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PRIMARY ISSUES TO CONSIDER
Citizen Comments: At the neighborhood meetings held on July 31, 2014 and
June 10, 2015, there was no significant opposition to project. There were many
questions about what impacts corrosive soils had on infrastructure, the amount
of the estimated assessments, and questions regarding access during
construction.
Project cost summary:
Streets/
Storm Sanitary
Total Sewer Water Sewer
Debt ‐ repaid with:
Property taxes 6,035,300 6,035,300
Special assessments 3,346,550 3,346,550
Water use fees 3,199,500 3,199,500
351,910 351,910
TOTAL 12,933,260$ 9,381,850$ 3,199,500$ 351,910$
Sanitary Sewer Operating Fund
Project Financing
Project Cost
Project financing.
o The City share of cost for street and storm sewer improvements (storm
sewer improvements are estimated at $2,027,060) will be financed with
the issuance of G.O. Improvement Bonds. The City share of debt will be
financed with taxes which are repaid with property tax levies. In the
coming months, the City Council will consider various debt financing
options including but not limited to debt maturity (years).
o Financing for water main replacement and planned cathodic protection
installation ($3.2 million) will be evaluated by City Staff, and the City
Council will consider various financing options in the upcoming
months.
o Sanitary sewer improvements are estimated at $351,910 which is
financed from the Sanitary Sewer Operating Fund.
3
CITY OF LAKEVILLE
RESOLUTION NO:
RESOLUTION APPROVING FEASIBILITY REPORT AND CALLING PUBLIC
HEARING FOR THE 2016 STREET RECONSTRUCTION PROJECT
WHEREAS, on October 19, 2015, the City Council received the feasibility report
for the proposed improvements of portions of Amoco Addition, Argonne Park,
Southfork Center 1st – 3rd Additions, Woodridge Estates, Woodridge Estates 2nd – 4th
Additions, Raven Lake 1st Addition, Great Oak Shores, Great Oak Shores Point, Marion
Hills 1st – 2nd Additions, Fox Meadows, Wilson Addition, Family of Christ Lutheran
Church Addition, Antlers Park, Marion Pines, Marion Pines 3rd Addition, Lenihans Lots
Antlers Park, Kirk Meyer Addition, Bassetts 1st – 3rd Additions, Wagners View, Oak
Knolls Addition, Greers Rearrangement, Orchard Meadows of Lakeville, Antlers Park
Minnesota Subdivision of Lot 1 Block 23 and Antlers Park Subdivision of Blocks 24 and
26, City Improvement Project 16-02.
NOW, THEREFORE, BE IT RESOLVED, by the Lakeville City Council:
1. The Feasibility Report for Project 16-02 is hereby approved.
2. A public hearing is hereby called for November 16, 2015 at 7:00 p.m. at
the Council Chambers of the City Hall and the Clerk shall give mailed
and published notice of such hearing and improvement as required by
law.
ADOPTED by the Lakeville City Council this 19th day of October, 2015.
CITY OF LAKEVILLE
________________________________
Matt Little, Mayor
ATTEST:
________________________________
Charlene Friedges, City Clerk
City of Lakeville
20195 Holyoke Avenue • Lakeville, MN 55044
October 19, 2015
2016 Street
Reconstruction Project
City of Lakeville
Dakota County, Minnesota
City Project No. 16-02
WSB Project No. 2109-501
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501
FEASIBILITY REPORT
2016 STREET RECONSTRUCTION PROJECT
CITY PROJECT NO. 16-02
FOR THE
CITY OF LAKEVILLE, MINNESOTA
October 19, 2015
Prepared By:
WSB & Associates, Inc.
701 Xenia Avenue South, Suite 300
Minneapolis, MN 55416
763-541-4800
763-541-1700 (Fax)
engineering planning environmental construction 701 Xenia Avenue South
Suite 300
Minneapolis, MN 55416
Tel: 763-541-4800
Fax: 763-541-1700
Equal Opportunity Employer
wsbeng.com
October 19, 2015
Honorable Mayor and City Council
City of Lakeville
20195 Holyoke Avenue
Lakeville, MN 55044
Re: Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501
Dear Honorable Mayor and City Council:
Transmitted herewith for your review is a feasibility report which addresses improvements
associated with the 2016 Street Reconstruction Project. This feasibility report describes the
necessary improvements and associated costs for this street reconstruction project.
I am available at your convenience to discuss this report. Please do not hesitate to contact me at
651-286-8463 if you have any questions regarding this report.
Sincerely,
WSB & Associates, Inc.
Mark A. Erichson, PE
Project Manager
Enclosure
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501
CERTIFICATION
I hereby certify that this plan, specification, or report was prepared
by me or under my direct supervision and that I am a duly
Licensed Professional Engineer under the laws of the State of
Minnesota.
Krista L. Anderson, PE
Date: October 19, 2015 Lic. No. 46632
Matthew E. Mohs, PE
Date: October 19, 2015 Lic. No. 42853
Quality Control Review Completed By:
Mark A. Erichson, PE
Date: October 19, 2015 Lic. No. 40886
TABLE OF CONTENTS
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501
TITLE SHEET
LETTER OF TRANSMITTAL
CERTIFICATION SHEET
TABLE OF CONTENTS
1. EXECUTIVE SUMMARY ..................................................................................................... 1
2. STREET AND UTILITY IMPROVEMENT PROJECT .................................................... 4
2.1 Introduction ................................................................................................................... 4
2.1.1 Authorization .................................................................................................... 4
2.1.2 Scope ................................................................................................................ 4
2.1.3 Data Available .................................................................................................. 4
2.2 General Background ..................................................................................................... 5
2.2.1 Project Location................................................................................................ 5
2.3 Existing Conditions ....................................................................................................... 6
2.3.1 Roadway Surface .............................................................................................. 6
2.3.2 Storm Sewer ................................................................................................... 10
2.3.3 Water Main ..................................................................................................... 13
2.3.4 Sanitary Sewer ................................................................................................ 14
2.3.5 Wetlands ......................................................................................................... 15
2.4 Proposed Improvements .............................................................................................. 15
2.4.1 Roadway Surface ............................................................................................ 15
2.4.2 Storm Sewer ................................................................................................... 19
2.4.3 Water Main Improvements ............................................................................. 20
2.4.4 Sanitary Sewer Improvements ........................................................................ 21
2.4.5 Street Sign Replacement ................................................................................. 22
2.4.6 Mailbox Replacement ..................................................................................... 22
2.4.7 Permits/Approvals .......................................................................................... 22
2.4.8 Construction Access/Staging .......................................................................... 22
2.4.9 Public Involvement ......................................................................................... 23
3. FINANCING .......................................................................................................................... 24
3.1 Opinion of Cost ........................................................................................................... 24
3.2 Funding ....................................................................................................................... 26
4. PROJECT SCHEDULE ....................................................................................................... 28
5. FEASIBILITY AND RECOMMENDATION .................................................................... 29
TABLE OF CONTENTS (continued)
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501
Appendix A
Figure 1: Location Map
Figure 2: Area Map 1
Figure 3: Area Map 2
Figure 4: Area Map 3
Figure 5: Summary of Proposed Area Improvements
Figure 6A: Typical Street Section – Area A – 175th Court West
Figure 6B: Typical Street Section – Area B – Juniper Path
Figure 6C: Typical Street Section – Area B – Kenrick Avenue
Figure 6D: Typical Street Section – Area C – Jubilee Way and Jubilee Circle
Figure 6E: Typical Street Section – Areas D and E Streets – Residential Streets
Figure 6F: Typical Street Section – Area F – Typical Residential Streets
Figure 6G: Typical Street Section – Area F – Kabera Trail/188th Street Rural Section
(Kanabec Trail to Orchard Trail)
Figure 6H: Typical Street Section – Area G – Kabot Cove Lane
Appendix B
Opinion of Probable Cost
Appendix C
Assessment Map ID
Assessment Roll
Appendix D
2016 Geotechnical Report
Appendix E
Neighborhood Informational Meeting Minutes – July 31, 2014
July 31, 2014, Public Comment Summary
Neighborhood Informational Meeting Minutes – June 10, 2015
June 10, 2015, Public Comment Summary
Appendix F
Soil Corrosivity Results/Past Project Comparison
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 1
1. EXECUTIVE SUMMARY
The 2016 Street Reconstruction Project, City Project No. 16-02, was initiated based on the City’s
Pavement Management Program. Streets proposed for improvements in 2016 include the
following roadways totaling approximately 44,840 feet (8.49 miles):
Area A – Argonne Park and Amoco Addition:
175th Court West (Kenwood Trail west to the cul-de-sac)
Area B – Argonne Park, Southfork Center 1st Addition:
Kenrick Avenue (Kenwood Trail west to terminus at Progressive Railway right-of-way)
Juniper Path (Kenwood Trail northwest to Kenrick Avenue)
Area C – Southfork Village 1st Addition, Southfork Village 2nd Addition:
Jubilee Circle (Jubilee Way west to the cul-de-sac)
Jubilee Way (the loop from and to Kenwood Trail)
Area D – Southfork Village 3rd Addition:
Jurel Court (Jurel Way northwest to the cul-de-sac)
Area E – Woodridge Estates, Woodridge Estates 2nd, 3rd and 4th Additions, Raven Lake 1st
Addition, Lakeview Heights, Lakeview Heights 2nd Addition, Lakeridge, Bassetts 3rd
Addition, Great Oak Shores, Great Oak Shores Point, Marion Hills 1st and 2nd Addition,
Fox Meadows, Family of Chris Lutheran Church Addition, Antlers Park, Marion Pines,
and Lenihans Lots Antlers Park:
Jasper Path (185th Street West north and east to Jamaica Path)
Jasper Court (Jasper Path east to the cul-de-sac)
Jamaica Path (185th Street West north to the cul-de-sac)
182nd Street West (Jamaica Path east and west to the cul-de-sacs)
Jamaica Circle (Jamaica Path west to the cul-de-sac)
Jamaica Court (Jamaica Path east to the cul-de-sac)
Java Trail (Jasper Path west and north to Jannevar Court)
Java Court (Java Trail east to the cul-de-sac)
Jasmine Way (185th Street West south to Jasper Way)
Jasper Way (the loop west of Jasmine Way)
Joplin Avenue (188th Street West south to Jordan Trail)
Jordan Trail (188th Street West south to Kenwood Trail)
Jordan Court South (Jordan Trail south to the cul-de-sac)
Jordan Court North (Jordan Trail north to the cul-de-sac)
Jewel Path (Jordan Trail south to the cul-de-sac)
Orchard Court (Orchard Trail east to the cul-de-sac)
Kanabec Trail (Kabera Trail south to the cul-de-sac)
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 2
Kanabec Court (Kanabec Trail southeast to the cul-de-sac)
Jasper Court (Jasper Terrace north to the cul-de-sac)
Jasper Terrace (Jaguar Avenue west to the cul-de-sac)
Jade Lane (Jasper Terrace north and east to the cul-de-sac)
Kabera Trail (185th Street West south to Kanabec Trail)
188th Street West (Kenwood Trail west to Jordan Trail)
199th Street West (Jaguar Avenue east to the cul-de-sac)
Area F – Kirk Meyer Addition, Bassetts 1st, 2nd and 3rd Additions, Wagners View, Wilson
Addition, Marion Pines 3rd Addition, Oak Knolls Addition, Greers Rearrangement,
Orchard Meadows of Lakeville, Lenihans Lots Antlers Park, Antlers Park Minnesota
Subdivision of Lot 1 Block 23, Antlers Park and Antlers Park Subdivision of Blocks 24 and
26:
Kabera Trail/188th Street West (Kanabec Trail to Jordan Trail)
Orchard Trail (Kabera Trail south to the cul-de-sacs)
Kenwood Way (the loop west of Kenwood Trail)
Upper 196th Way West (Jaguar Avenue west to the cul-de-sac)
Jasmine Avenue (Upper 196th Way West south to Jersey Avenue)
Java Path (Upper 196th Way West south to Jersey Avenue)
Jersey Avenue/199th Street West (Jaguar Avenue west to the cul-de-sac)
Area G – Bassetts 1st Addition and Kabot Cove:
Kabot Cove (Orchard Trail west to cul-de-sac)
The 2016 Street Reconstruction Project includes three primary methods of street
reconstruction: (1) complete reconstruction; (2) removal of the existing pavement, grading, and
installation of a completely new pavement section; and (3) mill and overlay. Complete
reconstruction is defined as removing the full roadway section including curb, pavement,
aggregate, and granular materials and replacing with reclaimed or new materials and is proposed
to be completed in areas programmed for utility replacement due to break histories. Complete
reconstruction can utilize full depth reclamation (FDR). Reclamation is a process by which the
existing deteriorating roadway surface is reused as aggregate roadway base for the new street
section. The second street reconstruction method removes the existing pavement via reclamation,
and includes spot curb and gutter replacements, but does not include significant utility
replacements. The last method of street reconstruction is mill and overlay. Milling and
overlaying a street is defined as removing the top 1.5-inches of pavement and paving a new 1.5-
inch bituminous mat in its place. This also includes spot curb and gutter replacements, but does
not include significant utility replacements.
The streets in Areas B and C are proposed to be completely reconstructed while using full depth
reclamation (FDR) of the existing roadways based on the current roadway conditions, utility
needs, and the overall Capital Improvement Plan budget.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 3
The streets in Areas A, D, E, and F are proposed to have the pavement removed, the streets
regraded, aggregate added as necessary to create a uniform aggregate base, and then
repaved. The top 3.5-inches or 4-inches, depending whether the street is residential or
commercial, respectively, will consist of a wear and non-wear course bituminous mat.
The street in Area G is proposed to have the existing pavement milled and overlayed.
Replacing portions of the City’s deteriorating utility infrastructure in conjunction with the
proposed street improvements provides an opportunity to minimize the replacement costs and
traffic disruptions associated with the work. Proposed utility improvements include the
following:
Repair or replacement of damaged or deficient sanitary sewer manholes
Replacement of existing water main including hydrants, gate valves, and services in
Areas B and C
Installation of cathodic protection for the existing water main throughout the remainder
of the project
Repair or replacement of structurally deficient storm sewer manholes
Installation of additional storm sewer drainage structures and storm sewer, including
drain tile in areas with poorly draining soils
Replacement of all existing storm sewer and sanitary sewer manhole castings, including
chimneys, that do not meet current City Standards
Water quality structures to improve quality of runoff entering into Lake Marion
The total estimated project cost for the 2016 Street Reconstruction Project is $12,933,260 which
includes a 10% contingency and 28% indirect costs for legal, engineering, administrative, and
financing costs. The project is proposed to be funded through special assessments to benefitting
property owners and City funds.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 4
2. STREET AND UTILITY IMPROVEMENT PROJECT
2.1 Introduction
2.1.1 Authorization
On August 18, 2014, the Lakeville City Council authorized the preparation of an
engineering feasibility report for the 2016 Street Reconstruction Project. This project is
included in the City’s draft 2015 – 2019 Capital Improvement Plan (CIP) and has been
designated as City Project No. 16-02.
2.1.2 Scope
This report investigates the feasibility of proposed street and utility improvements
identified by the City’s Pavement Management Program and CIP for 2016. Streets
proposed within the 2016 Street Reconstruction Project were initially considered because
of existing pavement conditions and known utility issues. The average Overall Condition
Index (OCI) value for streets within the 2016 Street Reconstruction Project area is 42
using an OCI scale of 0 to 100 (with zero representing a failing street section and 100
representing a new street section free of deficiencies). Streets with OCI values less than
35 are considered to be in failing condition. Streets with OCI values of 40 – 60 are
considered to be in weakened condition and will deteriorate more quickly based on a
typical pavement performance curve. Utility maintenance records and water main break
histories within Areas B and C were also considered when determining the scope of the
work.
Improvements outlined within this report include complete street reconstruction, street
repaving, mill and overlay, water main replacement, installation of cathodic protection,
sanitary sewer manhole repairs, and storm sewer improvements including drain tile
within portions of the project.
2.1.3 Data Available
Information and materials used in the preparation of this report include the following:
City of Lakeville Record Plans
City of Lakeville Water Main Repair Records
City of Lakeville Water Resources Management Plan, Barr Engineering, dated
June 2008
Dakota County Topography Maps
FEMA Floodplain Maps, dated December 2, 2011
Field Observations of the Area and Discussions with City Staff
Geotechnical Evaluation Report, Braun Intertec, dated September 21, 2015
Utility Inspection Notes (Completed by the City of Lakeville)
Utility Record Drawings
City of Lakeville Street Reconstruction Assessment Policy
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 5
2.2 General Background
2.2.1 Project Location
The streets proposed for improvements include:
Area A – Argonne Park and Amoco Addition:
175th Court West (Kenwood Trail west to the cul-de-sac)
Area B – Argonne Park, Southfork Center 1st Addition:
Kenrick Avenue (Kenwood Trail west to the cul-de-sac)
Juniper Path (Kenwood Trail northwest to Kenrick Avenue)
Area C – Southfork Village 1st Addition, Southfork Village 2nd Addition:
Jubilee Circle (Jubilee Way west to the cul-de-sac)
Jubilee Way (the loop west from and to Kenwood Trail)
Area D – Southfork Village 3rd Addition:
Jurel Court (Jurel Way northwest to the cul-de-sac)
Area E – Woodridge Estates, Woodridge Estates 2nd, 3rd and 4th Additions, Raven
Lake 1st Addition, Lakeview Heights, Lakeview Heights 2nd Addition, Lakeridge,
Bassetts 3rd Addition, Great Oak Shores, Great Oak Shores Point, Marion Hills 1st
and 2nd Addition, Fox Meadows, Family of Chris Lutheran Church Addition,
Antlers Park, Marion Pines, and Lenihans Lots Antlers Park:
Jasper Path (185th Street West north and east to Jamaica Path)
Jasper Court (Jasper Path east to the cul-de-sac)
Jamaica Path (185th Street West north to the cul-de-sac)
182nd Street West (Jamaica Path east and west to the cul-de-sacs)
Jamaica Circle (Jamaica Path west to the cul-de-sac)
Jamaica Court (Jamaica Path east to the cul-de-sac)
Java Trail (Jasper Path west and north to Jannevar Court)
Java Court (Java Trail east to the cul-de-sac)
Jasmine Way (185th Street West south to Jasper Way)
Jasper Way (the loop west of Jasmine Way)
Joplin Avenue (188th Street West south to Jordan Trail)
Jordan Trail (188th Street West south to Kenwood Trail)
Jordan Court South (Jordan Trail south to the cul-de-sac)
Jordan Court North (Jordan Trail north to the cul-de-sac)
Jewel Path (Jordan Trail south to the cul-de-sac)
Orchard Court (Orchard Trail east to the cul-de-sac)
Kanabec Trail (Kabera Trail south to the cul-de-sac)
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 6
Kanabec Court (Kanabec Trail southeast to the cul-de-sac)
Jasper Court (Jasper Terrace north to the cul-de-sac)
Jasper Terrace (Jaguar Avenue west to the cul-de-sac)
Jade Lane (Jasper Terrace north and east to the cul-de-sac)
Kabera Trail (185th Street West south to Kanabec Trail)
188th Street West (Kenwood Trail west to Jordan Trail)
199th Street West (Jaguar Avenue east to the cul-de-sac)
Area F – Kirk Meyer Addition, Bassetts 1st, 2nd and 3rd Additions, Wagners View,
Wilson Addition, Marion Pines 3rd Addition, Oak Knolls Addition, Greers
Rearrangement, Orchard Meadows of Lakeville, Lenihans Lots Antlers Park,
Antlers Park Minnesota Subdivision of Lot 1 Block 23, Antlers Park and Antlers
Park Subdivision of Blocks 24 and 26:
Kabera Trail/188th Street West (Kanabec Trail to Jordan Trail)
Orchard Trail (Kabera Trail south to the cul-de-sacs)
Kenwood Way (the loop west of Kenwood Trail)
Upper 196th Way West (Jaguar Avenue west to the cul-de-sac)
Jasmine Avenue (Upper 196th Way West south to Jersey Avenue)
Java Path (Upper 196th Way West south to Jersey Avenue)
Jersey Avenue/199th Street West (Jaguar Avenue west to the cul-de-sac)
Area G – Bassetts 1st Addition and Kabot Cove:
Kabot Cove (Orchard Trail west to cul-de-sac)
The project location map is shown in Figure 1 of Appendix A and area maps are shown
in Figures 2 – 4 of Appendix A of this report.
2.3 Existing Conditions
2.3.1 Roadway Surface
Streets within the proposed improvement area are aging and experiencing various
severities of distresses including alligator, block, transverse, and longitudinal cracking
along with localized drainage issues. All project areas contain landscaping, trees,
irrigation systems, and numerous other private improvements beyond the edge of the
roadway and within City right-of-way.
Bituminous trails are located within portions of the project area. Generally speaking, the
trails located within the project area are 96-inches wide and are located along portions of
CSAH 50, CSAH 60, and along 199th Street West from Jaguar Avenue east to Italy
Avenue. The City’s current standard for trail width is between 96 and 120-inches. Some
of the existing bituminous trails within the 2016 Street Reconstruction Project area are
aging and experiencing various severities of distresses including alligator, block,
transverse, and longitudinal cracking. Additionally, the majority of the trails within and
adjacent to the project area are lacking pedestrian curb ramps and do not meet current
ADA accessible design standards.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 7
Concrete sidewalks are located within the project area along the west side of CSAH 50,
which are generally in good condition as they were installed with the CSAH 50/I-35
interchange project approximately 10 years ago. Concrete sidewalks are also located
along the north side of Kabera Trail from CSAH 60 south to Kanabec Trail and from
CSAH 50 west to Jordan Trail and are generally in good condition.
Table 1 below provides a summary of existing street conditions within the 2016 Street
Reconstruction Project.
Table 1 – 2016 Street Reconstruction Project
Summary of Existing Street Conditions
Street Name ROW Street
Width Curb Type Sub-grade Sub-base
(aggregate)
Avg. Bit.
Section
Approx.
