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Home My WebLink AboutItem 06.q Date: October 15, 2018 Item No. RESOLUTION APPROVING FEASIBILITY REPORT AND CALLING A PUBLIC HEARING FOR HAMBURG AVENUE IMPROVEMENTS Proposed Action Staff recommends adoption of the following motion: Move to approve a resolution approving the engineering feasibility report and calling a public hearing for Hamburg Avenue Improvements, City Project 19-05. Overview On July 2nd, 2018, the City Council authorized Bolton & Menk, Inc. to prepare a feasibility report for the Hamburg Avenue Improvement Project. The feasibility report has been completed. Based on information in the feasibility report, the estimated cost for the Hamburg Avenue Improvement Project is $2,783,645. Funding for the Hamburg Avenue Improvement Project, based on the City’s Street Assessment Policy, is recommended as follows: $81,724 Utility Funds, $1,093,049 City issuance of debt which is repaid with property tax levies, $332,000 Escrow Funds, $826,185 Trunk Storm Funds, $158,645 Park Dedication Funds, $24,998 Water Trunk Funds, and $267,044 through special assessments to benefitting property owners. Primary Issues to Consider • Citizen Comments • Project Cost Summary • Financing Supporting Information • Project Location Map. • Feasibility Report prepared by Bolton & Menk, Inc. dated October 15, 2018. Financial Impact: $2,783,645 Budgeted: Y☒ N☐ Source: Multiple Sources Related Documents: 2018 – 2022 Transportation Capital Improvement Plan Envision Lakeville Community Values: Design that Connects the Community Report Completed by: Zach Johnson, City Engineer Project Financing Total Street and Trail Storm Sewer and Stormwater Sanitary Sewer and Water Debt - repaid with: Property taxes 1,093,049$ 1,093,049$ Special Assessments 267,044$ 106,323$ 51,939$ 108,782$ Water Operating Fund 73,579$ 73,579$ Water Trunk Fund $24,998 24,998$ Sanitary Sewer Op. Fund 8,145$ 8,145$ Park Dedication 158,645$ 158,645$ Trunk Storm Sewer Fund 826,185$ 826,185$ Escrow Fund 332,000$ 332,000$ Total 2,783,645$ 1,690,017$ 878,124$ 215,504$ Project Cost Primary Issues to Consider • Citizen Comments: A neighborhood meeting was held on June 21, 2018. Questions were raised in regard to assessment amounts for street and watermain improvements, property impacts, access during construction, and the amount of escrows provided with adjacent developments. Additionally, requests were made for: burial of overhead utilities along Hamburg Avenue, implementation of traffic calming measures, and construction of pedestrian improvements along Hamburg Avenue. • Project cost summary: • Project financing: o The City’s share of the costs for the street improvements ($1,425,049) will be financed with the issuance of G.O. Improvement Bonds and Escrow Funds. The City share of debt will be financed with taxes which are repaid with property tax levies. o The City’s share of the costs for watermain construction, corrosion protection, and sanitary sewer improvements ($81,724) will be financed with City Utility Funds. o The City’s share of the costs of the 12-inch trunk watermain ($24,998) will be financed with the Water Trunk Fund. o The City’s share of the trail costs ($158,645) will be financed with the Park Dedication Fund. o The City’s share for storm sewer and stormwater management improvements ($826,185) will be financed with the Trunk Storm Sewer Fund. CITY OF LAKEVILLE RESOLUTION NO. 18-__ RESOLUTION APPROVING FEASIBILITY REPORT AND CALLING PUBLIC HEARING FOR HAMBURG AVENUE IMPROVEMENTS LAKEVILLE BOULEVARD TO COUNTY STATE AID HIGHWAY (CSAH) 50 (202ND STREET) WHEREAS, on October 15, 2018, the City Council received the feasibility report for the proposed Hamburg Avenue Improvements between Lakeville Boulevard and County State Aid Highway (CSAH) 50 (202nd Street), City Project 19-05. NOW, THEREFORE, BE IT RESOLVED, by the City Council of the City of Lakeville: 1. The Feasibility Report for Project 19-05 is hereby approved. 2. A public hearing is hereby called for November 19, 2018 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 15th day of October 2018. ______________________________ Douglas P. Anderson, Mayor _________________________________ Charlene Friedges, City Clerk Feasibility Report for 2019 Hamburg Avenue Improvements City of Lakeville, MN City Project No. 19-05 October 15, 2018 Feasibility Report for 2019 Hamburg Avenue Improvements City of Lakeville, MN August X, 2018 Submitted by: Bolton & Menk, Inc. 12224 Nicollet Avenue Burnsville, MN 55337 P: 952-890-0509 F: 952-890-8065 Prepared by: Bolton & Menk, Inc. Certification Page 2019 Hamburg Avenue Improvements ǀ T18.116845 Certification Feasibility Report For 2019 Hamburg Avenue Improvements City of Lakeville Lakeville, Minnesota City Project No. 19-05 Bolton & Menk Project No. T18.116845 October 15, 2018 I hereby certify that this plan, specification or report was prepared by me or under my direct supervision, and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. By: Eric Seaburg, P.E. License No. 53712 Date: October 15, 2018 Prepared by: Bolton & Menk, Inc. Table of Contents 2019 Hamburg Avenue Improvements ǀ T18.116845 Table of Contents I. EXECUTIVE SUMMARY ...................................................................................................................... 1 II. INTRODUCTION ................................................................................................................................. 2 Lakeville Boulevard to 210th Street (Area 1) ................................................................................. 2 210th Street to Hartford Way North Junction (Area 2) ................................................................. 2 Hartford Way North Junction to 202nd Street (Area 3) ................................................................. 2 III. EXISTING CONDITIONS ...................................................................................................................... 3 Streets ........................................................................................................................................... 3 Sanitary Sewer .............................................................................................................................. 4 Water Main ................................................................................................................................... 4 Storm Sewer ................................................................................................................................. 4 IV. PROPOSED IMPROVEMENTS ............................................................................................................. 6 Street ............................................................................................................................................ 6 Sanitary Sewer .............................................................................................................................. 7 Water Main ................................................................................................................................... 7 Storm Sewer ................................................................................................................................. 7 Stormwater Management ............................................................................................................ 7 Pedestrian ..................................................................................................................................... 9 V. PERMITS .......................................................................................................................................... 10 VI. EASEMENTS ..................................................................................................................................... 11 VII. ESTIMATED COSTS .......................................................................................................................... 12 VIII. COST ALLOCATION .......................................................................................................................... 13 Assessable Costs ......................................................................................................................... 14 Assessment Calculations ............................................................................................................. 15 Assessment Roll .......................................................................................................................... 16 IX. ASSESSMENT AND FINANCING SUMMARY ..................................................................................... 18 X. PUBLIC HEARING ............................................................................................................................. 19 Improvement Hearing ................................................................................................................ 