �
Depth: 9" .
Classification: A- — � � � �
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Sut�ject: C7, SOth Street
Location: Cottage Grave
Date: March Z, 2a15
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Suk�ject C 8, Sath Street
Lacation: Cottage Grove
Date: Marcf� 2, 2�15
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Photo #; 9 Project: B1501285
Subject: C10, 80�' Street
Location: Cottage �ro�+e
Date: March 2, 2015
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Suk�ject: C10, SOth Street
Lacation: Cottage �roVe
Date: fVlarch 2, 2�15
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APPENDIX F - FALLING WEIGHT
DEFLECTOMETER RESULTS
City of Cottage Grove, Minnesota Appendix F—Falling Weight Deflectometer Results
2016 Pavement Management Project Page 65
AMERICAN CONSULTANTS
I ENGINEERING •ENVIRONMENTAL
TESTING, INC. �Ma�ERia,�s�c��
- °FORENSICS
August 12,2015
Mr. Michael Boex
Bolton&Menk, Inc.
2035 County Road D East, Suite B
Maplewood,MN 55109-5314
RE: Report of Falling Weight Deflectometer and Ground Penetrating Radar Testing and
Analysis, 80� Street South
Cottage Grove, MN
AET Report No. 28-01026
Dear Mr. Boex:
We understand that the City of Cottage Grove is planning on doing some improvements to
80�' Street South between US Highway 61 and Washington County CSAH 19. To assist in
plamling, you have authorized American Engineering Testing, Inc. (AET) to perform
Ground Penetrating Radar and Falling Weight Deflectometer testing for the proposed
project. Our work was performed per our proposal dated July 16, 2015, authorized by you
by e-mail on July 17, 2015.
Ground Penetratin�Radar and Fallin�Wei�ht Deflectometer Testin�
Ground Penetrating Radar Testing and Analysis
The pavement thickness of the four driving lanes was evaluated using GPR testing in each
direction. The testing included scanning the pavement at a rate of one scan per foot.
We used a 2 GHz antenna to generate layer measurements to depths up to 18 inches below
the roadway surface with a resolution of the order of less than %2 inch. Scans of the
pavement were collected using system settings established by GSSI RoadScan. A
calibration file, required for data post-processing, was collected at the beginning of the
testing day.
550 Cleveland Avenue North �St. Paul, MN 55114
Phone 651-659-9001 �Toll Free 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.
City of Cottage Grove/Bolton&Menl�
GPR and FWD Testing Results
AET Project No. 2$-01026
August 1�2, 2015
Page 2 af 5
GPR iraterface id�ntification was accomplished using R�.DAN 7, a praprietary software
package included with the GSSI RoadScan system, The saftware includes tools to aid in
delineating pavement layer transitions, and automatically calculates their depths from the
pavement surface using the calibration file{s) callected priar to testing. The identified layers
were compared to the soil boring data collected at identified lacations to validate the
accuracy of the layer thicl�nesses. Measurements from soil borings provided to AET by
Baltan and Menk were used to calibrate and enhance intezpretatzon of GPR measurements.
Th�test data and details ofthe methods used appear in Appendix A.
Depending on pavement age and conditian, the presence of moisture, ambient
electramagnetic interference, and pavement structzlre, total depths of asphalt and aggregate
base are not always explicitly clear. Where gaps in clear identification af pavement and base
Iayer thicknesses are encountered it is reported as a percent of the picking rate of the layer
interface. A picking rate of 100 percent indicates the layer interfaces vtrere visible in. 100
percent of the scaz�ned paints.
Falling-Weight Deflectameter Testing and Analysis
The pavement deflectian testing program conducted for the project consisted af FVV�D
testing an approxiinately 3.1 miles 80th Street South in each lane and in each direction c�f
travel (faur lanes total). The testing locations were performed at 0.1 mile inerements and the
�ocatians are shawn in Figure l. The FWD testing was performed using a L}ynatest 8000
falling weight deflectameter (FWD) where faur sets of data (load and deflections) were
collected. After seating drops, data far four impulse loads (two at 6,OOQ lbs. and two at
9,OOQ lbs. nominal load) were callected at each test paint. Details of the methods used and
the test data appear in Appendix B.