Year of
Original
Construction
AREA A – Argonne Park and Amoco Addition:
175th Court West 66’ -
120’ 46’ B-B D412 Fill: Silty
Sand
Aggregate
Base Not
Identified
4” 1982
AREA B – Argonne Park, Southfork Center 1st Addition:
Kenrick Avenue 80’ 46’ B-B B618, D412
No Boring
Information
Available
No Boring
Information
Available
No Boring
Information
Available
1982 -2004
Juniper Path 66’ 46’ B-B D412 Clayey Sand 5.5” 4.5” 1982
AREA C – Southfork Village 1st and 2nd Addition:
Jubilee Circle 60’ -
120’ 32’ B-B D412 Fill: Silty
Clayey Sand 12” 3.5” 1985
Jubilee Way 60’ 32’ B-B D412
Fill: Clayey
Sand/Sandy
Lean Clay
20” – 21” 4” – 4.5” 1985
AREA D – Southfork Village 3rd Addition:
Jurel Court 60’ -
120’ 32’ B-B D412 Fill: Clayey
Sand 6.5” 5.5” 1989
AREA E – Woodridge Estates, Woodridge Estates 2nd, 3rd and 4th Additions, Raven Lake 1st Addition, Lakeview Heights,
Lakeview Heights 2nd Addition, Lakeridge, Bassetts 3rd Addition, Great Oak Shores, Great Oak Shores Point, Marion Hills 1st
and 2nd Addition, Fox Meadows, Family of Chris Lutheran Church Addition, Antlers Park, Marion Pines, and Lenihans Lots
Antlers Park:
Jasper Path 60’ 32’ B-B D412
Fill: Silty
Sand/Clayey
Sand
4.5” – 20.5” 3.5” – 4.5” 1984
Jasper Court 60’ -
120’ 32’ B-B D412
Fill: Clayey
Sand/Silty
Sand
12” 5” 1984
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 8
Table 1 – 2016 Street Reconstruction Project
Summary of Existing Street Conditions
Street Name ROW Street
Width Curb Type Sub-grade Sub-base
(aggregate)
Avg. Bit.
Section
Approx.
Year of
Original
Construction
Jamaica Path 60’ 32’ B-B D412
Fill: Silty
Sand/Clayey
Sand
3.5” – 8” 3.5” – 5” 1979 - 1987
182nd Street West 60’ –
120’ 32’ B-B D412 Fill: Silty
Sand 14” 4” 1987
Jamaica Circle 60’ –
120’ 32’ B-B D412
No Boring
Information
Available
No Boring
Information
Available
No Boring
Information
Available
1979
Jamaica Court 60’ -
120’ 32’ B-B D412 Silty Clayey
Sand 9” 4” 1979
Java Trail 60’ 32’ B-B D412 Silty Sand/
Clayey Sand 6.5” – 24” 4” – 7” 1986
Java Court 60’ –
120’ 32’ B-B D412
No Boring
Information
Available
6.5” 4” 1986
Jasmine Way 60’ 32’ B-B D412 Sandy Silt 8.5” 4.5” 1983
Jasper Way 60’ 32’ B-B D412 Fill: Clayey
Sand 6.5” 4” 1983
Joplin Avenue 60’ 32’ B-B D412 Fill: Silty
Sand
Aggregate
Base Not
Identified
3.5” 1974
Jordan Trail 60’ 32’ B-B D412 Fill: Silty
Sand 0” – 12” 4” – 5” 1974
Jordan Court S 60’ –
120’ 32’ B-B D412
No Boring
Information
Available
No Boring
Information
Available
No Boring
Information
Available
1974
Jordan Court N 60’ –
120’ 32’ B-B D412
No Boring
Information
Available
No Boring
Information
Available
No Boring
Information
Available
1974
Jewel Path 60’ 32’ B-B D412 Clayey Sand 11” 5” 1974
Orchard Court 50’ –
100’ 32’ B-B D412 Clayey Sand 10.5” 7.5” 1984
Kanabec Trail 50’ –
120’
28’ - 32’
B-B D412 Fill: Lean
Clay w/ Sand 11” 6.5” 1988 - 1995
Kanabec Court 60’ –
120’ 32’ B-B D412 Clayey Sand
No Boring
Information
Available
No Boring
Information
Available
1988
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 9
Table 1 – 2016 Street Reconstruction Project
Summary of Existing Street Conditions
Street Name ROW Street
Width Curb Type Sub-grade Sub-base
(aggregate)
Avg. Bit.
Section
Approx.
Year of
Original
Construction
Jasper Terrace 60’ –
120’ 32’ B-B D412
Fill: Lean
Clay w/Sand,
Silty Sand
6.5” 3.5” 1980 - 1985
Jasper Court 60’ –
120’ 32’ B-B D412
No Boring
Information
Available
No Boring
Information
Available
No Boring
Information
Available
1986
Jade Lane 60’ –
120’ 32’ B-B D412
No Boring
Information
Available
No Boring
Information
Available
No Boring
Information
Available
1992
Kabera Trail/
188th Street West
(Urban Section)
60’ 32’ B-B B618, D412 Fill: Clayey
Sand 20” 4" 1993
199th Street West
(Urban Section) Varies 28’ B-B D412
Fill: Silty
Sand/Clayey
Sand
3” 3.5” 1973
AREA F – Kirk Meyer Addition, Bassetts 1st, 2nd and 3rd Additions, Wagners View, Wilson Addition, Marion Pines 3rd Addition,
Oak Knolls Addition, Greers Rearrangement, Orchard Meadows of Lakeville, Lenihans Lots Antlers Park, Antlers Park
Minnesota Subdivision of Lot 1 Block 23, Antlers Park and Antlers Park Subdivision of Blocks 24 and 26:
Kabera Trail/
188th Street W
(Rural Section)
66’ 24’ No Curb
Fill: Clayey
Sand/Silty
Sand
6” 4” – 8.5” 1993
Orchard Trail 60’ – 120’ 24’ Bituminous,
No Curb
Fill: Sandy
Lean Clay,
Poorly
Graded Sand
w/Silt
4.5” – 15” 6.5” – 9” 1974
Kenwood Way 60’ 24’ Bituminous,
No Curb Silty Sand 3” 3” 1975
Upper 196th Way West 60’ – 66’ 24’- 28’ Bituminous,
No Curb
Fill: Silty
Sand, Clayey
Sand
6.5” – 14” 3.5” – 4” 1993
199th Street West
(Rural Section) Varies 28’ No Curb
No Boring
Information
Available
No Boring
Information
Available
No Boring
Information
Available
1973
Jasmine Avenue 60’ 24’ Bituminous,
No Curb
Poorly
Graded Sand
w/Silt
12.5” 3.5” 1973
Java Path Varies 24’ Bituminous,
No Curb
Fill: Clayey
Sand 7.5” 3.5” 1973
Jersey Avenue Varies 24’- 28’ Bituminous,
No Curb
Fill: Silty
Sand/Clayey
Sand
3.5” – 12” 5” – 3.5” 1973
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 10
Table 1 – 2016 Street Reconstruction Project
Summary of Existing Street Conditions
Street Name ROW Street
Width Curb Type Sub-grade Sub-base
(aggregate)
Avg. Bit.
Section
Approx.
Year of
Original
Construction
AREA G – KABOT COVE AND BASSETTS 1ST ADDITION
Kabot Cove Lane 60’ –
140’ 32’ B-B D412
No Boring
Information
Available
No Boring
Information
Available
No Boring
Information
Available
1988
* Sub-base not distinguishable from subgrade.
A copy of the geotechnical soil boring logs may be found in Appendix D of this report.
2.3.2 Storm Sewer
City record drawing information indicates that storm sewer facilities already exist within
portions of the 2016 Street Reconstruction Project area. Runoff from the 2016 Project is
tributary to either Orchard Lake or Lake Marion. The majority of the subwatersheds
within the 2016 Project contain ponds and wetlands that serve as intermediate storage
areas for runoff.
The Orchard Lake Stormwater District lies within the Credit River Watershed, which is
managed by the Black Dog Watershed Management Organization (BDWMO). Drainage
from the Orchard Lake District flows into Credit River, which ultimately discharges into
the Minnesota River.
Lake Marion drains to the Vermillion River, which falls under the jurisdiction of the
Vermillion River Watershed Joint Powers Organization (VRWJPO).
Runoff that is discharged through the existing storm sewer collection and conveyance
system and outlets into the Orchard Lake Stormwater District includes:
Regional Stormwater Basin OL-12-1 is located east of Interstate 35, northwest of
Jubilee Court, and adjacent to the Canadian Pacific right-of-way, which is leased
by Progressive Rail. The majority of the 2016 Project Area C, including Jubilee
Court and Jubilee Way drain to this regional stormwater basin. In addition,
portions of Area B, including private businesses and Kenwood Avenue from
Juniper Path to the terminus at the Canadian Pacific right-of-way, drain to this
regional stormwater basin.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 11
Regional Stormwater Basin OL-12-2 is located east of Interstate 35, west of
Jubilee Way, and northwest of Jurel Court and is in Southfork Village 2nd and 3rd
Additions. The majority of the 2016 Project Area D, including approximately 400
lineal feet of the westerly portion of Jurel Court drains to this regional stormwater
basin. The eastern portion of Jurel Court in Area D drains to the Lake Marion
Stormwater District ML 42-2.
Regional Stormwater Basin OL-13-1 is located in Raven Lake 2nd Addition, is
east of Kenwood Trail, west of Jaguar Path, and south of Jarl Court. A portion of
the 2016 Project Area E, including approximately 200 lineal feet of the northern
portion of Java Trail, drains to this regional stormwater basin.
Regional Stormwater Basin OL-14-1 is located adjacent to Raven Lake Park, is
southeast of Jaguar Path, north of Jannevar Court and south of Jay Court. A
portion of the 2016 Project Area E, including Jamaica Path, from the northern
terminus to 182nd Street West, drains to this regional stormwater basin.
Regional Stormwater Basin OL-17-4 is located within Argonne Park Commercial
Area east of Interstate 35, north of Kenrick Avenue, and west of 175th Court
West. The majority of the 2016 Project Areas A and B, including 175th Court
West, Kenrick Avenue (from Kenwood Trail to Juniper Path), and Juniper Path
drain to this regional stormwater basin.
Runoff that is discharged through the existing storm sewer collection and conveyance
system and outlets into the Lake Marion Stormwater District:
Regional Stormwater Basin ML-42-2* is located in Southfork Village 3rd
Addition, is south of Jurel Way and west of Kenwood Trail. A portion of the 2016
Project Area D, including Jurel Way and approximately 300 lineal feet of the
eastern portion of Jurel Court, drains to this regional stormwater basin.
Regional Stormwater Basin ML-42-3* is located in Woodbridge Estates 3rd
Addition, is east of Kenwood Trail, west of Java Trail, and south of Jaguar Path.
A portion of the 2016 Project Area E, including approximately 1,000 lineal feet of
the southern and eastern portion of Java Trail and Java Court, drains to this
regional stormwater basin.
Regional Stormwater Basin ML-42-4* is located in Woodbridge Estates 2nd and
3rd Additions, is east of Java Trail, west of Jasper Path, and south of Jannevar
Court. A portion of the 2016 Project Area E, including 182nd Street West, Jasper
Path from Jasper Court to 183rd Street West, 183rd Street West (from Jasper Path
to Jamaica Path), drains to this regional stormwater basin.
Regional Stormwater Basin ML-46-2 is located in Lakeview Heights 2nd
Addition, is east of Kenwood Trail, west of Jasper Way, and south of 185th Street
West. A portion of the 2016 Project Area E, including Jasmine Way and Jasper
Way, drains to this regional stormwater basin.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 12
Regional Stormwater Basin ML-41-1 is located in Fox Meadows, is adjacent to
Canadian Pacific right of way, north of Jordan Circle, west of Joplin Avenue, and
east of Orchard Trail. A portion of the 2016 Project Areas E and F, including
188th Street West, from Kenwood Trail to Orchard Trail, drains to this regional
stormwater basin.
Regional Stormwater Basin ML-1-1 is a direct tributary to Lake Marion. Portions
of the 2016 Project Areas E and F, including Kanabec Trail, Kanabec Court,
Kabot Cove Lane, Kabera Trail/188th Street West (from 185th Street West to
Jordan Trail), Orchard Trail, Orchard Court, Jersey Avenue (from the western cul-
de-sac to Jaguar Avenue), the southern half of Java Path, and the southern half of
Jasmine Avenue, drain directly to this regional lake.
Regional Stormwater Basin ML-44-1 is located in Lakeridge Park, is east of the
Canadian Pacific right-of-way, south of Jordan Trail, and west of Jewel Path. A
portion of the 2016 Project Area E, including Jordan Trail (from 188th Street West
to Jordan Court South), Joplin Avenue (from 188th Street West to Jordan Trail),
Jewel Path, Jordan Court North, drains to this regional stormwater basin.
Regional Stormwater Basin ML45-1 is located in Stoneridge 1st Addition, is east
of Kenwood Trail, north of Jordan Trail, and south of 188th Street West. A portion
of the 2016 Project Areas E and F, including Jordan Trail (from Jordan Court
South to Kenwood Avenue), Jordan Court South, and Kenwood Way, drains to
this regional stormwater basin.
Regional Stormwater Basin ML-48-1 (labeled as ML-45-1 in report prepared by
Barr) is located in Lenihans Lots Antlers Park, is south of Upper 196th Street
West, north of 199th Street West, east of Jasmine Avenue, and west of 198th Court
West. Portions of the 2016 Project Area E and F, including Upper 196th Street
West, the northern half of Java Path, and the northern half of Jasmine Avenue,
drains to this regional stormwater basin.
Regional Stormwater Basin ML-51-1 is located in Lenihans Lots Antlers Park, is
east of Iteri Place, north of 199th Street West, and southwest of Kenwood Trail,
adjacent to the Canadian Pacific right-of-way. A portion of the 2016 Project Area
E, including 199th Street west from Jaguar Avenue to the eastern cul-de-sac on
199th Street West, drains to this regional stormwater basin.
Regional Stormwater Basin ML-49-1 is located in Marion Hills 1st Addition, is
south of Jasper Terrace, north of Upper 196th Street West, west of Jaguar Avenue,
and north of the Canadian Pacific right-of-way. A portion of the 2016 Project
Area E, including Jasper Terrace, Jasper Court, and Jade Lane, drains to this
regional stormwater basin.
* It was noted in the City of Lakeville Water Resources Management Plan, prepared by Barr
Engineering, dated June 2008, that these subwatersheds drain to ML-41 via twin 15-inch culverts
under the railroad tracks, and that the culverts were in poor condition, but theoretically have capacity
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 13
for the 100-year flood. It is recommended that these culverts be repaired or rehabilitated under a
separate contract from the 2016 Street Reconstruction Project.
The majority of the storm sewer facilities within the proposed 2016 Street Reconstruction
area provide the necessary collection and conveyance capacity. At the July 31, 2014, and
June 10, 2015, Neighborhood Meetings, some residents approached City staff with
concerns regarding localized drainage issues within the project. Residents requested
permanent curb and gutter and storm sewer facilities at the following locations:
Upper 196th Street West (between Jasmine Avenue and the stormwater basin near
the George Warweg property (10152 Upper 196 Street West)
Intersection of Java Path and Jersey Avenue
Between 19558 and 19566 Jasper Court
10152 Upper 196th Street West
10226 Upper 196th Street West
18561 Jasper Way
Other localized drainage issues were identified by residents and City staff in the
following areas:
19119 Orchard Trail
19828 Jersey Avenue
Inverted culverts along Kabot Cove
Culverts under the bituminous trail east of the cul-de-sac along 199th Street West
2.3.3 Water Main
All of the existing water main located within the 2016 Street Reconstruction Project is
ductile iron pipe (DIP). Eight-inch diameter water main pipe exists within the majority
of the project area; however, the following roadways have been identified as having
water main pipe diameters other than 8-inch DIP:
6-inch Water Main (DIP):
Jubilee Circle
182nd Street West
Jamaica Path (185th Street West north to 182nd Street West)
Jamaica Circle
Jamaica Court
183rd Street West (Jamaica Path west to Jasper Path)
Jasper Path
Jasper Court
Java Trail
Jasmine Way
Jasper Way
Kanabec Trail (Kanabec Court south to 18740 Kanabec Trail)
Orchard Court
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 14
Orchard Trail (terminus south to the cul-de-sac)
Jordan Court North
Jordan Court South
Kenwood Way
Jasper Court
Java Path
Jasmine Avenue
12-inch Water Main (DIP):
Kabera Trail/188th Street West (185th Street West south and east to Orchard
Trail)
Orchard Trail
Jewel Path (Orchard Trail south to 19172 Jewel Path)
Jersey Avenue
199th Street West
16-inch Water Main (DIP):
Jamaica Path (182nd Street West north to the terminus)
City maintenance records indicate a water main break history throughout the 2016
Project, with the heaviest concentration of breaks taking place within or near the
Southfork area. The quantity and frequency of water main breaks in this area has led to
long-term and costly maintenance issues for the City. The age of the existing pipe would
not suggest that the water main breaks are simply the result of an aging infrastructure.
Soil samples were collected with the geotechnical borings to test for corrosivity in the
soils (pH, oxidation-reduction, electrical resistivity, chloride content, and sulfate content)
to determine if the native soils were contributing to failure, or future failure, of water
main pipe in this area. The results of the corrosivity testing indicate that the soils are
similar to the corrosive soils encountered within the 2012, 2013, 2014, and 2015 Street
Reconstruction Projects, where more extensive break histories had been recorded for the
older pipes. A summary of the corrosivity testing results can be found in Appendix F.
Outside of the Southfork area, water main breaks and maintenance issues have been
sporadic and have required more typical maintenance efforts.
2.3.4 Sanitary Sewer
The majority of the existing sanitary sewer located within the 2016 Street Reconstruction
Project consists of 9-inch vitrified clay pipe (VCP) within the roadways originally
constructed prior to 1980 and 8-inch polyvinylchloride pipe (PVC) within the remaining
local roadways. The following roadways have been identified as having sanitary sewer
pipe diameters other than 8-inch PVC or 9-inch VCP:
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 15
12-inch Sanitary Sewer (PVC):
Jubilee Court
Jubilee Way (Kenwood Trail west to Jubilee Court)
Orchard Trail (188th Street West south to 19049 Orchard Trail)
27-inch Sanitary Sewer (Reinforced Concrete Pipe - RCP):
Jasper Terrace (Jaguar Avenue west to 19535 Jasper Terrace)
In additional to the gravity sanitary sewer located within the 2016 Project area, there are
also three lift stations, two grinder pumps, and DIP forcemains.
In the summer of 2015, the City’s Public Works Department televised the sanitary sewer
and inspected all of the sanitary sewer manholes. Nearly all of the sanitary sewer
manholes were identified as needing new rings and/or castings and are proposed to be
repaired as a part of this project. One segment of pipe along Java Path noted to have a
significant crack in the pipe. Additionally, one sanitary sewer manhole along Upper 196th
Way West was found to have significant deterioration.
2.3.5 Wetlands
Wetland impacts are anticipated with the proposed improvement project, however, it is
anticipated that those impacts will qualify for a Utility Exemption and will not require
replacement provided the total impacts do not exceed 0.50 acres per the Wetland
Conservation Act requirements.
2.4 Proposed Improvements
2.4.1 Roadway Surface
Surface improvements recommended with the 2016 Street Reconstruction Project are
intended to extend the life of the existing roadway systems, improve isolated drainage
issues, and also improve the ride quality of the roadways. Three primary methods of
street reconstruction recommended to accomplish these goals are: (1) complete street
reconstruction; (2) removal of the existing pavement, grading, and installation of a
completely new pavement section; and (3) mill and overlay improvements.
Complete reconstruction is defined as removing the full roadway section including curb,
pavement, aggregate, and granular materials (where they exist). Complete reconstruction
can utilize full depth reclamation, which is proposed for this project where the reclaimed
material will be recycled as aggregate roadway base for the new street section. This
method of rehabilitation is proposed where complete water main replacement work will
be completed.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 16
The second street reconstruction method utilizes reclamation to remove the full depth of
the existing bituminous pavement and adding aggregate as necessary to bring the street to
grade for the new 3 ½-inch or 4-inch bituminous mat depending on whether the street is
residential or commercial respectively. This method of rehabilitation will be employed in
areas where the street sections have deteriorated but the useful life of the water main can
be extended via cathodic protection. Spot curb and gutter replacements will be installed
where concrete curb and gutter currently exists. On rural road sections, a combination of
concrete and bituminous curb and gutter will be installed as drainage needs require it.
The last method of street reconstruction is mill and overlay. Milling and overlaying a
street is defined as removing the top 1.5-inches of pavement and paving a new 1.5-inch
bituminous mat in its place. This will be employed along Kabot Cove Lane where the
current condition of the street surface needs only surface improvements to extend the
useful life of the roadway. Spot curb and gutter replacements will be installed as
necessary for any utility replacement needs require it.
The streets in Areas B and C are proposed to be completely reconstructed while using full
depth reclamation (FDR) based on the current roadway conditions and utility needs.
The streets in Areas A, D, E, and F are proposed to reclaim the full depth of existing
bituminous pavement, adding aggregate as necessary, prior to paving a new 3 ½-inch
bituminous mat to match existing street grades and minimize impacts to adjacent
properties.
Due to current pavement conditions and the age of the infrastructure, the street in Area G
is proposed to have the existing pavement milled and overlayed, only, as a means to
extend the useful life of the roadway section.
Street grades are proposed to very closely match the existing grades so as to minimize
construction impacts to adjacent properties. Minor adjustments to select roadway vertical
profiles will be proposed to improve drainage conditions.
Where streets will be completely reconstructed, the City design standards for local
residential streets consists of the following section: 1½-inches of bituminous wearing
course, 2-inches of bituminous base course, 6-inches of aggregate base or recycled
aggregate, and 24-inches of select granular borrow over 12-inches of an acceptable,
compacted subgrade. However, as an alternative, a section including 8-inches of
reclaimed material and 18-inches of select granular borrow is planned to be used for the
reconstruction of the roadways which mirrors the design strength of the City’s standard
section. The alternate section reduces the street section by 4-inches and reuses a
commodity created on site (reclaimed pavement), which will reduce the overall cost of
street reconstruction. Braun Intertec was solicited for comment on the alternate section,
and they support the recommendation as noted in their report.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 17
The City design standards for completely reconstructed local roadways within
commercial areas consist of the following minimum section: 2-inches of bituminous
wearing course, 2-inches of bituminous base course, 6-inches of aggregate base or
recycled aggregate, and 24-inches of select granular borrow over 12-inches of an
acceptable, compacted subgrade. However, as an alternative, a section including 8-
inches of reclaimed material and 18-inches of select granular borrow is planned to be
used for the reconstruction of the roadways which mirrors the design strength of the
City’s standard section.
