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Home My WebLink About4H Fish Point Road Accept Feasibility Report 4646 Dakota Street SE Prior Lake, MN 55372 CITY COUNCIL AGENDA REPORT MEETING DATE: DECEMBER 17, 2018 AGENDA #: 4H PREPARED BY: JASON WEDEL, PUBLIC WORKS DIRECTOR/CITY ENGINEER PRESENTED BY: JASON WEDEL AGENDA ITEM: CONSIDER APPROVAL OF A RESOLUTION ACCEPTING THE FEASIBILITY REPORT AND SCHEDULING A PUBLIC HEARING TO CONSIDER THE FISH POINT ROAD RECLAMATION PROJECT, CITY PROJECT #TRN19-000003 GOAL AREA AND OBJECTIVE: DISCUSSION: Transportation & Mobility Maintain quality local street system based on a financially stable plan that meets Overall Condition targets. Introduction The purpose of this agenda item is to accept the Feasibility Report and schedule a Public Hearing to be held on January 22, 2019 for the Fish Point Road Recla- mation Project. History The City uses the Five Year Capital Improvement Program and its Pavement Management program to plan its infrastructure improvements and the financing for capital improvements. The section of Fish Point Road from County Road 21 south to Fawn Meadows Curve is part of the plan for reclamation in 2019. At its October 15, 2018 meeting the City Council adopted Resolution 18-166 authoriz- ing staff to prepare a Feasibility Report for the Fish Point Road Reclamation Pro- ject as outlined in the CIP. The M.S. Chapter 429 process applies to all projects that will be financed in whole or part through special assessments or bond proceeds. The Fish Point Reclamation Project is considered in the report and includes a full depth pavement reclamation from County Road 21 south to Fawn Meadows Curve located in Section 1, Township 114, Range 22. This segment of Fish Point Road was built in 1994. A map of the project area (Appendix A) is included in the Feasibility Report. The proposed improvements include full depth pave- ment reclamation, spot curb replacement, replacement of the existing bituminous trail, and ADA improvements at the existing curb ramps. Current Circumstances The Feasibility Report includes total estimated costs, preliminary assessment amounts, and a project financing summary. Also included in the report are de- sign criteria, estimates and information on the proposed street improvements. The primary purpose for proceeding with the project is to upgrade the street con- dition. The pavement condition is in extremely poor and requires full depth re- placement in accordance with the city’s desire to maintain high overall condition 2 index (OCI) ratings on its roadways. This particular segment of Fish Point Road conveys a high percentage of truck and larger vehicle traffic including the City fire trucks coming in and out of Fire Station #1. It is therefore necessary to provide a thicker bituminous section than would be constructed on a typical local residential street. Conclusion A public hearing is proposed for January 22, 2019. At that meeting the proposed improvements, project schedule and assessments will be presented to property owners. Apart from the City owned parcels in the area, there are only three com- mercial/industrial properties that will be impacted by this project. Typically City staff would present the information contained in the Feasibility Report to resi- dents at a neighborhood meeting prior to the public hearing. In this case, rather than require the three property owners come to a neighborhood meeting, staff will reach out individually to them and provide the information. The attached Feasibility Report outlines which portions of the cost for the above project will be assessed to the benefiting properties. If the Council approves the Feasibility Report, the Chapter 429 special assessment statute requires a public hearing be conducted prior to proceeding with the project to determine if it is to move forward. In summary, the project is feasible from an engineering and economic stand- point. Approval of the Feasibility Report does not grant final approval of the pro- ject. ISSUES: The Assessment Review Work Group met on November 27, 2018 and recom- mended that the City use the area assessment method for this project and assess- ment in accordance with the City’s Assessment Policy of assessing 40% of the street and storm sewer cost. FINANCIAL IMPACT: The Fish Point Road Reclamation Project is proposed to be financed by Special Assessments and Tax Levy. The funding of each option and the corresponding estimated amounts are shown below: FISH POINT ROAD RECLAMATION PROJECT - FUNDING Tax Levy $321,290 Assessment (40%) $124,520 Total $445,810 The Capital Improvement Plan estimate for this project was $636,000. ALTERNATIVES: 1. Approve a Resolution accepting the Feasibility Report and Establishing a Public Hearing date as part of the consent agenda. 2. Remove this item from the consent agenda for additional discussion. RECOMMENDED MOTION: A motion and a second for approval of Alternative #1. 4646 Dakota Street SE Prior Lake, MN 55372 RESOLUTION 18-___ A RESOLUTION ACCEPTING THE FEASIBILITY REPORT AND CALLING FOR A PUBLIC HEARING FOR THE FISH POINT ROAD RECLAMATION PROJECT, CITY PROJECT #TRN19-000003 Motion By: Second By: WHEREAS, Pursuant to Resolution 18-166, the City Council, on October 15, 2018 ordered a Feasibility Report to be prepared under the direction of the City’s Engineering Department with reference to the Fish Point Road Reclamation Project; and WHEREAS, The Feasibility Report for the Fish Point Road Reclamation Project dated December 17, 2018 contains information that the proposed project is necessary, cost effective, and feasible; and NOW THEREFORE, BE IT HEREBY RESOLVED BY THE CITY COUNCIL OF PRIOR LAKE, MINNESOTA as follows: 1. The recitals set forth above are incorporated herein. 2. The City Council hereby accepts the Feasibility Report as submitted. 3. The Council will consider the improvement of such streets and areas in accordance with the Report and the assessment of property as described in the Report for all or a portion of the cost of the improvements pursuant to Minnesota Statutes Chapter 429 at an estimated total cost of the improvements of $445,810. 4. A Public Hearing shall be held on such proposed improvements on the 22nd of January 2018 at Prior Lake City Hall, with the address of 4646 Dakota Street SE, City of Prior Lake, Minnesota at 7:00 p.m. statutory notice and publication requirements shall be followed. PASSED AND ADOPTED THIS 17th DAY OF DECEMBER 2018. VOTE Briggs McGuire Thompson Braid Burkart Aye ☐ ☐ ☐ ☐ ☐ Nay ☐ ☐ ☐ ☐ ☐ Abstain ☐ ☐ ☐ ☐ ☐ Absent ☐ ☐ ☐ ☐ ☐ ______________________________ Frank Boyles, City Manager FEASIBILITY REPORT FISH POINT ROAD RECLAMATION PROJECT CITY OF PRIOR LAKE | SCOTT COUNTY, MINNESOTA DECEMBER 17, 2018 Prepared for: City of Prior Lake 4646 Dakota Street SE Prior Lake, MN 55372 CITY PROJECT NO. TRN19-000003 WSB PROJECT NO. R-012877-000 Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 FEASIBILITY REPORT FISH POINT ROAD RECLAMATION PROJECT CITY PROJECT NO. TRN19-000003 FOR THE CITY OF PRIOR LAKE, MINNESOTA December 17, 2018 Prepared By: December 17, 2018 Honorable Mayor and City Council City of Prior Lake 4646 Dakota Street SE Prior Lake, MN 55372 Re: Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project NO. TRN19-000003 WSB Project No. R-012877-000 Dear Mayor and City Council Members: Transmitted herewith for your review is a feasibility report which addresses improvements associated with the Fish Point Road Reclamation Project. We would be happy to discuss this report with you at your convenience. Please contact me at 763.762.2843 if you have any questions or concerns. Sincerely, WSB Emily Lueth, PE Project Engineer Attachment ar 701 XENIA AVENUE S | SUITE 300 | MINNEAPOLIS, MN | 55416 | 763.541.4800 | WSBENG.COM Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 CERTIFICATION I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly licensed professional engineer under the laws of the State of Minnesota. Emily Lueth, PE Date: December 17, 2018 Lic. No. 51773 Quality Control Review Completed By: James Stremel, PE Date: December 17, 2018 Lic. No. 45782 Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 TABLE OF CONTENTS TITLE SHEET LETTER OF TRANSMITTAL CERTIFICATION SHEET TABLE OF CONTENTS 1. EXECUTIVE SUMMARY ........................................................................................................ 1 2. INTRODUCTION ...................................................................................................................... 2 2.1 Authorization ................................................................................................................... 2 2.2 Scope ............................................................................................................................... 2 2.3 Data Available ................................................................................................................. 2 2.4 Background ..................................................................................................................... 2 3.1 Street ................................................................................................................................ 3 3.2 Bituminous Trail .............................................................................................................. 3 3.3 Concrete Sidewalk ......................................................................................................... 