The deflection data were analyzed using the FWD Viewer Taols (lVInDOT methods} for
determining the in-place (effective) subgrade and pavement strength; as well as allowable
City of Cottage Grove/Bolton& Menk
GPR and FWD Testing Results
AET Project No. 28-01026
August 12, 2015
Page 3 of 5
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. This methodology uses the TONN program for
calculation of an estimated spring load capacity and required overlay to estimate the
structure for future assumed traffic loading.
Test Results
Ground Penetrating Radar
The results of the GPR analysis are shown in Table 1 below. Detailed results for each lane
tested are attached to this report. It can be seen that the pavement thickness does vary
between lanes, and segments. It can also be seen that for the majority of the lanes tested, the
coefficient of variation(CV) was relatively low(less than 10% for the asphalt pavement and
20%for the aggregate base) indicating relatively good quality control during the
construction of the roadway. The 15�'percentile column indicates the thickness that 85% of
the test results are greater than.
Table 1 -GPR Test Results Summary
Roadway Termini La�e Direcrion SurFace (inches) Base (inches)
From To Avg CV 15th Avg CV 15th
480'E of �ide E 8.6 8% 7.6 7.9 28% 5.5
80th St S TH 61 Hardwood
Inside W 8.4 8% 7.8 9.3 11% 8.5
Outside E 8.6 8% 7.9 5.8 22% 4.8
Outside W 8.7 9% 7.7 63 21% 4.9
480'E of
80th St S Hardwood Ideal Inside E 6.9 7% 6.5 9.6 22% 7.5
Inside W 6.4 9% 5.8 93 11% 8.3
Outside E 6.8 6% 6.5 9.5 24% 72
Outside W 6.6 9% 6.2 8.8 14% 7.6
80th SY S Ideal Jasnaica Inside E 6.0 10% 5.4 10.6 16% 8.8
Inside W 5.4 5% 5.2 10.0 24% 7.3
Outside E 5.9 6% 5.6 10.3 6% 9.7
Outside W 5.6 5% 5.4 10.5 8% 9.6
80th St S Jamaica CSAH 19 Inside E 8.8 20% 7.0 7.6 19% 5_9
Inside W 8.9 20% 7.2 7.9 18% 6.0
Outside E 89 11% 7.9 7.4 21% 5.4
Outside W 8.9 ll% 7.9 8.5 8% 7.9
City of Cottage Grove/Bolton& Menk
GPR and FWD Testing Results
AET Project No. 28-01026
August 12, 2015
Page 4 of 5
Falling Weight Deflectometer
A sLul�mary of the FWD test results are shown in Table 2 below. It can be seen that all of
the lanes of the roadway currently have a spring load capacity in excess of 10 tons.
Similarly, it can be seen that the Effective R-value is variable, with the 15th percentile values
ranging from 13.7 to 44.7. We understand from the boring logs provided to us that the
subgrade soils are granular in nature. The lower than expected Effective R-values and high
CV values are likely due, in part, to in place density of the subgrade soils being below 95%
of the maximum density of the subgrade soils.
Table 2-FWD Tes�Results Summary
Effectire R F1Tecfi�e GE ��O��e A�e Loads
Roadway From To Lnae Direction (tons/a�e)
Avg CV 15th A�g CV ]Sth A�g CV 15th
480'E of Inside E 46.6 6% 4�.7 44.5 7% 42.3 17.6 4% 17.1
80th St S TH 61 Hardwood
Inside W 45.4 38% 31.3 44.2 7% 41.6 16.6 14% 15.1
Outside E 46.6 6% 44.7 44.� 7% 42.3 17.6 4% 17.1
Outside W 41.6 37% 28.4 43.0 6% 41.0 18.9 7% 17.9
480'E of Inside E 42.8 51% 19.4 34.6 16% 30.2 13.7 I1% 122
80th St S Hardwood Ideal
Inside W 32.4 22% 2>.4 28.8 12% 25.3 14.4 9% 13.8
Outside E 29.0 30% 19.5 33.2 5% 32.0 ]6.3 ll% 14.5
Outside W 28.0 36°/a ]7.6 29.8 6% 28.6 15.2 9% 13.8
80th St S Ideal Jameica Inside E 23.2 23% 20.6 30.9 4% 29.9 13.8 10% 12.3
Inside W 29.3 18% 24.2 29.0 6% 27.7 14.5 9% 14.6
Outside E 25.0 27% 22.4 30.3 5% 29.3 14.3 ]3% 12.0
Outsl'de W 28.0 13% 242 31.5 6% 29.3 15.6 6% 14.7
80th St S Jaxneica CSAH 19 Inside E 29.3 28% 23.0 35.4 19% 29.0 16.0 14% 13.7
lttside W 23.7 32% 17.3 38.5 12% 34.6 162 14% 14.1
Outside E 23.7 45% 13.7 35.5 14% 31.6 15.6 16% 13.]