Where streets will be reclaimed and repaved, the City’s design standard of 1 ½-inches or
2-inches of bituminous wearing course and 2-inches of bituminous base course is planned
to be used for the reconstruction of the roadways. As noted in Braun Intertec’s
Geotechnical Report, the existing pavement thicknesses vary across the project areas,
with an average depth of 4.8-inches. To match existing street grades and minimize
impacts to adjacent properties, it is anticipated that additional aggregate base will be
required which will result in a variable aggregate base section. Braun Intertec’s Report
indicated that the average aggregate base thickness across all project areas is 14.4-inches,
meaning that the pavement and aggregate section will, on average, meet or exceed the
City’s design standard.
Additional pavement analysis, including road specific flexible pavement designs, for the
commercial roadways will be completed with the final design of the project.
Area A of the project is showing a high level of pavement distress. This street is
proposed to be reclaimed and repaved as outlined above in method (2) and is proposed to
consist of a local street section for commercial business areas. Figure 6A in Appendix A
illustrates the proposed roadway section. All of the concrete curb and gutter and concrete
driveway aprons within Area A are proposed to be removed and replaced in-kind,
meaning surmountable curb will be reinstalled along 175th Court West. Improvements to
this cul-de-sac are not proposed to be impacted by future I-35 interchange improvements
in the area.
Area B is also showing a high level of pavement distress. Due to the nature of the
underlying soils found in this area (and very high groundwater table) and utility needs,
complete roadway reconstruction is recommended. This area will be reconstructed to the
City’s current commercial roadway design standard (alternate section) for commercial
business areas as outlined above in method (1). All of the concrete curb and gutter and
concrete driveway aprons within Area B are proposed to be removed and replaced and
barrier style curb will now be installed along all roadways within Area B. Figures 6B
and 6C of Appendix A illustrate the proposed roadway sections.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 18
Area C is showing a severe level of pavement distress. Due to the nature of the
underlying soils found in this area (high groundwater table) and utility needs, complete
roadway reconstruction is recommended as outlined above in method (1). This area will
be reconstructed to the City’s current local residential roadway design standard (alternate
section). All of the concrete curb and gutter within Area C is proposed to be removed and
replaced in-kind, meaning surmountable curb will be reinstalled along Jubilee Way and
Jubilee Circle. Figure 6D of Appendix A illustrates the proposed roadway section.
Roadway reconstruction as outlined above in method (2) is proposed for Area D due to
the level of distress the bituminous pavement in the area is experiencing. The
reconstruction will consist of full depth pavement reclamation and bituminous paving to
extend the useful life of the roadway for the City. All streets within Area D are urban
street sections and will be constructed to their current widths and roadway thicknesses to
minimize impacts. Spot curb and gutter replacement will be completed in this area with
structurally deficient curb being replaced. Figure 6E of Appendix A illustrates the
proposed roadway section.
Roadway reconstruction as outlined above in method (2) is proposed for each of the
streets within Area E due to the level of distress the bituminous pavement in the area is
experiencing. The reconstruction will consist of full depth pavement reclamation and
bituminous paving to extend the useful life of the roadway for the City. All streets within
Area E are urban street sections and will be constructed to their current widths and
roadway thicknesses to minimize impacts. Spot curb and gutter replacement will be
completed in this area with structurally deficient curb being replaced. Figure 6E of
Appendix A illustrates the proposed roadway section.
Roadway reconstruction as outlined above in method (2) is proposed for each of the
streets within Area F due to the level of distress the bituminous pavement in the area is
experiencing. The reconstruction will consist of full depth pavement reclamation and
bituminous paving to extend the useful life of the roadway for the City. All streets within
Area F are rural street sections and will be constructed to their current widths and rural
design to minimize impacts, with the exception of the rural section of Kabera Trail. In an
effort to offer some maintenance benefits to the City’s Streets Department and also allow
some additional area for pedestrians, Kabera Trail from Kanabec Trail to Orchard Trail is
proposed to include a 1-foot paved shoulder and 1-foot gravel shoulder on each side of
the drive lanes. Bituminous curb and gutter is recommended to be reinstalled where it
currently exists with the addition of concrete curb and gutter to facilitate drainage in areas
of localized drainage concerns. All streets within Area F will be re-established to include
a 6-inch crown, further promoting drainage within the roadways. Figures 6Fand 6G of
Appendix A illustrates the proposed roadway sections.
The City will work with Dakota County through final design of the project to ensure
improvements installed within Areas E and F of the project will not be impacted by the
County’s improvements to CSAH 50 in 2017.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 19
Roadway reconstruction as outlined above in method (3) is proposed for the street within
Area G in an effort to extend the useful life of the pavement section. Construction will
consists of milling the top 1.5-inches of pavement and paving a new 1.5-inch mat in its
place. Spot curb and gutter replacement will be completed in this area with structurally
deficient curb being replaced. Figure 6H of Appendix A illustrates the proposed
roadway section.
All existing pedestrian curb ramps within the project area will be brought up to current
ADA accessibility design standards as a part of the 2016 Street Reconstruction Project.
A summary of the proposed roadway improvements can be found in Figure 5 of
Appendix A.
2.4.2 Storm Sewer
Reconstruction of the streets provides a timely opportunity to improve drainage
conditions and increase the longevity of the streets within the project area by installing
additional storm sewer facilities. In addition, it allows the opportunity to implement
stormwater quality BMPs to reduce the pollutant loading to Lake Marion. Potential
drainage and water quality improvements to be evaluated with final design of the project
include:
Drainage Improvements
Area A – Replacement of damaged or deteriorated infrastructure.
Area B – Supplement the existing storm sewer facilities with draintile installation,
including services to private properties, and replacement of damaged or
deteriorating infrastructure.
Area C – Supplement the existing storm sewer facilities with draintile installation,
including services to private properties and replacement of damaged of
deteriorating infrastructure.
Area D - Replacement of damaged or deteriorated infrastructure.
Area E - Replacement of damaged or deteriorated infrastructure, and water quality
improvements.
Area F – Supplement the existing storm sewer facilities with the installation of
additional catch basins throughout the project area and replacement of damaged
or deteriorated infrastructure, and water quality improvements. Portions of the
existing storm sewer system do not meet current design standards and will be
replaced as a part of the project. In addition, there are several drainage issues in
the project area that were brought to the City’s attention at the neighborhood
meetings on July 31, 2014, and June 10, 2015 that will be evaluated with final
design (refer to Existing Conditions Section 2.3.2).
Area G - Replacement of damaged or deteriorated infrastructure, and water
quality improvements.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 20
Water Quality Improvements
Areas E, F, and G – Initial investigation indicates that the following locations
offer opportunities to decrease pollutant loadings via mechanical separation and
sump storm sewer structures from untreated or minimally treated watersheds
located directly upstream of Lake Marion:
o Kanabec Court
o Kanabec Trail
o Orchard Trail
o Kabot Cove
o Upper 196th Street West
o Jersey Avenue
o 199th Street West
These locations will be further evaluated with final design to determine if a sump
stormwater manhole or water quality structure (V2B1 Stormwater Treatment System or
similar) will be necessary to meet the maintenance and water quality goals of the City.
The implementation of a SAFL Baffle or Preserver (by Momentum Environmental) to
enhance the treatment provided by sump manholes will also be evaluated to determine if
this option is desirable.
Manholes, manhole castings, and catch basin castings are also proposed to be
repaired/replaced to meet current City storm sewer standards as a part of the 2016 Street
Reconstruction Project.
A summary of the proposed storm sewer improvements can be found in Figure 5 of
Appendix A.
2.4.3 Water Main Improvements
The geotechnical investigation performed by Braun Intertec in September, 2014 included
a collection of soil samples from within the 2016 Street Reconstruction Project area
which measured the corrosivity of the soil. The results of the corrosivity testing indicate
that the project area contains corrosive soils that impact iron water main pipe.
It is proposed that in conjunction with the street improvements identified as being fully
reconstructed (Areas B and C) that all existing water main be replaced with pipe not
susceptible to corrosive soils. Replacing the existing water main facilities in Areas B and
C of the 2016 Street Reconstruction Project provides a timely and cost-effective solution
to what has been a long-term maintenance issue within the area. It is proposed that the
existing ductile iron water main facilities within these areas be replaced with PVC water
main pipe to withstand the corrosive nature of the soils, therefore reducing the potential
for future water main repairs in the area.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 21
It is proposed that in conjunction with the street improvements within Areas A, D, E, F,
and G the service life of the existing water main system should also be extended but by
means other than complete replacement.
The proposed method of extending the service life of iron water main pipe buried in
corrosive soils is cathodic protection. Cathodic protection directly connects the iron water
main pipe to a more easily corroded “sacrificial anode” which corrodes instead of the
protected iron water main, thus reducing the rate of deterioration of buried iron pipes, and
therefore, extends the service life of the existing water main without replacing the entire
water main system. Cathodic protection has been shown to extend the service life of the
water main at a lower cost than pipe repairs, main replacement, and service disruptions.
Installing cathodic protection along the water main within Areas A, D, E, F, and G of the
2016 Street Reconstruction Project provides a timely and cost effective solution to what
will continue as a long-term maintenance problem without any improvements.
In addition to the above mentioned proposed improvements, abandoned water main
within the existing roadway along Jordan Trail is recommended for removal with the
2016 Street Reconstruction Project to reduce the potential for future system leaks.
A summary of the proposed water main improvements can be found in Figure 5 of
Appendix A.
2.4.4 Sanitary Sewer Improvements
In the summer of 2015, the City’s Public Works Department televised the sanitary sewer
system. The sanitary sewer video inspection revealed that the existing sewer pipe is in
relatively good condition and will not need to be replaced. The sanitary sewer video did
detect one location with a significant crack along Java Path, within Area F, that will
require spot repairs to fix cracked/failing pipe as a part of this project. Additionally, one
sanitary sewer manhole along Upper 196th Way West, also within Area F, was found to
have significantly deteriorated and is proposed to be replaced as part of this project.
Sanitary sewer manholes within the project area have been identified as needing new
rings and/or castings and will be repaired as a part of this project. Additionally, all
sanitary sewer manholes within the street reconstruction area will receive external
chimney seals as a part of the project to reduce the potential for inflow and reduce the
frequency of maintenance repairs.
Lift Station No. 6, located along Orchard Trail, is scheduled to be replaced in 2016 under
a separate contract from the 2016 Street Reconstruction Project.
A summary of the proposed sanitary sewer improvements can be found in Figure 5 of
Appendix A.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 22
2.4.5 Street Sign Replacement
All existing street signs within the project will be replaced with new street signs that meet
the Federal Highway Administration’s (FHWA) requirements for retro-reflectivity.
2.4.6 Mailbox Replacement
It is the City’s intent to salvage and reinstall all existing mailboxes and mailbox supports
that will be impacted with construction. In the event the condition of the existing
mailbox support warrants replacement prior to reinstallation, the City is proposing to
salvage the existing mailbox and install a new mailbox support that will meet both City
Standards and United States Postal Service (USPS) requirements.
2.4.7 Permits/Approvals
An NPDES permit for construction activity will be required since more than one (1) acre
will be disturbed by construction activities with the project.
A permit from the Minnesota Department of Health (MDH) will also be required for the
replacement of water main facilities within the project.
A Dakota County Work in Right-of-Way permit will be required for any work within
County rights-of-way, including: Kenwood Trail (CSAH 50) and 185th Street West
(CSAH 60).
A General Permit from the US Army Corps of Engineers will be required for any work
that will impact wetlands. Wetland delineations were completed in early October 2015,
however, the final wetland impacts cannot be determined until design of the project is
completed.
A Public Waters Work Permit from the Department of Natural Resources is anticipated to
be required for any work that would be below the Ordinary High Water Level (OHWL)
of adjacent public waters, including culvert replacements along 199th Street West.
2.4.8 Construction Access/Staging
The contractor will be responsible for providing access to all properties throughout the
project. Adequately signed detours will be identified to direct traffic around the
construction zones and notify users of the increased truck and construction activity.
Construction will be phased such that construction truck traffic will not need to access
newly reconstructed streets to complete the project. Detailed construction phasing plans
will be developed with final design of the project.
Work within Areas B and C will require several phases of construction in order to
maintain access for businesses and residents.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 23
2.4.9 Public Involvement
Two public informational meetings were held for the project to discuss the proposed
improvements. The first neighborhood meeting was conducted on July 31, 2014, for all
property owners within the proposed project area and included information regarding the
proposed improvements, funding, schedule, and impacts associated with the project. The
second neighborhood meeting was conducted on June 10, 2015. The meetings were
intended to update the property owners on the status of the project and to solicit
comments from property owners regarding combining the pavement reconstruction with
efforts to extend the service life of the existing utilities, using cathodic protection.
Comment cards were made available to attendees at the meetings. Summaries of the
correspondence received and questions and answers provided at the informational
meetings are included in Appendix E.
After the initial public informational meeting on July 31, 2014, the City re-evaluated the
pavement conditions of Jaguar Avenue, 198th Court West, Iteri Place, Itasca Lane, and
Ithaca Circle, and it was determined to remove those streets from the 2016 Street
Reconstruction Project as the condition of the pavement did not warrant replacements at
this time. After second the public informational meeting on June 10, 2015, the City re-
evaluated the pavement conditions on Kabot Cove (Area G) and it was determined that
the condition of the pavement warranted a mill and overlay and not the reconstruction
efforts identified in methods 1 or 2.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 24
3. FINANCING
3.1 Opinion of Cost
Detailed opinions of cost for the various project areas can be found in Appendix B of this report.
The opinions of cost incorporate estimated 2016 construction costs and include a 10%
contingency factor. Indirect costs are projected at 28% of the construction cost and include
engineering, legal, financing, and administrative costs.
Tables 2 – 8 below provide summaries of the opinions of probable cost for the 2016 Street
Reconstruction Project Areas.
Table 2 – 2016 Street and Utility Improvement Project – Area A
Summary of Cost
Schedule Amount
A Surface Improvements $ 139,200
B Watermain Improvements $ 57,310
C Sanitary Sewer Improvements $ 2,820
D Storm Sewer Improvements $ 7,790
E Construction Management $ 990
TOTAL $ 208,110
Table 3 – 2016 Street and Utility Improvement Project – Area B
Summary of Cost
Schedule Amount
A Surface Improvements $ 1,290,020
B Watermain Improvements $ 495,070
C Sanitary Sewer Improvements $ 21,400
D Storm Sewer Improvements $ 444,510
E Construction Management $ 11,260
TOTAL $ 2,262,260
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 25
Table 4 – 2016 Street and Utility Improvement Project – Area C
Summary of Cost
Schedule Amount
A Surface Improvements $ 1,019,580
B Watermain Improvements $ 512,910
C Sanitary Sewer Improvements $ 25,200
D Storm Sewer Improvements $ 299,030
E Construction Management $ 9,290
TOTAL $ 1,866,010
Table 5 – 2016 Street and Utility Improvement Project – Area D
Summary of Cost
Schedule Amount
A Surface Improvements $ 140,810
B Watermain Improvements $ 72,930
C Sanitary Sewer Improvements $ 4,220
D Storm Sewer Improvements $ 28,270
E Construction Management $ 1,270
TOTAL $ 247,500
Table 6 – 2016 Street and Utility Improvement Project – Area E
Summary of Cost
Schedule Amount
A Surface Improvements $ 3,165,950
B Watermain Improvements $ 1,300,430
C Sanitary Sewer Improvements $ 176,840
D Storm Sewer Improvements $ 619,940
E Construction Management $ 3,240
TOTAL $ 5,266,400
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 26
Table 7 – 2016 Street and Utility Improvement Project – Area F
Summary of Cost
Schedule Amount
A Surface Improvements $ 1,491,400
B Watermain Improvements $ 706,840
C Sanitary Sewer Improvements $ 115,240
D Storm Sewer Improvements $ 511,740
E Construction Management $ 2,960
TOTAL $ 2,828,180
Table 8 – 2016 Street and Utility Improvement Project – Area G
Summary of Cost
Schedule Amount
A Surface Improvements $ 85,800
B Watermain Improvements $ 46,600
C Sanitary Sewer Improvements $ 5,630
D Storm Sewer Improvements $ 115,780
E Construction Management $ 990
TOTAL $ 254,800
3.2 Funding
Financing for the street and storm sewer improvements within the 2016 Street Reconstruction
Project will come from City Funds and Special Assessments.
The water main repairs and replacements are proposed to be financed by the City’s Water
Operating Fund. The sanitary sewer repairs are proposed to be financed by the City’s Sanitary
Sewer Operating Fund.
Special Assessments to benefitting properties are proposed to fund 40% of the roadway surface
and storm sewer improvements identified to be reconstructed for the project, with the remaining
60% funded using City Funds. Assessments for this project were calculated on a per parcel
(unit) basis for residential properties and on a front footage basis for the commercial properties
as identified in the City’s Assessment Policy.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 27
As a significant amount of street frontage is considered non-assessable within portions of the
project (i.e. wetlands, railroad right-of-way, and undevelopable properties) in Areas E, F, and G,
the assessable project costs have been pro-rated as follows in Table 9 below:
Area
Street and
Storm Sewer
Costs
Street and
Storm Sewer
Assessments
(40%)
Final
Prorated
Assessment
Amount
Number of
Single
Family
Units
Percentage of
Assessable
Front
Footage
Pro-rated
Assessment
Amount per
Single Family
Unit
E $3,788,218.93 $1,515,287.57 $3,438,945.15 344 90.78% $3,998.77
F $2,005,229.81 $802,091.92 $1,470,635.54 143 73.34% $4,113.67
G $143,000.28 $57,200.11 $70,758.83 11 72.90% $2,573.05
Pro-rating the Special Assessments as such will increase the City’s share of the Project costs
within Areas E, F, and G of the project due to less-typical assessable street frontages within these
areas.
The funding level anticipated through the levy of Special Assessments to benefitting property
owners for street improvements is $3,346,549.98 with the following proposed assessments:
Area A Front Footage Assessment Rate ............................... $130.61 per lineal foot
Area B Front Footage Assessment Rate ............................... $144.36 per lineal foot
Area C Total Assessment* .................................................... $132,519.47 per parcel
Area D Total Assessment* ...................................................... $67,980.10 per parcel
Area E Single Family Unit Assessment Rate .............................. $4,033.95 per unit
Area F Single Family Unit Assessment Rate ............................... $4,029.14 per unit
Area G Single Family Unit Assessment Rate .............................. $2,573.05 per unit
It should be noted that the Areas are split as indicated to match specific assessment types and
groups.
* Areas C and D are owned by one property owner.
The proposed assessment roll is included in Appendix C of this report, along with an Assessment
Map ID highlighting the benefitting properties and the assessment calculations for benefitting
property owners.
Table 10 – 2016 Street Improvements Project
Funding Summary
Funding Source Amount
Street and Storm Sewer Assessments (approximately 40%) $ 3,346,550
City CIP Funds $ 6,035,300
City Water Funds $ 3,199,500
City Sanitary Sewer Funds $ 351,910
TOTAL $ 12,933,260
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 28
4. PROJECT SCHEDULE
The proposed project schedule for the 2016 Street Reconstruction Project is as follows:
Neighborhood Meeting #1 ............................................................................... July 31, 2014
Neighborhood Meeting #2 .............................................................................. June 10, 2015
Accept Feasibility Report / Set Improvement Hearing .............................. October 19, 2015
Public Hearing ....................................................................................... November 16, 2015
Open Bids / Compute Assessments ............................................................... March 4, 2016
Declare Costs / Set Assessment Hearing… ................................................. March 21, 2016
Assessment Hearing and Award Construction Contract ................................ April 18, 2016
Begin Construction .................................................................................... April / May 2016
2016 Substantial Completion… ................................................................... November 2016
Final Completion… ............................................................................................... July 2017
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501 Page 29
5. FEASIBILITY AND RECOMMENDATION
The 2016 Street Reconstruction Project includes roadway reclamation, street reconstruction, mill
and overlay, water main improvements, storm sewer improvements (including draintile
installation) complete and spot curb and gutter replacement, and spot bituminous trail
replacements. Storm sewer enhancements, including water quality improvements, are also
planned for areas draining directly into Lake Marion. Structurally deficient storm and sanitary
sewer manholes and storm sewer structures identified by the City’s Public Works Department
will also be replaced as a part of this project.
The total estimated cost for the 2016 Street Reconstruction Project including roadway, trail,
storm sewer, sanitary sewer, and water main improvements is $12,933,260. This estimate does
reflect the costs associated with using the proposed alternate street section, as identified in
section 2.4.1 of this report. Proposed funding for the project is provided through a combination
of Special Assessments and City Funds. Construction costs are based on anticipated construction
costs for 2016.