19 Assessment Hearing ................................................................................................................... 19 XI. PROJECT SCHEDULE ........................................................................................................................ 20 XII. FEASIBILITY AND RECOMMENDATION ............................................................................................ 21 Prepared by: Bolton & Menk, Inc. Table of Contents 2019 Hamburg Avenue Improvements ǀ T18.116845 Tables Table 1 – Existing Street Segments ............................................................................................................... 3 Table 2 – Existing Street Segment As-Built Sections ..................................................................................... 3 Table 3 – Existing Sanitary Sewer Data ......................................................................................................... 4 Table 4 – Existing Water Main Data .............................................................................................................. 4 Table 5 – Summary of Hydraulic Conditions at Village Creek Basin (Village Creek 3rd Addition) ................. 8 Table 6 – Estimated Project Costs ............................................................................................................... 12 Table 7 – Parcel Front Footage and Assessable Unit Summary .................................................................. 13 Table 8 – Assessable Project Costs ............................................................................................................. 14 Table 9 – Street Assessment Calculation .................................................................................................... 15 Table 10 – Curb and Gutter Assessment Calculation .................................................................................. 15 Table 11 – Storm Sewer Assessment Calculation ....................................................................................... 15 Table 12 – Watermain Assessment Calculation .......................................................................................... 15 Table 13 – Assessment Roll ......................................................................................................................... 16 Table 14 – Assessment and Financing Summary ........................................................................................ 18 Appendix Appendix A: Figures Appendix B: Preliminary Cost Estimates Appendix C: Special Assessment Policy Appendix D: Geotechnical Investigation Prepared by: Bolton & Menk, Inc. EXECUTIVE SUMMARY 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 1 I. EXECUTIVE SUMMARY Hamburg Avenue, from Lakeville Boulevard to 202nd Street, is a minor collector roadway that provides access to existing developments and single-family properties. Vital public utilities including sanitary sewer, watermain, and storm sewer also run within Hamburg Avenue, providing service to residents and developments. The roadway and utility system have been upgraded in sections with development. To date, most of the developable property fronting the roadway has been or is currently being developed. Hamburg Avenue is programmed in the City’s 2018-2022 Capital Improvement Plan as a 2019 construction project. The City Council ordered the preparation of this Report to examine the infrastructure improvements necessary to serve the area into the future, including associated costs and financing. This Report details the expansion of Hamburg Avenue to a 36’ wide roadway with an urban section that includes concrete curb and gutter. Widening would be accomplished with a combination of full-depth-reclamation and full street reconstruction. Other significant infrastructure improvements detailed in this Report include: · Watermain extension from Hartford Way (N) to 202nd Street · Trail installation on the east side of Hamburg Avenue from Hartford Way (S) to 202nd Street · Stormwater basin installation near Lakeville Boulevard The estimated project costs for the improvements outlined in this Report are $2,783,645. A portion of these costs include Hamburg Avenue work that will be done under a Dakota County project to reconstruct 202nd Street from Holyoke Avenue to Cedar Avenue in 2019. Financing for this project would come from multiple funding sources that include: special assessments, escrow accounts, the City water and sewer operating funds, the City trunk storm sewer fund, the City trunk watermain fund, and the City park dedication fund. This Report has been prepared in accordance with the rules outlined in Minnesota Statutes Chapter 429 allowing for the use of special assessments as a funding source. Special assessment amounts for this project have been calculated in accordance with the City of Lakeville’s special assessment policy. As shown in the Assessment Roll, proposed special assessments include a per unit rate of $5,457 in areas where watermain is not being installed and $11,856 in areas where it is. Upon receipt of this Report, the City Council will need to call for and hold a public hearing to consider the improvements, order the improvements, authorize bidding, declare costs, call for and hold an assessment hearing, and award the construction contract. Construction is anticipated to take place in 2019. Prepared by: Bolton & Menk, Inc. INTRODUCTION 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 2 II. INTRODUCTION The City of Lakeville’s 2018-2022 Capital Improvement Plan (CIP) identifies Hamburg Avenue, from Lakeville Boulevard to 202nd Street/CSAH 50 as a 2019 construction project. The City Council authorized the preparation of this Feasibility Report at its July 2, 2018 meeting. This segment of Hamburg Avenue is approximately 4,200 linear feet in length. Approximately 500 linear feet of Hamburg Avenue is proposed to be improved as part of Dakota County’s 202nd Street/CSAH 50 reconstruction project, City Project No. 15-12, in 2019. However, discussion of this segment and its associated costs and financing will be discussed in this Report. A depiction of the project extents is shown on Figure 1 in Appendix A. Hamburg Avenue has received various street and utility improvements associated with adjacent development projects. The extent and type of work completed with each development project is the basis for the infrastructure improvements proposed in this Report. Lakeville Boulevard to 210th Street (Area 1) Watermain and sanitary sewer were installed along Hamburg Avenue from Lakeville Boulevard up to and along 210th Street to serve the Lakeville Family Housing 2nd development in 2000. 210th Street to Hartford Way North Junction (Area 2) Hamburg Avenue was reconstructed from 210th Street to Hartford Way (N) in 2001/2002 to serve the Village Creek 1st & 2nd developments. This work included watermain, sanitary sewer, and storm sewer installations. Utilities were stubbed to the north to serve future development. The northern section of Hamburg Avenue, from Hartford Way (N) to 202nd Street, was upgraded from a gravel road to a paved road with 2 lifts of bituminous pavement. Hartford Way North Junction to 202nd Street (Area 3) Under City Project No. 03-06, sanitary sewer was installed from Hartford Way (N) to 202nd Street to provide sewer service to the existing adjacent residential properties. Services were stubbed to property lines on both sides of the road and the street was repaired as necessary as part of the utility construction. In addition to the projects described above, the City recently approved the Cedar Landing, Linden Ridge, and Aspen Grove residential development projects. Construction of these developments is underway and/or complete at the time of this Report. Property development along Hamburg Avenue, a minor collector roadway, is nearly complete. As such, this Report examines long-term improvements to the roadway and utility system necessary to serve the adjacent properties into the future. The improvements discussed in this Report include roadway widening, pavement reconstruction and reclamation, curb and gutter installation, utility extensions, pedestrian improvements, and stormwater management improvements. A neighborhood meeting was held with the adjacent property owners on June 21, 2018. High level project scope and funding sources were discussed at the meeting. Property owners had an opportunity to comment on the project and ask questions. Overall, those in attendance understood the need for improvements. Residential property owners that front Hamburg Avenue were particularly concerned with assessments, traffic volumes, and traffic speeds. Additional neighborhood meetings will be held throughout the project to allow for further communication with property owners. Prepared by: Bolton & Menk, Inc. EXISTING CONDITIONS 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 3 III. EXISTING CONDITIONS Streets Hamburg Avenue is a two-lane, two-way minor collector roadway. It is classified