3 3.4 Public Utilities .................................................................................................................. 3 3.4.1 Storm Sewer and Drainage .............................................................................. 3 3.4.2 Sanitary Sewer ................................................................................................... 3 3.4.3 Watermain ........................................................................................................... 4 3.5 Private Utilities ................................................................................................................ 4 4. PROPOSED IMPROVEMENTS ............................................................................................ 5 4.1 Street ................................................................................................................................ 5 4.2 Bituminous Trail .............................................................................................................. 5 4.3 Concrete Sidewalk ......................................................................................................... 5 4.4 Public Utilities .................................................................................................................. 5 4.5 Permits/Approvals .......................................................................................................... 5 4.6 Construction Access/Staging ........................................................................................ 5 5. FINANCING .............................................................................................................................. 6 5.1 Opinion of Probable Cost .............................................................................................. 6 5.2 Funding ............................................................................................................................ 6 5.3 Preliminary Assessment Roll ........................................................................................ 6 6. PROJECT SCHEDULE .......................................................................................................... 7 7. FEASIBILITY, NECESSITY, AND COST EFFECTIVENESS .......................................... 8 8. CONCLUSION AND RECOMMENDATION........................................................................ 9 Appendix A Figures Appendix B Geotechnical Report Appendix C Opinion of Probable Cost Appendix D Assessment Map Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 Preliminary Assessment Roll Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 Page 1 1. EXECUTIVE SUMMARY The Fish Point Road Reclamation Project includes a full depth reclamation of the bituminous roadway and spot curb and gutter repairs along Fish Point Road SE between County Road 21 and Fawn Meadow Curve. The reconstruction of this street was identified in the City’s Capital Improvement Plan (CIP) for construction in 2019. The proposed improvements along Fish Point Road SE between County Road 21 and Fawn Meadow Curve, total approximately 1,680 feet (0.32 miles). The existing roadway in the project area is of an urban section. A map showing the project location can be found on Figure 1 in Appendix A. In addition to the roadway reconstruction, the existing trail that runs on the west side of the road has deteriorated and in need of replacement. Replacing this trail, in conjunction with the proposed street improvements, provides an opportunity to minimize the replacem ent costs and traffic disruptions associated with the work. The existing sidewalk is overall in good condition but the pedestrian ramps do not meet current ADA standards and there are small areas of sidewalk in need of repairs. It is recommended to replace all pedestrian curb ramps and repair the sidewalk as needed. The proposed improvement cost is estimated to be $445,810.00, which includes a 10% contingency and 28% indirect costs. Funding for the project will be provided through assessments to benefiting properties and City funds. The proposed project is scheduled to begin construction during the spring of 2019, with substantial completion by September 2019. The final wear course of bituminous pavement will be placed in the fall of 2019. This project is feasible, necessary, and cost-effective from an engineering standpoint and should be constructed as proposed herein. Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 Page 2 2. INTRODUCTION 2.1 Authorization On October 15, 2018, the City of Prior Lake City Council authorized the preparation of a feasibilit y report for the Fish Point Road Reclamation Project in Resolution 18-166. This project has been designated City Project NO. TRN19-000003. 2.2 Scope This report investigates the feasibility of proposed improvements to streets and utilities identified wi thin the City’s Capital Improvement Plan. Fish Point Road SE is proposed for the Fish Point Road Reclamation Project and was initially considered because of existing pavement conditions along the street, the concrete sidewalk, and the bituminous trail. Fish Point Road SE between County Road 21 and Fawn Meadow Curve is the only street proposed for this project. The project area is shown in Figure 1 of Appendix A. Improvements within this report include roadway reconstruction, bituminous trail improvements, and concrete sidewalk and pedestrian access improvements . 2.3 Data Available Information and materials used in the preparation of this report include the following: ▪ City of Prior Lake Capital Improvement Plan ▪ City of Prior Lake Assessment Policy ▪ City of Prior Lake Property Index Records ▪ City of Prior Lake Topography Maps ▪ Geotechnical Report prepared by WSB completed in November 2018 ▪ Field Observations of the Area and Field Topography Surveys 2.4 Background The City of Prior Lake has a Capital Improvement Plan to maintain infrastructure within the City. Fish Point Road SE has been identified as a potential area for a street reconstruction project. The City of Prior Lake utilizes a Pavement Management Program to rate the condition of the City’s streets. The pavement rating, known as Overall Condition Index (OCI), is determined based on the amount of pavement deterioration that is visually evident. The street OCI is a number between 0-100, with 100 indicating streets that are in the best condition or are newly paved and 0 being the worst. Streets in need of a mill and overlay generally have an OCI of 45-65 and streets with an OCI between 35-45 usually require a full depth reclamation. When the OCI reaches a range of 0 -35 or when utility repairs are needed, the street usually requires a full reconstruction. Fish Point Road SE between County Road 21 and Cottonwood Lane SE has an average OCI of 27.88, while Fish Point Road SE between Cottonwood Lane SE and Fawn Meadow Curve has an average OCI of 33.53. Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 Page 3 3. EXISTING CONDITIONS 3.1 Street Fish Point Road SE ranges from 28 to 30 feet in width and the project area is approximately 1,680 feet in length. Fish Point Road SE consists of an urban section with B-style concrete curb and gutter. The OCI rating for Fish Point Road SE is 27.88 between County Road 21 and Cottonwood Lane SE and 33.53 between Cottonwood Lane SE and Fawn Meadow Curve. With these pavement conditions, it is recommended that the street receive a full pavement replacement. The pavement within the proposed improvement area is aging and exhibiting alligator cracking, edge cracking, transverse cracking, and longitudinal cracking. The bituminous pavement is becoming more brittle due to age and is showing signs of accelerated deterioration. The concrete curb and gutter is in overall fair condition, with cracking occurring mostly at valley gutters for the commercial and industrial driveways. The existing right-of-way (ROW) width for the project ranges from 66 to 100 feet. A geotechnical report was completed by WSB in November of 2018. A total of five soil borings were taken at various locations throughout the project area. The borings indicate bituminous pavement thicknesses from 4 inches to 6 inches. Underlying the pavement was approximately 8 inches to 14 inches of aggregate base. The borings showed silty sand material below the aggregate. The full report can be found in Appendix B. 3.2 Bituminous Trail An existing 8-foot wide bituminous trail is located on the west side Fish Point Road SE. The trail pavement is in poor condition with transverse cracking, heaving and spalling. 3.3 Concrete Sidewalk Existing, 5-foot wide concrete sidewalk extends along the east side Fish Point Road SE for the entire length of the project. The sidewalk pavement is in overall fair condition but include some cracked and settled panels. Pedestrian ramps at the intersection of Fish Point Road SE and Blind Lake Trail and at the intersection of Fish Point Road SE and Fawn Meadow Curve are cracked, have settled panels, and do not meet current ADA standards. 3.4 Public Utilities The City of Prior Lake owns, operates and maintains storm sewer, sanitary sewer, and watermain within the project area. 3.4.1 Storm Sewer and Drainage Existing storm sewer infrastructure exists within the project area. Storm sewer was installed in 1994. Storm sewer in the project area flows to wetlands and ponds adjacent to the project area. Based on field observations, the existing storm sewer is in fair condition. 