Outside W 22.3 24% 20.0 39.7 7% 37.1 16.7 13% 14.4
For pavement design purposes, we recommend using the average values when using the
MnPAVE Flexible pavement design procedure. We recornmend using the 15th percentile
values when using the MnDOT Flexible Pavement or MnDOT State-Aid design procedures.
City of Cottage Grove/Bolton&Menk
GPR and FWD Testing Results
AET Project No. 28-01026
August 12, 2015
Page 5 of 5
Remarks:
If you have questions regarding this report or if we can be of further assistance, please
contact me at 651.755.5795.
Sincerely,
American Engineering Testing, Inc.
�. � � , f�_�
,�� �-� ��
�= .
David L. Rettner, P. E.
Sr. Vice President/Principal Engineer
Attachments:
Figure 1 —FWD Test Locafions
GPR Analysis Results(8 pages)
Appendix A-GPR Testing and Analysis Methods
Appendix B -FWD Testing and Analysis Methods
Appendix C-Pavement Report Limitations and Guidelines for Use
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AMERICAN Legend Testin Locations
� ENGINEERINC • FWD Testing �' � 80th Street
TESTING�INC. GPR Testing
� S Cottage Grove, Minnesota
SSD Cleveland Avenue Nortl�
sc.�a�i,n���„es�r�ssua 0.25 0.125 0 0.25 Miles
Plione:(GSl)G59-9001 Created By:DRM Checked By:CH
Faz:(651)659-1379
Date:8/10/2015 AET No:28-01026
American Engineering Testing, Inc.
' S50 Cleveland Avenue North
St.Paul,Minnesota 55114
Phone: (651)659-9001
- Fax: (651)659-1379
SUMMARY OF PAVEMENT SURVEY
PROJECT COTTAGE GROVE Test Date Date
PROJECT NO. 28-01026 7/22/15 8/8/15
SECTION 1 - INSIDE LANES
ROAD 80TH STREET S
TERMINI US HWY 61 to 480' E OF HARDWOOD AVE S
SUMMARY STATISTICS
Units: inches
Layer EB WB
Average CV 15th Min. Average CV 15th Min.
AC 8.6 8% 7.6 7.1 8.4 8% 7.8 7.0
GB 7.9 28% 5.5 4.8 9.3 11% 8.5 7.9
Ground Penetrating Radar Pavement Thickness Survey
GPR Mileage
0.00 0.05 0.10 0.15 0.20 0.25 0.30 035 0.40
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American Engineering Testing, Inc.
' S50 Cleveland Avenue North
St.Paul,Minnesota 55114
Phone: (651)659-9001
- FaY: (651)659-1379
SUMMARY OF PAVEMENT SURVEY
PROJECT COTTAGE GROVE Test Date Date
PROJECT NO. 28-01026 7/22115 818/15
SECTION 1 -OUTSIDE LANES
ROAD 80TH STREET S
TERMINI US HWY 61 to 480' E OF HARDWOOD AVE S
SUMMARY STATISTICS
Units: inches
Layer EB �B
Average CV 15th Min. Average CV 15th Min.
AC 8.6 8% 7.9 7.3 8.7 9% 7.7 7.1
GB 5.8 22% 4.8 4.1 6.3 21% 4.9 4.5
Ground Penetrating Radar Pavement Thickness Survey
GPR Mileage
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
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American Engineering Testing, Inc.