as a Municipal State-Aid Street (MSAS) and is eligible to receive MSAS construction funds. It varies in length, width, age, and typical section. Street improvements have occurred at various times and in various capacities over the last 20 years. Area 1 experienced utility work and street patching in 2000 as part of the Lakeville Family Housing 2nd development and again in 2014 as part of the Cedar Landing development. Area 2 was reconstructed in 2001/2002 as part of the Village Creek Development. This Report further breaks Area 2 into Area 2A and Area 2B. Area 2A was constructed to a 24’ wide rural section. Area 2B was constructed with the west half constructed to an 18’ wide urban section and the east half constructed to a 12’ wide rural section. Area 3 was paved as a rural road in 2002 as part of the Village Creek Development; this upgrade included paving only and did not include any subbase improvements. Refer to Figure 1 in Appendix A for a depiction of the project areas. Table 1 and Table 2 below summarize the four distinct street areas based on their existing conditions as as-built data. The Overall Condition Index (OCI) for the corridor ranges from 35-40. Table 1 – Existing Street Segments Segment Limits Section Width Previous Work Area 1 Lakeville Blvd - 210th Street Rural 24’-36’ 2000/2014 Area 2A 210th Street - Hartford Way (S) Rural 24’ 2001/2002 Area 2B Hartford Way (S) - Hartford Way (N) Urban / Rural 30’ 2001/2002 Area 3 Hartford Way (N) -202nd Street Rural 24’ 2001/2002 Table 2 – Existing Street Segment As-Built Sections Segment Limits Wear Course Non-wear Course Base Subbase Area 1 Lakeville Blvd - 210th Street 1.5” 2” 6” CL 5 2’ Sand Area 2A 210th Street - Hartford Way (S) 1.5” 2” 6” RC 2’ Sand Area 2B Hartford Way (S) - Hartford Way (N) 1.5” 2.5” 9” RC 2’ Sand Area 3 Hartford Way (N) - 202nd Street 1.5” 2” 6” RC NA The pavement in Area 1, Area 2A, and Area 2B is approximately 15-20 years old and shows signs of aging consistent with pavements of that age. Normal pavement distresses present include transverse cracking and pavement oxidation. There is little to no rutting, settlement, or longitudinal cracking, indicating the presence of a suitable pavement subbase. The primary maintenance practice for these areas has been crack sealing. Due to the pavement quality, both full-depth reclamation and mill & overlay are suitable rehabilitation practices. These practices will be discussed further in Section IV. The pavement in Area 3 is approximately 15 years old. It shows significant signs of distress from age that include thermal cracking, longitudinal cracking, pavement patching, and settlement. These distresses are primarily attributed to a pavement section that does not meet current City standards. The primary maintenance in this area has been crack sealing and patching. Due to the pavement quality, full reconstruction is the recommended rehabilitation practice. Prepared by: Bolton & Menk, Inc. EXISTING CONDITIONS 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 4 A geotechnical report was performed in January 2018 by Braun Intertec, Inc. The geotechnical investigation included 5 soil borings along Hamburg Avenue, with at least one occurring in each street area. The soil boring results indicated an average bituminous thickness of 4.0 inches, average aggregate base thickness of 3.5 inches to 6.0 inches, and a 2’ thick sand subbase south of Hartford Way (N). Generally, soils in the area included combinations of clay and sand. Soil Boring #1 in Area 3 indicated the presence of a 4-foot thick layer of organic material (topsoil). A combination of reconstruction and reclamation was recommended based on the existing street sections and subsoils. The full geotechnical report can be found in Appendix D. A sidewalk exists on the east side of Hamburg Avenue in Area 1. A bituminous trail along the north side of Lakeville Boulevard abuts the project on the south end. Concrete sidewalks existing at various intersecting side streets. No other existing pedestrian improvements are located along Hamburg Avenue. Sanitary Sewer The existing sanitary sewer along Hamburg Avenue was constructed in segments similar to the street improvements discussed above. Table 3 below summarizes the age and type of sanitary sewer present. Table 3 – Existing Sanitary Sewer Data Segment Limits Pipe Diameter Pipe Material Year Built Area 1 Lakeville Blvd – 210th Street 12-inch PVC 2000 Area 2A 210 Street – Hartford Way (S) 10-inch PVC 2001/2002 Area 2B Hartford Way (S) – Hartford Way (N) 8-inch PVC 2001/2002 Area 3 Hartford Way (N) – 202nd Street 8-inch PVC 2003 Based on field inspections performed by City Public Works staff, the sanitary sewer is in very good condition. There are no known deficiencies with the system. However, existing sanitary sewer manholes do not have inflow and infiltration barriers. Water Main The existing water main along Hamburg Avenue was constructed in segments similar to the street and sanitary sewer segments discussed above. Table 4 below summarizes the age and type of water main present. Table 4 – Existing Water Main Data Segment Limits Pipe Diameter Pipe Material Year Built Area 1 Lakeville Blvd – 210th Street 12-inch DIP 2000 Area 2A 210 Street – Hartford Way (S) 12-inch DIP 2001/2002 Area 2B Hartford Way (S) – Hartford Way (N) 12-inch DIP 2001/2002 Area 3 Hartford Way (N) – 202nd Street None Existing Based on field inspections performed by City Public Works staff, the water main system is in very good condition. There are no known deficiencies with the system. Storm Sewer The majority of Hamburg Avenue is a rural section. Therefore, stormwater runoff is generally conveyed via roadside swales and private driveway culverts from 202nd Street towards Lakeville Boulevard where it eventually enters South Creek. Improvements made to Area 2 in 2001/2002 included the installation of curb and gutter and Prepared by: Bolton & Menk, Inc. EXISTING CONDITIONS 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 5 storm sewer on the west side of the roadway. The storm sewer was installed from Hartford Way (S) to Hartford Way (N). It collects and conveys drainage from Area 2, Area 3 and the Village Creek development. Storm water is piped to a stormwater basin in the Village Creek development, and then to a series of downstream stormwater basins before entering South Creek. Based on field inspections performed by City Public Works staff, the storm sewer system is in very good condition. There are no known deficiencies with the pipe, catch basins, or manholes. Prepared by: Bolton & Menk, Inc. PROPOSED IMPROVEMENTS 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 6 IV. PROPOSED IMPROVEMENTS Street Hamburg Avenue is proposed to be reconstructed/reclaimed in accordance with the City of Lakeville’s collector road standards. The roadway width is proposed to be widened to 36 feet in accordance with State-Aid requirements for a minor collector roadway. The proposed street section includes a 24-inch sand subbase, 6-inch aggregate base, and 4-inch bituminous pavement as shown in Figure 2 in Appendix A. As discussed in Section III, Area 1 and Area 2 have pavement sections with an age and base that support both a full-depth reclamation and mill & overlay as a pavement rehabilitation method. However, pavement widening in these areas makes mill & overlay a less suitable option. This approach would rehabilitate the existing pavement area while the widened areas would receive new pavement. Longitudinal cracking would be expected between the existing and widened pavements within 1-3 years of construction, resulting in the need for long-term crack sealing maintenance. Additionally, the pavements would have differing long-term rehabilitation cycles. In contrast, Area 1 and Area 2 are also candidates for full-depth reclamation. FDR would grind, pulverize, and mix the existing 6-inch aggregate base with the existing 4-inch bituminous pavement. This mixture will be directly re-used as aggregate base. The top 4 inches can be salvaged and used as aggregate road base in the widened pavement areas. The entire street area would receive two new lifts of bituminous pavement. This rehabilitation approach would effectively create a newly reconstructed street from curb to curb with a single pavement maintenance program applying to the roadway. As such, full-depth reclamation is recommended for these areas. Further analysis of the existing recycled concrete aggregate base is recommended during final design to ensure that the in-place material is suitable for mixing and reuse. As discussed in Section III, Area 3 shows signs of distress consistent with a pavement section built without a suitable subbase. Additionally, soil borings indicate the presence of un- suitable subbase material (buried topsoil). The construction of new watermain in this area will significantly disturb and mix in-place soils. As such, full pavement reconstruction is recommended in this area. All areas will receive new B618 concrete curb and