3.4.2 Sanitary Sewer The sanitary sewer system within the project area was constructed in 1994 and consists of 8-inch PVC pipe. The sanitary sewer for the project area flows north towards the sanitary sewer along Cottonwood Lane, which then flows east towards the Waterfront Passage Business Park. Based on field observations, the existing sanitary sewer manholes and castings are in fair condition. Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 Page 4 3.4.3 Watermain The watermain system within the project area was installed in 1994. The existing watermain consists of 16-inch ductile iron pipe north of Cottonwood Lane and 12-inch ductile iron pipe south of Cottonwood Lane. The existing pipe is in fair condition. There is no history of watermain breaks in the project area. 3.5 Private Utilities Private utilities that have facilities in or near the project area will be notified during the final design phase of the project and will be requested to coordinate any necessary repairs and replacements as needed at their cost. Private utility companies that have facilities within the pro ject area include the following: ▪ Center Point Energy (Gas) ▪ CenturyLink (Telephone) ▪ Mediacom (Fiber Optic/Cable) ▪ Scott Rice/Integra Telephone (Telephone) ▪ Xcel Energy (Electric) ▪ Zayo (Telecom) Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 Page 5 4. PROPOSED IMPROVEMENTS 4.1 Street Full depth reclamation of the bituminous roadway with spot curb and gutter repairs is recommended for Fish Point Road SE. The underlying utility conditions and the existing subgrade beneath the bituminous pavement do not require a full reconstruction of the roadway. This design is based on soil conditions found from the soil borings (see Appendix B) and previous project experience. All proposed improvements are located within platted right-of-way so no permanent easements will be required. Temporary construction easements or waivers of trespass may be required for grading purposes while replacing cracked curb and gutter near driveway entrances. 4.2 Bituminous Trail Removal and replacement of the bituminous trail is recommended for the entire length of the project. 4.3 Concrete Sidewalk Spot replacement of concrete sidewalk is proposed. All pedestrian ramps are proposed to be reconstructed to meet current ADA regulations. 4.4 Public Utilities Due to the condition of the City owned and operated utilities, all existing ut ilities are to remain in-place. Casting adjustments may be necessary for catch basins and manholes within the project area. 4.5 Permits/Approvals The anticipated permits and approvals required, and the respective regulatory agencies are listed below: ▪ Minnesota Pollution Control Agency (NPDES) ............................... Erosion/Storm Water Permit 4.6 Construction Access/Staging The contractor will be responsible for providing access to all properties throughout the project. Access to driveways is restricted during and after concrete curb and aprons are constructed. Parking on the street is not allowed so access to parking lots will be maintained throughout construction. Access to the Prior Lake Fire Station located at 16776 Fish Point Road SE needs to be maintained throughout the project and the contractor shall coordinate work around the entrances to the station as needed. Adequately signed detours will be identified to direct traffic around the construction zones and notify users of the increased truck and construction activity. Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 Page 6 5. FINANCING 5.1 Opinion of Probable Cost A detailed opinion of probable cost is included in Appendix C of this report. The opinion of probable cost is based on projected construction costs for 2019 and includes a 10% contingency and 28% indirect costs. The indirect costs include engineering, legal, and administrative costs associated with the project. The project costs are summarized as follows: Table 2 Fish Point Road Reclamation Project Improvement Estimated Cost Street Improvements $311,500.00 Bituminous Trail Improvements $134,310.00 GRAND TOTAL $445,810.00 5.2 Funding The proposed funding for the improvements is a combination of funding from City funds and assessment to benefiting properties. The City’s funding is from the tax levy. The proposed funding source for each improvement is identified below: Table 3 Fish Point Road Reclamation Project Funding Summary Funding Source Amount Assessments $124,600.00* Tax Levy $321,210.00 GRAND TOTAL $445,810.00 *40% of the street costs 5.3 Preliminary Assessment Roll Assessments will be levied to the benefiting properties as outlined in Minnesota Statute 429 and the City of Prior Lake’s Assessment Policy. Special Assessments to benefiting properties are proposed to fund 40% of the street improvements identified for the project, with the remaining 60% paid for with a tax levy. Trail and sidewalk improvements will be funded using only City funds. The Assessment Review Committee met on November 27, 2018, and reviewed both the front footage and lot area assessment methods. Due to the small difference in cost per property between the two methods and the City’s use of the lot area method on several recent projects, the Assessment Review Committee determined it was most appropriate to use the lot area assessment method for this project. The proposed assessment roll is included in Appendix D of this report, along with an assessment map identifying the benefiting properties. The area assessment is calculated as shown below: Amount to be Assessed = $124,600.00 Total Parcel Area = 18.94 acres Proposed per Acre Assessment = $6,580.56 Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 Page 7 6. PROJECT SCHEDULE The proposed project schedule for the Fish Point Road Reclamation Project is as follows: Accept Feasibility Report/Set Public Hearing ........................................................... December 17, 2018 Public Improvement Hearing/Order Project ........................................................................ January 2019 Approve Plans and Specifications/Authorize Ad for Bid .................................................... February 2019 Open Bids .............................................................................................................................. March 2019 Accept Bids/Award Construction Contract ............................................................................... April 2019 Begin Construction ................................................................................................................... May 2019 Substantial Completion .................................................................................................. September 2019 Conduct Assessment Hearing/Adopt Assessment Roll................................................. September 2019 Final Completion (Final Lift of Bituminous Wear Course) .................................................. October 2019 Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 Page 8 7. FEASIBILITY, NECESSITY, AND COST EFFECTIVENESS The improvements proposed in this study are necessary for a number of reasons. The reconstruction of the streets provides the City with a cost-effective means of continuing the City’s street improvement efforts and ensuring an adequate means of transportation for local residents. The reconstruction of sidewalk and trail within the area is ideal at this time due to the reconstruction of the roads and the worsening state of the pedestrian ramps at the intersections on the project. These improvements will provide a longer lasting product needing less maintenance over time. The proposed improvements constitute a project large enough to ensure a competitive bidding environment, economy of scale, and are deemed to be cost-effective. Based on the information contained within this report, the proposed project is deemed necessary, cost-effective, and feasible from an engineering standpoint. The project feasibility is subject to financial review by the City. Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 Page 9 8. CONCLUSION AND RECOMMENDATION The Fish Point Road Reclamation Project was identified in the City’s Capital Improvement Plan (CIP). The project area extends along Fish Point Road SE between County Road 21 and Fawn Meadow Curve. The roadway improvements include full depth reclamation of the bituminous roadway and spot curb and gutter repairs. The existing trail that runs on the west side of the road has deteriorated and in need of replacement. Replacing this trail, in conjunction with the proposed street improvements, provides an opportunity to minimize the replacement costs and traffic disruptions associated with the work. It is also recommended that all pedestrian curb ramps on the project be replaced to current ADA standards and repairs made to the existing sidewalk. The total estimate cost for the Fish Point Road Reclamation Project is $445,810.00. Funding for the project will be provided through assessments to benefiting properties and City funds. The proposed improvements constitute a project large enough to ensure a competitive bidding environment, economy of scale, and are deemed to be cost-effective. Based on the information contained within this report, the proposed improvements as described can be consid ered necessary, cost-effective, and feasible from an engineering standpoint. Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 APPENDIX A Figures N SCALE IN FEET 0 300150 WSB PROJECT NO.:K:\012877-000\Cad\Exhibits\012877-000 Feasibility Report Figures.dwg 12/10/2018 4:12:06 PM12877-000 Figure 1: Project Location Fish Point Road Reclamation Project City of Prior Lake, MN PROJECT LOCATION B L I N D L A K E T R L S E FISH POINT RD SEC O T T O N W O O D L N S E CURVEFAWN MEAD CRE D I T RIVER RD SE EA G L E C R E E K A V E S E O W WSB PROJECT NO.:K:\012877-000\Cad\Exhibits\012877-000 Feasibility Report Figures.dwg 12/10/2018 4:12:07 PM12877-000 Figure 2: Typical Section City of Prior Lake, MN EXISTING B618 CURB & GUTTER EXISTING B618 CURB & GUTTER 33' TO 50' R/W 33' TO 50' R/W 14' TO 15' DRIVING LANE 14' TO 15' DRIVING LANE8' TRAIL 8' BLVD 10' BLVD 5' CONC WALK ℄ 1.5" TYPE 9.5 SP WEAR COURSE MIX (SPWEA240C) 2357 BITUMINOUS TACK COAT 2" TYPE 12.5 SP NON WEAR COURSE MIX (SPNWB230C) 11" RECLAIMED AGGREGATE BASE 1.5" TYPE 9.5 SP WEAR COURSE MIX (SPWEA240C) 2357 BITUMINOUS TACK COAT 6" AGGREGATE BASE CL 5 100% CRUSHED LIMESTONE 2.5" BITUMINOUS TRAIL 6" CONCRETE SIDEWALK Fish Point Road Reclamation Project WSB PROJECT NO.:K:\012877-000\Cad\Exhibits\012877-000 Feasibility Report Figures.dwg 12/10/2018 4:12:07 PM12877-000 Figure 3: Existing Trail and Sidewalk Condition City of Prior Lake, MN Fish Point Road Reclamation Project Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 APPENDIX B Geotechnical Report GEOTECHNICAL REPORT 2019 STREET IMPROVEMENTS FISH POINT ROAD SE | PRIOR LAKE, MN November 8, 2018 Prepared for: City of Prior Lake 17073 Adelmann Street SE Prior Lake, MN 55372 WSB PROJECT NO. 012877-000 GEOTECHNICAL REPORT Geotechnical Report 2019 Street Improvements City of Prior Lake, Minnesota WSB Project No. 012877-000 2019 STREET IMPROVEMENTS FISH POINT ROAD SE PRIOR LAKE, MINNESOTA FOR CITY OF PRIOR LAKE NOVEMBER 8, 2018 CERTIFICATION Geotechnical Report 2019 Street Improvements City of Prior Lake, Minnesota WSB Project No. 012877-000 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Mark W. Osborn, PE Date: November 8, 2018 Lic. No. 41362 540 Gateway Boulevard | Suite 100 | Burnsville, MN 55337 | (952) 737-4660 Building a legacy – your legacy. Equal Opportunity Employer | wsbeng.com November 8, 2018 Mr. Jason Wedel, PE City Engineer City of Prior Lake 17073 Adelmann Street SE Prior Lake, MN 55372 Re: Geotechnical Report 2019 Street Improvements Fish Point Road SE Prior Lake, Minnesota WSB Project No.: 012877-000 We have conducted a geotechnical subsurface exploration program for the above referenced project. This report contains our soil boring logs, an evaluation of the conditions encountered in the borings and our recommendations for reconstruction of the street and related construction considerations. If you have any questions concerning this report or our recommendations, or for construction material testing for this project, please call us at (952) 737-4660. Sincerely, WSB & Associates, Inc. Mark Osborn, PE Darin Hyatt, PE Geotechnical Project Engineer Senior Geotechnical Engineer Attachment: Geotechnical Report MWO/tw TABLE OF CONTENTS Geotechnical Report 2019 Street Improvements City of Prior Lake, Minnesota WSB Project No. 012877-000 TITLE SHEET CERTIFICATION SHEET LETTER OF TRANSMITTAL TABLE OF CONTENTS 1. INTRODUCTION ................................................................................................................................... 1 Project Location ......................................................................................................................... 1 Project Description .................................................................................................................... 1 Purpose and Project Scope of Services .................................................................................... 1 2. PROCEDURES ..................................................................................................................................... 2 2.1 Boring Layout and Soil Sampling Procedures ........................................................................... 2 2.2 Groundwater Measurements and Borehole Abandonment ....................................................... 2 2.3 Boring Log Procedures and Qualifications ................................................................................ 2 3. EXPLORATION RESULTS .................................................................................................................. 3 3.1 Site and Geology ....................................................................................................................... 3 3.2 Subsurface Soil and Groundwater Conditions .......................................................................... 3 3.3 Strength Characteristics ............................................................................................................ 3 3.4 Groundwater Conditions ............................................................................................................ 3 4. ENGINEERING ANALYSIS AND RECOMMENDATIONS .................................................................. 5 4.1 Discussion ................................................................................................................................. 5 4.2 Pavement Areas ........................................................................................................................ 5 4.3 Frost Free Pavement Design ..................................................................................................... 6 4.4 Backfill and Fill Selection and Compaction ............................................................................... 7 4.5 Construction Considerations ..................................................................................................... 7 4.6 Construction Safety ................................................................................................................... 7 4.7 Cold Weather Construction ....................................................................................................... 7 4.8 Field Observation and Testing................................................................................................... 8 4.9 Plan Review and Remarks ........................................................................................................ 8 5. STANDARD OF CARE ......................................................................................................................... 9 Appendix A Soil Boring Exhibit Logs of Test Borings Symbols and Terminology on Test Boring Log Notice to Report Users Boring Log Information Unified Soil Classification System (USCS) Geotechnical Report 2019 Street Improvements City of Prior Lake, Minnesota WSB Project No. 012877-000 Page 1 1. INTRODUCTION Project Location The site is located along Fish Point Road SE between Eagle Creek Avenue SE and Fawn Meadow Curve SE, within the City of Prior Lake, Minnesota. The approximate soil boring locations can be found on the Soil Boring Exhibit in Appendix A. Project Description The roadway is 2-lanes and bituminous surfaced, with concrete curb and gutters. It is proposed to reconstruct the roadway including spot replacement of the concrete curb and gutter, soil corrections below the pavement section where necessary, and all new bituminous pavement. We understand that no sanitary or watermain utility reconstruction is planned, other than replacement of some gate valves and repair of manholes. We understand that the horizontal and vertical alignment of the roadway will not be changed from existing conditions. WSB has developed recommendations for this project in consideration of the proposed layout and configurations as understood at this time. When the City of Prior Lake (City) develops additional information, the recommendations presented herein may no longer apply. WSB must be made aware of the revised or additional information in order to evaluate the recommendations for continued applicability. Purpose and Project Scope of Services Emily Lueth with WSB authorized this scope of service. In order to assist the design team in preparing plans and specifications, we have developed recommendations for subgrade improvements and pavement section design. As such, we have completed a subsurface exploration program and prepared a geotechnical report for the referenced site. This stated purpose was a significant factor in determining the scope and level of service provided. Should the purpose of the report change the report immediately ceases to be valid and use of it without WSB’s prior review and written authorization shall be at the user’s sole risk. Our authorized scope of work has been limited to: 1. Mobilization / demobilization of a truck mounted drill rig. 2. Clearing underground utilities utilizing Gopher State One Call. 3. Drilling 5 standard penetration borings to about 5 foot depths. 4. Sealing the borings per Minnesota Department of Health procedures. 5. Perform soil classification and analysis. 