This project is feasible, necessary, and cost-effective from an engineering standpoint. The
project feasibility is subject to financial review by the City. Based on the information contained
in this report, it is recommended to proceed with the improvements as outlined in this report.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501
APPENDIX A
Figure 1: Location Map
Figure 2: Area Map 1
Figure 3: Area Map 2
Figure 4: Area Map 3
Figure 5: Summary of Proposed Area Improvements
Figure 6A: Typical Street Section – Area A – 175th Court West
Figure 6B: Typical Street Section – Area B – Juniper Path
Figure 6C: Typical Street Section – Area B – Kenrick Avenue
Figure 6D: Typical Street Section – Area C – Jubilee Way and Jubilee Circle
Figure 6E: Typical Street Section – Areas D and E Streets – Residential Streets
Figure 6F: Typical Street Section – Area F – Typical Residential Streets
Figure 6G: Typical Street Section – Area F – Kabera Trail/188th Street Rural
Section (Kanabec Trail to Orchard Trail)
Figure 6H: Typical Street Section – Area G – Kabot Cove Lane
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Figure 1 Location Map2016 Street Reconstruction ProjectLakeville, MN
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Project Location Area A
Project Location Area B
Project Location Area C
Project Location Area D
Project Location Area E
Project Location Area F
Project Location Area G
Lakeville Parks
K a b e r a T r
K e n r i c k A v e
J a g uar Path
I p a v a A v e
179thStW
J a g u a r C t
J a s p e r P a t h
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acaC t
J a c o b i t e C t
173rdSt W
Iceland Tr178thStW
Jambeau Ct
I n g r i d C t
Jaguar Cir
175th St W
I t a l y
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Jas
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JacquardCt
J u r e l W a y
I t e n C t N
Kerrville Trl
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Kindred Ct
Isleton Ct
JannevarC t
Jasper Ct
Jalisc
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t
J a l i s c o W a y
J a e g e r
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a t h
Jamaica
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183rd St W
J o p l i n A v e
Javelin Ct
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6A
INSET A
TYPICAL SECTION
701 Xenia Avenue South, Suite 300
Minneapolis, MN 55416
LAKEVILLE, MINNESOTA
FIGURE
RECONSTRUCTION PROJECT
2016 STREET
WSB NO. 2109-501
AREA A - 175TH COURT WEST
LOCAL URBAN COMMERCIAL STREET
6B
INSET A
TYPICAL SECTION
701 Xenia Avenue South, Suite 300
Minneapolis, MN 55416
LAKEVILLE, MINNESOTA
FIGURE
RECONSTRUCTION PROJECT
2016 STREET
WSB NO. 2109-501
AREA B - JUNIPER PATH
LOCAL URBAN COMMERCIAL STREET
6C
INSET A
TYPICAL SECTION
701 Xenia Avenue South, Suite 300
Minneapolis, MN 55416
LAKEVILLE, MINNESOTA
FIGURE
RECONSTRUCTION PROJECT
2016 STREET
WSB NO. 2109-501
AREA B - KENRICK AVENUE
LOCAL URBAN COMMERCIAL STREET
TYPICAL SECTION
6D
INSET A
701 Xenia Avenue South, Suite 300
Minneapolis, MN 55416
LAKEVILLE, MINNESOTA
FIGURE
RECONSTRUCTION PROJECT
2016 STREET
WSB NO. 2109-501
AREA C - JUBILEE WAY & JUBILEE CIR
LOCAL URBAN RESIDENTIAL STREET
TYPICAL SECTION
6E
INSET A
701 Xenia Avenue South, Suite 300
Minneapolis, MN 55416
LAKEVILLE, MINNESOTA
FIGURE
RECONSTRUCTION PROJECT
2016 STREET
WSB NO. 2109-501
AREA D & E
LOCAL URBAN RESIDENTIAL STREET
6F
TYPICAL SECTION
701 Xenia Avenue South, Suite 300
Minneapolis, MN 55416
LAKEVILLE, MINNESOTA
FIGURE
RECONSTRUCTION PROJECT
2016 STREET
WSB NO. 2109-501
INSET A
AREA F
LOCAL RURAL RESIDENTIAL STREET
6G
TYPICAL SECTION
701 Xenia Avenue South, Suite 300
Minneapolis, MN 55416
LAKEVILLE, MINNESOTA
FIGURE
RECONSTRUCTION PROJECT
2016 STREET
WSB NO. 2109-501
INSET A
AREA F - KABERA TRAIL / 188TH ST W
LOCAL RURAL RESIDENTIAL STREET
6H
INSET A
TYPICAL SECTION
701 Xenia Avenue South, Suite 300
Minneapolis, MN 55416
LAKEVILLE, MINNESOTA
FIGURE
RECONSTRUCTION PROJECT
2016 STREET
WSB NO. 2109-501
AREA G - KABOT COVE LANE
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501
APPENDIX B
Opinion of Probable Cost
WS
B
P
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:
20
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Design By:KLA, LML
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:
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Checked By:MEM
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.
:
#1
6
-
0
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Date:8/28/2015
WS
B
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:
02
1
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9
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Estimated Total Quantity Estimated Total Cost Estimated Total Quantity Estimated Total Cost Estimated Total Quantity Estimated Total Cost
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Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501
APPENDIX C
Assessment Map ID
Assessment Roll
K e o k u
k
A
v
e
K e n r i c k A v e
K a b e r a T r
1 7 8 t h S t W
J a guar Path
173rdSt W
K e n a i C i r
Ith
aca C t
K e t c h i k a n C t
J a g u a r C t
J a c o b i t e C t
K i n d r e d C i r
Jambeau Ct
I n g r i d C t
Jaguar Cir
I x o n i a C
t
Jasmine Ct
JacquardCt
J u r e l W a y
I t e n C t N
Jae g e r C t
179thStW
Key West Ct
I x o
n i a A v e
JannevarCt
Jasper Ct
Jalisco
C
t
J a l i s c o W a y
J a e g e r
P a t h
J o p l i n A v e
175th St W
JamaicaCt
183rd St W
Javelin Ct
K
e
n
r
i
c
k
C
ir
I
t
h
a
c
a
L
a
K e n y o n A v e
Kindred Ct
I t e n C t S
182nd S t W
Jav
a
C
t
S
I r o n s t o n e Wa y
J a v a C t N
J u b i l eeCir
Jarl Ct
180th St W
176th St W
Jurel Ct
J a l i s c o L a
J o n q u i l A v e
I s l e A v e
K e r r v i l l e T r l
181st St W
Juniper Path
OrchardTr
I r v i n e L a
J
o
y
Ave
J a s p e r
P a t h
J a c q u a r d
P a t h
K
e
t
c h i k a n T r
J a m a i c a P a t h
I
s
l
e
t
o
n
A
v
e
Upper 178thStW
J
a
d
e
T
er I x o n i a P a t h
1 7 7 t h C i r W
J a s m i n e
A v e
175th Ct W
1
76thCirW
K a c h i n a C t
I t a l y
P a t
h
J a m a i c a C i r
Jubilee Way
J a v a T r
J
e
r
s
e
y
W
a
y
Jay Ct
JunellePath
I r e g l e n
P a t h
I t a l y C t
Isleton Ct
I t
a l y A v e
K
e
n
w
o
o
d
T
r
185th St W
2
3
4
4
5
6
7
8
9
10
11 12
16
17
1819
2021
22
143
144 145 146
147
148
149150
151
152 153
154
155
156
157
158
159
160
161 162
163 164
165
166
167
168
169
170
171
172
173
174
175
176
177 178
179
180
181
182
183 184
185
186
187
188
189
190
191
192
193
194
195
196
197
198
199200
201
202
203204
205206
207
208 209
217 218
223
224 225
226
227
228
229
230
231232233
234
480
492
497
498
499
500
501
502
503
504
505
1 7 9 t h T r W
J a s m i n e W a y
Aerometrics
0 600300Feet
2016 Street Reconstruction ProjectProject Area 1Lakeville, MN
P
a
t
h
:
K
:
\
0
2
1
0
9
-
5
0
1
\
G
I
S
\
M
a
p
s
\
2
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6
S
t
r
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t
R
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s
t
r
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c
t
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P
r
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t
A
s
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P
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l
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M
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:
9
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2
0
1
5
4
:
2
4
:
0
2
P
M
Combined Lots for Assessment Purposes
Project Location
Assessment Parcels
Lakeville Parks
City Boundary
K a c h i n a C t
J a s p e r P a t h
J a m a i c a
P a t h
J a e g e
r P
a t h
J
ord
a
n
C
i
r
J
o
r
d
a
n
C
t
S
JordanTr
Kanabec
Ct
J o r d a n C t N
J
a
y
h
a
w
k
C
t
Jonesboro Ct
1 9 2 n d S t W
O r c h a r d C t
Kabera Tr
J
a
v
e
l
i
n
W
a
y
K a t r i n e C t
18 8 t h S t W
JoplinAve
K ab o t C o v e L a
1
8
8
t
h
S
t
K e n r i c k A v e
Orchard Tr
Iteri Av e
J a
s
m
i n e
W
a
y
J a v e l i n Ave
K a n a b e c T r
K e n w o o d W a y
Ittabena
Way
J a s p e r W a y
JewelP
ath
Kenwood Tr
185th S t W
13
14
15
23
24
25
26
27
2 9 3 0
31
32
33
34
35
36
37
38
39
40
41
42
43
4445
46 47
4849
50
51
52
5354
55
56 57
5859
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
7677
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
9495
96
97
98
99
1 0 0
1 0 1
102
103
104
105
106
107 108
109 110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132133
134
135
136
137138
139
140
141
141
210
211
212
213
214
215
216
219
220
221222
235
236
237
238
239
240
241
242243244
245
246
247
248
249
250
251
252
253
254
265266
267
268
269
270
271 272
273
274 275
276
277
278
279
280281282283
292
293294295
296
324
325
326
327 328
329
330
331 332
333
334335
336
337338
339
416
417
418
419
420
421
422
423424
425 426
427
428
429
430
431
432
433 434
435
436
437
438
456
457
458
473
474
475
482483
484485
486487
488 489490491
493 494495 496
507508509510511512513514515516
517518
Aerometrics
0 400200Feet
2 0 1 6 S t re e t R e c o n s t ru c tio n P r o je c tProject A re a 2Lakeville, M N
P
a
t
h
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K
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S
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P
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P
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1
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2
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5
9
:
5
5
:
4
3
A
M
Combined Lots for Assessment Purposes
Project Location
Assessment Parcels
Lakeville Parks
City Boundary
J
a
g
u
a
r
A
v
e
192ndStW
Upper 196 th W a y W
IteriCtE
J a s p e r C t
1 9 9 t h S t W
Iredell Ct
I t h a c a C i r
I
p
a
v
a
A
v
e
Ir
e
l
a
n
d
P
l
198th Ct W
I t e r i C t W
J
e
rs
e
y
A
v
e
J a v a P a t h
I r e l a n d C t
J
a
s
p
erTer
Itasca La
J
a
s
m
i
n
e
A
v
e
194th St W
I t e r i
A v e
I r e l a n d
W a y
Iteri Pl
Jade La
K
en
w
o
o
dTr
255
256 257
258
259
260
261
262
263
264
284
285
286
287
288289
290
291
297
298
299
300
301
302 303
304
305
306
307
308
309
310
311
312
313314
315
316 317 318
319320321322
323
339
340
341
342
343
344
345
346347
348 349
350
351
352353
354
355 356 357 358
359
360
361362
363364
365
366
367
368
369
370
371
372
373
374
375376
377
378
379
380
381
382
383
384385
386
387
388
3 8 9
3 9 0
3 9 1
3 9 2 393
394
395
396
397
3 9 8 399
4 0 0
4 0 1
4
0
2403
404
4 0 5 406
4 0 7
4 0 8
4 0 9
4 1 0 411
412
413 414 415439
440441442
443444
445
446
447
448
449
450 451
452
453454
455
459
460
461
462 4 6 3
4 6 4
465
466
467
468
469
470
471472
476
477
478
479
481
506
5 1 9
520
I s m a y P a t h
Aerometrics
0 400200Feet ±
2016 Street Reconstruction ProjectProject Area 3Lakeville, MN
P
a
t
h
:
K
:
\
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0
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5
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:
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0
P
M
Combined Lots for Assessment Purposes
Project Location
Assessment Parcels
Lakeville Parks
City Boundary
20
1
6
S
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R
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c
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D ate: 10/19/2015
16
-
0
2
Area A Front Foot Assessment Rate: $130.61 Revised:Area B Front Foot Assessment Rate: $144.36 Area C Single Family Unit Assessment Rate: $132,519.47 Area D Single Family Unit Assessment Rate: $67,980.10 Area E Single Family Unit Assessment Rate: $4,033.95 Area F Single Family Unit Assessment Rate: $4,029.14 Area G Single Family Unit Assessment Rate: $2,573.05
2
A
2
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COMMERCIAL $130.61 27.00 $3,526.4 7
3
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FURNITURE COMMERCIAL $144.36 1,422.0 0 $205,279.9 2
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APARTMENT S MULTI ‐FAMILY $132,519.4 7 $132,519.4 7
5
B
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D & T PR
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22
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PL
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5
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SOUTHFORK CENTE R COMMERCIAL $144.36 653.40 $94,324.8 2
6
A
2
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8
7
5
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2
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AF
F
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AFFINITY CREDIT UNION COMMERCIAL $130.61 184.10 $24,045.3 0
7
B
2
2
1
1
8
7
5
0
3
0
2
0
MS
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5
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SCHOOL OF BUSINESS COMMERCIAL $144.36 277.30 $40,031.03
8
B
2
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1
8
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5
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4
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PN
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7
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7
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KENWOOD CENTE R COMMERCIAL $144.36 368.90 $53,254.4 0
9
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2
2
7
1
2
5
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1
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0
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13
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12
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5
5
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SOUTHFORK APARTMENT S MULTI ‐FAMILY $132,519.4 7 $132,519.4 7
10
C
2
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5
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13
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5
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SOUTHFORK APARTMENT S MULTI ‐FAMILY $132,519.4 7 $132,519.4 7
11
B
2
2
1
1
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7
5
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5
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DAIRY & INGREDIENTS COMMERCIAL $144.36 223.40 $32,250.0 2
12
B
2
2
1
1
8
7
5
0
3
0
3
2
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N
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21
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5
6
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1
1
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7
2
9
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HARDWARE COMMERCIAL $144.36 178.50 $25,768.2 6
13
F
2
2
0
1
3
0
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8
0
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3
0
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F
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18
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5
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7
8
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8
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L
RESIDENTIA L 1 $4,029.1 4 $4,029.1 4
14
F
2
2
0
1
3
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8
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0
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1
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5
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8
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RESIDENTIA L 1 $4,029.1 4 $4,029.1 4
15
F
2
2
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3
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5
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RESIDENTIA L 1 $4,029.1 4 $4,029.1 4
16
A
2
2
1
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7
5
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N
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5
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1
7
10
9
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5
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W
DAIRY QUEEN COMMERCIAL $130.61 136.40 $17,815.2 0
17
A
2
2
1
1
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7
5
0
1
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1
3
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N
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5
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ARNOLD ORTHODONTICS COMMERCIAL $130.61 104.80 $13,687.93
18
B
2
2
1
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7
5
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1
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L
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1
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26
0
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5
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5
3
17
5
9
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SOUTHFORK PROFESSIONAL BUILDIN COMMERCIAL $144.36 32.00 $4,619.52
19
B
2
2
1
1
8
7
5
0
1
0
6
2
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N
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60
0
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L
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5
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TILE COMMERCIAL $144.36 272.30 $39,309.23
20
B
2
2
1
1
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7
5
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3
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R
N
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A
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5
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2
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17
5
9
9
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FAMILY PHYSICIANS MED BLDG COMMERCIAL $144.36 248.60 $35,887.9 0
21
B
2
2
1
1
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7
5
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1
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5
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INN COMMERCIAL $144.36 312.90 $45,170.2 4
22
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2
2
1
1
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7
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80
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5
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OFFICE CENTE R COMMERCIAL $144.36 637.20 $91,986.1 9
23
F
2
2
0
1
3
0
0
7
8
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V
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1
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5
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5
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10
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A
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L
RESIDENTIA L 1 $4,029.1 4 $4,029.1 4
24
F
2
2
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1
3
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& KR
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5
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5
4
10
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B
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L
RESIDENTIA L 1 $4,029.1 4 $4,029.1 4
25
F
2
2
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3
0
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N
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5
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5
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RESIDENTIA L 1 $4,029.1 4 $4,029.1 4
26
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2
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A
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5
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A
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L
RESIDENTIA L 1 $4,029.1 4 $4,029.1 4
28
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2
2
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5
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2
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10
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7
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1
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5
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H
ST
W
FAMILY OF CHRIST LUTHERAN INSTITUTIONA L 4 $4,033.95 $16,135.8 0
29
F
2
2
5
4
8
2
5
1
2
0
1
0
CH
R
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& MA
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1
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B
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5
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5
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3
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A
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L
RESIDENTIA L 0.5 $4,029.1 4 $2,014.5 7
30
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2
2
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4
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2
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1
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0
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0
RO
W
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A & SH
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N
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1
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B
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5
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5
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L
RESIDENTIA L 0.5 $4,029.1 4 $2,014.5 7
31
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2
2
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CH
R
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& JE
N
N
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19
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C
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5
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RESIDENTIA L 1 $4,029.1 4 $4,029.1 4
32
F
& G
2
2
1
3
3
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0
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C
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OF
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95
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5
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5
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B
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LN
& OR
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BASSETT PARK PARK/OPEN SPACE 3 $2,573.05 (2) & $4,113.67 (1 )$9,175.24
33
F
2
2
1
3
3
0
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1
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1
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MA
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N
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18
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C
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5
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6
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L
RESIDENTIA L 1 $4,029.1 4 $4,029.1 4
34
F
2
2
1
3
3
0
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C
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G & DA
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1
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C
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L
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5
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0
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6
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18
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7
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L
RESIDENTIA L 1 $4,029.1 4 $4,029.1 4
35
E
2
2
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3
3
0
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N
N
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N
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& AM
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N
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18
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1
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C
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5
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RESIDENTIA L 1 $4,033.95 $4,033.95
36
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2
2
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1
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N
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A
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5
5
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18
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9
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LN
RESIDENTIA L 1 $2,573.05 $2,573.05
37
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2
2
3
0
9
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1
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1
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RA
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M
O
N
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A & RU
T
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18
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N
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5
5
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7
6
18
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3
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A
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A
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L
RESIDENTIA L 1 $4,033.95 $4,033.95
38
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2
2
3
0
9
0
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1
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EM
M
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T
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J & JO
A
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18
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1
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N
A
B
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TR
L
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5
5
0
4
4
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7
6
18
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1
5
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A
N
A
B
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C
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L
RESIDENTIA L 1 $4,033.95 $4,033.95
39
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2
2
3
0
9
0
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1
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3
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I
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R MA
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& CA
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A
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1
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6
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N
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B
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MN
5
5
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4
4
18
6
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A
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A
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TR
L
RESIDENTIA L 1 $4,033.95 $4,033.95
40
E
2
2
3
0
9
0
0
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2
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1
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HE
N
R
Y
F & BA
R
B
A
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A
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C
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18
6
2
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KA
N
A
B
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TR
L
LA
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L
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5
5
0
4
4
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8
6
18
6
2
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A
N
A
B
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C
TR
L
RESIDENTIA L 1 $4,033.95 $4,033.95
41
E
2
2
3
0
9
0
0
0
2
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2
0
ZA
C
H
A
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J & JE
N
N
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F
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PE
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1
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6
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N
A
B
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L
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5
5
0
4
4
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8
6
18
6
3
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A
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A
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C
TR
L
RESIDENTIA L 1 $4,033.95 $4,033.95
42
E
2
2
3
0
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BR
A
D
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D & NA
N
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1
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N
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5
5
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8
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A
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L
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43
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2
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44
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2
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45
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2
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7
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46
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2
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47
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2
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48
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2
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49
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2
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50
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2
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51
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2
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52
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2
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53
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2
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54
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2
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55
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56
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2
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57
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58
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59
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60
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61
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62
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63
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64
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65
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66
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67
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68
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69
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70
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71
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72
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73
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74
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75
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2
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76
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77
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2
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78
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PROPOSED ASSESSMENT Page 1
20
1
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Area A Front Foot Assessment Rate: $130.61 Revised:Area B Front Foot Assessment Rate: $144.36 Area C Single Family Unit Assessment Rate: $132,519.47 Area D Single Family Unit Assessment Rate: $67,980.10 Area E Single Family Unit Assessment Rate: $4,033.95 Area F Single Family Unit Assessment Rate: $4,029.14 Area G Single Family Unit Assessment Rate: $2,573.05
PR
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PROPOSED ASSESSMENT
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82
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RESIDENTIA L 1 $4,033.95 $4,033.95
83
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RESIDENTIA L 1 $4,033.95 $4,033.95
84
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85
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86
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RESIDENTIA L 1 $4,033.95 $4,033.95
87
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88
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RESIDENTIA L 1 $4,033.95 $4,033.95
89
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RESIDENTIA L 1 $4,033.95 $4,033.95
90
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RESIDENTIA L 1 $4,033.95 $4,033.95
91
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8
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C T
RESIDENTIA L 1 $4,033.95 $4,033.95
92
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93
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94
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2
2
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C T
RESIDENTIA L 1 $4,033.95 $4,033.95
95
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2
2
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1
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JO
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5
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7
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4
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TR
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96
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2
2
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RESIDENTIA L 1 $4,033.95 $4,033.95
97
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2
2
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98
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2
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99
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2
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RESIDENTIA L 1 $4,033.95 $4,033.95
10
0
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2
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8
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10
1
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2
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RESIDENTIA L 0.5 $4,033.95 $2,016.9 8
10
2
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2
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5
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LN
RESIDENTIA L 1 $2,573.05 $2,573.05
10
3
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2
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4
1
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10
4
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2
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10
5
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2
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10
6
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2
2
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3
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10
7
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2
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3
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10
8
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2
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10
9
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2
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11
0
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2
2
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11
1
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2
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11
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11
3
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11
4
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2
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4
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3
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11
5
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2
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5
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11
6
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2
2
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5
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7
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11
7
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2
2
4
4
1
0
0
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3
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18
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6
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11
8
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2
2
4
4
1
0
0
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4
1
4
0
DA
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5
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11
9
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2
2
4
4
1
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12
0
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2
2
4
4
1
0
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6
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18
8
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5
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12
1
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2
2
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4
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0
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5
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4
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12
2
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2
2
4
4
1
0
0
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8
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MA
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18
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5
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7
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2
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L
RESIDENTIA L 1 $4,033.95 $4,033.95
12
3
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2
2
4
4
1
0
0
0
6
0
3
0
CH
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18
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5
5
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18
8
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L
RESIDENTIA L 1 $4,033.95 $4,033.95
12
4
E
2
2
4
4
1
0
0
0
6
0
4
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1
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5
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4
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7
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8
2
3
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12
5
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2
2
4
4
1
0
0
0
6
0
5
0
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1
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5
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4
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7
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8
3
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12
6
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2
2
4
4
1
0
0
0
6
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6
0
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18
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5
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7
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RESIDENTIA L 1 $4,033.95 $4,033.95
12
7
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2
2
4
4
1
0
0
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6
1
1
0
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5
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7
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12
8
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2
2
4
4
1
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6
1
2
0
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1
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5
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7
6
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12
9
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2
2
4
4
1
0
0
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6
1
3
0
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1
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5
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7
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RESIDENTIA L 1 $4,033.95 $4,033.95
13
0
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2
2
4
4
1
0
0
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6
1
4
0
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1
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5
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7
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9
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RESIDENTIA L 1 $4,033.95 $4,033.95
13
1
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2
2
2
7
8
0
0
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3
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KA
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10
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5
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10
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13
2
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2
2
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20
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16
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17
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17
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17
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18
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18
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18
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18
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18
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18
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18
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18
8
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18
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19
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19
2
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19
3
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41
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41
4
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41
5
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41
6
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41
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41
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41
9
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2
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42
0
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2
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42
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42
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42
3
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42
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42
5
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2
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42
6
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42
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2
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42
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2
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42
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43
0
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43
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43
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43
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43
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20
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47
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48
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48
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48
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48
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48
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49
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49
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49
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49
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49
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49
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49
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49
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Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501
APPENDIX D
2016 Geotechnical Report
Table of Contents
Description Page
A. Introduction......................................................................................................................................1
A.1. Project Description..............................................................................................................1
A.2. Purpose................................................................................................................................1
A.3. Background Information and Reference Documents..........................................................1
A.4. Project Area Conditions.......................................................................................................2
A.5. Scope of Services.................................................................................................................2
B. Results..............................................................................................................................................3
B.1. Exploration Logs..................................................................................................................3
B.1.a. Log of Boring Sheets...............................................................................................3
B.1.b. Geologic Origins .....................................................................................................3
B.2. Geologic Profile...................................................................................................................4
B.2.a. Geologic Materials .................................................................................................4
B.2.b. Groundwater..........................................................................................................7
B.3. Laboratory Test Results.......................................................................................................7
C. Basis for Recommendations.............................................................................................................8
C.1. Design Details......................................................................................................................8
C.1.a. Traffic Loads...........................................................................................................8
C.1.b. Anticipated Grade Changes....................................................................................9
C.1.c. Utility Depths..........................................................................................................9
C.1.d. Precautions Regarding Changed Information........................................................9
C.2. Design and Construction Considerations............................................................................9
C.2.a. Pavement Rehabilitation Strategies.......................................................................9
C.2.b. Pavement Mill and Overlay..................................................................................10
C.2.c. Pavement Drainage..............................................................................................11
C.2.d. Utilities.................................................................................................................11
C.3. Pavements.........................................................................................................................11
C.3.a. Subgrade Preparation and Proofrolls...................................................................11
C.3.b. Pavement Reclamation........................................................................................12
C.3.c. Backfill and Material Compaction........................................................................12
C.3.d. Design Sections ....................................................................................................13
C.3.e. Materials and Compaction...................................................................................14
C.4. Utilities ..............................................................................................................................14
C.4.a. Subgrades.............................................................................................................14
C.4.b. Excavation Side Slopes.........................................................................................15
C.4.c. Selection, Placement and Compaction of Backfill................................................15
C.4.d. Excavation Dewatering.........................................................................................15
C.4.e. Corrosion Potential ..............................................................................................15
Table of Contents (continued)
Description Page
C.5. Construction Quality Control ............................................................................................16
C.5.a. Excavation Observations......................................................................................16
C.5.b. Materials Testing..................................................................................................16
C.5.c. Pavement Subgrade Proofroll..............................................................................16
C.5.d. Cold Weather Precautions ...................................................................................16
D. Procedures......................................................................................................................................17
D.1. Penetration Test Borings...................................................................................................17
D.2. Material Classification and Testing ...................................................................................17
D.2.a. Visual and Manual Classification..........................................................................17
D.2.b. Laboratory Testing ...............................................................................................17
D.3. Groundwater Measurements............................................................................................17
E. Qualifications..................................................................................................................................18
E.1. Variations in Subsurface Conditions..................................................................................18
E.1.a. Material Strata .....................................................................................................18
E.1.b. Groundwater Levels.............................................................................................18
E.2. Continuity of Professional Responsibility..........................................................................18
E.2.a. Plan Review..........................................................................................................18
E.2.b. Construction Observations and Testing...............................................................18
E.3. Use of Report.....................................................................................................................19
E.4. Standard of Care................................................................................................................19
Appendix
Boring Location Sketch
Log of Boring Sheets (2016) ST-1 through (2016) ST-44)
Descriptive Terminology
A.Introduction
A.1.Project Description
This Geotechnical Evaluation Report addresses the proposed 2016 Street Improvement Project in
Lakeville, Minnesota. Total length of street proposed for the project is about 44,400 linear feet in three
different areas of the City. The approximate location of the projects can be seen on the Boring Location
Sketch in the attached Appendix.