, 550 Cleveland Avenue North
St.Paul,Minnesota SSll4
Phone: (651)659-9001
� Fax: (651)659-1379
SUMMARY OF PAVEMENT SURVEY
PROJECT COTTAGE GROVE Test Date Date
PROJECT NO. 28-01026 7/22/15 8/8/15
SECTION 2-INSIDE LANES
ROAD 80TH STREET S
TERMINI 480' E OF HARDWOOD AVE S to IDEAL AVE S
SUMMARY STATISTICS
Units: inches
Layer EB WB
Average CV 15th Min. Average CV 15th Min.
AC 6.9 7% 6.5 5.7 6.4 9% 5.8 5.2
GB 9.6 22% 7.5 4.2 9.3 11% 8.3 6.2
Ground Penetrating Radar Pavement Thickness Survey
GPR Mileage
0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2
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American Engineering Testing, Inc.
' S50 Cleveland Avenue North
St.Paul,Minnesota 55114
Phone: (651) 659-9001
Fax: (651)659-1379
SUMMARY OF PAVEMENT SURVEY
PROJECT COTTAGE GROVE Test Date Date
PROJECT NO. 28-01026 7l22/15 8/8115
SECTION 2 -OUTSIDE LANES
ROAD 80TH STREET S
TERMINI 480' E OF HARDWOOD AVE S TO IDEAL AVE S
SUMMARY STATISTICS
Units: inches
Layer EB WB
Average CV 15th Min. Average CV 15th Min.
AC 6.8 6% 6.5 5.7 6.6 9% 6.2 5.1
GB 9.5 24% 7.2 4.0 8.8 14% 7.6 5.6
Ground Penetrating Radar Pavement Thickness Survey
GPR Mileage
03 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 12
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American Engineering Testing, Inc.
� 550 Cleveland Avenue North
St.Paul,Minnesota 55114
- Phone: (651)659-9001
�� Fax: (651)659-1379
SUMMARY OF PAVEMENT SURVEY
PROJECT COTTAGE GROVE Test Date Date
PROJECT NO. 28-01026 7/22/15 8/8/15
SECTION 2 -INSIDE LANES
ROAD 80TH STREET S
TERMINI IDEAL AVE S to JAMAICA AVE S
SUMMARY STATISTICS
Units: inches
Layer EB WB
Average CV 15th Min. Average CV 15th Min.
AC 6.0 10% 5.4 4.5 5.4 5% 5.2 4.8
GB 10.6 16% 8.8 8.0 10.0 24% 7.3 5.3
Ground Penetrating Radar Pavement Thickness Survey
GPR Mileage
1.2 1 3 1.4 1.5 1.6 1.7 1.8 1.9 2.0
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American Engineering Testing, Inc.
. 550 Cleveland Avenue North
St.Paul,Minnesota 55114
Phone: (651)659-9001
L 'ai Fax: (651)659-1379
SUMMARY OF PAVEMENT SURVEY
PROJECT COTTAGE GROVE Test Date Date
PROJECT NO. 28-01026 7/22/15 8/8/15
SECTION 2 -OUTSIDE LANES
ROAD 80TH STREET S
TERMINI IDEAL AVE S to JAMAICA AVE S
SUMMARY STATISTICS
Units: inches
Layer EB WB
Average CV 15th Min. Average CV 15th Min.
AC 5.9 6% 5.6 5.0 5.6 5% 5.4 5.0
GB 10.3 6% 9.7 8.4 10.5 8% 9.6 8.9
Ground Penetrating Radar Pavement Thickness Survey
GPR Mileage
1.2 1 3 1.4 1.5 1.6 1.7 1.8 1.9 2.0
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American Engineering Testing, Inc.
� 550 Cleveland Avenue North
St. Paul,Minnesota 55114
Phone: (651)659-9001
Fax:(651)659-1379
SUMMARY OF PAVEMENT SURVEY
PROJECT COTTAGE GROVE Test Date Date
PROJECT NO. 28-01026 7122/15 8/8l15
SECTION 3 -INSIDE LANES
ROAD 80TH STREET S
TERMINI JAMAICA AVE S to CSAH 19
SUMMARY STATISTICS
Units: inches
Layer EB W B
Average CV 15th Min. Average CV 15th Min.