6. Review of readily available project information and geologic data. 7. Providing this geotechnical report containing: a. Summary of our findings. b. Discussion of subsurface soil and groundwater conditions and how they may affect the proposed pavements. c. Estimated R-value of the soils. d. Recommended pavement section. e. A discussion of soils for use as structural fill and site fill. Geotechnical Report 2019 Street Improvements City of Prior Lake, Minnesota WSB Project No. 012877-000 Page 2 2. PROCEDURES 2.1 Boring Layout and Soil Sampling Procedures WSB proposed to complete 5 standard penetration soil borings along the proposed roadway reconstruction area. WSB recommended the boring depths and selected the desired locations. Borings were located based on review of existing aerial maps. The approximate boring locations are shown on the Soil Boring Exhibit in Appendix A which is an aerial photo. The ground surface elevations at the borings were not determined. The borings were performed on November 2, 2018. The drilling was subcontracted to Glacial Ridge Drilling due to the project schedule. The drill crew advanced the borings using continuous hollow stem augers. Drilling methods, crew chief, depths, sampling interval, casing usage, groundwater observations, test data, and other drilling information are indicated on the boring logs. Generally, the drill crew sampled the soil in advance of the auger tip at two foot intervals to the boring termination depth. The soil samples were obtained using a split-barrel sampler which was driven into the ground during standard penetration tests in accordance with ASTM D 1586, Standard Method of Penetration Test and Split-Barrel Sampling of Soils. The materials encountered were described on field logs and representative samples were containerized, and transported to our laboratory for fur ther examination and testing. The samples were visually examined to estimate the distribution of grain sizes, plasticity, consistency, moisture condition, color, presence of lenses and seams, and apparent geologic origin. We classified the soils according to type using the Unified Soil Classification System (USCS). A chart describing the USCS is included in Appendix A. 2.2 Groundwater Measurements and Borehole Abandonment The drill crew observed the borings for free groundwater while drilling and after completion of the borings. These observations and measurements are noted on the boring logs. The crew then backfilled the borings to comply with Minnesota Department of Health regulations. 2.3 Boring Log Procedures and Qualifications The subsurface conditions encountered by the test borings are illustrated on the Logs of Test Borings in Appendix A. Similar soils were grouped into the strata shown on the boring logs, and the appropriate estimated USCS classification symbols were also added. The depths and t hickness of the subsurface strata indicated on the boring logs were estimated from the drilling results. The transition between materials (horizontal and vertical) is approximate and is usually far more gradual than shown. Information on actual subsurface conditions exists only at the specific locations indicated and is relevant only to the time exploration was performed. Subsurface conditions and groundwater levels at other locations may differ from conditions found at the indicated locations. The nature and extent of these conditions would not become evident until exposed by construction excavation. These stratification lines were used for our analytical purposes and, due to the aforementioned limitations, should not be used as a basis of design or construction cost estimates. Geotechnical Report 2019 Street Improvements City of Prior Lake, Minnesota WSB Project No. 012877-000 Page 3 3. EXPLORATION RESULTS 3.1 Site and Geology The borings were completed through the existing bituminous pavement sections. The Scott County Geologic Atlas indicates that the surficial geology of the area is mostly glacial till deposits. The glacial tills are unsorted deposits of clays, silts, and sands. Gravel and cobbles may be encountered in areas as well. 3.2 Subsurface Soil and Groundwater Conditions The boring profile generally consisted of the existing pavement sections overlying fills and glacial till deposits. Existing Pavements The existing bituminous pavement ranged in thickness from about 4 to 6 inches, and averaged about 5 inches. The aggregate base material ranged in thickness from about 8 to 14 inches and averaged 10 ½ inches. Fills Borings PB-2 and PB-3 encountered clayey sands, sands with clay, and silty sand that appeared to be fill materials. These soils were brown to dark brown in color and generally moist. The fills extended to depths of up to 4 feet below grade. Glacial Till The glacial till deposits encountered in the borings generally consisted of silt, sands with silt, silty sands, sandy lean clays, lean clays with sand, and lean clays. These soils were brown to gray in co lor, and were generally moist and in some instances wet. 3.3 Strength Characteristics The penetration resistance N-values of the materials encountered were recorded during drilling and are indicated as blows per foot (BPF). Those values provide an indication of soil strength characteristics and are located on the boring log sheets. Also, visual-manual classification techniques and apparent moisture contents were also utilized to make an engineering judgment of the consistency of the materials. Table 1 presents a summary of the penetration resistances in the soils for the borings completed and remarks regarding the material strengths of the soils. Table 1: Penetration Resistances Soil Type Classification Penetration Resistances Remarks Fill Varies 13 to 36 BPF Generally well compacted Glacial Till CL 9 to 12 BPF Average 11 BPF Soft to firm Generally firm Glacial Till SP-SM, SP, ML 6 to 14 BPF Average 11 BPF Loose to medium dense Generally medium dense The preceding is a generalized description of soil conditions at this site. Variations from the generalized profile exist and should be assessed from the boring logs, the normal geologic character of the deposits, and the soils uncovered during site excavation. 3.4 Groundwater Conditions WSB took groundwater level readings in the exploratory borings, re viewed the data obtained, and discussed its interpretation of the data in the text of the report. Note that groundwater levels may fluctuate due to seasonal variations (e.g. precipitation, snowmelt and rainfall) and/or other factors not Geotechnical Report 2019 Street Improvements City of Prior Lake, Minnesota WSB Project No. 012877-000 Page 4 evident at the time of measurement. The bore holes were only left open a short period of time, and groundwater levels may not have stabilized. No groundwater was encountered during the drilling process . Gray colored soils were encountered in Borings PB-3, PB-4, and PB-5. Gray colored soils can be an indication of long term saturation conditions and could show potential groundwater elevations. Based on the borings, it is our opinion that groundwater will not be encountered during the proposed reconstruction of the roadway. Geotechnical Report 2019 Street Improvements City of Prior Lake, Minnesota WSB Project No. 012877-000 Page 5 4. ENGINEERING ANALYSIS AND RECOMMENDATIONS 4.1 Discussion Existing Pavements We understand the entire bituminous pavement area will be removed during the site reconstruction. The bituminous asphalt is likely reusable as a part of a new bituminous section or recycled within a MnDOT Class 5 aggregate base material. Fills The fills were likely placed during the previous street construction or installation of utilities. Clay fills are generally acceptable for pavement support, however where they are wet and soft they should be partially excavated and replaced with an engineered fill. Granular fills would be suitable subgrade materials below pavement and utility areas. Glacial till The natural clays, silts, and silty sands encountered below the pavements and fills range from poor to good subgrade soils. Clays are generally acceptable for pavement or utility support, however where they are wet and soft they should be partially excavated and replaced with an engineered fill. Silts are generally poorly suited as subgrade soils. Silt soils are not recommended for direct support of pavements due to their high frost heave potential and because they are sensitive to moisture changes , easily disturbed by construction traffic, and difficult to compact. Where silt soils are present at the top of grading grade we expect a partial subcut and replacement with an engineered fill will be required. General Generally, the soils in the upper 4 feet of the subgrade influence pavement performance the most. The soils within the pavement subgrade included clays and silts, which are frost susceptible soils. Consideration should be given to partially subcutting these soils and replacing with a n on-frost susceptible granular fill to reduce the potential frost heave below the pavement section. 