The scope of the 2016 project will include various pavement strategies (full-depth reclamation,
reconstruction, mill and overlay) of the streets with some water main replacement (In the Southfork area
of the project, some water main breakage has occurred and corrosive soils are suspected.) Spot curb and
gutter will be constructed along with improvements to the storm sewer systems.
A.2.Purpose
The purpose of this geotechnical evaluation was to characterize subsurface geologic conditions at
selected exploration locations and provide geotechnical recommendations for the design and
construction of the Lakeville 2016 Street Improvement Project.
A.3.Background Information and Reference Documents
To facilitate our evaluation, we were provided with or reviewed the following information or documents:
A base map of the project area provided by WSB & Associates, Inc., showing Area A through
Area F defined as follows:
Area A: 175th Court West.
Area B: Kenrick Avenue/Juniper Path.
Area C: Jubilee Circle/Jubilee Way.
Area D: Jurel Way/Jurel Court.
City of Lakeville
Project B14-04463
October 1, 2015
Page 2
Area E: Roads north and east of Kenwood and 185th; various roads north and east of
Lake Marion (urban sections).
Area F: Various roads north and east of Lake Marion with rural sections.
(Area G, not on the base map, is defined as Kabot Cove Lane east of Orchard Trail.
Proposed for mill and overlay).
Geologic Atlas of Dakota County available from the Minnesota Geological Survey.
A.4.Project Area Conditions
Based on our referenced documents and past experience, the native soils underlying the project area
include mostly glacial till, with areas of glacial outwash or alluvium concentrated near the southern
project area, east of Lake Marion. Some lacustrine (lakebed) deposits are also likely present.
The streets in the 2016 Street Improvement Project area are largely residential, with exceptions for Areas
A and B, which are light commercial. Surface elevations vary widely over the project area and rapidly
increase from the lowest points near Lake Marion.
A.5.Scope of Services
Our scope of services for this project was originally submitted as a Proposal to Mr. Chris Petree of the
City of Lakeville, for which we received authorization to proceed on July 2, 2014. Tasks performed in
accordance with our authorized scope of services included:
Clearing exploration locations of underground utilities.
Performing penetration test borings (labeled ST-1 through ST-44) to between 5 and 10 feet
below the existing street surfaces for the 2016 project.
Obtaining bulk samples of the geologic materials encountered at probable utility elevations
in order to obtain material for corrosivity testing, and performing laboratory tests on these
samples. We later revisited the site to obtain additional bulk samples in locations staked by
the City of Lakeville (labeled ST-45, ST-46, ST-49, ST-51, ST-52).
Performing laboratory moisture content tests and mechanical analyses (#200 sieve only) on
selected penetration test samples.
City of Lakeville
Project B14-04463
October 1, 2015
Page 3
Preparing this report containing a CAD sketch, exploration logs, a summary of the geologic
materials encountered, results of laboratory tests, and recommendations for subgrade
preparation, pavement reclamation, pavement thickness design and utility placement.
Our proposal also included 2015 project work with a scope similar to that described above. Our report
for that work is provided under separate cover.
Exploration locations and surface elevations were staked and surveyed by WSB & Associates, Inc.
Our scope of services was performed under the terms of our September 1, 2013, General Conditions.
B.Results
B.1.Exploration Logs
B.1.a.Log of Boring Sheets
Log of Boring sheets for our penetration test borings are included in the Appendix. The logs identify and
describe the geologic materials that were penetrated, and present the results of penetration resistance
tests, laboratory tests performed on penetration test samples retrieved from them and groundwater
measurements.
Strata boundaries were inferred from changes in the penetration test samples and the auger cuttings.
Because sampling was not performed continuously, the strata boundary depths are only approximate.
The boundary depths likely vary away from the boring locations, and the boundaries themselves may
also occur as gradual rather than abrupt transitions.
B.1.b.Geologic Origins
Geologic origins assigned to the materials shown on the logs and referenced within this report were
based on: (1) a review of the background information and reference documents cited above, (2) visual
classification of the various geologic material samples retrieved during the course of our subsurface
exploration, (3) penetration resistance testing performed for the project, (4) laboratory test results and
(5) available common knowledge of the geologic processes and environments that have impacted the
site and surrounding area in the past.
City of Lakeville
Project B14-04463
October 1, 2015
Page 4
B.2.Geologic Profile
B.2.a.Geologic Materials
Beneath the pavement layers (bituminous and aggregate base, where present, the general geologic
profile of site (from the top down) most commonly included:
Fill or possible fill soils (poorly graded sand with silt, silty sand, clayey sand, sandy lean clay,
mixed silty/clayey sand).
Glacial till (silty sand, clayey sand, sandy lean clay, lean clay with sand).
More limited deposits of the following were also present:
Glacial outwash (poorly graded sand with silt,) in ST-9, ST-11 through ST-16.
Alluvium (sandy silt, silty sand) in ST-30 and ST-44.
Lacustrine deposits (organic silt, silty clay) in ST-35.
Thicknesses of pavement materials and the classifications of underlying soils are presented in Table 1.
Table 1. Pavement Thickness and Subgrade Soil Type Summary
Boring Area
Pavement Thicknesses
(in.)
Subsurface Soil Classification(s)Bituminous Aggregate Base
ST-1 A 4 * SM, SC
ST-2 B 4 1/2 5 1/2 SC, SM
ST-3 C 3 1/2 12 SC-SM, Sandy CL, SC
ST-4 C 4 20 SC, CL w/Sand
ST-5 C 4 1/2 21 Sandy CL, SC, SM
ST-6 D 5 1/2 6 1/2 SC
ST-7 E 3 1/2 6 1/2 CL w/Sand
ST-8 F 3 1/2 6 1/2 SM, SC
ST-9 F 4 14 SP-SM, SC
ST-10 --5 1/2 6 SM, Sandy CL
ST-11 E 3 1/2 3 SC-SM, SC, SP-SM
ST-12 F 3 1/2 * SM, SP-SM
ST-13 F 12 3 1/2 SC-SM, SP-SM
ST-14 F 2 3 CL w/Sand, SP-SM
ST-15 F 3 1/2 2 1/2 SC, SM, SP-SM
ST-16 F 3 1/2 12 1/2 SP-SM, CL
ST-17 E 3 1/2 7 1/2 SC, CL w/Sand
ST-18 E 4 1/2 7 SC
ST-19 E 4 14 SM, CL
City of Lakeville
Project B14-04463
October 1, 2015
Page 5
Boring Area
Pavement Thicknesses
(in.)
Subsurface Soil Classification(s)Bituminous Aggregate Base
ST-20 E 3 1/2 3 1/2 SM
ST-21 E 5 8 SM
ST-22 E 3 1/2 20 1/2 SC, SM
ST-23 E 4 24 SC, Sandy CL
ST-24 E 4 1/2 11 1/2 SC
ST-25 E 4 1/2 4 1/2 SM
ST-26 E 7 6 1/2 SM
ST-27 E 4 6 1/2 SC
ST-28 E 5 12 SC, SM
ST-29 E 4 9 SC-SM
ST-30 E 4 1/2 8 1/2 Sandy ML
ST-31 F 3 3 SM, SC
ST-32 F 5 11 SC
ST-33 F 4 * SM, SC
ST-34 F 5 12 SM, SC
ST-35 F 4 1/2 7 1/2 SC
ST-36 F 9 15 SP-SM, OL, CL-ML, SC
ST-37 E 7 1/2 10 1/2 SC, Sandy CL
ST-38 E 3 1/2 * SM
ST-39 E 4 20 SC
ST-40 F 6 1/2 4 1/2 Sandy CL, SC
ST-41 F 8 1/2 * SC
ST-42 F 4 6 SM, SP-SM, SC
ST-43 E Not noted Not noted SC
ST-44 E 6 1/2 11 CL w/Sand, SM
*A distinct aggregate base layer was either not noted by the drillers or was noted as being difficult to distinguish from underlying
materials.
The noted “aggregate base” was identified by the drillers in the field. In a limited number of locations
(ST- 1, 12, 33, 38, 41), a distinct aggregate base was not noted. Please note the term “aggregate base”
does not imply conformance of the materials to a particular gradation or specification. In cases where
aggregate base was not identified, the soils underlying the bituminous pavement included silty sand
(with gravel) in all cases except for ST-41, which encountered clayey sand.
Pavement thicknesses from Table 1 are further summarized in Table 2. We have provided a summary of
the average, minimum and maximum for 2016 Street Improvement Project overall, with separate
summaries for the project sub-areas. We have excluded the six locations where aggregate base was not
City of Lakeville
Project B14-04463
October 1, 2015
Page 6
noted from the average total pavement thickness information. Please see Section C.2. for further
discussion of the pavement thicknesses with regard to reclamation and reuse.
Table 2. Pavement Thickness Summary
Project Area
Description
# of
borings
Average Pavement Thicknesses
(in.)
Minimum
Total
Thickness
(inches)
Maximum Total
Thickness
(inches)Bituminous Aggregate
Base Total
All 43 4.8 9.6 14.4 5.0 28.0
Area A 1 4.0 Not noted --- --- ---
Area B 2 4.5 5.5 10.0 --- ---
Area C 3 4.0 17.7 21.7 15.5 25.5
Area D 1 5.5 6.5 12.0 --- ---
Area E 20 4.6 10.2 14.8 6.5 28.0
Area F 16 5.2 8.0 13.1 5.0 24.0
Borings with the thickest bituminous pavements tended to be in the areas east and north of Lake Marion
(Areas D and E). Soils encountered in these borings (ST-13, 36, 37, 40, 41, 44) were silty or clayey and
often wet.
Penetration resistance data is summarized in Table 3, with comments to qualify the significance of
penetration test results.
Table 3. Penetration Resistance Data
Geologic Material
Soil
Classification(s)
Represented
Range of Penetration
Resistances
(BPF)* Comments
Fill (granular soils) SP, SP-SM, SM 9 to 30 Poor to moderate compaction
Fill (non-granular soils)SC, Sandy CL,
mixed SM/SC 1 to 15 Highly variable and occasionally
poorly compacted
Glacial Till (clayey)SC; Sandy CL; CL
w/sand 3 to 20 Soft to very stiff; generally medium
Glacial Till (silty sand) SM 5 to 27 Loose to medium dense
Glacial Outwash (granular) SP-SM 5 to 27 Loose to medium dense
Alluvium ML w/sand
SM
11 to 12
7 to 15
Rather stiff
Loose to medium dense
*BPF – blows per foot.
City of Lakeville
Project B14-04463
October 1, 2015
Page 7
B.2.b.Groundwater
Groundwater observations were concentrated in the area east of Lake Marion, where it was encountered
in borings ST-9, 11 and 13 at elevations between 982 and 983 1/2 within granular soil layers. This is
consistent with the ordinary high water level (OHW) of 983 reported for Lake Marion by the Minnesota
Department of Natural Resources.
Borings ST-2 and ST-4 encountered groundwater at significantly higher elevations, though based on
shallow depth and moisture contents of underlying strata it appears the water was perched in the upper
aggregate base or granular fill layer(s).
It appears that groundwater was below the depths explored in other cases based on the moisture
contents of the geologic materials encountered. However, wet soils were encountered locally and it is
possible the borings were not open long enough to allow water to seep into boreholes and rise to its true
hydrostatic level. Piezometers or monitoring wells would be required to monitor water levels long term.
Seasonal and annual fluctuations of groundwater should also be anticipated.
B.3.Laboratory Test Results
The glacial till and clayey/silty sand fill soils had moisture contents ranging from approximately 8 to 20
percent and generally around 13 percent, indicating the soils were generally near their moisture contents
for compaction. Two sandy soils tested were between 5 and 14 percent moisture by weight; the 14
percent moisture content was from boring ST-13, below the observed water table.
Two mechanical analyses indicated the tested soils each contained 11 percent silt and clay by weight,
which classifies them as poorly graded sand with silt (glacial outwash or fill).
We also tested for potentially corrosive soils at water main pipe elevations as shown in Table 4.
City of Lakeville
Project B14-04463
October 1, 2015
Page 8
Table 4. Laboratory Corrosivity Test Results
Location
Sample
Depth
(ft) Classification
Resistivity
(ohm-cm) pH
Redox
Potential
(mV)
Sulfide
(ppm)
Moisture
Condition**
ANSI/
AWWA
Points
ST-2 5-7 Clayey sand (SC)
and silty sand (SM)780 7.8 160 None MOIST 11
ST-3 5-9 Sandy lean clay
(CL)1,900 8.2 163 None MOIST 6
ST-4 5-10 Lean clay with sand
(CL)1,100 7.9 177 None MOIST 11
ST-6 5-9 Clayey sand (SC) 1,900 8.0 193 None WET 7
ST-45 5-10 *** 110 7.7 -82 None MOIST 16
ST-46 5-10 *** 240 7.4 21 None MOIST 15
ST-49 5-10 *** 943 7.6 19 None MOIST 15
ST-51 5-10 *** 382 7.6 14 None MOIST 15
ST-52 5-10 *** 596 7.6 0 None MOIST 11
*Not measured.
**Based on visual-manual observation and laboratory measurements. “Moist” is considered the soil condition (representing fair
drainage) unless in-situ conditions appear to indicate otherwise.
***Not logged. All sampled and tested soils from supplemental borings were clayey sand/sandy lean clay.
For the majority of samples, resistivity values combined with the moisture conditions results in a score of
10 points or greater per ANSI/AWWA C105/A21.5 system, meaning the soils are considered corrosive to
ductile iron pipe (DIP).
The exceptions were the samples tested from ST-3 and ST-6, which are both located in the northwest
portion of the 2016 project area (i.e. Areas A and C).
C.Basis for Recommendations
C.1.Design Details
C.1.a.Traffic Loads
The majority of streets of the 2016 Street Improvement Project are residential and no traffic count data
is available. We assume that these streets will experience a maximum of 50,000 Equivalent Single Axle
Loads (ESALs) over a 20-year design period.
City of Lakeville
Project B14-04463
October 1, 2015
Page 9
Traffic in commercial streets in Areas A, B and C may be subject to delivery truck and other heavy
commercial traffic loading. We assume these will generally experience fewer than 150,000 ESALs over a
20-year design period.
Kenrick Avenue (Area B) is a continuation of a municipal state aid street (MSAS) route with a daily traffic
of approximately 2,000 vehicles (2011 count). We estimate this roadway will experience approximately
300,000 ESALs over a 20-year design period.
C.1.b.Anticipated Grade Changes
Based on the nature of construction, we anticipate grade changes will be minimal.
C.1.c.Utility Depths
Design utility depths were not provided. Based on the maximum requested boring depths, we assume
the water main will generally be less than 10 feet below grade. We assume storm sewer improvements
will be approximately 5 feet below grade.
C.1.d.Precautions Regarding Changed Information
We have attempted to describe our understanding of the proposed construction to the extent it was
reported to us by others. Depending on the extent of available information, assumptions may have been
made based on our experience with similar projects. If we have not correctly recorded or interpreted the
project details, we should be notified. New or changed information could require additional evaluation,
analyses and/or recommendations.
C.2.Design and Construction Considerations
C.2.a.Pavement Rehabilitation Strategies
The City of Lakeville is proposing full-depth reclamation (FDR) for Areas B and C and pavement milling
(full-depth) for Areas A, D, E and F.
For FDR the reclaimed product is stockpiled to allow for grading and rework of the subgrade
prior to being reused as aggregate base.
Mill (full-depth bituminous removal) and repave will involve complete removal of the
bituminous layer, aggregate additions and grading as needed and surfacing with new
bituminous pavement.
City of Lakeville
Project B14-04463
October 1, 2015
Page 10
Our borings encountered a bituminous layer averaging slightly less than 5 inches and an aggregate base
layer averaging just less than 10 inches. Based on the measurements of the borings, it is our opinion that
FDR can be performed to depths between 10 inches in order to provide recycled aggregate for pavement
base materials. This will nonetheless require adjustments to be made in field, including sieve analyses
and other quality control measures.
In a limited number of cases the layer identified as aggregate base could not be distinguished from the
underlying soils, though the soils underlying the pavement in such cases tended to be granular as
previously noted.
There were some areas near Lake Marion with thicker bituminous and/or aggregate base layers, possibly
the result additional materials required during original construction or increased maintenance in the
form of patching and overlay due to settlement. Examples include ST-13, 36, 37 and 41, where the
bituminous thickness ranged between 7 1/2 and 12 inches. The bituminous pavement thicknesses in
these areas are likely to vary widely and will require depth adjustments during milling. Pavement
removals may also need to be supplemented with traditional excavation in the case of very deep
bituminous layers in order to penetrate them fully.
We also suggest the contractor assume a contingency for importing clean, crushed rock that can be
blended with the reclaimed material to improve the uniformity of the resulting gradation if it appears
that the mix is sandy or excessively fine due to the gradation of the existing aggregate base, penetration
of sandy subgrades and subbase layers or similar factors.
C.2.b.Pavement Mill and Overlay
We understand partial- depth mill and overlay will be performed in Area G (Kabot Cove).
An evaluation for partial-depth mill and overlay section (Area G) was beyond the scope of this report. We
recommend performing cores to assess material conditions and provide additional detail on thickness for
this segment if needed. Certain pavement distresses, including but not limited to severe fatigue cracking,
potholes, rutting or depressions, are likely to require additional repair work as part of the milling
operation to properly support an overlay.
City of Lakeville
Project B14-04463
October 1, 2015
Page 11
C.2.c.Pavement Drainage
It appears that the pavement subgrades will generally consist of silty sand or mixed clayey soils (fill). In
some locations silty sand soils may be encountered directly beneath the bituminous layers. We anticipate
the majority of the subgrade soils present beneath the existing roads will generally be suitable for
pavement support in their current condition or with some light rework and surface compaction. The
clayey and silty soils may require additional work, such as drying or moisture conditioning, if wet or
allowed to become wet during excavation.
The City standard section for reconstruction includes a recommended thickness of subbase to improve
drainage and reduce frost heave. We further recommend placing drain tile about catch basins and at low
points behind curb via trenching in order to facilitate drainage of the roadways in cases where
reconstruction will not be completed. The drain tile should be trenched at least 8 inches below the
aggregate base (or subbase), wrapped in filter fabric and backfilled with highly permeable aggregate.