AC 8.8 20% 7.0 6.3 8.9 20% 7.2 6.2
GB 7.6 19% 5.9 3.3 7.9 18% 6.0 4.6
Ground Penetrating Radar Pavement Thickness Survey
GPR Mileage
1.80 1.90 2.00 2.10 2.20 2.30 2.40 2.50 2.60 2.70 2.80 2.90 3.00
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American Engineering Testing, Inc.
' S50 Cleveland Avenue North
St.Paul,Minnesota 55114
Phone: (651)659-9001
- Fax:(651)659-1379
SUMMARY OF PAVEMENT SURVEY
PROJECT COTTAGE GROVE Test Date Date
PROJECT NO. 28-01026 7/22/15 8/8/15
SECTION 3 -OUTSIDE LANES
ROAD 80TH STREET S
TERMINI US HWY 61 to 480' E OF HARDWOOD AVE S
SUMMARY STATISTICS
Units: inches
Layer EB WB
Average CV 15th Min. Average CV 15th Min.
AC 8.9 11% 7.9 6.2 8.9 11% 7.9 6.2
GB 7.4 21% 5.4 4.4 8.5 8% 7.9 6.3
Ground Penetrating Radar Pavement Thickness Survey
GPR Mileage
1.80 1.9a 2.00 2.10 2.20 230 2.40 2.50 2.60 2.70 2.80 2.90 3.00
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City of Cottage GroveBolton&Menk
GPR and FWD Testing Results
AET Project No.28-01026 AMERIC�IN
August 12,2015 ENGINEERING
ReportNo.2&�1026 TESTING,INC.
Appendix A
Ground Penetrating Radar Field Exploration and Testing
� Appendix A
Ground Penetrating Radar Field Egploration and Testing
AET Project 28-01026
A.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 appendiY.
A.2 EQUlPMENT DESCRIPTION
A.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.The figure below provides a view of this equipment.
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Figure 1 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�his speed 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 perfonned in accordance with the standard ASTM procedures as described in ASTM D 4695-96, "Standard
Guide for Genera]Pavement Deflection Measurements".
A.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. The setting for data collection is
used for metal plate calibration. Pifteen seconds are needed for jumping 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.
Appendix A–Page 1 of 3 AMERICAN ENGINEERING TESTING,INC
Appendix A
Ground Penetrating Radar Field Exploration and Testing
AET Project 28-01026
The survey wheel is calibrated by laying out a long distance(>50 feet)with a tape measure.
A.2.3 Linear Distance and Spatial Reference System
Distance measuring instrument(DMI) is a trailer inounted two phase encoder system. When DMI is connected to the S1R-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-StarTM 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 Ea�ternal Patch antenna can be
conveniently elevated with the optional baseball cap to prevent any signal blockage.
A.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.
A.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 f 025 ft (0.76 m f
0.08 m) for nominal 12 ft (3.7 m) wide lanes at a survey speed of appro�mately 10 mph. Where a divided roadbed exists,
surveys will be taken in both directions if the project will include improvements in both directions.lf 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.
A.4 QUALITY CONTROL(QC)AND QUALTTY ASSITRANCE(QA)
Besides 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 QGQA plan.
Scheduled preventive maintenance ensures proper equipment operation and helps identify potential problems that can be
corrected to avoid poor qualiry 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 wark is
scheduled.
To insure quality data,the GPR assessments only took place on dry pavement surfaces.
A.5 DATA ANALYSIS METHODS
A.51 Data Editing
Field acquisition is seldom so routine that no errors, omissions ar 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.
A.5.2 Basic Processing
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-tune 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.
Appendix A—Page 2 of 3 11MERICAN ENGINEERING TESTING,INC
Appendix A
Ground Penetrating Radar Field Exploration and Testing
AET Project 28-01026
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.
A.5.3 Advanced 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.
A.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.
A.6 TEST LIMITATI�NS
A.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 ineasured pavement thicknesses and observed pavement surface conditions. Depending on the sampling
methods and sampling frequency, every location inay 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, ar to modify construction procedures, and the cost of
construction may be affected.