4.2 Pavement Areas Table 2 below presents the existing roadway pavement section and subgrade profiles. Table 2: Roadway Soil Boring Profiles Boring No. Bituminous Thickness (inches) Aggregate Base Thickness (inches) Subgrade Soils (Upper 4 feet) PB-1 5 12 Silt PB-2 5 8 Fill (Clayey Sand, Sand with Clay) PB-3 6 10 ½ Fill (Silty Sand), Sandy Lean Clay PB-4 5 9 Silty Sand PB-5 4 14 Silty Sand General After removal of the existing aggregate base material, we recommend any silt encountered in the subgrade be excavated a minimum of 2 feet and replaced by a clay or sand fill. Additionally, any soft, wet clay should be excavated a minimum of 2 feet and replaced by an engineered clay or sand fill. This will reduce the risk of frost heave and create a more stable subgrade below the roadway. Proof roll tests should be utilized to help identify areas that may require additional corrective action such as scarifying, disking, and compaction or sub-excavations. The proof roll test should generally follow the requirements of MnDOT 2111, except a fully loaded tandem axle dump truck or a full water truck should be utilized for the proof roll. We also recommend a proof roll be performed again on the aggregate base Geotechnical Report 2019 Street Improvements City of Prior Lake, Minnesota WSB Project No. 012877-000 Page 6 just prior to placement of the bituminous pavement. Where aggregate base proof roll tests fail to meet project specifications, we recommend the aggregate base be excavated and subgrade soils be excavated a minimum of 1 foot and replaced with a granular fill. Deeper excavations may be necessary depending on the condition of the subgrade soils. Once the site has been prepared as recommended, we anticipate the subgrade will consist of a mixture of sandy lean clay, sand with clay, clayey sand, silty sand, and silts. Based on a MnDOT Technical Memo from June 2014, these soils would have estimated R-values of about 10 to 30. Based on our recommendations, it is our opinion a design R-value of 15 should be used for this roadway. Based on MnDOT Traffic Data available online, the roadway has an Annual Average Daily Traffic (AADT) ranging from 3,000 to 3,700 vehicles. Based on traffic counts of 3,700 vehicles in 2015, we used a 3% growth rate to determine traffic counts for the design period of the roadway (2019 to 2039). We used MinniESAL Traffic Forecast Program available from MnDOT to determine the Estimated Single Axle Loads (ESAL’s) of the roadway. Based on an urban vehicle distribution and a 10-ton roadway design, we calculated the ESAL’s to be approximately 521,000. We used MnPAVE software (version 6.3) available from MnDOT and utilizing a mechanistic-empirical design method to determine recommended pavement section thicknesses. Based on the above design criteria, we recommend the pavement section in Table 3. This pavement section is similar to average existing pavement conditions. Table 3: Recommended Flexible Pavement Section Section Thickness (inches) Bituminous Wear Course, MnDOT 2360 2 ½ Bituminous Base Course, MnDOT 2360 2 ½ MnDOT Class 5 Aggregate Base 11 Within several years after initial paving, some thermal shrinkage cracks will develop. We recommend routine maintenance be performed to improve pavement performance and increase pavement life. Pavement should be sealed with a liquid bitumen sealer to ret ard water intrusion into the base course and subgrade. Localized patch failures may also develop where trucks or buses turn on the pavement. When these occur, they should be cut out and patch repaired. The pavement sections in Table 3 above provides options to meet the requirements per MnPave design. Other pavement design options would be acceptable as well as long as they meet the minimum requirements for bituminous thickness, aggregate base thickness, and can meet the ESAL requirements. 4.3 Frost Free Pavement Design Optionally, the use of a non-frost susceptible sand cushion will help reduce the effects of frost heave. Based on the design section in Table 3, in our opinion placement of 12 inches of select granular fill below the Class 5 Aggregate Base should generally provide for a non-frost susceptible subgrade. It should be noted that any granular fill placed below the pavement section will provide positive benefits for reduced potential frost heave. The owner should evaluate the costs and benefit of this option. Drainage of this sand cushion will be necessary. Drain tile wrapped in a sock should be placed at the base of the sand cushion and tied into catch basins. We recommend the sand cushion contain a select granular sand with less than 12% passing the #200 sieve. Alternately, a 3 inch minus rock fill could be placed instead of a select granular sand. Geotechnical Report 2019 Street Improvements City of Prior Lake, Minnesota WSB Project No. 012877-000 Page 7 4.4 Backfill and Fill Selection and Compaction The on-site non-organic soils may be reused as backfill and fill provided they are moistur e conditioned and can be compacted to their specified densities. Any wet soils excavated would need to be dried before reuse as an engineered fill. We recommend use of a minimum of 2 feet of clean coarse sand with less than 50 percent passing the #40 sieve and less than 5 percent passing the #200 sieve when backfilling the bottom of a wet excavation. Backfills with cobbles larger than six inches (6”) should not be placed below pavements. We recommend that sandy soils be moisture conditioned to meet compaction specifications and clay soils be moisture conditioned to within 2 percent below to 2 percent above their optimum moisture contents as determined from their standard Proctor tests (ASTM D-698). Fill should be spread in lifts of 8 to 10 inches for clays and 10 to 12 inches for sands, depending on the size and type of compaction equipment used. Table 4 provides the recommended compaction levels. Table 4: Recommended Level of Compaction for Backfill and Fill Area Percent of Standard Proctor Maximum Dry Density Pavement: Within 3 feet of grading grade 100 Pavement: Greater than 3 feet below grading grade 95 Landscaping (non-structural) 90 4.5 Construction Considerations Good surface drainage should be maintained throughout the work so that the site is not vulnerable to ponding during or after a rainfall. The excavation for any soil correction should not encounter groundwater intrusion. However, if water does enter excavations, it should be promptly removed prior to further construction activities. Under no circumstances should fill be placed into standing water. Soil corrections at this site for pavement subgrades may not be continuous in all areas. We recommend tapering the fills back to native soils at a ten to one (10:1) slope. 4.6 Construction Safety 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 this OSHA requirement should be included in the job specifications. The responsibility to provide safe working conditions on this site, for earthwork, building construction, or any associated operations is solely that of the contractor. This responsibility is not borne in any manner by WSB. 4.7 Cold Weather Construction It is our understanding that construction is unlikely to occur during the winter months. However, if the construction does continue into the winter months we recommend the following guidelines. Roadbed embankments should not be constructed during periods when the embankment material freezes while being placed and compacted, nor should any embankment material be placed on soil that is frozen to a depth greater than 4 inches. When the soils are frozen to a depth exceeding 4 inches, at a time when weather conditions are such that embankment construction could be continued without the material freezing as it is being placed and compacted, the contractor may be permitted to excavate the frozen soil and proceed with the embankment construction for so long as the weather will permit. The frozen soils should be pulverized or replaced with other suitable soils, as may be necessary to construct the embankments as specified. Only unfrozen fill should be used. Geotechnical Report 2019 Street Improvements City of Prior Lake, Minnesota WSB Project No. 012877-000 Page 8 4.8 Field Observation and Testing The soil conditions illustrated on the Logs of Test Borings in Appendix A are indicative of the conditions only at the boring locations. WSB also recommends a representative number of field density tests be taken in all engineere d fill and backfill placed to aid in judging its suitability. Fill placement and compaction should be monitored and tested to determine that the resulting fill and backfill conforms to specified density, strength or compressibility requirements. We recommend at least one compaction test for every 150 feet of roadway at a vertical interval of two (2) feet. Prior to use, any proposed fill and backfill material should be submitted to the WSB laboratory for testing to verify compliance with recommendations and project specifications. Dynamic Cone Penetrometer (DCP) tests can be completed in the aggregate base in lieu of density testing. W e recommend following MnDOT Specification 2211.3.D.2.c. WSB would be pleased to provide the necessary field observation, monitoring and testing services during construction. 