C.2.d.Utilities
The reuse of the utility trench backfill soils will have potential impacts on the pavement subgrades. If the
backfill is not properly compacted, there is the potential for subgrade instability and settlement (and
premature deterioration) of the pavement surface. We anticipate that most of the trench soils will
consist of clayey or silty glacial till or fill soils. Some granular glacial outwash soils, typically wet, may be
exposed in the area east of Lake Marion.
Depending on the conditions at the time of excavation, watering or drying (moisture conditioning) of the
clayey and silty soils may be necessary to achieve the levels of compaction recommended. Clayey and
particularly silt-rich trench soils that are exposed to moisture will be more susceptible to strength loss
and may also become unstable, which will require moisture conditioning or removal and replacement
with suitable soils.
C.3.Pavements
C.3.a.Subgrade Preparation and Proofrolls
For preparation of any exposed subgrades prior to placement of new pavement sections or reclaimed
aggregate (see below), we recommend the subgrade soils be proofrolled with a loaded tandem-axle truck
and observed by a geotechnical engineer and City personnel. This will assist in identifying any soft or
weak areas that will require additional soil correction work. Areas that yield or rut more than 2 inches
due to wheel traffic should be corrected. Failed areas should be compacted, or if too wet, we
City of Lakeville
Project B14-04463
October 1, 2015
Page 12
recommend that the upper 2 feet of the resulting subgrade be scarified, dried to a moisture content not
more than 1 percentage point above optimum, and compacted to a minimum of 100 percent of its
standard Proctor maximum dry density (ASTM D 698).
If there are areas that still cannot be compacted, we recommend the unstable materials be subexcavated
to a minimum depth of 1 to 2 feet (depending on the replacement material) and be replaced with
suitable materials and compacted as specified for the fill. Depending on the depth of subcut and
underlying material, suitable subcut backfill material may consist of MnDOT Select Granular Borrow,
aggregate base or larger diameter crushed aggregate (“3-inch minus”). We should be consulted regarding
subcut depths and backfill material.
C.3.b.Pavement Reclamation
For areas where the reclaim will be stockpiled and removed, we understand the new pavement section
will consisting of 3 1/2 inches of bituminous pavement (4 inches in Area B) over 8 inches of
recycled/reclaimed aggregate base over 18 inches of granular subbase.
We therefore recommend performing FDR in these reconstruction areas to the recommended 10 inches,
windrowing or stockpiling the materials and removing additional subbase, subgrade or aggregate base
material as necessary to install the recommended materials and obtain grades.
The reclaimed material may require multiple passes with the reclaimer, or blending of the stockpiled
materials to achieve acceptable uniformity and quality.
We recommend proofrolling the reclaimed layer following compaction to check for general stability and
to identify areas that may need further removal and replacement.
C.3.c.Backfill and Material Compaction
We recommend compacting soils used as backfill for subcuts or material replacement to a minimum of
100 percent of standard Proctor density within 3 feet of the top of the subgrade. For fills more than 3
feet below final subgrades, 95 percent compaction is sufficient. The moisture content of the fill and
backfill should be as shown in the table below depending on the classification of the backfill soils. Our
compaction requirements are summarized in Table 5.
City of Lakeville
Project B14-04463
October 1, 2015
Page 13
Table 5. Compaction Recommendations Summary
Reference
Relative Compaction, percent
(ASTM D 698 – Standard Proctor)
Moisture Content Variance from
Optimum, percentage Points
Below pavements, within 3 feet of
subgrade elevations 100 -3/+3 (sandy soils)
-2/+1 (clayey soils)
Below pavements, more than 3 feet
below subgrade elevations
Below utilities
95 -3/+3 (sandy soils)
-2/+3 (clayey soils)
C.3.d.Design Sections
Laboratory tests to determine an R-value for pavement design were not included in the scope of this
project. Given the most common soils in the top 4 feet of pavement sections, which include clayey sand,
silty sand and sandy lean clay, we recommend using an R-value of 20 for pavement thickness design.
Also as a result of these soil types, we recommend, per City standards, subcutting at least the upper 18
inches of soils in order to place a subbase consisting of relatively clean granular materials (MnDOT Select
Granular Borrow – Modified to 8 percent or less passing the #200 sieve).
Based upon the assumed traffic loads and R-values, we recommend new pavement sections for the
streets in the 2016 Street Reconstruction per Table 6.
Table 6. Reconstruction Bituminous Pavement Thickness Design for Residential Streets
Layer Thickness (in.) MnDOT Specification/Designation
Bituminous Wear 1 1/2 (1 lift) SPWEB240C
Bituminous Non-wear 2 (1 lift) SPNWB230C
Reclaimed Aggregate Base 8 3138
Select Granular (Modified) Subbase 18 3149.2B2 (modified per City standards)
The above pavement design is based upon a 20-year performance life. This is the amount of time before
major reconstruction is anticipated. This performance life assumes maintenance such as seal coating and
crack sealing is routinely performed. The actual pavement life will vary depending on variations in
weather, traffic conditions and maintenance.
City of Lakeville
Project B14-04463
October 1, 2015
Page 14
We understand the bituminous thickness will be increased to 4 inches in Area B; using the assumed
R-value, the section is appropriate for approximately 1,000,000 ESALs over a 20-year design life.
In areas where the bituminous pavement will be milled to full depth (Areas A, D, E and F), the minimum
section proposed eliminates the subbase described in Table 6 and will have an aggregate base thickness
of at least6 inches based on the measurements obtained in of our borings. The proposed section is
structurally appropriate for residential traffic. Relative to the full reconstruction section, which will
rework the subgrade and promote better long-term drainage, some increase in maintenance should be
expected. In general, the sections should perform similar to those being replaced assuming comparable
traffic and maintenance.
C.3.e.Materials and Compaction
We recommend specifying pavement materials as recommended in Table 6.
We recommend compacting the aggregate base to meet the requirements of MnDOT specification
2211.3D.2.c (Penetration Index Method). We recommend compacting bituminous pavements to at least
92 percent of the maximum theoretical Rice density per the Maximum Density Method (specification
2360.6B).
C.4.Utilities
C.4.a.Subgrades
The native and fill soils encountered at likely utility elevations generally appear suitable for pipe and
utility structure support and we anticipate that utilities can be installed per manufacturer bedding
requirements. However, we encountered somewhat wet, clayey or silty soils at likely utility depths in
several borings, particularly in the area of Lake Marion. The soils in ST-36, in particular, which included
organic lean clay and lacustrine silty clay between 3 1/2 and 9 feet below the road surface, should be
removed and replaced with suitable grading materials. We recommend reviewing our boring logs for
other such areas.
We recommend providing a contingency for some subcutting and replacement of these materials as part
of construction. In the event that unstable or organic soils are encountered at pipe elevations, they
should be subcut and replaced with crushed-faced rock that is free of material 1 inch in diameter or
smaller).
We recommend a geotechnical engineer observe all utility trench excavations and subcuts.
City of Lakeville
Project B14-04463
October 1, 2015
Page 15
C.4.b.Excavation Side Slopes
The project area soils appear to meet OSHA Type A, B and C requirements. We then recommend
constructing excavation side slopes to lie back at a horizontal to vertical slope of 1 1/2 to 1 or flatter.
All excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations
and Trenches.” This document states that excavation safety is the responsibility of the contractor.
Reference to these OSHA requirements should be included in the project specifications.
C.4.c.Selection, Placement and Compaction of Backfill
We recommend compacting backfill placed above and below utilities to a minimum of 95 percent of
standard Proctor density. The exception is within 3 feet vertically of pavement subgrades, where the
minimum compaction level should be increased to 100 percent. The fill should be within 3 percentage
points of its optimum moisture content for sands; clays should only exceed their optimum moisture
contents by 1 percent.
To achieve compaction over wet or waterbearing subgrades, we recommend the use of sands or gravel
with less than 5 percent by weight passing the number 200 sieve and less than 50 percent passing the
number 40 sieve.
C.4.d.Excavation Dewatering
We recommend removing groundwater from the utility excavations if encountered, and removing any
water that seeps into excavations from sidewalls or the adjacent sitework. We understand most deep
utility construction and trenching will be in areas with predominantly clayey soils. Sumps and pumps will
generally be suitable for short-term water removal under such conditions.
C.4.e.Corrosion Potential
We recommend providing corrosion protection for ductile iron pipe in the clayey soils throughout the
project given the overall results of our corrosivity analysis and laboratory tests.
Type I cement may still be used for curb if the curb is bedded on imported materials such as crushed
Class 5 limestone or reclaimed aggregate.
City of Lakeville
Project B14-04463
October 1, 2015
Page 16
C.5.Construction Quality Control
C.5.a.Excavation Observations
We recommend having a geotechnical engineer observe all excavations related to subgrade preparation,
utility placement and pavement construction. The purpose of the observations is to evaluate the
competence of the geologic materials exposed in the excavations and the adequacy of required
excavation oversizing.
C.5.b.Materials Testing
We recommend density tests be taken in excavation backfill and additional required fill placed below
pavements and utilities.
We recommend Gyratory tests on bituminous mixes to evaluate strength and air voids and density tests
to evaluate compaction.
C.5.c.Pavement Subgrade Proofroll
We recommend that proofrolling of the pavement subgrades be observed by a geotechnical engineer to
determine if the results of the procedure meet project specifications and to delineate the extent of
additional pavement subgrade preparation work that may be necessary.
C.5.d.Cold Weather Precautions
If site grading and construction is anticipated during cold weather, all snow and ice should be removed
from cut and fill areas prior to additional grading. No fill should be placed on frozen subgrades. No frozen
soils should be used as fill.
Concrete delivered to the site should meet the temperature requirements of ASTM C 94. Concrete
should not be placed on frozen subgrades. Concrete should be protected from freezing until the
necessary strength is attained.
City of Lakeville
Project B14-04463
October 1, 2015
Page 17
D.Procedures
D.1.Penetration Test Borings
The penetration test borings were drilled with a truck-mounted core and auger drill equipped with
hollow-stem auger. The borings were performed in accordance with ASTM D 1586. Penetration test
samples were taken at 2 1/2- or 5-foot intervals. Actual sample intervals and corresponding depths are
shown on the boring logs.
D.2.Material Classification and Testing
D.2.a.Visual and Manual Classification
The geologic materials encountered were visually and manually classified in accordance with ASTM
Standard Practice D 2488. A chart explaining the classification system is attached. Samples were placed in
jars or bags and returned to our facility for review and storage.
D.2.b.Laboratory Testing
The results of the laboratory tests performed on geologic material samples are noted on or follow the
appropriate attached exploration logs. The tests were performed in accordance with ASTM or AASHTO
procedures.
D.3.Groundwater Measurements
The drillers checked for groundwater as the penetration test borings were advanced, and again after
auger withdrawal. The boreholes were then backfilled as noted on the boring logs.
City of Lakeville
Project B14-04463
October 1, 2015
Page 18
E.Qualifications
E.1.Variations in Subsurface Conditions
E.1.a.Material Strata
Our evaluation, analyses and recommendations were developed from a limited amount of site and
subsurface information. It is not standard engineering practice to retrieve material samples from
exploration locations continuously with depth, and therefore strata boundaries and thicknesses must be
inferred to some extent. Strata boundaries may also be gradual transitions, and can be expected to vary
in depth, elevation and thickness away from the exploration locations.
Variations in subsurface conditions present between exploration locations may not be revealed until
additional exploration work is completed, or construction commences. If any such variations are
revealed, our recommendations should be re-evaluated. Such variations could increase construction
costs, and a contingency should be provided to accommodate them.
E.1.b.Groundwater Levels
Groundwater measurements were made under the conditions reported herein and shown on the
exploration logs, and interpreted in the text of this report. It should be noted that the observation
periods were relatively short, and groundwater can be expected to fluctuate in response to rainfall,
flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal
and annual factors.
E.2.Continuity of Professional Responsibility
E.2.a.Plan Review
This report is based on a limited amount of information, and a number of assumptions were necessary to
help us develop our recommendations. It is recommended that our firm review the geotechnical aspects
of the designs and specifications, and evaluate whether the design is as expected, if any design changes
have affected the validity of our recommendations, and if our recommendations have been correctly
interpreted and implemented in the designs and specifications.
E.2.b.Construction Observations and Testing
It is recommended that we be retained to perform observations and tests during construction. This will
allow correlation of the subsurface conditions encountered during construction with those encountered
by the borings, and provide continuity of professional responsibility.
City of Lakeville
Project B14-04463
October 1, 2015
Page 19
E.3.Use of Report
This report is for the exclusive use of the parties to which it has been addressed. Without written
approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses
and recommendations may not be appropriate for other parties or projects.
E.4.Standard of Care
In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under
similar circumstances by reputable members of its profession currently practicing in the same locality. No
warranty, express or implied, is made.
Appendix
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ST-45
ST-46
ST-49
ST-51
ST-52
ST-1
ST-2
ST-3
ST-4
ST-5
ST-6
ST-7
ST-8ST-9
ST-10
ST-11
ST-12
ST-13
ST-14ST-15
ST-16
ST-17
ST-18
ST-19
ST-20
ST-21
ST-22
ST-23
ST-24
ST-25
ST-26
ST-27
ST-28
ST-29
ST-30
ST-31
ST-32
ST-33ST-34
ST-35
ST-36
ST-37
ST-38
ST-39
ST-40
ST-41
ST-42
ST-43
ST-44
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B1404463
1" = 1,500'
BJB
9/5/14
NGL
Sheet:
FAX (952) 995-2020
PH. (952) 995-2000
Minneapolis, MN 55438
11001 Hampshire Avenue So.
of
Fig:
Project No:
B1404463
Drawn By:
Date Drawn:
Checked By:
Last Modified:6/5/15
Scale:
F:
\
2
0
1
4
\
B
1
4
0
4
4
6
3
.
d
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g
,20
1
6
,6/
5
/
2
0
1
5
8
:
2
7
:
0
1
A
M
Drawing No:
DENOTES APPROXIMATE LOCATION OF
STANDARD PENETRATION TEST BORING
0
SCALE:1" = 1,500'
1,500'750'
N
DENOTES APPROXIMATE LOCATION
OF SUPPLEMENTAL STANDARD
PENETRATION TEST BORING
9
14
14
16
PAV
FILL
SM
SC
4 inches of bituminous.
FILL: Silty Sand, fine- to medium-grained, with Gravel,
brown, moist.
SILTY SAND, fine- to medium-grained, more Clayey
with depth, brown, moist, loose to medium dense.
(Glacial Till)
CLAYEY SAND, brown, moist to wet, stiff.
(Glacial Till)
END OF BORING.
Water not observed to cave-in depth of 8 feet.
Boring then backfilled.
1040.5
1038.8
1031.8
1029.8
0.3
2.0
9.0
11.0
7/18/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-1 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-1
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
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B
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:
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5
1
3
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6
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1040.8
Depth
feet
0.0
8
8
27
25
14
PAV
SC
SM
4 1/2 inches of bituminous over 5 1/2 inches of
aggregate base.
CLAYEY SAND, brown, moist, medium.
(Glacial Till)
SILTY SAND, fine- to medium-grained, with Gravel,
brown, moist, medium dense.
(Glacial Till)
END OF BORING.
Water not observed to cave-in depth of 8 feet.
Boring then backfilled.
1041.0
1035.8
1030.8
0.8
6.0
11.0
7/18/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-2 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-2
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
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5
1
3
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0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
1041.8
Depth
feet
0.0
5
6
10
7
Sample from auger cuttings.
PAV
FILL
CL
SC
3 1/2 inches of bituminous over 12 inches of aggregate
base.
FILL: Silty Sand / Clayey Sand mix, medium- to
coarse-grained, dark brown, moist.
SANDY LEAN CLAY, brown, moist, medium to rather
stiff.
(Glacial Till)
CLAYEY SAND, with Lean Clay layers, Gravel, gray
and brown, wet, medium.
END OF BORING.
Water not observed to cave-in depth of 7 feet.
Boring then backfilled
1039.0
1035.3
1031.3
1029.3
1.3
5.0
9.0
11.0
7/18/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-3 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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)
LOCATION: Drilled 13 feet Southwest of staked
location (other side of road). See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-3
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
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1
0
/
1
/
1
5
1
3
:
0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1040.3
Depth
feet
0.0
6
6
8
11
An open triangle in the
water level (WL) column
indicates the depth at
which groundwater was
observed while drilling.
Groundwater levels
fluctuate.
12
PAV
FILL
CL
4 inches of bituminous over 20 inches of aggregate
base.
FILL: Clayey Sand, brown, moist.
LEAN CLAY with SAND, brown and gray, wet, medium
to rather stiff.
(Glacial Till)
END OF BORING.
Water observed at a depth of 1 1/2 feet while drilling.
Boring then backfilled.
1038.5
1036.5
1029.5
2.0
4.0
11.0
7/18/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-4 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-4
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
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F
B
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:
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6
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.
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G
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1
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1
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1
5
1
3
:
0
8
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
1040.5
Depth
feet
0.0
9
12
16
8
Pushed rock sample
from auger cuttings.
20
PAV
FILL
FILL
SM
4 1/2 inches of bituminous over 21 inches of aggregate
base.
FILL: Sandy Lean Clay, brown and gray, moist to wet.
FILL: Clayey Sand, brown and gray, wet.
(Possible Fill)
SILTY SAND, fine- to medium-grained, reddish brown,
moist to wet, loose to medium dense.
(Glacial Till)
END OF BORING.
Water observed at a depth of 2 feet while drilling.
.
Boring then backfilled.
1042.9
1041.0
1038.0
1034.0
2.1
4.0
7.0
11.0
7/18/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-5 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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s
c
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)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-5
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
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F
B
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I
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:
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4
6
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.
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G
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T
1
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/
1
/
1
5
1
3
:
0
9
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
1045.0
Depth
feet
0.0
12
2
5
5
11
20
PAV
FILL
5 1/2 inches of bituminous over 6 1/2 inches of
aggregate base.
FILL: Clayey Sand, dark brown, moist to wet.
(Possible Fill)
END OF BORING.
Water not observed to cave-in depth of 7 feet.
Boring then backfilled.
1071.1
1061.1
1.0
11.0
7/18/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-6 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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s
c
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s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-6
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
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I
N
G
N
:
\
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.
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.
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1
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/
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1
5
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:
0
9
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
1072.1
Depth
feet
0.0
8
9
8
5
12
PAV
FILL
CL
3 1/2 inches of bituminous over 6 1/2 inches of
aggregate base.
FILL: Lean Clay with Sand, dark brown, moist.
LEAN CLAY with SAND, brown, wet, rather soft to
medium.
(Glacial Till)
END OF BORING.
Water not observed to cave-in depth of 8 feet.
Boring then backfilled.
1013.4
1007.2
1003.2
0.8
7.0
11.0
7/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-7 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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s
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f
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p
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a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-7
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
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T
\
P
R
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J
E
C
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S
\
A
X
P
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O
J
E
C
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S
\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
0
/
1
/
1
5
1
3
:
0
9
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
1014.2
Depth
feet
0.0
13
10
18
10
115
PAV
FILL
SC
3 1/2 inches of bituminous over 6 1/2 inches of
aggregate base.
FILL: Silty Sand, fine- to medium-grained, brown,
moist to wet.
CLAYEY SAND, brown, wet, rather stiff.
(Glacial Till)
END OF BORING.
Water not observed to cave-in depth of 7 1/2 feet.
Boring then backfilled.
993.5
985.3
983.3
0.8
9.0
11.0
7/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-8 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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o
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p
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a
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i
o
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o
f
a
b
b
r
e
v
i
a
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i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-8
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
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S
\
A
X
P
R
O
J
E
C
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S
\
2
0
1
4
\
0
4
4
6
3
.
G
P
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B
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A
U
N
_
V
8
_
C
U
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E
N
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.
G
D
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1
0
/
1
/
1
5
1
3
:
0
9
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
P200
%
MC
%Symbol
Elev.
feet
994.3
Depth
feet
0.0
9
6
6
6
17
PAV
FILL
FILL
SP-
SM
4 inches of bituminous over 14 inches of aggregate
base.
FILL: Poorly Graded Sand with Silt, fine- to
coarse-grained, brown, moist to waterbearing.
FILL: Clayey Sand, dark brown, wet.
POORLY GRADED SAND with SILT, fine- to
medium-grained, with layers of Clayey Sand, brown,
waterbearing, loose.
(Glacial Outwash)
END OF BORING.
Water observed at a depth of 3 feet while drilling.
Boring then backfilled.
984.0
981.5
978.5
974.5
1.5
4.0
7.0
11.0
7/18/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-9 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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f
o
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x
p
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a
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a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: Drilled 11 feet South of staked
location. See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-9
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
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S
\
A
X
P
R
O
J
E
C
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S
\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
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E
N
T
.
G
D
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1
0
/
1
/
1
5
1
3
:
0
9
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
985.5
Depth
feet
0.0
19
15
5
**Blows per foot were not
recorded.
8
PAV
FILL
CL
5 1/2 inches of bituminous over 6 inches of aggregate
base.
FILL: Silty Sand, fine- to medium-grained, trace
Gravel, brown, moist.
SANDY LEAN CLAY, brown, wet, rather soft.
(Glacial Till)
END OF BORING.
Water not observed to cave-in depth of 7 1/2 feet.
Boring then backfilled.
989.8
983.8
979.8
1.0
7.0
11.0
7/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-10 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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T
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h
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t
f
o
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x
p
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a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-10
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
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S
\
A
X
P
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O
J
E
C
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\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
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E
N
T
.
G
D
T
1
0
/
1
/
1
5
1
3
:
0
6
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
990.8
Depth
feet
0.0
6
1
6
10
PAV
FILL
FILL
SP-
SM
3 1/2 inches of bituminous over 3 inches of aggregate
base.
FILL: Silty Sand / Clayey Sand mix, dark brown and
brown, moist.
FILL: Clayey Sand, dark brown, waterbearing.
POORLY GRADED SAND with SILT, medium- to
coarse-grained, brown, waterbearing, loose.
(Glacial Outwash)
END OF BORING.
Water observed at a depth of 5 feet while drilling.
Boring then backfilled.
988.0
984.6
981.6
977.6
0.6
4.0
7.0
11.0
7/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-11 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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T
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o
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h
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f
o
r
e
x
p
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a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-11
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
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\
P
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J
E
C
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S
\
A
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P
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O
J
E
C
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\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
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A
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_
V
8
_
C
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.