A.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.
A.7 SUPPORTING TEST METHODS
A.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 Systern that consists of a Dynatest 8002 trailer and a third generation control and data acquisition unit developed in 2003,
called the Dynatest Compactl5, featuring fifteen (15) deflection channels. The new generation FWD, including a Compactl5
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.
A.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.
A 1'united number of coring/baring is necessary to verify the GPR layer thickness data.
A.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 &om 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.
Appendix A—Page 3 of 3 AIv�RICAN ENGiNEERING TESTING,INC
City of Cottage GroveBolton&Menk
GPR and FWD Testing Results
AET Project No.28-01026 AMERICAN
August 12,2a 15 ENGINEERING
Report No.28-01026 TESTING,INC.
Appendix B
Falling Weight Deflectometer Field Exploration and Testing
Appendix B
Falling Weight Deflectometer Field Exploration and Testing
AET Project 28-01026
B.1 PAVEMENT TESTING
The pavement structural conditions at the site were evaluated nondestructively using Falling Weight Deflectoineter (FWD).
The description of the equipment precedes the Deflection Data and Analysis Results in this appendiY.
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 Compactl5, featuring fifteen(15) deflection channels.
The new generation FWD, including a Compactl5 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 A 1 provides a view of this equipment.
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Figure A1 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 lbf(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 ineasuring 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 DS D6 D7 D8
Offset(in.) -12 0 8 12 18 24 36 48 60
Appendix B—Page 1 of 3 AMERICAN ENGINEERING TESTING,INC
Appendix B
Falling Weight Deflectometer Field Exploration and Testing
AET Project 28-01026
Field testing is performed in accordance with the standard ASTM procedures as described in ASTM D 4695-96, "Standard
Guide far 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.
5.2.2 Linear Distance and Spatial Reference System
Distance measuring instrument (DMT) is a trailer mounted two phase encoder system. When DMI is connected to the
Coinpactl5 it provides for automatic display and recording distance information in both English and meiric 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-StarTM technology to provide subfoot (30 cm) post-processed accuracy. The
Extemal Patch antenna is added to the ProXH receiver far 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 Compactl5. A non-contact Infra-Red (IR) Temperature Transmitter, for autoinatic 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 Compactl5. Both probe and IR transmitter
have a resolution of 0.9 °F(0.5 °C)and accuracy within� 1.8°F(1 °C)in the 0 to 158 °F(-18 to+�0°C)range when calibrated
using pravided procedure.
B.2.4 Camera Monitoring System
A battery operated independent DG1908E 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.
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 $� 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)
Beside 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 a11 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 unportant
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—Page 2 of 3 AMERICAN ENGINEERING TESTING,INC
Appendig B
Falling Weight Deflectometer Field Exploration and Testing
AET Project 28-01026
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,either GPR and/or coring and boring is needed.
B.5.2 Adjustments
Temperature adjustment to the deflections measured on bituminous pavements is detennined from the temperature predicted at
the middle depth of the pavement using the LTPP BELLS3 inodel 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 MnDOT is also
used.
B.5.3 Methods
For bituminous pavements, the deflection data were analyzed using the AASHTO method for determining the in-place
(effective) subgrade and paveinent strength and the MnDOT method for determining allowable axle loads for a roadway
(Investigation 603)revised in 1983 and automated with spreadsheet format in 2010. The MtiDOT method also uses the TONN
method for estimating Spring Load Capacity and Required Overlay,as described in the MnDOT publication`Bstimated 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
a�e 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 stiffiiess 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 tisnes,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.
Appendix B—Page 3 of 3 AMERICAN ENGINEERING TESTING,lNC
City af Cottage GrovelBaltan&Menk
GPR and FWD Testing Results
AET Praject No.28-01026 AMERICAN
August 12,2015 ENGINEERING
Report No.28-01026 TESTTNG,IlVC.