gutter where existing curb and gutter does not exist. A summary of the roadway improvements is shown in Figure 3 in Appendix A. Traffic calming measures have been evaluated as part of this Report; these measures must balance the demands of the roadway users, safety of pedestrians, safety of City maintenance staff, and long-term operation and maintenance costs. Reducing lane widths is a measure shown to provide a traffic calming effect. As such, pavement markings have been identified as a viable traffic calming measure for this project. In an effort to calm traffic and increase driver awareness, lane widths along Hamburg Avenue will be striped at 11 feet wide instead of 12-foot wide, which is allowable under state statute for low volume, low speed roadways. While posted speeds alone have not been shown to have a significant effect on traffic calming, they do provide law enforcement the opportunity to restrict speeds with targeted enforcement. As such, posted speeds in the project area are proposed to remain the same. Area 1 and Area 3 will be posted at 30 MPH and Area 2 will be posted at 40 MPH. On-street parking will need to be restricted in all areas due to inadequate shoulder widths, in Prepared by: Bolton & Menk, Inc. PROPOSED IMPROVEMENTS 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 7 accordance with State statutes. Parking restrictions must be approved by council resolution prior to project approval by MnDOT State-Aid. Dakota County, in cooperation with the City of Lakeville, is reconstructing and widening 202nd Street (CSAH 50) in 2019 as part of City Project No. 15-12. This effort includes significant grade changes at the intersection of 202nd Street and Hamburg Avenue. The County project will reconstruct approximately 500 feet of the southern leg of the intersection (Hamburg Avenue). Draft construction plans were reviewed during the preparation of this Report. Proposed improvements discussed in this Report include connections to both the street and utility systems planned as part of the County project. Additional coordination is recommended as part of the final design of Hamburg Avenue. Excess material from the Dakota County project in the amount of 8,200 CY was estimated to be used as common borrow during construction of Hamburg Avenue. Coordination of the material exchange will be required during final design. Existing street signs will be examined during final design to determine if they can be salvaged and reinstalled. New street signs will be installed as necessary. Existing roadside mailboxes will be salvaged and reinstalled as part of the project. During construction, the Contractor will be responsible for establishing and maintaining a temporary mailbox bank for residents to use. Sanitary Sewer Generally, all existing manholes will be adjusted to fit the profile of the new roadway. Adjustments will include the replacement of adjusting rings and the installation of I/I barriers as necessary. In areas where roadway widening will increase the surface grade by over 6 inches, structure adjustments may include the addition of barrel sections to achieve the desired rim elevation. A summary of all preliminary utility improvements is shown in Figure 4 in Appendix A. Water Main Improvements to the water main system will occur in Area 3 where no water main exists. The City’s current Water Plan identifies 12-inch diameter water main extended through Area 3 to 202nd Street. As such, this project proposes the extension of 12-inch diameter polyvinyl chloride (PVC) water main pipe from Hartford Way (N) to 202nd Street. Water main services will be provided to the adjacent residential properties, including future development parcels, and to the Aspen Grove development. Storm Sewer The existing storm sewer structures will be adjusted to fit the profile of the new roadway. Adjustments will include the replacement of adjusting rings as necessary. Existing catch basin leads that were previously stubbed for future road widening will be extended to proposed curb lines. In order to capture the runoff created from the widened/urbanized roadway, new storm sewer will be installed in all areas where storm sewer does not currently exist. Generally, storm sewer will run from 202nd Street to Lakeville Boulevard before discharging into a stormwater management basin and then into South Creek. Bypass piping is proposed south of the Village Creek Townhome stormwater basin to direct more of the Hamburg Avenue drainage southward to the proposed stormwater management basin. Existing private driveway culverts and roadside swales in Area 3 may need to be relocated and/or replaced depending on final construction limits identified in final design. Construction cost estimates in this Report assume that all culverts will be replaced. Stormwater Management Prepared by: Bolton & Menk, Inc. PROPOSED IMPROVEMENTS 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 8 The proposed roadway improvements will result in an increase in impervious surface and a subsequent increase in stormwater runoff volume and rate. Conversion from a rural section to an urban section also impacts the overall management of stormwater by reducing the available watershed storage in ditch areas, reducing the time of concentration of stormwater runoff by using pipe for conveyance, and concentrating discharge at single outflow points. Therefore, critical attention has been given to changes in stormwater conveyance and analysis of existing ponding areas to understand the overall impact of the surface improvements. The following critical stormwater management solutions are proposed. 1. Village Creek Townhome Stormwater Basin (Village Creek 3rd) Atlas 14 rainfall depths and MSE 3 rainfall distributions were used to accurately represent the rainfall intensity and decreases in overall storm duration. The Village Creek townhome complex has a wet sedimentation basin to treat stormwater from the townhome development area as well as a portion of Hamburg Avenue. According to Atlas 14 rainfall data, the basin has limited ability to contain the entire 100-year (1% probability) rainfall event as compared to the previous Technical Paper 40 (TP-40) rainfall depths. A portion of the Hamburg Avenue storm sewer discharges into the basin, and the outfall ties back into the Hamburg Avenue public storm sewer. To relieve pressure to the basin, an 18-inch diameter reinforced concrete pipe (RCP) is proposed to be constructed between these connection points. Table 5 describes the reduction in water surface elevation. While the proposed 18” RCP diversion does not completely mitigate the peak inflow and water surface elevation to the existing TP-40 condition, the peak inflow and water surface elevation is reduced compared to the existing Atlas 14 condition. Dead storage and correlating water quality capacity of the Village Creek Townhome basin was not analyzed as part of this Report. Table 5 – Summary of Hydraulic Conditions at Village Creek Basin (Village Creek 3rd Addition) Condition 100-Year Peak Inflow (cfs) 100-Year Peak Water Surface Elevation (ft) Existing - TP-40 81.7 968.4 Existing - Atlas 14 114.8 968.8 Proposed - Atlas 14 98.6 968.5 2. Proposed Water Quality and Rate Control Feature A basin was preliminarily designed on the south side of the project, west of Hamburg Avenue in the existing parcel shown in Figure 5 in Appendix A. The basin will accommodate volume control, total suspended solids and total phosphorus reduction requirements and restrict rate control to the existing condition for the 2-, 10- and 100- year rainfall events. The basin is recommended to be a bio-infiltration basin including the following primary design components. · Pretreatment forebay designed per the Minnesota Pollution Control Agency (MPCA) Stormwater Manual requirements. · Bio-infiltration design including native plantings. · Excavation of a minimum of 3 feet of native soil from the proposed bottom of pond and replacement with an engineered soil blend including sand, topsoil and Prepared by: Bolton & Menk, Inc. PROPOSED IMPROVEMENTS 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 9 compost. · Drain tile and knife valve as a backup drainage system is optional, assuming the ultimate soils are conducive to infiltration. The City may wish to add this during final design. · Primary overflow structure in the basin to discharge high flows. · 18” RCP bypass pipe to divert flows larger than approximately the 1-year rainfall event to the south directly into South Creek. This will help reduce the volume of inflow to the bio-infiltration basin, ensure a 48-hour drawdown, limit peak discharge rates into South Creek, extended the lifecycle, and reduce life-cycle costs. The total new impervious area for the roadway and trail improvements is approximately 35,900 square feet. The City designed additional capacity in the basin to accommodate future development from approximately 6.0 acres of medium density residential (assumed 35% impervious), which equates to an additional 92,000 