G
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1
0
/
1
/
1
5
1
3
:
0
6
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
988.6
Depth
feet
0.0
7
4
20
13
PAV
FILL
SP-
SM
3 1/2 inches of bituminous.
FILL: Silty Sand, fine- to medium-grained, with Gravel,
brown, moist.
POORLY GRADED SAND with SILT, fine- to
medium-grained, brown, very loose to medium dense.
(Glacial Outwash)
END OF BORING.
Water not observed to cave-in depth of 7 1/2 feet.
Boring then backfilled.
1008.4
1006.7
997.7
0.3
2.0
11.0
7/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-12 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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T
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o
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h
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f
o
r
e
x
p
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a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-12
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
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S
\
A
X
P
R
O
J
E
C
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S
\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
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E
N
T
.
G
D
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1
0
/
1
/
1
5
1
3
:
0
6
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1008.7
Depth
feet
0.0
12
6
5
8
1114
PAV
FILL
SP-
SM
12 inches of bituminous over 3 1/2 inches of aggregate
base.
FILL: Silty Sand / Clayey Sand mix, trace Gravel, dark
brown, wet.
POORLY GRADED SAND with SILT, fine- to
coarse-grained, with Gravel, dark brown, waterbearing,
loose.
(Glacial Outwash)
END OF BORING.
Water observed at a depth of 3 1/2 feet while drilling.
Boring then backfilled.
983.9
981.2
974.2
1.3
4.0
11.0
7/17/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-13 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
e
e
D
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s
c
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i
p
t
i
v
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T
e
r
m
i
n
o
l
o
g
y
s
h
e
e
t
f
o
r
e
x
p
l
a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: Drilled 5 1/2 feet South of staked
location. See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-13
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
0
/
1
/
1
5
1
3
:
0
6
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
P200
%
MC
%Symbol
Elev.
feet
985.2
Depth
feet
0.0
8
18
24
27
PAV
FILL
SP-
SM
2 inches of bituminous over 3 inches of aggregate
base.
FILL: Lean Clay with Sand, brown, moist.
POORLY GRADED SAND with SILT, fine- to
coarse-grained, with Gravel, brown, moist, loose to
medium dense.
(Glacial Outwash)
END OF BORING.
Water not observed to cave-in depth of 7 feet.
Boring then backfilled.
1011.8
1010.3
1001.3
0.5
2.0
11.0
7/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-14 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
e
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D
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s
c
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v
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T
e
r
m
i
n
o
l
o
g
y
s
h
e
e
t
f
o
r
e
x
p
l
a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-14
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
0
/
1
/
1
5
1
3
:
0
6
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1012.3
Depth
feet
0.0
9
5
5
6
PAV
FILL
FILL
SP-
SM
3 1/2 inches of bituminous over 2 1/2 inches of
aggregate base.
FILL: Clayey Sand, brown, moist.
FILL: Silty Sand, fine- to medium-grained, Clayey
layers, dark brown, moist.
POORLY GRADED SAND with SILT, fine- to
medium-grained, brown, moist, loose.
(Glacial Outwash)
END OF BORING.
Water not observed to cave-in depth of 7 1/2 feet.
Boring then backfilled.
998.3
996.8
991.8
987.8
0.5
2.0
7.0
11.0
7/18/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-15 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
e
e
D
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s
c
r
i
p
t
i
v
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T
e
r
m
i
n
o
l
o
g
y
s
h
e
e
t
f
o
r
e
x
p
l
a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-15
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
0
/
1
/
1
5
1
3
:
0
6
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
998.8
Depth
feet
0.0
8
16
19
20
PAV
SP-
SM
3 1/2 inches of bituminous over 12 1/2 inches of
aggregate base.
POORLY GRADED SAND with SILT, fine- to
coarse-grained, with Gravel, brown, moist, loose to
medium dense.
(Glacial Outwash)
With layers of Lean Clay at 2 to 3 feet.
END OF BORING.
Water not observed to cave-in depth of 7 feet.
Boring then backfilled.
1008.1
998.4
1.3
11.0
7/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-16 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
e
e
D
e
s
c
r
i
p
t
i
v
e
T
e
r
m
i
n
o
l
o
g
y
s
h
e
e
t
f
o
r
e
x
p
l
a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-16
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
R
A
U
N
_
V
8
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.
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1
0
/
1
/
1
5
1
3
:
0
6
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1009.4
Depth
feet
0.0
9
7
16
20
PAV
FILL
CL
3 1/2 inches of bituminous over 7 1/2 inches of
aggregate base.
FILL: Clayey Sand, intermixed with Silty Sand and
Lean Clay with Sand, light brown, wet.
LEAN CLAY with SAND, brown, moist, medium to very
stiff.
(Glacial Till)
END OF BORING.
Water not observed to cave-in depth of 7 1/2 feet.
Boring then backfilled.
1003.2
1000.1
993.1
0.9
4.0
11.0
7/18/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-17 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-17
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
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1
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4
6
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.
G
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1
/
1
5
1
3
:
0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1004.1
Depth
feet
0.0
10
13
PAV
FILL
4 1/2 inches of bituminous over 7 inches of aggregate
base.
FILL: Clayey Sand, brown, moist, wet.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1138.5
1133.5
1.0
6.0
7/22/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-18 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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)
LOCATION: Drilled 11 feet Northeast of staked
location. See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-18
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
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:
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1
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\
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4
6
3
.
G
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/
1
/
1
5
1
3
:
0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1139.5
Depth
feet
0.0
17
30 Sample from auger cuttings.
PAV
FILL
4 inches of bituminous over 14 inches of aggregate
base.
FILL: Silty Sand, fine- to medium-grained, some Lean
Clay, trace Gravel, brown, moist.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1122.0
1117.5
1.5
6.0
7/21/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-19 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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i
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a
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s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-19
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
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B
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2
0
1
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\
0
4
4
6
3
.
G
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B
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8
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.
G
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1
0
/
1
/
1
5
1
3
:
0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1123.5
Depth
feet
0.0
22
28
7
PAV
FILL
3 1/2 inches of bituminous over 3 1/2 inches of
aggregate base.
FILL: Silty Sand, fine- to medium-grained, with Gravel,
brown, moist.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1129.3
1123.9
0.6
6.0
7/21/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-20 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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p
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a
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a
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i
o
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o
f
a
b
b
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v
i
a
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i
o
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s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-20
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
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:
\
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2
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1
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\
0
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4
6
3
.
G
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8
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G
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1
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/
1
/
1
5
1
3
:
0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
1129.9
Depth
feet
0.0
24
19 Sample from auger cuttings.
PAV
FILL
FILL
5 inches of bituminous over 8 inches of aggregate
base.
FILL: Silty Sand, fine- to medium-grained, trace of
black decomposed wood, brown, moist.
FILL: Silty Sand, fine- to medium-grained, with Gravel,
brown, moist.
END OF BORING.
Water not observed to cave-in depth of 3 1/2 feet.
Boring then backfilled.
1113.9
1111.0
1109.0
1.1
4.0
6.0
7/21/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-21 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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i
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s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-21
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
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I
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:
\
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A
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P
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E
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\
2
0
1
4
\
0
4
4
6
3
.
G
P
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B
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A
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V
8
_
C
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.
G
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1
0
/
1
/
1
5
1
3
:
0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1115.0
Depth
feet
0.0
15
19
PAV
SC
SM
3 1/2 inches of bituminous over 20 1/2 inches of
aggregate base.
CLAYEY SAND, reddish brown, wet, stiff.
(Glacial Till)
SILTY SAND, fine- to coarse-grained, with Gravel,
brown, wet, medium dense.
(Glacial Till)
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1116.6
1114.6
1112.6
2.0
4.0
6.0
7/22/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-22 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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)
LOCATION: Drilled 17 feet South of staked
location (other side of road). See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-22
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
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I
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:
\
G
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A
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E
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2
0
1
4
\
0
4
4
6
3
.
G
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B
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/
1
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1
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1
3
:
0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1118.6
Depth
feet
0.0
7
5
PAV
FILL
CL
4 inches of bituminous over 24 inches of aggregate
base.
FILL: Clayey Sand, gray, moist.
SANDY LEAN CLAY, brown, moist, rather soft.
(Glacial Till)
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1097.9
1096.2
1094.2
2.3
4.0
6.0
7/18/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-23 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-23
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
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I
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N
:
\
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\
A
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E
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\
2
0
1
4
\
0
4
4
6
3
.
G
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B
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8
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1
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/
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1
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1
3
:
0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1100.2
Depth
feet
0.0
13
15
PAV
FILL
4 1/2 inches of bituminous over 11 1/2 inches of
aggregate base.
FILL: Clayey Sand, brown and dark brown, moist.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1097.4
1092.9
1.5
6.0
7/22/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-24 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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p
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i
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a
b
b
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v
i
a
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i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-24
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
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I
N
G
N
:
\
G
I
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P
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S
\
A
X
P
R
O
J
E
C
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\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
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A
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_
V
8
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N
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.
G
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1
0
/
1
/
1
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1
3
:
0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1098.9
Depth
feet
0.0
29
26
7
PAV
FILL
4 1/2 inches of bituminous over 4 1/2 inches of
bituminous.
FILL: Silty Sand, fine- to medium-grained, with Gravel,
brown, moist.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1106.2
1101.0
0.8
6.0
7/22/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-25 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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p
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i
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f
a
b
b
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v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-25
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
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I
N
G
N
:
\
G
I
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\
P
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C
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S
\
A
X
P
R
O
J
E
C
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S
\
2
0
1
4
\
0
4
4
6
3
.
G
P
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B
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A
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N
_
V
8
_
C
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.
G
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1
0
/
1
/
1
5
1
3
:
0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
1107.0
Depth
feet
0.0
15
22
9
PAV
FILL
7 inches of bituminous over 6 1/2 inches of aggregate
base.
FILL: Silty Sand, fine- to medium-grained, with Gravel,
dark brown, moist.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1099.4
1094.5
1.1
6.0
7/22/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-26 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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T
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f
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x
p
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a
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a
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i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-26
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
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I
N
G
N
:
\
G
I
N
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\
P
R
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J
E
C
T
S
\
A
X
P
R
O
J
E
C
T
S
\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
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E
N
T
.
G
D
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1
0
/
1
/
1
5
1
3
:
0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
1100.5
Depth
feet
0.0
11
14
PAV
FILL
4 inches of bituminous over 6 1/2 inches of aggregate
base.
FILL: Clayey Sand, brown, moist.
(Possible Fill)
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1090.2
1085.1
0.9
6.0
7/18/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-27 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
e
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D
e
s
c
r
i
p
t
i
v
e
T
e
r
m
i
n
o
l
o
g
y
s
h
e
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t
f
o
r
e
x
p
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a
n
a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: Drilled 16 feet South of staked
location (other side of road). See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-27
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
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A
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E
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\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
R
R
E
N
T
.
G
D
T
1
0
/
1
/
1
5
1
3
:
0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1091.1
Depth
feet
0.0
14
14
PAV
FILL
FILL
5 inches of bituminous over 12 inches of aggregate
base.
FILL: Clayey Sand, brown, moist.
FILL: Silty Sand, fine- to medium-grained, with Gravel,
brown, moist.
(Possible Fill)
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1092.3
1090.7
1087.7
1.4
3.0
6.0
7/22/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-28 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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i
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o
f
a
b
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v
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a
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i
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n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-28
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
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I
N
G
N
:
\
G
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A
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P
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E
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\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
R
A
U
N
_
V
8
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C
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.
G
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1
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/
1
/
1
5
1
3
:
0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1093.7
Depth
feet
0.0
10
16
PAV
FILL
4 inches of bituminous over 9 inches of aggregate
base.
FILL: Silty Sand / Clayey Sand mix, trace Gravel,
brown, moist.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1093.3
1088.4
1.1
6.0
7/18/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-29 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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f
o
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x
p
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a
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i
o
n
o
f
a
b
b
r
e
v
i
a
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i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-29
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
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I
N
G
N
:
\
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A
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2
0
1
4
\
0
4
4
6
3
.
G
P
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B
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A
U
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_
V
8
_
C
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.
G
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1
0
/
1
/
1
5
1
3
:
0
7
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1094.4
Depth
feet
0.0
11
12
PAV
ML
4 1/2 inches of bituminous over 8 1/2 inches of
aggregate base.
SANDY SILT, brown, moist, rather stiff.
(Alluvium)
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1090.0
1085.1
1.1
6.0
7/18/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-30 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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p
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i
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f
a
b
b
r
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v
i
a
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i
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s
)
LOCATION: Drilled 6 feet West of staked location.
See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-30
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
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A
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P
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O
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E
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S
\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
R
A
U
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_
V
8
_
C
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E
N
T
.
G
D
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1
0
/
1
/
1
5
1
3
:
0
8
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1091.1
Depth
feet
0.0
12
6
PAV
FILL
FILL
3 inches of bituminous over 3 inches of aggregate
base.
FILL: Silty Sand, fine- to medium-grained, with Gravel,
brown, moist.
FILL: Clayey Sand, dark brown, wet.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1051.2
1049.7
1045.7
0.5
2.0
6.0
7/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-31 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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T
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f
o
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x
p
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a
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a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-31
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
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\
P
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\
A
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P
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\
2
0
1
4
\
0
4
4
6
3
.
G
P
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B
R
A
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_
V
8
_
C
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N
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.
G
D
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1
0
/
1
/
1
5
1
3
:
0
8
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1051.7
Depth
feet
0.0
11
7
13
PAV
FILL
5 inches of bituminous over 11 inches of aggregate
base.
FILL: Clayey Sand, brown to dark brown, moist.
(Possible Fill)
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1011.5
1006.8
1.3
6.0
7/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-32 page 1 of 1
3 1/4" HSA, AutohammerS. Briggs
L O G O F B O R I N G
(S
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f
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p
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a
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i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-32
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
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I
N
G
N
:
\
G
I
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\
A
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E
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\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
R
A
U
N
_
V
8
_
C
U
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E
N
T
.
G
D
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1
0
/
1
/
1
5
1
3
:
0
8
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
1012.8
Depth
feet
0.0
8
5
7
PAV
FILL
FILL
4 inches of bituminous.
FILL: Silty Sand, fine- to medium-grained, with Gravel,
brown, moist.
FILL: Clayey Sand, brown, moist.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1026.1
1025.5
1020.5
0.3
1.0
6.0
7/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-33 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
e
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D
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T
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i
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o
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o
g
y
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h
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f
o
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x
p
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a
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i
o
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o
f
a
b
b
r
e
v
i
a
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i
o
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s
)
LOCATION: Drilled 7 feet West of staked location.
See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-33
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
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R
I
N
G
N
:
\
G
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A
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E
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2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
R
A
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N
_
V
8
_
C
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N
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.
G
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1
0
/
1
/
1
5
1
3
:
0
8
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
1026.5
Depth
feet
0.0
11
5
PAV
FILL
FILL
5 inches of bituminous over 12 inches of aggregate
base.
FILL: Silty Sand, fine- to medium-grained, with Gravel,
dark brown, moist.
FILL: Clayey Sand, dark brown, moist.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
994.5
993.9
989.9
1.4
2.0
6.0
7/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-34 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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i
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f
a
b
b
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v
i
a
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i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-34
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
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\
A
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P
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O
J
E
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\
2
0
1
4
\
0
4
4
6
3
.
G
P
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B
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A
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_
V
8
_
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.
G
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1
0
/
1
/
1
5
1
3
:
0
8
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
995.9
Depth
feet
0.0
6
6
PAV
FILL
4 1/2 inches of bituminous over 7 1/2 inches of
aggregate base.
FILL: Clayey Sand, trace Gravel, dark brown, wet.
END OF BORING.
Water not observed immediately after withdrawal of
auger.
Boring then backfilled.
992.5
987.5
1.0
6.0
7/15/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-35 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
e
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D
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T
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h
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f
o
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x
p
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a
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a
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i
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f
a
b
b
r
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v
i
a
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i
o
n
s
)
LOCATION: Drilled 16 feet South of staked
location. See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-35
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
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\
P
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\
A
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P
R
O
J
E
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\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
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A
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N
_
V
8
_
C
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E
N
T
.
G
D
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1
0
/
1
/
1
5
1
3
:
0
8
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
993.5
Depth
feet
0.0
13
5
4
5
PAV
FILL
OL
CL-
ML
SC
9 inches of bituminous over 15 inches of aggregate
base.
FILL: Poorly Graded Sand with Silt, fine- to
coarse-grained, gray, wet.
ORGANIC CLAY, black, wet.
(Lacustrine Deposit)
SILTY CLAY, whitish gray, wet.
(Lacustrine Deposit)
CLAYEY SAND, with Gravel, gray, wet.
(Glacial Till)
END OF BORING.
Water not observed to cave-in depth of 7 1/2 feet.
Boring then backfilled.
982.9
981.4
977.9
975.9
973.9
2.0
3.5
7.0
9.0
11.0
7/15/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-36 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
e
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f
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p
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a
t
i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-36
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
N
G
N
:
\
G
I
N
T
\
P
R
O
J
E
C
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S
\
A
X
P
R
O
J
E
C
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S
\
2
0
1
4
\
0
4
4
6
3
.
G
P
J
B
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A
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8
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1
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/
1
/
1
5
1
3
:
0
8
Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
984.9
Depth
feet
0.0
7
3
15
PAV
FILL
CL
7 1/2 inches of bituminous over 10 1/2 inches of
aggregate base.
FILL: Clayey Sand, brown and gray, moist.
SANDY LEAN CLAY, brown and gray, wet, soft.
(Glacial Till)
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1002.4
999.9
997.9
1.5
4.0
6.0
7/15/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-37 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
(S
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T
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p
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a
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i
o
n
o
f
a
b
b
r
e
v
i
a
t
i
o
n
s
)
LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-37
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
G
O
F
B
O
R
I
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Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
1003.9
Depth
feet
0.0
17
7
PAV
FILL
3 1/2 inches of bituminous.
FILL: Silty Sand, fine- to medium-grained, trace
Gravel, brown, moist to wet.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1053.7
1048.0
0.3
6.0
7/16/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-38 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
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LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-38
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
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Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1054.0
Depth
feet
0.0
8
11 12
PAV
FILL
4 inches of bituminous over 20 inches of aggregate
base.
FILL: Clayey Sand, fine-grained, dark brown and
brown, moist to wet.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1070.7
1066.7
2.0
6.0
7/15/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-39 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
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LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-39
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
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Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
1072.7
Depth
feet
0.0
9
7
20
PAV
FILL
SC
6 1/2 inches of bituminous over 4 1/2 inches of
aggregate base.
FILL: Sandy Lean Clay, gray, wet.
CLAYEY SAND, fine- to medium-grained, brown,
moist, medium.
(Glacial Till)
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
998.7
995.6
993.6
0.9
4.0
6.0
7/15/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-40 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
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LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-40
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
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Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
999.6
Depth
feet
0.0
6
5
PAV
FILL
8 1/2 inches of bituminous.
FILL: Clayey Sand, trace Gravel, brown, moist.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1017.3
1012.0
0.7
6.0
7/15/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-41 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
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LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-41
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
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Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1018.0
Depth
feet
0.0
9
7
16
PAV
FILL
FILL
FILL
4 inches of bituminous over 6 inches of aggregate
base.
FILL: Silty Sand, fine- to medium-grained, brown,
moist.
FILL: Poorly Graded Sand with Silt, fine- to
medium-grained, brown, wet to waterbearing.
FILL: Clayey Sand, brown, moist.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1036.9
1035.7
1033.7
1031.7
0.8
2.0
4.0
6.0
7/15/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-42 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
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LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-42
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
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Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
MC
%Symbol
Elev.
feet
1037.7
Depth
feet
0.0
20
17
PAV
FILL
Pavement thickness not noted.
FILL: Clayey Sand, brown, moist to wet.
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
1021.8
1016.8
1.0
6.0
7/15/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-43 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
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LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-43
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
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Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
1022.8
Depth
feet
0.0
15
7
PAV
FILL
SM
6 1/2 inches of bituminous over 11 inches of aggregate
base.
FILL: Lean Clay with Sand, dark gray, moist.
SILTY SAND, fine- to medium-grained, with Gravel,
brown, moist, loose to medium dense.
(Alluvium)
END OF BORING.
Water not observed to cave-in depth of 4 feet.
Boring then backfilled.
991.1
990.6
986.6
1.5
2.0
6.0
7/15/14 1" = 4'DATE:SCALE:DRILLER:
Tests or NotesWL
(2016) ST-44 page 1 of 1
3 1/4" HSA, AutohammerS. McLean
L O G O F B O R I N G
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LOCATION: See attached sketch.
(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)
Description of Materials
(2016) ST-44
METHOD:
BORING:
BPF
Braun Intertec CorporationB14-04463LO
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Braun Project B14-04463
GEOTECHNICAL EVALUATION
2015 and 2016 Street Recon Projects
20195 Holyoke Avenue
Lakeville, Minnesota
Symbol
Elev.
feet
992.6
Depth
feet
0.0
Rev. 9/15
Descriptive Terminology of Soil
Standard D 2487
Classification of Soils for Engineering Purposes
(Unified Soil Classification System)
a. Based on the material passing the 3-inch (75mm) sieve.
b. If field sample contained cobbles or boulders, or both, add “with cobbles or boulders or both” to group name.
c. Cu = D60/D10 C c = (D30)2
D10 x D60
d. If soil contains ≥15% sand, add “with sand” to group name.
e. Gravels with 5 to 12% fines require dual symbols:
GW-GM well-graded gravel with silt
GW-GC well-graded gravel with clay
GP-GM poorly graded gravel with silt
GP-GC poorly graded gravel with clay
f. If fines classify as CL-ML, use dual symbol GC-GM or SC-SM.
g. If fines are organic, add “with organic fines: to group name.
h. If soil contains ≥15% gravel, add “with gravel” to group name.
i. Sand with 5 to 12% fines require dual symbols:
SW-SM well-graded sand with silt
SW-SC well-graded sand with clay
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with clay
j. If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay.
k. If soil contains 10 to 29% plus No. 200, add “with sand” or “with gravel” whichever is predominant.
l. If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name.
m. If soil contains ≥ 30% plus No. 200, predominantly gravel, add “gravelly” to group name.
n. PI ≥ 4 and plots on or above “A” line.
o. PI < 4 or plots below “A” line.
p. PI plots on or above “A” lines.
q. PI plots below “A” line.