4.9 Plan Review and Remarks The observations, recommendations and conclusions described in this report are based primarily on information provided to WSB, obtained from our subsurface exploration, our experience, several necessary assumptions and the scopes of service developed for this project and are for the sole use of our client. We recommend that WSB be retained to perform a review of final design drawing and specifications to evaluate that the geotechnical engineering report has not been misinterpreted. Should there be any changes in the design related to this project or if there are any uncertainties in the report we should be notified. We would be pleased to review any project changes and modify the recommendations in this report (if necessary) or provide any clarification in writing. The entire report should be kept together; for example, boring logs should not be removed and placed in the specifications separately. The boring logs and related information included in this report are indicators of the subsurface conditions only at the specific locations indicated on the Soil Boring Exhibit and times noted on the Logs of Test Boring sheets in Appendix A. The subsurface conditions, including groundwater levels, at other locations on the site may differ significantly from conditions that existed at the time of sampling and at the boring locations. The test borings were put down by WSB solely to obtain indications of subsurface conditions as part of a geotechnical exploration program. No services were performed to evaluate subsurface environmental conditions. WSB has not performed any observations, investigations, studies or testing that is not specifically listed in the scope of service. WSB shall not be liable for failing to discover any condition whose discovery required the performance of services not authorized by the Agreement. Geotechnical Report 2019 Street Improvements City of Prior Lake, Minnesota WSB Project No. 012877-000 Page 9 5. STANDARD OF CARE The recommendations and opinions contained in this report are based on our professional judgment. The soil testing and geotechnical engineering services performed for this project have been performed with the level of skill and diligence ordinarily exercised by reputable members of the same profession under similar circumstances, at the same time and in the same or a similar locale. No warranty, either expressed or implied, is made. Geotechnical Report Appendix A 2019 Street Improvements City of Prior Lake, Minnesota WSB Project No. 012877-000 APPENDIX A Soil Borings Exhibit Logs of Test Borings Symbols and Terminology on Test Boring Log Notice to Report Users Boring Log Information Unified Soil Classification Sheet (USCS) E A G L E C R E E K A V S E B L IN D L A K E T R L S E LI LACLN SEC R E D ITR IV E R R D S E ITASCAAV SEWILDERNESS TRL SEFAWN MEADOW CURVE SEFAWNMEADOW CURVE SEFISH POINT RD SEWYN D HAMCT SEWELL I NGTONCT SECREDITRIVERRD SEFISHPOINTRD SEEAGLE CREE K AV SE F AW N M EA D O W C U R VE SELEXINGTONCT SELILAC LN SE W IN D SOR L N S E BROOKS CIR SE ADELMANN ST SECRIMSON CT SEFAWN CT SEC O T T O N W O O D L N S E EA GLE CREEK AVCR E D I T R I V E R R D S E Project Location 0200Feet¯Project Map 2019 Street Reconstruction Project Prior Lake, MN Document Path: K:\010344-000\GIS\Maps\JUNK.mxd Date Saved: 9/11/2018 4:23:56 PM1 inch = 382 feet 3 1/4" HSA 0' - 4.5' ML SP-SM Pavement Section Glacial Till 1 2 3 SB SB SB 28 18 13 5" BITUMINOUS ASPHALT 12" BASE: Sand with Gravel and Silt, dark brown, moist SILT, brown, moist, medium dense SAND WITH SILT, fine grained, light brown, moist, medium dense End of Boring 6.0 ft. TIME CASING DEPTH CAVE-IN DEPTH WATER DEPTH WATER ELEVATION WATER LEVEL MEASUREMENTS SAMPLED DEPTHDATE METHOD START: 11/02/2018 END: 11/02/2018 Logged By: MWOGRD Notes: Crew Chief: LABORATORY TESTS MC (%) DD (pcf) LL (%) PL (%) 4.5 269:00 am11/02/2018 None PROJECT NAME: 2019 Street Improvements LOG OF TEST BORING PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-1 PAGE 1 OF 1CLIENT/WSB #: 012877-000 DEPTH (ft) 1 2 3 4 5 6 7 USCS GEOLOGIC ORIGIN SAMPLE No.TYPEWLN WSB BORING LOG - WSB.GDT - 11/5/18 14:28 - C:\USERS\MARKO\DOCUMENTS\PRIOR LAKE - 2019 ST IMP 012877-000.GPJDESCRIPTION OF MATERIAL 3 1/4" HSA 0' - 4.5' Fill SP-SC SM Pavement Section Fill Glacial Till 1 2 3 SB SB SB 25 20 6 5" BITUMINOUS ASPHALT 8" BASE: Crushed Limestone FILL, Clayey Sand with Gravel, dark brown, moist FILL, Sand with a little Clay, dark brown, moist SILTY SAND, fine grained, brown, moist, loose End of Boring 6.0 ft. TIME CASING DEPTH CAVE-IN DEPTH WATER DEPTH WATER ELEVATION WATER LEVEL MEASUREMENTS SAMPLED DEPTHDATE METHOD START: 11/02/2018 END: 11/02/2018 Logged By: MWOGRD Notes: Crew Chief: LABORATORY TESTS MC (%) DD (pcf) LL (%) PL (%) 4.5 269:45 am11/02/2018 None PROJECT NAME: 2019 Street Improvements LOG OF TEST BORING PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-2 PAGE 1 OF 1CLIENT/WSB #: 012877-000 DEPTH (ft) 1 2 3 4 5 6 7 USCS GEOLOGIC ORIGIN SAMPLE No.TYPEWLN WSB BORING LOG - WSB.GDT - 11/5/18 14:28 - C:\USERS\MARKO\DOCUMENTS\PRIOR LAKE - 2019 ST IMP 012877-000.GPJDESCRIPTION OF MATERIAL 3 1/4" HSA 0' - 4.5' SM CL Pavement Section Fill Glacial Till 1 2 3 SB SB SB 26 12 12 6" BITUMINOUS ASPHALT 10 1/2" BASE: Crushed Limestone FILL, Silty Sand, brown, moist SANDY LEAN CLAY, gray, moist, firm End of Boring 6.0 ft. TIME CASING DEPTH CAVE-IN DEPTH WATER DEPTH WATER ELEVATION WATER LEVEL MEASUREMENTS SAMPLED DEPTHDATE METHOD START: 11/02/2018 END: 11/02/2018 Logged By: MWOGRD Notes: Crew Chief: LABORATORY TESTS MC (%) DD (pcf) LL (%) PL (%) 4.5 2610:30 am11/02/2018 None PROJECT NAME: 2019 Street Improvements LOG OF TEST BORING PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-3 PAGE 1 OF 1CLIENT/WSB #: 012877-000 DEPTH (ft) 1 2 3 4 5 6 7 USCS GEOLOGIC ORIGIN SAMPLE No.TYPEWLN WSB BORING LOG - WSB.GDT - 11/5/18 14:28 - C:\USERS\MARKO\DOCUMENTS\PRIOR LAKE - 2019 ST IMP 012877-000.GPJDESCRIPTION OF MATERIAL 3 1/4" HSA 0' - 4.5' SM CL Pavement Section Glacial Till 1 2 3 SB SB SB 13 14 10 5" BITUMINOUS ASPHALT 9" BASE: Crushed Limestone SILTY SAND, fine grained, brown, moist, medium dense LEAN CLAY, brownish gray, moist, firm End of Boring 6.0 ft. TIME CASING DEPTH CAVE-IN DEPTH WATER DEPTH WATER ELEVATION WATER LEVEL MEASUREMENTS SAMPLED DEPTHDATE METHOD START: 11/02/2018 END: 11/02/2018 Logged By: MWOGRD Notes: Crew Chief: LABORATORY TESTS MC (%) DD (pcf) LL (%) PL (%) 4.5 2611:15 am11/02/2018 None PROJECT NAME: 2019 Street Improvements LOG OF TEST BORING PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-4 PAGE 1 OF 1CLIENT/WSB #: 012877-000 DEPTH (ft) 1 2 3 4 5 6 7 USCS GEOLOGIC ORIGIN SAMPLE No.TYPEWLN WSB BORING LOG - WSB.GDT - 11/5/18 14:28 - C:\USERS\MARKO\DOCUMENTS\PRIOR LAKE - 2019 ST IMP 012877-000.GPJDESCRIPTION OF MATERIAL 3 1/4" HSA 0' - 4.5' SM CL Pavement Section Glacial Till 1 2 3 SB SB SB 36 11 9 4" BITUMINOUS ASPHALT 14" BASE: Crushed Limestone SILTY SAND, fine grained, brown, moist, medium dense LEAN CLAY WITH SAND, brown to gray, moist, soft End of Boring 6.0 ft. TIME CASING DEPTH CAVE-IN DEPTH WATER DEPTH WATER ELEVATION WATER LEVEL MEASUREMENTS SAMPLED DEPTHDATE METHOD START: 11/02/2018 END: 11/02/2018 Logged By: MWOGRD Notes: Crew Chief: LABORATORY TESTS MC (%) DD (pcf) LL (%) PL (%) 4.5 2612:00 pm11/02/2018 None PROJECT NAME: 2019 Street Improvements LOG OF TEST BORING PROJECT LOCATION: Prior Lake, Minnesota BORING NUMBER PB-5 PAGE 1 OF 1CLIENT/WSB #: 012877-000 DEPTH (ft) 1 2 3 4 5 6 7 USCS GEOLOGIC ORIGIN SAMPLE No.TYPEWLN WSB BORING LOG - WSB.GDT - 11/5/18 14:28 - C:\USERS\MARKO\DOCUMENTS\PRIOR LAKE - 2019 ST IMP 012877-000.GPJDESCRIPTION OF MATERIAL SYMBOLS AND TERMINOLOGY ON TEST BORING LOG SYMBOLS Drilling and Sampling Laboratory Testing Symbol Description HSA 3-1/4” LD. Hollow stem auger _ FA 4”, 6” or 10” diameter flight auger _HA 2”, 4”, or 6” hand auger _DC 2-1/2”, 4”, 5”, or 6” steel drive casing _RC Size A, B or N rotary casing PD Pipe drill or cleanout tube CS Continuous split barrel sampling DM Drilling mud JW Jetting water SB 2” O.D. split barrel sampling _L 2-1/2” or 3-1/2” O.D. SB liner sampler _T 2” or 3” thin walled tube sample 3TP 3” thin walled tube using pitcher sampler _TO 2” or 3” thin walled tube using Osterberg sampler W Wash sample B Bag sample P Test pit sample _Q BQ, NQ, or PQ wire line system _X AX, BX, or NX double tube barrel N Standard penetration test, blows per foot CR Core recovery, percent WL Water level ź Water level NMR No measurement recorded, primarily due to presence of drilling or coring fluid. Symbol Description W Water content, % (ASTM** D2216) D Dry density, pcf LL Liquid limit (ASTM D4318) PL Plastic limit (ASTM D4318) -Inserts in last column (Qu or RQD)- Qu Unconfined compressive strength, psf (ASTM D2166) Pq Penetrometer reading, tsf (ASTM D1558) Ts Torvane reading, tsf G Specific gravity (ASTM D854) SL Shrinkage limits (ASTM D427) OC Organic content-combustion method (ASTM D2974) SP Swell pressure, tsf (ASTM D4546) PS Percent swell under pressure (ASTM D4546) FS Free swell, % (ASTM D4546) SS Shrink swell, % (ASTM D4546) pH Hydrogen ion content-Meter Method (ASTM D4972) SC Sulfate content, parts/million or mg/l CC Chloride content, parts/million or mg/l C* One dimensional consolidation (ASTM D2435) Qc* Triaxial compression (ASSTM D2850 and D4767) D.S.