square feet of new impervious. The City of Lakeville requires 1.5 inches of volume control over the newly constructed impervious area in the South Creek subwatershed. The volume control requirement for the new residential and Hamburg Ave improvements is approximately 11,500 cubic feet. The total required water quality volume for the road way, trail and future residential is 16,000 cubic feet. The preliminary basin contains 32,600 cubic feet of potential infiltration capacity below the primary outlet. The additional infiltration capacity includes accommodations for rate control. In other words, the additional pond foot print required to meet rate control standards results in additional water quality volume. The City may wish to lower the outlet of the pond to minimize the infiltration volume, but the preliminary basin configuration described herein meets water quality and rate control standards. The basin will be constructed in a Zone AE FEMA designated floodway, and partially in the flood fringe. Dakota County currently maintains the FEMA approved HEC-2 hydraulic models. A cursory review of the digital mapping information indicated that a modeled cross section exists just upstream of the Hamburg Ave/Lakeville Blvd culvert crossing. Therefore, the cross section could be simply modified to determine the effects on the flood elevation. Upon final design, it is recommended that the City further assess the addition of conveyance at this particular location and secure a letter of confirmation from the County and MnDNR supporting a LOMR and/or No-Rise certification. Pedestrian In accordance with the City’s current Parks, Trails & Open Space Plan (2015), an 8-foot wide City trail is being proposed on one side of Hamburg Avenue. Trail connections will be made at Lakeville Boulevard and 202nd Street. Sidewalk connections will be made at intersecting streets where sidewalk currently exists. Curb cuts and pedestrian ramps will be provided at Hamburg Avenue intersections where pedestrian facilities cross, in accordance with the Americans with Disabilities Act (ADA) standards. However, in accordance with MnDOT Technical Memorandum No. 15-01-T-01, crosswalk pavement markings will not be provided, as the peak demand of 20 pedestrians per hour is not forecasted for the 40 MPH street crossings. Marking crosswalks when unwarranted creates a situation where pedestrian/vehicle incidents can actually increase. Crosswalk pavement markings can easily be added in the future should peak pedestrian demands warrant them. Prepared by: Bolton & Menk, Inc. PERMITS 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 10 V. PERMITS In order to construct the proposed improvements described in this Report it will be necessary to obtain the following permits prior to the start of construction: · Minnesota Department of Health (MDH) for water system o For water main installation between Hartford Way and 202nd Street · Minnesota Pollution Control Agency (MPCA) for stormwater o NPDES/SDS Construction Permit would be needed since disturbing over 1 acre · Dakota County o Permit may be needed for work that ties into CSAH 50 reconstruction project · Minnesota Department of Natural Resources (DNR) o Letter of Map Revision (LMOR) or No-Rise Certification for work in flood plain Prepared by: Bolton & Menk, Inc. EASEMENTS 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 11 VI. EASEMENTS All proposed street and utility improvements to Hamburg Avenue would be located within existing public right-of-way or City-owned property. No permanent or temporary easements are anticipated to be needed for the proposed roadway or utility construction. For various work items, minor encroachment onto private property may be beneficial in order to achieve a better overall quality of work. It is assumed that project staff will discuss these with property owners and obtain right-of-entries on a case-by-case basis. These items include: · Water service and curb box installation · Driveway connections · Culvert repairs · Drainage swale grading and reestablishment The stormwater management feature is proposed to be located outside of available right-of-way. As such, permanent and temporary easements will be required to facilitate its construction. It is recommended that project staff coordinate with the impacted property owner during final design to negotiate an easement agreement that satisfies the needs of both parties. Prepared by: Bolton & Menk, Inc. ESTIMATED COSTS 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 12 VII. ESTIMATED COSTS Detailed estimates of probable construction costs have been prepared for the improvements described in this Report and are included in Appendix B. All costs are based on anticipated unit prices for the 2019 construction season. Table 6 below is an overall summary of the estimated project costs and includes a 5% contingency and 28% allowance for engineering, legal, administrative, and finance costs. Table 6 – Estimated Project Costs Proposed Improvements City Project County Project Total Project Costs Street $1,224,627 $191,027 $1,415,654 Curb and Gutter $99,268 $16,451 $115,718 Trail $144,197 $14,448 $158,645 Storm Sewer $357,868 $38,553 $396,421 Water Main & Sanitary Sewer $121,249 $94,255 $215,504 Stormwater BMP $481,703 $0 $481,703 Total Project Costs $2,428,912 $354,733 $2,783,645 Prepared by: Bolton & Menk, Inc. COST ALLOCATION 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 13 VIII. COST ALLOCATION It is proposed that the project costs be assessed to the benefitted properties utilizing the City’s current assessment policy, which requires 40% of street and storm sewer costs be assessed. It also requires 100% of all project costs related to the following items be assessed to benefitting properties: · Installation of new curb and gutter · Installation of new water main and services, not including trunk upsizing The City would be responsible for the remaining project costs, including 100% of the proposed storm water BMP and 100% of the proposed trail, consistent with City policy. Many of the parcels and developments along Hamburg Avenue have previously paid escrows for future improvements to improve Hamburg Avenue as part of their development(s). As such, parcels eligible to be assessed as part of this project include three parcels on the west side of Area 1 and Area 2A and fourteen parcels abutting Area 3. A depiction of the assessable parcels with their associated parcel number is shown in Figure 6 in Appendix A. Assessments on this project will be on a per unit basis with all parcels receiving a minimum of one unit assessment. Larger parcels that can be developed will be assessed additional units in accordance with the City’s special assessment policy. Table 7 below summarizes the adjacent front footage to the project and number of assessable units allocated for each parcel. Table 7 – Parcel Front Footage and Assessable Unit Summary Parcel # Parcel ID Owner Adjacent Frontage Assessable Units 1* 220330025011 Northern States Power 205 LF 3 2* 220280054010 Northern States Power 305 LF 4 3* 220280053072 Minneapolis Meeting Rooms 357 LF 5 4 224780001121 Kimberly Perila-Schlink 127 LF 1 5 224780001110 Robert W Brick 95 LF 1 6 224780001101 Scott L & Melissa R Marsyla 95 LF 1 7 224780001090 Vitaliy & Liya Skladanovskiy 95 LF 1 8 224780001083 Joseph E Mueller 95 LF 1 9 224780001074 Teresa Byrne 95 LF 1 10 224780001073 Andrew G Rundell 95 LF 1 Prepared by: Bolton & Menk, Inc. COST ALLOCATION 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 14 11 224780001072 Timothy M Degross 95 LF 1 12 224780001040 Jon W & Debra L Malin 95 LF 1 13 224780001030 Victoria Balogh 95 LF 1 14 224780001021 Mark & Timoth Haglund 125 LF 1 15 224780001010 Dakota County 161 LF 1 16 220280004020 Roger & Dianne Piekarski 241 LF 2 17 220280004010 Gervase J Langer & Christine Zweber 492 LF 4 Totals: 2868 LF 30 * Note – Parcels 1-3 already have watermain installed adjacent to their property and will therefore not be assessed for watermain improvements. Assessable Costs The Total Project Costs shown in Table 6 can be further broken down into Assessable Project Costs, as certain construction items that are included in the total cost estimate are not directly related to improvements that are assessable. Table 8 below outlines the Assessable Costs that are used in the calculation of property assessments. Table 8 – Assessable Project Costs Proposed Improvements Assessable Costs Street $460,172 Curb and Gutter $115,718 Storm Sewer $366,114 Water Main $115,181 Totals: $1,057,185 Consistent with the City’s Assessment Policy, the assessable parcels in this project are only responsible for costs equivalent to a 32’ wide street as measured from back of curb to back of curb. As such, a deduction of $93,941 was made to the assessable street costs. The proposed watermain improvements in Area 3 include a 12-inch diameter watermain. Consistent with the City’s Assessment Policy, the assessable parcels in this area are only responsible for lateral