Laboratory Tests
DD Dry density, pcf OC Organic content, %
WD Wet density, pcg S Percent of saturation, %
MC Natural moisture content, %SG Specific gravity
LL Liquid limit, %C Cohesion, psf
PL Plastic limits, %Ø Angle of internal friction
PI Plasticity index, %qu Unconfined compressive strength, psf
P200 % passing 200 sieve qp Pocket penetrometer strength, tsf
Particle Size Identification
Boulders................. over 12”
Cobbles ................. 3” to 12”
Gravel
Coarse........... 3/4” to 3”
Fine................ No. 4 to 3/4”
Sand
Coarse........... No. 4 to No. 10
Medium.......... No. 10 to No. 40
Fine................ No. 40 to No. 200
Silt ......................... <No. 200, PI< 4 or below
“A” line
Clay ...................... <No. 200, PI >4 and on
or about “A” line
Relative Density of Cohesionless Soils
Very Loose............. 0 to 4 BPF
Loose..................... 5 to 10 BPF
Medium dense ....... 11 to 30 PPF
Dense.................... 31 to 50 BPF
Very dense............. over 50 BPF
Consistency of Cohesive Soils
Very soft................. 0 to 1 BPF
Soft........................ 2 to 3 BPF
Rather soft............. 4 to 5 BPF
Medium.................. 6 to 8 BPF
Rather stiff ............. 9 to 12 BPF
Stiff ........................ 13 to 16 BPF
Very stiff................. 17 to 30 BPF
Hard....................... over 30 BPF
Drilling Notes
Standard penetration test borings were advanced by 3 1/4”
or 6 1/4” ID hollow-stem augers, unless noted otherwise.
Jetting water was used to clean out auger prior to sampling
only where indicated on logs. All samples were taken with
the standard 2” OD split-tube samples, except where noted.
Power auger borings were advanced by 4” or 6” diameter
continuous flight, solid-stern augers. Soil classifications and
strata depths were inferred from disturbed samples augered
to the surface, and are therefore, somewhat approximate.
Hand auger borings were advanced manually with a 1 1/2”
or 3 1/4” diameter auger and were limited to the depth from
which the auger could be manually withdrawn.
BPF:Numbers indicate blows per foot recorded in standard
penetration test, also known as “N” value. The sampler was
set 6” into undisturbed soil below the hollow-stem auger.
Driving resistances were then counted for second and third
6” increments, and added to get BPF. Where they differed
significantly, they are reported in the following form: 2/12 for
the second and third 6” increments, respectively.
WH:WH indicates the sampler penetrated soil under weight
of hammer and rods alone; driving not required.
WR:WR indicates the sampler penetrated soil under weight
of rods alone; hammer weight, and driving not required.
TW:TW indicates thin-walled (undisturbed) tube sample.
Note:All tests were run in general accordance with
applicable ASTM standards.
Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501
APPENDIX E
Neighborhood Informational Meeting Minutes – July 31, 2014
July 31, 2014, Public Comment Summary
Neighborhood Informational Meeting Minutes – June 10, 2015
June 10, 2015, Public Comment Summary
engineering planning environmental construction 701 Xenia Avenue South
Suite 300
Minneapolis, MN 55416
Tel: 763-541-4800
Fax: 763-541-1700
Memorandum
To: Monica Heil, PE
Operations & Maintenance Engineer
From: Krista Anderson, PE
Project Engineer
Date: August 11, 2014
Re: City Project No. 16-02
WSB Project No. 2109-50
A Neighborhood Meeting was held on Thursday, July 31, 2014 to discuss the proposed 2016
Street Reconstruction Project, City Project #16-02. Approximately 60 residents attended the
meeting held in the Lakeville City Hall Council Chambers to discuss the proposed
improvements. The following Staff and WSB & Associates, Inc. representatives were in
attendance:
• Chris Petree, City of Lakeville, Public Works Director
• Troy Grossman, City of Lakeville, Streets Superintendent
• Matt Barnard, City of Lakeville, Engineering Technician
• Monica Heil, City of Lakeville, Operations & Maintenance Engineer
• Krista Anderson, WSB & Associates, Inc.
The following is a summary from the Question and Answer portion of the presentation:
Question #1 (Q1): What is the typical lot footage used to determine the average assessment
costs?
Answer #1 (A1): Assessments are not calculated on a front basis; The City Council has adopted
an assessment policy based on single family units. A single family home will
be assessed at one (1) unit and townhomes are assessed as one-half (1/2) unit.
Q2: Will the assessments be increased by stormwater replacements?
A2: Yes, stormwater replacements are considered a part of the street reconstruction; 60% of
the of the projected street improvements costs not covered by the City’s Utility Fund are
paid for by the City’s Street Improvement Fund with the remaining 40% of the cost
specially assessed to the benefitting residents.
St. Cloud Minneapolis St. Paul
Equal Opportunity Employer
wsbeng.com
K:\02109-500\Admin\Meeting\Neighborhood Meeting\7.31.14 Neighborhood Meeting Minutes.docx
City of Lakeville 2016 Street Reconstruction Project Meeting Minutes
July 31, 2014
Page 2
Q3: Will the curb and gutter within the Woodridge development be replaced?
A3: Yes, generally all existing curb and gutter is replaced during street reconstruction.
Q4: If a residents irrigation system is broken during construction, will it be replaced?
A4: Yes, all irrigation systems, invisible fences, and landscaping will be restored in-kind
when the street reconstruction is complete.
Q5: Will the removed mailboxes be reinstalled after construction is finished?
A5: Yes, as part of the restoration process, all mailboxes will be reinstalled by the contractor.
Q6: If a house is on a corner lot, such as Ithica Circle and 199th Street, will the property
owner be assessed twice – once during the reconstruction for 199th Street, and once
during the future reconstruction of Ithica Circle?
A6: No, assessments are generally determined by the driveway location. A resident will not
be assessed twice for one property if improvements were made at separate times to two
different streets.
Q7: Will the boulevards be narrowed along the roadways during the reconstruction?
A7: At this time, there is no anticipated change to the majority of roadway alignments, the
boulevards will, generally, remain the same size.
Q8: Because a portion of the driveways will need to be removed, will the City’s Street
Reconstruction Project’s contractor replace the entire driveway?
A8: It is the decision of the contractor as to whether or not they will replace that portion of the
driveway on private property. The City cannot mandate that contractors choose to replace
portions of driveways outside of the City’s right-of-way. If you are considering replacing
your driveway, it is recommended to wait until after the street reconstruction project.
Q9: Will all curb and gutter be removed?
A9: Generally, all curb and gutter is replaced. The condition of the curb and gutter, however,
will be evaluated as part of the feasibility report. If 60% of the curb and gutter is found to
be deficient, it is more cost effective to replace all the curb and gutter.
Q10: Kenwood Way is a very narrow street; during construction where will residents park?
A10: Because of the unique narrowness of Kenwood Way, the City will coordinate parking
with these residents during construction.
Q11: How will the residents with limited mobility get in and out of their homes during
construction?
A11: The City will accommodate accessibility needs for residents needing vehicle access to
their homes at all times.
Q12: There have been drainage concerns on Jubilee Way; will these be addressed during the
reconstruction?
A12: Yes, these concerns will be addressed as part of the street reconstruction project. We
recommend homeowners with concerns or specific drainage problems fill out a comment
card so we can try to incorporate their concerns into the design.
K:\02109-500\Admin\Meeting\Neighborhood Meeting\7.31.14 Neighborhood Meeting Minutes.docx
City of Lakeville 2016 Street Reconstruction Project Meeting Minutes
July 31, 2014
Page 3
Q13: What is the process for adding street lights along Orchard Trail?
A13: For street lights to be added there must be interest from multiple residents along the
street. An informal survey can be conducted to gage interest levels for the addition of
street lights. If the results of that survey indicate there is widespread interest, a cost
estimate to add streets lights will be obtained from the service provider in that area
(D.E.A.). The cost of the street lights will be 100% assessed and as such, the impacted
residents will again be surveyed to determine if there is still support to add streetlights
once cost information is obtained.
Q14: If a resident moves before the project, who is responsible for paying the assessment?
A14: The homeowner at the time the assessment is levied will be the individual(s) responsible
for the payment. However, knowing that your street is scheduled for reconstruction, it
should be disclosed to any potential buyers that an assessment will be levied on the home.
Q15: How far beyond the City’s right-of-way will construction extend to replace utility
services?
A15: It is not anticipated that water and sanitary services will be replaced as a part of this
project. At this time, it is anticipated that street and storm sewer work will occur within
the right-of-way.
Q16: How much of the driveway will be impacted by construction, and will the driveway
grades change?
A16: Typically, only the first 3-to-5 feet of a driveway are disturbed with the curb and gutter
improvements. However, if more extensive improvements are needed to correct
grading/drainage issues, or to install additional storm sewer improvements, the maximum
distance that would be to the City’s right-of-way limits. Concrete driveways will
generally be replaced to the first expansion joint, to protect aesthetics.
Q17: Will the 2016 Street Reconstruction Project be coordinated with the CR 50/CR 60
roundabout construction?
A17: Yes, this street reconstruction project was scheduled for 2016 in order to minimize
disruptions associated with the roundabout project.
Q18: Will the cul-de-sac at Java Trail remain the same size? Will the crown drainage remain
the same?
A18: Typically cul-de-sac dimensions are not changed. The street grade will be changed if
drainage issues exist; it is a priority within the project to fix drainage issues along the
roadways.
Q19: Will sidewalks be added to Orchard Trail?
A19: No, typically sidewalks are not added unless previously determined as part of the
sidewalk and trail system by the City, or if special requests are received from residents
along a proposed sidewalk extension route.
Q20: What style of curb and gutter will be added to Orchard Trail?
K:\02109-500\Admin\Meeting\Neighborhood Meeting\7.31.14 Neighborhood Meeting Minutes.docx
City of Lakeville 2016 Street Reconstruction Project Meeting Minutes
July 31, 2014
Page 4
A20: Generally, in areas where no curb and gutter currently exist, barrier style curb will be
installed. Barrier style curb allows for a different style of driveway apron that better
maintains existing driveway grades.
Q21: What changes will be made to Jaguar Avenue?
A21: Last year a small improvement was made at the intersection with CR 50 to add a right-
turn-lane. The City is currently evaluating additional options to improve safety, gaps, and
access to neighborhood as part of an on-going study of the CSAH 50 corridor.
Q22: Will the trail by the railroad tracks be modified north of Lake Marion?
A22: The trail is very significant to many residents and there are no proposed changes at this
time.
Q23: Jasper Court is in very poor condition, why is it not being replaced this year?
A23: The streets are selected based on the cost effectiveness of patching and minor repairs
versus a large reconstruction. Jasper Court has been identified as needing improvements
but it has not yet been identified for full reconstruction. The City will evaluate the street
to see if minimal maintenance is a solution for the interim period.
Q24: Will 199th Street and Jaguar Avenue shift? Is the road where it should be (centered in the
right-of-way)?
A24: Survey work is underway and the finding will determine if any road alignment changes
are necessary. At this time, road alignments have not been determined.
Q25: How will residents know if only storm and street will be replaced, or if water and sanitary
will also be replaced?
A25: This will be determined with the feasibility study completed this winter. A second open
house for the project will be conducted after the completion of the report to discuss the
findings of the study.
Q26: Will storm sewer always be replaced?
A26: Not necessarily. All utilities will be evaluated. Most often, storm structures and sewers
are improved but not completely replaced.
Q27: Will all pipes be inspected?
A27: Yes, as part of the feasibility study, all sanitary sewer pipes will be televised to evaluate
the condition. Water main leak detection tests will also be performed.
K:\02109-500\Admin\Meeting\Neighborhood Meeting\7.31.14 Neighborhood Meeting Minutes.docx
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engineering planning environmental construction 701 Xenia Avenue South
Suite 300
Minneapolis, MN 55416
Tel: 763-541-4800
Fax: 763-541-1700
St. Cloud Minneapolis St. Paul
Equal Opportunity Employer
wsbeng.com
K:\02109-501\Admin\Meeting\Neighborhood Meeting 6.11.15\E.3 6.10.15 Neighborhood Meeting Minutes.docx
Memorandum
To: Monica Heil, PE
Operations & Maintenance Engineer
From: Krista Anderson, PE
Project Engineer
Date: July 29, 2015
Re: City Project No. 16-02
WSB Project No. 2109-50
A second Neighborhood Meeting was held on Tuesday, June 10, 2015 to discuss the proposed
2016 Street Reconstruction Project, City Project #16-02. Approximately 50 residents attended
the meeting held in the Lakeville City Hall Council Chambers to discuss the proposed
improvements. The following Staff and WSB & Associates, Inc. representatives were in
attendance:
· Chris Petree, City of Lakeville, Public Works Director
· Monica Heil, City of Lakeville, Operations & Maintenance Engineer
· Matt Barnard, City of Lakeville, Senior Construction Representative
· Tim Behrendt, City of Lakeville, Senior Construction Representative
· Krista Anderson, WSB & Associates, Inc.
The following is a summary from the Question and Answer portion of the presentation:
Question #1 (Q1): What is the definition of corrosive soils?
Answer #1 (A1): Generally speaking, clay soils are corrosive soils. Factors that go into
determining a soil’s corrosive potential include electrical conductivity, or
resistivity, dissolved salts, moisture and pH. The higher the corrosivity, the
more potential there is for increased degradation of ductile iron pipe that is
used for water main.
Q2: I live on Lake Marion and wonder about the impact of the soils and water table elevation
there, rather than in the area near Jubilee Way, and what impact those have on the street
surface condition.
A2: The soils are also corrosive near the lake but it is worth noting that the water table at
Jubilee Way is actually at a higher elevation than the lake level. We’ve found that the
City of Lakeville 2016 Street Reconstruction Project Meeting Minutes
July 29, 2015
Page 2
K:\02109-501\Admin\Meeting\Neighborhood Meeting 6.11.15\E.3 6.10.15 Neighborhood Meeting Minutes.docx
street surface deterioration in your area is more a result of the underlying aggregate base,
or lack thereof, than of the corrosive soils, as we do not have the water main break
history that we do have in the Jubilee Way area.
Q3: By the lake, the problem is drainage – how is this going to be addressed? There is also
the lift station on Orchard Trail – is something being done there?
A3: In 2016, the lift station will be rehabilitated as part of a separate project from the Street
Reconstruction Project. Also, as part of this separate project, the lift station off 199 th
Street will receive access improvements. If you are in an area that does not have curb and
gutter, it is not proposed to add any, however, ditch cleaning and some culvert
replacements are being proposed to help alleviate drainage problems. The City is looking
for resident feedback at this time for specific drainage concerns and request that those
with problems fill out a comment card.
Q4: Is the City looking at spot checking the private services at the water main connection or
looking at replacements of any of the saddles or fasteners?
A4: At this time, no, the City is not looking at spot checking the condition of the water main
pipe. The City is utilizing the utility maintenance history and the frequency of water main
breaks to determine when and where water main utilities need to be replaced.
Q5: Next year, after we are assessed, if something fails in say 5 years, will we be responsible
or be assessed again to fix the problem then?
A5: In that instance, the City would absorb the costs. If there was complete failure of the
system, then we would look at complete street reconstruction, but at this time, we are
trying to extend the useful life of the subsurface utilities.
Q6: What is the time period to pay off the assessments?
A6: After the assessments are levied and certified by Dakota County, the assessments would
be payable with taxes in 2017. Special assessments have a variety of payment options,
including payment in whole within 30-days which typically receive a slight discount,
payment in part or in whole prior to November 15 th to avoid interest, or payment over a
20-year period. There is also deferment for senior citizens and disabled persons.
Q7: How many contractors will bid on the project? How is it bid, and does the City perform
background checks?
A7: For this year’s projects, each Contract had seven bidders. The project will be publicly
advertised and contractors can buy plans and specifications, and will submit one bid. The
City awards the project to the lowest responsive bidder. The City does not perform
background checks, but does ensure that the bidders are responsible by either past history
with the City of Lakeville or checking references. Also, the City has on-site job
representatives for jobsite safety and construction conformance to the plans and
specifications.
Q8: Regarding the special assessments, the payment is over 20-years – how does the payoff
work?
A8: At any point in time, individuals may pay off the remaining balance in whole, with
interest.
City of Lakeville 2016 Street Reconstruction Project Meeting Minutes
July 29, 2015
Page 3
K:\02109-501\Admin\Meeting\Neighborhood Meeting 6.11.15\E.3 6.10.15 Neighborhood Meeting Minutes.docx
Q9: Mailboxes – are they put back in?
A9: At the beginning of the project, the mailboxes will be removed and given to the
homeowner to store until they are ready to be reinstalled. At that time, the City will notify
residents, via door hangers, that the contractor is ready to reinstall and to give your
mailbox back to the contractor for reinstallation.
Q10: Along Lake Marion, 199 th Street, specifically, the problem is surface drainage. Will
culverts be replaced?
A10: The City will be conducting a storm sewer evaluation in the fall to determine which
culverts need to be replaced. The City is aware of drainage issues with some larger
culverts and in looking at outlet controls to control the drainage better.
Q11: I have a cabin that was built in the 1940’s and am wondering if I should have my private
utilities replaced at the same time as this project?
A11: If you do decide to replace your utilities, replace up to the water shutoff valve.
Q12: Is copper affected by corrosive soils?
A12: To date, we have not seen any premature degradation to copper pipe in corrosive soils.
Q13: When you replace 199 th Street, will the width or elevations change?
A13: Typically, the proposed design matches the existing elevations and widths, but elevations
will be evaluated for drainage. In areas where there is no concrete curb and gutter,
evaluations will be made to determine if adding curb and gutter is needed. This would
likely occur at low points in the street to channelize drainage into the subsurface or in
areas where water quality structures would be installed.
Q14: Ice forms in the street near my house in the winter, is this something that will be fixed
with the project?
A14: We would ask that you please fill out a comment card with your address so that we know
where this is occurring.
Q15: Are there going to be different assessments based on the different types of work?
A15: Yes, the City is looking to group streets with similar work, and this will result in different
assessments for the various types of work being done in each.
Q16: Will there be one contractor or is this project going to be split?
A16: The City is still evaluating this.
Q17: I see this project as a band-aid approach; what are we really saving or not saving instead
of fixing this all now?
A17: Until the Feasibility report is complete, we do not know what the actual costs of this
project will be. In the past, assessments rates have ranged from $3200 - $8100 per single
family unit. Costs have gone up since we’ve seen an assessment of $3200, though. Most
recently assessments for full reconstruction were $8100.
Q18: How are corner lot assessed?
City of Lakeville 2016 Street Reconstruction Project Meeting Minutes
July 29, 2015
Page 4
K:\02109-501\Admin\Meeting\Neighborhood Meeting 6.11.15\E.3 6.10.15 Neighborhood Meeting Minutes.docx
A18: Assessments are based on a single family unit rate, with the driveway governing which
street it is assessed with. Corner lots are not double assessed.
Q19: Street signs – are you going to be installing “Watch for Children at Play” signs? Also, I
requested a stop sign be installed near my house which was denied by the Council last
year; should I try again now that this project is being proposed?
A19: The City does replace signs in the project area due to reflectivity requirements, so all
signs will be replaced. Regarding stop signs, if the intersection configuration does not
change, there would likely not be a warrant for adding a stop sign, but you are always
welcome to make a request.
Q20: Do streets with curb and gutter have a higher assessment than those without curb and
gutter?
A20: The assessments will change, increase or decrease, depending on the amount of curb and
gutter that needs to be replaced. Properties without curb and gutter may have lower
assessments, but other factors such as culvert replacements and other drainage
improvements for streets without curb and gutter will affect costs.
Q21: I live off Kabot Cove and know that some of the streets around me are bad, but my street
is not. Are some streets added to the project based on proximity to those that need
repairs?
A21: All streets are looked at on a case-by-case basis to determine what level of reconstruction
it needs. The City will look at the pavement rating of your street again.
Q22: How are we going to access the businesses in the Southfork area?
A22: Likely, the contractor will pour ½ a driveway at a time so that access can be maintained.
If a site has a second access, one may be shut down to pour one driveway at a time. There
will be a lot of communication and coordination with property owners when this is set to
occur.
Q23: I heard rumors of this project being delayed until 2017; is this true?
A23: No, if the City Council orders the project, construction would be in 2016.
Q24: I live in the southern most area of the 2016 Street Reconstruction Project and we only
have one access into our neighborhood; is the City planning on a second access? I’m
concerned if an emergency happens and the train cars are blocking the access, how will
ambulances or police be able to respond?
A24: The City is aware of this and has been evaluating a second access location. Dakota
County is improving this segment of Highway 50 and the City would likely add a second
access at that time. Currently, Dakota County is looking at making improvements in
2017.
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Feasibility Report
2016 Street Reconstruction Project
City Project No. 16-02
City of Lakeville, MN
WSB Project No. 2109-501
APPENDIX F
Soil Corrosivity Results/Past Project Comparison
Street Name Score
Gannon Way 12
Gannon Way 12
Gannon Way 12
Gerdine Path 12
Lower 170th Street Court 10
Galaxie Way 12
Galaxie Way 12
Street Name Score
Ixonia Avenue 12
Iteri Avenue 10
208th Street 3
Isle Avenue 2
Iran Avenue 7
Street Name Score
Garcia Way 13
Garcia Way 11
170th Street 13
Georgetown Way 11
170th Street 16
Street Name Score
Greenland Path 12
Glenwood Avenue 11
Upper 167th Street W1 1
169th Street W1 1
Hamilton Drive 11
Harwell Avenue 11
Havelock Way 11
Harvard Drive 11
Grinnell Way 10
Grinnell Avenue 12
Greenbriar Lane 9
Harmony Path 9
Grove Trail 11
Goodview Trail 6
Godson Drive 6
2012 Street Reconstruction Project
Corrosivity of Soils Based on ANSI/AWWA C105
*Score of 10 points or greater indicates that soil is corrosive to ductile iron pipe and
protection is needed
2015 Street Reconstruction Project
2014 Street Reconstruction Project
2013 Street Reconstruction Project
Street Name Score
Juniper Path 11
Jubilee Circle 6
Jubilee Way 11
Jurel Court 7
199th Street West 16
Jersey Avenue 15
Orchard Trail 15
Kanabec Trail 15
Java Trail 11
2016 Street Reconstruction Project