�.���11C�1� �
Pavement Report Limitations and Guidelines for Use
Appendix C
Pavement Report Limitations and Guidelines for Use
AET Project No. 28-01026
C.1 REFERENCE
This appendiY provides information to help you manage your risks relating to subsurface problems which are
caused by construction delays, cost overruns, claims, and disputes. This uiformation was developed and
provided by ASFE', of which,we are a inember finn.
C.2 RISK MANAGEMENT INFORMATION
C.21 Pavement Services are Performed for Specific Purposes,Persons,and Projects
Pavement engineers structure their services to meet the specific needs of their clients. A pavement engineering
study conducted for a civil engineer may not fulfill the needs of a construction contractor or even another civil
engineer. Because each pavement engineering study is unique, each paveinent engineering report is unique,
prepared solely for the client.No one except you should rely on your pavement engineering report without first
conferring with the pavement engineer who prepared it. And no one, not even you, should apply the report for
any purpose or project except the one originally contemplated.
C.2.2 Read the Full Report
Serious problems have occurred because those relying on a pavement engineering report did not read it all. Do
not rely on an executive summary. Do not read selected elements only.
C.2.3 A Pavement Engineering Report is Based on A Unique Set of Project-Specific Factors
Pavement engineers consider a number of 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 tbe site; and other
planned or existing site improvements, such as access roads,parking lots, and underground utilities.Unless the
pavement engineer who conducted the study specifically indicates otherwise, do not rely on a pavement
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 pavement engineering report include those that
affect:
� the function of the proposed structure, as when it's changed from a parking garage to an o�ce
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 general rule, always inform your pavement engineer of project changes, even minor ones, and request an
assessment of their impact.Pavement engineers cannot accept responsibility or liability for probleins that occur
because their reports do not consider developments of which they were not informed.
C.2A Subsurface Conditions Can Change
A pavement engineering report is based on conditions that existed at the time the study was perfarmed. Do not
rely on a pavement 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 pavement 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 ASFE,88ll Colesville Road/Suite G106,Silver Spring,MD 20910
Telephone:301/565-2733: ww�v.asfe.or�
Appendix C
Pavement Report Limitations and Guidelines for Use
AET Project No.28-01026
C.2.5 Most Pavement Findings Are Professional Opinions
Site exploration identified subsurface conditions only at those points where subsurface tests are conducted ar
sainples are taken. Pavement 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, soineti�nes significantly, from those indicated in your report. Retaining the pavement engineer who
developed your report to provide construction observation is the most effective method of managing the risks
associated with unanticipated conditions.
C.2.6 A Pavement Engineering Report Is Subject to Misinterpretation
Other design team members' misinterpretation of pavement engineering reports has resulted in costly
problems. Lower that risk by having your paveinent engineer confer with appropriate members of the design
team after submitting the report.Also retain your pavement engineer to review pertinent elements of the design ,
team's plans and specifications. Contractors can also misinterpret a pavement engineering report. Reduce that
risk by having your pavement engineer participate in prebid and preconstruction conferences,and by providing
construction observation.
C.2.7 Do Not Redraw the Engineer's Logs
Pavement engineers prepare fmal boring and testing logs based upon their interpretation of field logs and
laboratory data. To prevent errors or omissions, the logs included in a pavement 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.
C.2.8 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 pavement engineering report,but preface it with a clearly written letter of transmittal.
In the letter, advise contractars 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 pavement 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 in a position to give contractors the best information available to
you, while requiring thein to at least share some of the fmancial responsibilities stemming from unanticipated
conditions.
C.2.9 Read Responsibility Provisions Closely
Some clients,design professionals,and contractors do not recognize that pavement 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, pavement engineers
commonly include a variety of explanatory provisions in their report. Sometimes labeled"limitations"many of
these provisions indicate where pavement engineers' responsibilities begin and end, to help others recognize
their own responsibilities and risks. Read these provisions closely. Ask questions. Your pavement engineer
should respond fully and frankly.
G2.10 Geoenvironmental Concerns Are Not Covered
The equipment,techniques, and personnel used to perform a geoenvironmental study differ significantly from
those used to perform a pavement study. For that reason,a pavement engineering report does not usually relate
any geoenvironmental fmdings, 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
pavement consultant for risk management guidance. Do not rely on an environmental report prepared for
someone else.