watermain costs equivalent to that of an 8-inch diameter watermain. As such, a deduction of $24,998 was made to the assessable watermain costs. Prepared by: Bolton & Menk, Inc. COST ALLOCATION 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 15 Assessment Calculations Assessments are calculated by identifying the total assessable project costs, identifying the fraction of project costs attributable to the assessable parcels (ratio of assessable front footage versus total project front footage), multiplying by the assessment ratio per the City assessment policy, and dividing by the total number of units. This calculation has been performed in Tables 9-12 below. The watermain calculation in Table 12 does not include a front footage ratio because all the project’s assessable watermain costs are adjacent to those assessable parcels. Table 9 – Street Assessment Calculation Total Street Assessable Costs $460,172 Fraction of Total Project Front Footage Assessed 36.69% Fraction of Assessable Street Costs Assessed $168,834 Assessment Ratio Per Policy 40% Assessed Street Costs $67,533 Assessable Units 30 Street Assessment Per Unit $2,251 Table 10 – Curb and Gutter Assessment Calculation Total Curb and Gutter Assessable Costs $115,718 Fraction of Total Project Front Footage Assessed 36.69% Fraction of Curb and Gutter Costs Assessed $42,456 Assessment Ratio Per Policy 100% Assessed Curb and Gutter Costs $42,456 Assessable Units 30 Curb and Gutter Assessment Per Unit $1,415 Table 11 – Storm Sewer Assessment Calculation Total Storm Sewer Assessable Costs $366,114 Fraction of Total Project Front Footage Assessed 36.69% Fraction of Storm Sewer Costs Assessed $134,324 Assessment Ratio Per Policy 40% Assessed Storm Sewer Costs $53,730 Assessable Units 30 Storm Sewer Assessment Per Unit $1,791 Table 12 – Watermain Assessment Calculation Total Watermain Assessable Costs $115,181 Assessment Ratio Per Policy 100% Assessed Watermain Costs $115,181 Assessable Units 18 Watermain Assessment Per Unit $6,399 Prepared by: Bolton & Menk, Inc. COST ALLOCATION 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 16 Assessment Roll Each of the individual assessment rates (Street, Curb and Gutter, Storm Sewer, and Watermain) from the previous sections are multiplied by the number of assessable units for each parcel and summed for a Total Assessment amount. The Assessment Roll shown in Table 13 is a summary of the proposed assessments for this project. Table 13 – Assessment Roll Parcel Owner Units Street Assessment Curb and Gutter Assessment Storm Sewer Assessment Watermain Assessment Total Assessment 1 Northern States Power 3 $6,753.35 $4,246 $5,373 - $16,372 2 Northern States Power 4 $9,004 $5,661 $7,164 - $21,829 3 Minneapolis Meeting Rooms 5 $11,256 $7,076 $8,955 - $27,287 4 Kimberly Perila- Schlink 1 $2,251 $1,415 $1,791 $6,399 $11,856 5 Robert W Brick 1 $2,251 $1,415 $1,791 $6,399 $11,856 6 Scott L & Melissa R Marsyla 1 $2,251 $1,415 $1,791 $6,399 $11,856 7 Vitaliy & Liya Skladanovskiy 1 $2,251 $1,415 $1,791 $6,399 $11,856 8 Joseph E Mueller 1 $2,251 $1,415 $1,791 $6,399 $11,856 9 Teresa Byrne 1 $2,251 $1,415 $1,791 $6,399 $11,856 10 Andrew G Rundell 1 $2,251 $1,415 $1,791 $6,399 $11,856 11 Timothy M Degross 1 $2,251 $1,415 $1,791 $6,399 $11,856 12 Jon W & Debra L Malin 1 $2,251 $1,415 $1,791 $6,399 $11,856 13 Victoria Balogh 1 $2,251 $1,415 $1,791 $6,399 $11,856 14 Mark & Timoth Haglund 1 $2,251 $1,415 $1,791 $6,399 $11,856 15 Dakota County 1 - - - - - Prepared by: Bolton & Menk, Inc. COST ALLOCATION 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 17 16 Roger & Dianne Piekarski 2 $4,502 $2,830 $3,582 $12,798 $23,712 17 Gervase J Langer & Christine Zweber 4 $9,004 $5,661 $7,164 $25,596 $47,425 Totals: 30 $65,282 $41,041 $51,939 $108,782 $267,044 Prepared by: Bolton & Menk, Inc. ASSESSMENT AND FINANCING SUMMARY 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 18 IX. ASSESSMENT AND FINANCING SUMMARY Based on the cost allocation previously described, a summary of the assessable costs versus city costs are outlined in Table 14 below with their associated funding source. Table 14 – Assessment and Financing Summary Proposed Improvements Assessed Costs City Costs Total Costs Funding Source(s) Street $65,282 $1,350,372 $1,415,654 Bonds, Escrow & Assessments Curb and Gutter $41,041 $74,677 $115,718 Bonds, Escrow & Assessments Trail $0 $158,645 $158,645 Park Dedication Storm Sewer $51,939 $344,482 $396,421 Trunk Storm Sewer & Assessments Water Main & Sanitary Sewer $108,782 $106,722 $215,504 Water & Sewer Operating, Trunk Water & Assessments Stormwater BMP $0 $481,703 $481,703 Trunk Storm Sewer Totals: $267,044 $2,516,601 $2,783,645 Prepared by: Bolton & Menk, Inc. PUBLIC HEARING 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 19 X. PUBLIC HEARING In order to consider the use of assessments for financing a portion of the 2019 Hamburg Avenue Improvement Project, Minnesota Statutes, Chapter 429, requires two public hearings be held regarding the project. A summary description of the two required hearings is provided below. Additional information regarding the hearings is contained in the City of Lakeville’s Special Assessment Policy. Improvement Hearing The first public hearing is referred to as the “Improvement Hearing”, and is called when the Feasibility Report has been completed and is ready to be presented to the City Council. Notice of the hearing is required to be made to the general public, as well as specifically to those parcels proposed for assessment. The information in the Feasibility Report is presented at the improvements hearing, including the estimated project costs and the estimated assessments. After the hearing is closed, if the City wishes to proceed with the project, the City Council then takes action to officially order the improvements. Assessment Hearing The second public hearing is referred to as the “Assessment Hearing”. The purpose of the assessment hearing is to present the actual assessment roll to the properties proposed to be assessed. Specific notice of the hearing is required to be directly sent to those properties proposed for assessment; notice must also be made to the general public. To prepare for the assessment hearing, the City must have the final assessment roll prepared with the actual assessment proposed to be levied against the properties. This differs from the improvement hearing, where only the estimated assessments were presented. Preparation of the final assessment roll must be based on actual costs from construction bids received. Minnesota Statute allows the assessment hearing to be held either before the award of the contract and start of construction, or after construction has been completed. Prepared by: Bolton & Menk, Inc. PROJECT SCHEDULE 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 20 XI. PROJECT SCHEDULE The proposed project schedule is shown below: Neighborhood Informational Meeting (Completed) ....................................................... June 21, 2018 Resolution Ordering Preparation of Feasibility Report (Completed)* .............................. July 2, 2018 Receive Feasibility Report* ...................................................................................... October 15, 2018 Order Public Hearing for Improvements* ................................................................. October 15, 2018 Public Hearing for Improvements* ....................................................................... November 19, 2018 Order Improvements, Authorize Preparation of Plans and Specifications* .......... November 19, 2018 Approve Plans and Specifications, Authorize Ad for Bid, Set Bid Date* ................. January 21, 2019 Bid Opening ............................................................................................................. February 27, 2019 Declare Costs and Set Assessment Hearing* ............................................................... March 18, 2019 Neighborhood Meeting – Present Project and Assessment Amounts ............................ April 11, 2019 Assessment Hearing, Award Contract* ......................................................................... April 15, 2019 Begin Construction ............................................................................................................... May 2019 Substantial Completion .......................................................................................................... Fall 2019 * Denotes City Council Meeting Item Prepared by: Bolton & Menk, Inc. FEASIBILITY AND RECOMMENDATION 2019 Hamburg Avenue Improvements ǀ T18.116845 Page 21 XII. FEASIBILITY AND RECOMMENDATION This Report has been prepared to investigate the potential for making improvements to the existing Hamburg Avenue corridor, extensions of public utilities to new service areas, and improvements to stormwater management practices as necessary to serve the roadway corridor and future development. This Report has identified the recommended improvements to the infrastructure, provided estimated costs of the recommended improvements, and identified a method of cost allocation, consistent with the City of Lakeville’s adopted Special Assessment Policy, to finance the improvements. From an engineering standpoint, this project is feasible, cost effective, and necessary due to the condition of the existing infrastructure and demand for new infrastructure. It is also feasible from a construction standpoint, with a detailed schedule presented for completion of the work in 2019. Appendix A: Figures Lakeville Blvd210th Street205th StreetHartford WayHartford Way202nd Street (CSAH 50)Hamburg Avenue Hamburg Avenue PROJECT AREAS AREA 1 AREA 2A AREA 2B AREA 3 BY OTHERS H:\LAKV\T18116845\CAD\C3D\FIGR-116845-Location Map.dwg 10/12/2018 9:06:57 AMR Hamburg Avenue City of Lakeville Figure 1- Location Map October 2018 FEETSCALE 0 200 400 HORZ.R 18'18' CLROW ROW 40'33' 2.0%4.0%2.0% 8' BITUMINOUS TRAIL 6' BOULEVARD 11' THRU LANE 6.33' SHOULDER 2' CLEAR ZONE 11' THRU LANE 6.33' SHOULDER 2.0% 22' 1:4 MAX1:4 MAX A TYPICAL SECTION - AREA 3 30 MPH - FULL RECONSTRUCTION 2" - TYPE SP 12.5 BITUMINOUS WEARING COURSE MIXTURE (3,C) [SPWEB340C] BITUMINOUS TACK COAT 2" - TYPE SP 12.5 BITUMINOUS NON-WEARING COURSE MIXTURE (3,C) [SPNWB330C] 6" - CLASS 5 AGGREGATE BASE (100% CRUSHED) 24" - SELECT GRANULAR BORROW INSET A - BITUMINOUS STREET (FULL RECONSTRUCTION) INSET B - BITUMINOUS STREET (FULL DEPTH RECLAMATION) 2" - TYPE SP 12.5 BITUMINOUS WEARING COURSE MIXTURE (3,C) [SPWEB340C] BITUMINOUS TACK COAT 2" - TYPE SP 12.5 BITUMINOUS NON-WEARING COURSE MIXTURE (3,C) [SPNWB330C] 6" - RECLAIMED MATERIAL EXISTING GRANULAR SUBGRADE INSET C - BITUMINOUS TRAIL 3" - TYPE SP 9.5 BITUMINOUS WEARING COURSE MIXTURE (2,B) [SPWEA240B] 6" - CLASS 5 AGGREGATE BASE (100% CRUSHED) INSET A INSET C B618 CONCRETE CURB AND GUTTER (TYP) 18'18' CLROW ROW 40'40' 2.0%4.0% 8' BITUMINOUS TRAIL 8' 6' BOULEVARD 11' THRU LANE 6.33' SHOULDER 2' CLEAR ZONE 11' THRU LANE 6.33' SHOULDER 2.0% 22' 1:4 MAX D TYPICAL SECTION - AREA 2B 40 MPH - FULL DEPTH RECLAMATION WITH WIDENING TO EAST INSET B 2.0% INSET C B618 CONCRETE CURB AND GUTTEREXISTING B618 CONCRETE CURB AND GUTTER 1' (TYP) 0.5' (TYP) 0.5' (TYP) 18'18' CLROW ROW 33'40' 2.0%4.0% 8' BITUMINOUS TRAIL 8' 6' BOULEVARD 11' THRU LANE 6.33' SHOULDER 2' CLEAR ZONE 11' THRU LANE 6.33' SHOULDER 2.0% 15' 1:4 MAX E TYPICAL SECTION - AREA 2A 40 MPH - FULL DEPTH RECLAMATION WITH WIDENING BOTH SIDES INSET B 2.0% INSET C 0.5' (TYP) B618 CONCRETE CURB AND GUTTER (TYP) 20.67'20.67' CLROW ROW 33'40' 14' THRU LANE 12' LEFT TURN LANE 14' THRU/RIGHT TURN LANE 2.0%1:4 MAX C TYPICAL SECTION - AREA 1 40 MPH - FULL DEPTH RECLAMATION WITH WIDENING BOTH SIDES FOR TURN LANE B618 CONCRETE CURB AND GUTTER (TYP) 1' (TYP) 2.0%1:4 MAX EXISTING 5' WALK 1' 12.33' INSET B H:\LAKV\T18116845\CAD\C3D\FIGR-116845-Typical Section.dwg 10/11/2018 7:03:10 PMR Hamburg Avenue City of Lakeville Figure 2 - Typical Sections October 2018 Hampshire Way205th StreetHartford Way202nd StreetHamburg AvenueSEE ABOVESEE ABOVE20535 202812048320425204372046920327 2054320551 20527 20503 20507 20449 20508 20405 20200 20559 203052035520395 20400 7975 20567 20519 20511Lakeville Boulevard210th StreetHartford WayHampshire WayHamburg Avenue SEE BELOWSEE BELOW8090 20575 2055920567 H:\LAKV\T18116845\CAD\C3D\FIGR-116845-Street Improvements.dwg 10/11/2018 7:05:42 PMR Hamburg Avenue City of Lakeville Figure 3 - Street Improvements October 2018 RFEETSCALE 0 70 140 LEGEND FULL RECONSTRUCTION FULL DEPTH RECLAMATION WITH WIDENING TO EAST FULL DEPTH RECLAMATION WITH WIDENING BOTH SIDES BITUMINOUS TRAIL CONCRETE SIDEWALK APPROXIMATE GRADING LIMITS >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>l l l l l l l l l l l l ll >>>lllllll>>>>>>>>>>>>>>>>>>>>>>SSSS SS S S S S D >>>>>>>>>>>>>>>>>l l l l l l l l l l l l l l l ll llllllllll>l l l l l l l l l lllllllllll>>>>>>>>>>>>>>>>>>>>>>>>>>>>Hampshire Way205th StreetHartford Way202nd StreetHamburg AvenueSEE ABOVESEE ABOVE20535 202812048320425204372046920327 2054320551 20527 20503 20507 20449 20508 20405 20200 20559 203052035520395 20400 7975 20567 20519 20511 >>>>>>>>>>>>>>>>>>>>>>>>llllll>>>>>>ll l l >>>>>>>>>>>>>>lllllllllllllll>>>>>>>>>>>>>>>>>>>>>>>>>>l l l l l l l l l l l l l l l l l l l ll >>>>>>>>>>>>l l l l l >>>>>>>>>>>>>>ll>>> S SS S S SSS SS S D D DD D>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>Lakeville Boulevard210th StreetHartford WayHampshire WayHamburg Avenue SEE BELOWSEE BELOW8090 20575 2055920567 H:\LAKV\T18116845\CAD\C3D\FIGR-116845-Utility Improvements.dwg 10/12/2018 9:08:37 AMR Hamburg Avenue City of Lakeville Figure 4 - Utility Improvements October 2018 RFEETSCALE 0 100 200 LEGEND EXISTING PROPOSED SANITARY SEWER WATERMAIN STORM SEWER >>S S > l l l l >>>>D Lakevi l l e B o u l e v a r d 210th Street Hartford Way Hamburg Avenue8090 FLOODPLAIN INFILTRATION BASIN FOREBAY >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>/////////////////////////////MAINTENANCE ACCESS HIGH FLOW DIVERSION FLOODWAY OWNER: MINNEAPOLIS MEETINGS ROOM INC.>>>>>>>>>>>>>>>>>>>>>llllll>>>>>>>>>>>>>>>>>>> l l llllllllllllllllllll>>>>>>>>>>>>>>>>>>ll>>>>>>>>>>l l >>>>>SSSSSSDD H:\LAKV\T18116845\CAD\C3D\FIGR-116845-Stormwater BMP.dwg 10/12/2018 9:10:45 AMR Hamburg Avenue City of Lakeville Figure 5 - Stormwater BMP October 2018 R FEETSCALE 0 50 100 LEGEND EXISTING PROPOSED SANITARY SEWER WATERMAIN STORM SEWER >>S S > l l l l >>>>D Lakeville Blvd210th Street205th StreetHartford WayHartford Way202nd Street (CSAH 50)Hamburg Avenue #4 #2 Hamburg Avenue #1 #3 #5 #6 #7 #8 #9 #10 #11 #12 #13 #14 #17 #15 #16 ASSESSABLE PARCELS AREA 1/2A AREA 3 H:\LAKV\T18116845\CAD\C3D\FIGR-116845-Assessable Properties.dwg 10/12/2018 7:50:51 AMR Hamburg Avenue City of Lakeville Figure 6 - Assessable Parcels September 2018 FEETSCALE 0 200 400 HORZ.R Appendix B: Preliminary Cost Estimates CITY OF LAKEVILLE HAMBURG AVENUE IMPROVEMENTS PRELIMINARY ENGINEER'S ESTIMATE LAKEVILLE BLVD TO 202ND STREET CITY PROJECT NO.: 19-05 BMI PROJECT NO. T18.116845 NO. MAT. NO. ITEM UNIT ESTIMATED UNIT PRICE ESTIMATED QUANTITY ESTIMATED TOTAL PRICE 1 2021.501 MOBILIZATION LUMP SUM 99,000.00$ 1 99,000.00$ 2 2104.502 REMOVE SIGN TYPE C EACH 40.00$ 13 520.00$ 3 2104.502 SALVAGE HYDRANT & VALVE EACH 700.00$ 1 700.00$ 4 2104.502 SALVAGE MAIL BOX EACH 50.00$ 10 500.00$ 5 2104.503 SAWING BITUMINOUS PAVEMENT (FULL DEPTH) LIN FT 2.50$ 580 1,450.00$ 6 2104.504 REMOVE BITUMINOUS PAVEMENT SQ YD 3.00$ 4,090 12,270.00$ 7 2106.507 COMMON EMBANKMENT (CV)CU YD 5.00$ 11,680 58,400.00$ 8 2106.507 EXCAVATION - COMMON (EV) (P)CU YD 13.00$ 8,870 115,310.00$ 9 2106.507 EXCAVATION - SUBGRADE (EV)CU YD 17.00$ 4,900 83,300.00$ 10 2106.507 SELECT GRANULAR EMBANKMENT (CV) CU YD 17.00$ 6,600 112,200.00$ 11 2123.610 STREET SWEEPER (WITH PICKUP BROOM) HOUR 150.00$ 60 9,000.00$ 12 2211.509 AGGREGATE BASE CLASS 5 - STREET TON 16.00$ 2,120 33,920.00$ 13 2215.504 FULL DEPTH RECLAMATION SQ YD 1.25$ 8,920 11,150.00$ 14 2215.607 SALVAGE AND PLACE RECLAIMED MATERIAL CU YD 11.00$ 760 8,360.00$ 15 2357.506 BITUMINOUS MATERIAL FOR TACK COAT GAL 1.25$ 1,320 1,650.00$ 16 2360.509 TYPE SP 12.5 NON-WEARING COURSE MIXTURE (3,C) TON 60.00$ 2,170 130,200.00$ 17 2360.509 TYPE SP 12.5 WEARING COURSE MIXTURE (3,C) TON 65.00$ 2,170 141,050.00$ 18 2504.602 ADJUST VALVE BOX EACH 450.00$ 18 8,100.00$ 19 2504.602 INSTALL SALVAGED HYDRANT & VALVE EACH 1,000.00$ 1 1,000.00$ 20 2506.602 ADJUST SANITARY MANHOLE CASTING WITH INFI-SHIELD EACH 650.00$ 17 11,050.00$ 21 2506.602 ADJUST STORM CATCH BASIN CASTING EACH 200.00$ 31 6,200.00$ 22 2506.602 ADJUST STORM MANHOLE CASTING EACH 600.00$ 6 3,600.00$ 23 2506.603 RECONSTRUCT SANITARY SEWER STRUCTURE LIN FT 475.00$ 20 9,500.00$ 24 2540.602 INSTALL SALVAGED MAIL BOX EACH 50.00$ 10 500.00$ 25 2563.601 TRAFFIC CONTROL LUMP SUM 15,000.00$ 1 15,000.00$ 26 2564.518 SIGN PANELS TYPE C SQ FT 40.00$ 280 11,200.00$ 27 2571.524 TRANSPLANT TREE (SPADE SIZE 78") TREE 700.00$ 8 5,600.00$ 28 2573.501 EROSION CONTROL SUPERVISOR LUMP SUM 5,000.00$ 1 5,000.00$ 29 2573.501 STABILIZED CONSTRUCTION EXIT LUMP SUM 3,250.00$ 1 3,250.00$ 30 2573.502 STORM DRAIN INLET PROTECTION EACH 200.00$ 54 10,800.00$ 31 2573.503 SEDIMENT CONTROL LOG TYPE STRAW LIN FT 2.00$ 500 1,000.00$ 32 2573.503 SILT FENCE, TYPE MS LIN FT 2.00$ 4,700 9,400.00$ 10/12/2018 PART A - STREET Hamburg Avenue Engineer's Estimate CITY OF LAKEVILLE HAMBURG AVENUE IMPROVEMENTS PRELIMINARY ENGINEER'S ESTIMATE LAKEVILLE BLVD TO 202ND STREET CITY PROJECT NO.: 19-05 BMI PROJECT NO. T18.116845 NO. MAT. NO. ITEM UNIT ESTIMATED UNIT PRICE ESTIMATED QUANTITY ESTIMATED TOTAL PRICE 10/12/2018 33 2573.601 TEMPORARY EROSION CONTROL LUMP SUM 3,000.00$ 1 3,000.00$ 34 2574.507 COMPOST GRADE 2 (LV)CU YD 22.00$ 1,960 43,120.00$ 35 2574.507 SANDY CLAY LOAM TOPSOIL BORROW (LV) CU YD 26.50$ 1,960 51,940.00$ 36 2574.508 FERTILIZER TYPE 3 POUND 0.75$ 980 735.00$ 37 2575.501 TURF ESTABLISHMENT LUMP SUM 11,000.00$ 1 11,000.00$ 38 2575.505 SEEDING ACRE 200.00$ 3.3 660.00$ 39 2575.508 HYDRAULIC MULCH MATRIX POUND 0.75$ 11,550 