* Direct Shear (ASTM D3080) K* Coefficient of permeability, cm/sec (ASTM D2434) P* Pinhole test (ASTM D4647) DH* Double hydrometer (ASTM D4221) MA* Particle size analysis (ASTM D422) R Laboratory electrical resistivity, ohm-cm (ASTM G57) E* Pressuremeter deformation modulus, tsf (ASTM D4719) PM* Pressuremeter test (ASTM D4719) VS* Field vane shear (ASTM D2573) IR* Infiltrometer test (ASTM D3385) RQD Rock quality designation, percent *Results shown on attached data sheet or graph **ASTM designates American Society for Testing and Materials TERMINOLOGY Particle Sizes Soil layering and Moisture Type Size Range Boulders > 12” Cobbles 3” – 12” Coarse gravel 3/4” – 3” Fine gravel #4 sieve – 3/4” Coarse sand #4 - #10 sieve Medium sand #10-#40 sieve Fine sand #40-#200 sieve Silt 100% passing #200 sieve and > 0.005mm Clay 100% passing #200 sieve and < 0.005mm Term Visual Observation Lamination Up to 1/4” thick stratum Varved Altering laminations of any combination of clay, silt, fine sand, or colors Lenses Small pockets of different soils in a soil mass Stratified Altering layers of varying materials or colors Layer 1/4” to 12” thick stratum Dry Powdery, no noticeable water Moist Damp, below saturation Waterbearing Pervious soil below water Wet Saturated, above liquid limit Gravel Content Standard Penetration Resistance Coarse-Grained Soils Fine-Grained Soils Cohesionless Soils Cohesive Soils % Gravel Description 2-15 A little gravel 16-49 With gravel % Gravel Description < 5 Trace of gravel 5-15 A little gravel 16-30 With gravel 31-49 Gravelly N-Value Relative Density 0-4 Very loose 5-10 Loose 11-30 Medium dense 31-50 Dense > 50 Very dense N-Value Consistency 0-4 Very soft 5-8 Soft 9-15 Firm 16-30 Hard > 30 Very hard NOTICE TO REPORT USERS BORING LOG INFORMATION Subsurface Profiles The subsurface stratification lines on the graphic representation of the test borings show an approximate boundary between soil types or rock. The transition between materials is approximate and is usually far more gradual than shown. Estimating excavation depths, soil volumes and other computations relying on the subsurface strata may not be possible to any degree of accuracy. Water Level WSB & Associates, Inc. took groundwater level readings in the exploratory borings, reviewed the data obtained, and discussed its interpretation of the data in the text of this report. The groundwater level may fluctuate due to seasonal variations caused by precipitation, snowmelt, rainfalls, construction or remediation activities, and/or other factors not evident at the time of measurement. The actual determination of the subsurface water level is an interpretative process. Subsurface water level may not be accurately depicted by the levels indicated on the boring logs. Normally, a subsurface exploration obtains general information regarding subsurface features for design purposes. An accurate determination of subsurface water levels is not possible with a typical scope of work. The use of the subsurface water level information provided for estimating purposes or other site review can present a moderate to high risk of error. The following information is obtained in the field and noted under “Water Level Measurements” at the bottom of the log. Sampled Depth: The lowest depth of soil sampling at the time a water level measurement is taken. Casing Depth: The depth to the bottom of the casing or hollow-stem auger at the time of water level measurement. Cave-In Depth: The depth at which the measuring tape stops in the bore hole. Water Level: The point in the bore hole at which free-standing water is encountered by a measuring tape dropped from the surface inside the casing. Drilling Fluid Level: Similar to the water level, except the liquid in the bore hole is a drilling fluid. Obstruction Depths Obstructions and/or obstruction depths may be noted on the boring logs. Obstruction indicates the sampling equipment encountered resistance to penetration. It must be realized that continuation of drilling, the use of other drilling equipment or further exploration may provide information other than that depicted on the logs. The correlation of obstruction depths on the log with construction features such as rock excavation, foundation depths, or buried debris cannot normally be determined with any degree of accuracy. For example, penetration of weathered rock by soil sampling equipment may not correlate with removal by certain types of construction equipment. Using this information for estimating purposes often results in a high degree of misinterpretation. Accurately identifying the obstruction or estimating depths where hard rock is present over the site requires a scope of service beyond the normal geotechnical exploration program. The risk of using the information noted on the boring logs for estimating purposes must be understood. Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 APPENDIX C Opinion of Probable Cost WSB Project:Fish Point Road Reclamation Project Design By:KJG Project Location:Prior Lake Checked By:EAL City Project No.:TRN19-000003 WSB Project No:012877-000 Date:12/10/2018 Item No. MN/DOT Specification No. Description Unit Estimated Total Quantity Estimated Unit Price Estimated Total Cost 1 2021.501 MOBILIZATION LS 1 10,000.00$ 10,000.00$ 2 2104.502 REMOVE SIGN EACH 22 50.00$ 1,100.00$ 3 2104.503 SAWING BIT PAVEMENT (FULL DEPTH)L F 200 3.00$ 600.00$ 4 2104.503 REMOVE CONCRETE CURB L F 235 5.00$ 1,175.00$ 5 2104.504 REMOVE CONCRETE DRIVEWAY PAVEMENT S Y 140 10.00$ 1,400.00$ 6 2104.504 REMOVE BITUMINOUS DRIVEWAY PAVEMENT S Y 110 7.50$ 825.00$ 7 2104.602 SALVAGE AND REINSTALL MAILBOX EACH 1 150.00$ 150.00$ 8 2104.602 SALVAGE AND REINSTALL MAILBOX SPECIAL EACH 1 500.00$ 500.00$ 9 2105.507 COMMON EXCAVATION C Y 269 22.00$ 5,915.58$ 10 2105.507 SELECT GRANULAR BORROW (CV)C Y 167 22.00$ 3,674.00$ 11 2123.610 STREET SWEEPER (WITH PICKUP BROOM)HOUR 40 150.00$ 6,000.00$ 12 2130.523 WATER MGAL 40 50.00$ 2,000.00$ 13 2215.504 FULL DEPTH RECLAMATION S Y 5640 3.00$ 16,920.00$ 14 2357.506 BITUMINOUS MATERIAL FOR TACK COAT GAL 600 3.00$ 1,800.00$ 15 2360.504 TYPE SP 9.5 WEAR CRS MIX(3;B) 3.0" THICK S Y 110 30.00$ 3,300.00$ 16 2360.509 TYPE SP 9.5 WEARING COURSE MIX (3;C)TON 1000 65.00$ 65,000.00$ 17 2360.509 TYPE SP 12.5 NON WEAR COURSE MIX (3;C)TON 760 65.00$ 49,400.00$ 18 2504.602 ADJUST GATE VALVE EACH 2 250.00$ 500.00$ 19 2506.502 ADJUST FRAME & RING CASTING EACH 8 350.00$ 2,800.00$ 20 2531.503 CONCRETE CURB & GUTTER DESIGN B618 L F 235 25.00$ 5,875.00$ 21 2531.504 8" CONCRETE DRIVEWAY PAVEMENT S Y 80 60.00$ 4,800.00$ 22 2531.604 8" CONCRETE VALLEY GUTTER S Y 60 60.00$ 3,600.00$ 23 2563.601 TRAFFIC CONTROL LS 1 3,000.00$ 3,000.00$ 24 2564.518 SIGN PANELS TYPE C S F 171 47.50$ 8,122.50$ 25 2565.603 RIGID PVC LOOP DETECTOR 6'X6'EACH 7 1,000.00$ 7,000.00$ 26 2565.603 RIGID PVC LOOP DETECTOR 6'X8'EACH 1 1,100.00$ 1,100.00$ 27 2565.603 RIGID PVC LOOP DETECTOR 6'X10'EACH 1 1,200.00$ 1,200.00$ 28 2565.603 3" NON-METALLIC CONDUIT EACH 80 9.25$ 740.00$ 29 2573.501 STABILIZED CONSTRUCTION EXIT LS 1 1,000.00$ 1,000.00$ 30 2573.502 STORM DRAIN INLET PROTECTION EACH 10 150.00$ 1,500.00$ 31 2573.503 SEDIMENT CONTROL LOG TYPE WOOD FIBER L F 840 3.50$ 2,940.00$ 32 2574.507 BOULEVARD TOPSOIL BORROW C Y 20 30.00$ 600.00$ 33 2575.504 SODDING TYPE LAWN S Y 130 5.00$ 650.00$ 34 2575.523 RAPID STABILIZATION METHOD 3 MGAL 3 600.00$ 1,800.00$ 35 2575.523 WATER MGAL 30 45.00$ 1,350.00$ 36 2582.503 4" SOLID LINE PAINT L F 200 1.00$ 200.00$ 37 2582.503 4" DBLE SOLID LINE PAINT L F 980 2.00$ 1,960.00$ 38 2582.518 PAVT MSSG PAINT S F 30 8.00$ 240.00$ 39 2582.518 CROSSWALK PAINT S F 100 5.00$ 500.00$ CONSTRUCTION TOTAL 221,237.08$ CONTINGENCY TOTAL (10%)22,120.00$ SUBTOTAL 243,360.00$ INDIRECT COST TOTAL (28%)68,140.00$ TOTAL 311,500.00$ OPINION OF PROBABLE COST A. SURFACE IMPROVEMENTS 40 2021.501 MOBILIZATION LS 1 2,000.00$ 2,000.00$ 41 2104.503 REMOVE CONCRETE CURB L F 160 5.00$ 800.00$ 42 2104.518 REMOVE CONCRETE WALK S F 2050 3.00$ 6,150.00$ 43 2104.518 REMOVE BITUMINOUS WALK S F 9400 2.00$ 18,800.00$ 44 2105.507 COMMON EXCAVATION C Y 220 15.00$ 3,300.00$ 45 2521.518 6" CONCRETE WALK S F 2050 10.00$ 20,500.00$ 46 2521.518 3" BITUMINOUS WALK S F 9400 2.50$ 23,500.00$ 47 2531.503 CONCRETE CURB & GUTTER DESIGN B618 L F 160 22.00$ 3,520.00$ 48 2531.618 TRUNCATED DOMES S F 165 40.00$ 6,600.00$ 49 2573.503 SEDIMENT CONTROL LOG TYPE WOOD FIBER L F 1175 3.50$ 4,112.50$ 50 2574.507 BOULEVARD TOPSOIL BORROW C Y 89 30.00$ 2,670.00$ 51 2575.504 SODDING TYPE LAWN S Y 523 5.00$ 2,615.00$ 52 2575.523 RAPID STABILIZATION METHOD 3 MGAL 1 600.00$ 600.00$ 53 2575.523 WATER MGAL 5 45.00$ 225.00$ CONSTRUCTION TOTAL 95,392.50$ CONTINGENCY TOTAL (10%)9,540.00$ SUBTOTAL 104,930.00$ INDIRECT COST TOTAL (28%)29,380.00$ TOTAL 134,310.00$ PROJECT TOTAL - 445,810.00$ B. BITUMINOUS TRAIL IMPROVEMENTS Feasibility Report Fish Point Road Reclamation Project City of Prior Lake Project No. TRN19-000003 WSB Project No. R-012877-000 APPENDIX D Assessment Map Preliminary Assessment Roll 2 1 5 3 4 FISH POINT RD SEEAGL E C R E E K A V BLIND LA K E T RL S E FAWN CT SE COT T O N W O O D L N S E EAG L E C R E E K A V S E CR I M S O N C T S E CREDIT RIVER RD SELEXINGTON CT SE Project Location Assessed Parcels 0 200Feet¯Assessment Map Fish Point Road Reclamation Project Prior Lake, MN Document Path: K:\012877-000\GIS\Maps\AssessmentMap.mxd Date Saved: 12/10/2018 4:34:53 PM1 inch = 200 feet WSB Project:Fish Point Road Reclamation Project Project Location:City of Prior Lake 6,580.56$ / ACRE WSB Project No. :012877-000 Date:12/10/2018 MapID PIN OWNER NAME CITY/STATE ZIP CODE LOT AREA (ACRE) PROPOSED TOTAL ASSESSMENT 1 252960040 16776 FISH POINT ROAD SE CITY OF PRIOR LAKE 4646 DAKOTA STREET SE PRIOR LAKE, MN 55372 5.369 35,333.73$ 2 253180500 16551 BLIND LAKE TRAIL SE CITY OF PRIOR LAKE 4646 DAKOTA STREET SE PRIOR LAKE, MN 55372 6.519 42,897.37$ 3 252960030 17021 FISH POINT ROAD SE H & S INVESTMENTS LLC 17021 FISH POINT ROAD SE PRIOR LAKE, MN 55372 2.134 14,044.64$ 4 252960022 17001 FISH POINT ROAD SE CAL-TEX PROPERTIES LLC 17001 FISH POINT ROAD SE PRIOR LAKE, MN 55372 1.806 11,881.41$ 5 252960021 16873 FISH POINT ROAD SE S & K HOLDINGS LLC 16873 FISH POINT ROAD SE PRIOR LAKE, MN 55372 3.107 20,442.85$ Total - Fish Point Road Reclamation Project Assessment 124,600.00$ PROPERTY ADDRESS OWNER STREET ADDRESS Assessment Roll ASSESSMENT RATE