8,662.50$ 40 2575.508 SEED MIXTURE 25-151 POUND 3.75$ 600 2,250.00$ 41 2582.503 24" SOLID LINE MULTI COMP LIN FT 8.50$ 25 212.50$ 42 2582.503 4" DOUBLE SOLID LINE MULTI COMP LIN FT 0.75$ 3,600 2,700.00$ 43 2582.503 4" SOLID LINE MULTI COMP LIN FT 0.50$ 7,250 3,625.00$ 44 2582.518 CROSSWALK MULTI COMP SQ FT 10.50$ 400 4,200.00$ 45 2582.518 PAVEMENT MESSAGE MULTI COMP SQ FT 12.50$ 82.32 1,029.00$ 1,053,314.00$ 52,665.70$ 1,105,979.70$ 309,674.32$ 1,415,654.02$ 28% INDIRECT PROJECT COSTS: PART A - STREET CONSTRUCTION COSTS: PART A - STREET 5% CONTINGENCY TOTAL CONSTRUCTION Hamburg Avenue Engineer's Estimate CITY OF LAKEVILLE HAMBURG AVENUE IMPROVEMENTS PRELIMINARY ENGINEER'S ESTIMATE LAKEVILLE BLVD TO 202ND STREET CITY PROJECT NO.: 19-05 BMI PROJECT NO. T18.116845 NO. MAT. NO. ITEM UNIT ESTIMATED UNIT PRICE ESTIMATED QUANTITY ESTIMATED TOTAL PRICE 10/12/2018 46 2104.503 REMOVE CONCRETE CURB LIN FT 6.50$ 300 1,950.00$ 47 2531.503 CONCRETE CURB AND GUTTER DESIGN B618 LIN FT 12.75$ 6,600 84,150.00$ 86,100.00$ 4,305.00$ 90,405.00$ 25,313.40$ 115,718.40$ 48 2104.503 SAWING CONCRETE PAVEMENT (FULL DEPTH) LIN FT 4.75$ 30 142.50$ 49 2104.518 REMOVE CONCRETE SIDEWALK SQ FT 2.00$ 450 900.00$ 50 2211.509 AGGREGATE BASE CLASS 5 - TRAIL OR SIDEWALK TON 20.00$ 1,500 30,000.00$ 51 2360.509 TYPE 9.5 WEARING COURSE MIXTURE (2,B) TON 75.00$ 660 49,500.00$ 52 2521.518 5" CONCRETE WALK SQ FT 7.75$ 1,500 11,625.00$ 53 2531.618 CONCRETE PEDESTRIAN CURB RAMP SQ FT 10.00$ 1,400 14,000.00$ 54 2531.618 TRUNCATED DOMES SQ FT 53.00$ 224 11,872.00$ 118,039.50$ 5,901.98$ 123,941.48$ 34,703.61$ 158,645.09$ CONSTRUCTION COSTS: PART C - TRAIL 28% INDIRECT 28% INDIRECT PART C - TRAIL 5% CONTINGENCY TOTAL CONSTRUCTION PROJECT COSTS: PART B - CURB AND GUTTER CONSTRUCTION COSTS: PART B - CURB AND GUTTER PART B - CURB AND GUTTER 5% CONTINGENCY TOTAL CONSTRUCTION PROJECT COSTS: PART C - TRAIL Hamburg Avenue Engineer's Estimate CITY OF LAKEVILLE HAMBURG AVENUE IMPROVEMENTS PRELIMINARY ENGINEER'S ESTIMATE LAKEVILLE BLVD TO 202ND STREET CITY PROJECT NO.: 19-05 BMI PROJECT NO. T18.116845 NO. MAT. NO. ITEM UNIT ESTIMATED UNIT PRICE ESTIMATED QUANTITY ESTIMATED TOTAL PRICE 10/12/2018 55 2104.502 REMOVE MANHOLE OR CATCH BASIN EACH 500.00$ 4 2,000.00$ 56 2104.502 REMOVE PIPE APRON EACH 300.00$ 27 8,100.00$ 57 2104.503 REMOVE PIPE SEWERS LIN FT 15.00$ 830 12,450.00$ 58 2501.502 15" RC PIPE APRON EACH 1,350.00$ 8 10,800.00$ 59 2503.503 12" RC PIPE SEWER CLASS V LIN FT 45.00$ 493 22,185.00$ 60 2503.503 15" RC PIPE SEWER CLASS V LIN FT 47.00$ 1,739 81,733.00$ 61 2503.503 18" RC PIPE SEWER CLASS V LIN FT 49.00$ 712 34,888.00$ 62 2503.602 CONNECT TO EXISTING PIPE - STORM SEWER EACH 1,500.00$ 6 9,000.00$ 63 2503.602 CONNECT TO EXISTING STRUCTURE - STORM SEWER EACH 2,000.00$ 6 12,000.00$ 64 2506.602 CONSTRUCT 2' X 3' DRAINAGE STRUCTURE DESIGN PER DETAIL LV-STM- 1 INCLUDING RINGS AND R-3067-V CASTINGS EACH 2,200.00$ 11 24,200.00$ 65 2506.602 CONSTRUCT 4' DIA DRAINAGE STRUCTURE DESIGN PER DETAIL LV-STM- 2 INCLUDING RINGS AND R-1642 CASTINGS EACH 3,400.00$ 3 10,200.00$ 66 2506.602 CONSTRUCT 4' DIA DRAINAGE STRUCTURE DESIGN PER DETAIL LV-STM- 2 INCLUDING RINGS AND R-4342 CASTINGS EACH 3,200.00$ 3 9,600.00$ 67 2506.602 CONSTRUCT 4' DIA DRAINAGE STRUCTURE DESIGN SPECIAL MNDOT 4022 TOPSLAB INCLUDING RINGS AND R-3067-V CASTING EACH 3,400.00$ 17 57,800.00$ 294,956.00$ 14,747.80$ 309,703.80$ 86,717.06$ 396,420.86$ CONSTRUCTION COSTS: PART D - STORM SEWER PART D - STORM SEWER PROJECT COSTS: PART D - STORM SEWER 5% CONTINGENCY TOTAL CONSTRUCTION 28% INDIRECT Hamburg Avenue Engineer's Estimate CITY OF LAKEVILLE HAMBURG AVENUE IMPROVEMENTS PRELIMINARY ENGINEER'S ESTIMATE LAKEVILLE BLVD TO 202ND STREET CITY PROJECT NO.: 19-05 BMI PROJECT NO. T18.116845 NO. MAT. NO. ITEM UNIT ESTIMATED UNIT PRICE ESTIMATED QUANTITY ESTIMATED TOTAL PRICE 10/12/2018 68 2104.502 REMOVE MANHOLE EACH 500.00$ 1 500.00$ 69 2104.503 REMOVE PIPE SEWERS LIN FT 10.00$ 52 520.00$ 70 2502.604 4" INSULATION SQ YD 50.00$ 48 2,400.00$ 71 2503.603 6" PVC SANITARY SEWER, SDR 26 LIN FT 45.00$ 75 3,375.00$ 72 2503.608 DUCTILE IRON FITTINGS POUND 10.00$ 870 8,700.00$ 73 2504.602 1" CORPORATION STOP EACH 300.00$ 17 5,100.00$ 74 2504.602 1" CURB STOP & BOX EACH 400.00$ 17 6,800.00$ 75 2504.602 12" GATE VALVE & BOX EACH 3,100.00$ 2 6,200.00$ 76 2504.602 6" GATE VALVE & BOX EACH 1,500.00$ 4 6,000.00$ 77 2504.602 8" GATE VALVE & BOX EACH 2,000.00$ 1 2,000.00$ 78 2504.602 CONNECT TO EXISTING WATERMAIN EACH 1,250.00$ 2 2,500.00$ 79 2504.602 HYDRANT EACH 5,000.00$ 4 20,000.00$ 80 2504.603 1" TYPE K COPPER PIPE LIN FT 25.00$ 750 18,750.00$ 81 2504.603 12" PVC C900 WATER MAIN LIN FT 55.00$ 1,250 68,750.00$ 82 2504.603 6" DIP CL 52 WATER MAIN LIN FT 40.00$ 55 2,200.00$ 83 2504.603 8" PVC C900 WATER MAIN LIN FT 40.00$ 70 2,800.00$ 84 2506.602 CONSTRUCT 4' DIA SANITARY SEWER STRUCTURE DESIGN SPECIAL MNDOT 4018 CONE INCLUDING RINGS AND R-1642 CASTING EACH 3,750.00$ 1 3,750.00$ 160,345.00$ 8,017.25$ 168,362.25$ 47,141.43$ 215,503.68$ CONSTRUCTION COSTS: PART E - SANITARY SEWER AND WATER MAIN PART E - SANITARY SEWER AND WATER MAIN 5% CONTINGENCY TOTAL CONSTRUCTION PROJECT COSTS: PART E - SANITARY SEWER AND WATER MAIN 28% INDIRECT Hamburg Avenue Engineer's Estimate CITY OF LAKEVILLE HAMBURG AVENUE IMPROVEMENTS PRELIMINARY ENGINEER'S ESTIMATE LAKEVILLE BLVD TO 202ND STREET CITY PROJECT NO.: 19-05 BMI PROJECT NO. T18.116845 NO. MAT. NO. ITEM UNIT ESTIMATED UNIT PRICE ESTIMATED QUANTITY ESTIMATED TOTAL PRICE 10/12/2018 85 2101.501 CLEARING AND GRUBBING LUMP SUM 2,500.00$ 1 2,500.00$ 86 2105.507 COMMON EXCAVATION - POND (EV) (P) CU YD 16.00$ 7,400 118,400.00$ 87 2211.509 AGGREGATE BASE CLASS 5 - STREET TON 16.00$ 260 4,160.00$ 88 2451.507 COARSE AGGREGATE BEDDING (LV) CU YD 55.00$ 60 3,300.00$ 89 2501.502 15" RC PIPE APRON EACH 1,350.00$ 2 2,700.00$ 90 2501.502 18" RC PIPE APRON EACH 1,500.00$ 1 1,500.00$ 91 2501.502 24" RC PIPE APRON EACH 2,150.00$ 1 2,150.00$ 92 2503.503 15" RC PIPE SEWER CLASS V LIN FT 47.00$ 75 3,525.00$ 93 2503.503 18" RC PIPE SEWER CLASS V LIN FT 49.00$ 315 15,435.00$ 94 2503.503 24" RC PIPE SEWER CLASS III LIN FT 55.00$ 515 28,325.00$ 95 2506.602 CONSTRUCT 4' DIA DRAINAGE STRUCTURE DESIGN PER DETAIL LV-STM- 2 INCLUDING RINGS AND R-1642 CASTINGS EACH 3,400.00$ 1 3,400.00$ 96 2506.602 CONSTRUCT 8' DIA DRAINAGE STRUCTURE DESIGN PER DETAIL LV-STM- 2 INCLUDING RINGS AND R-1642 CASTINGS EACH 7,500.00$ 1 7,500.00$ 97 2511.507 RANDOM RIPRAP CLASS III CU YD 95.00$ 60 5,700.00$ 98 2511.507 RANDOM RIPRAP CLASS IV CU YD 105.00$ 50 5,250.00$ 99 2573.503 SEDIMENT CONTROL LOG TYPE STRAW LIN FT 2.00$ 100 200.00$ 100 2573.503 SILT FENCE, TYPE MS LIN FT 2.00$ 700 1,400.00$ 101 2573.601 TEMPORARY EROSION CONTROL LUMP SUM 1,000.00$ 1 1,000.00$ 102 2574.507 COMPOST GRADE 2 (LV)CU YD 22.00$ 420 9,240.00$ 103 2574.507 SANDY CLAY LOAM TOPSOIL BORROW (LV) CU YD 26.50$ 420 11,130.00$ 104 2574.508 FERTILIZER TYPE 3 POUND 0.75$ 210 157.50$ 105 2574.607 FINE FILTER EMBANKMENT MODIFIED - INFILTRATION BASIN (CV) CU YD 50.00$ 2,530 126,500.00$ 106 2575.501 TURF ESTABLISHMENT LUMP SUM 2,000.00$ 1 2,000.00$ 107 2575.505 SEEDING ACRE 200.00$ 0.70 140.00$ 108 2575.508 HYDRAULIC MULCH MATRIX POUND 0.75$ 2,450 1,837.50$ 109 2575.508 SEED MIXTURE 35-241 POUND 16.00$ 60 960.00$ 358,410.00$ 17,920.50$ 376,330.50$ 105,372.54$ 481,703.04$ PROJECT COSTS: PART F - STORMWATER BMP 5% CONTINGENCY TOTAL CONSTRUCTION CONSTRUCTION COSTS: PART F - STORMWATER BMP PART F - STORMWATER BMP 28% INDIRECT Hamburg Avenue Engineer's Estimate CITY OF LAKEVILLE HAMBURG AVENUE IMPROVEMENTS PRELIMINARY ENGINEER'S ESTIMATE LAKEVILLE BLVD TO 202ND STREET CITY PROJECT NO.: 19-05 BMI PROJECT NO. T18.116845 1,053,314$ 52,666$ 1,105,980$ 309,674$ 1,415,654$ 86,100$ 4,305$ 90,405$ 25,313$ 115,718$ 118,040$ 5,902$ 123,941$ 34,704$ 158,645$ 294,956$ 14,748$ 309,704$ 86,717$ 396,421$ 160,345$ 8,017$ 168,362$ 47,141$ 215,504$ 358,410$ 17,921$ 376,331$ 105,373$ 481,703$ 2,071,165$ 103,558$ 2,174,723$ 608,922$ 2,783,645$ 28% INDIRECT 10/12/2018 SUMMARY 28% INDIRECT TOTAL CONSTRUCTION 5% CONTINGENCY CONSTRUCTION COSTS: PART A - STREET PROJECT COSTS: PART A - STREET CONSTRUCTION COSTS: PART B - CURB AND GUTTER 5% CONTINGENCY TOTAL CONSTRUCTION 28% INDIRECT PROJECT COSTS: PART B - CURB AND GUTTER CONSTRUCTION COSTS: PART C - TRAIL 5% CONTINGENCY TOTAL CONSTRUCTION 28% INDIRECT PROJECT COSTS: PART C - TRAIL CONSTRUCTION COSTS: PART D - STORM SEWER 5% CONTINGENCY TOTAL CONSTRUCTION 28% INDIRECT PROJECT COSTS: PART D - STORM SEWER CONSTRUCTION COSTS: PART E - SANITARY SEWER AND WATER MAIN 5% CONTINGENCY TOTAL CONSTRUCTION 28% INDIRECT PROJECT COSTS: PART E - SANITARY SEWER AND WATER MAIN CONSTRUCTION COSTS: PART F - STORMWATER BMP 5% CONTINGENCY TOTAL CONSTRUCTION TOTAL PROJECT COSTS PROJECT COSTS: PART F - STORMWATER BMP SUBTOTAL CONSTRUCTION COSTS 5% CONTINGENCY TOTAL CONSTRUCTION 28% INDIRECT Appendix C: Special Assessment Policy SPECIAL ASSESSMENT POLICY RELATING TO THE REHABILITATION OF ROADWAYS Policy 5.14 1) PURPOSE a) The City of Lakeville, Minnesota finds that it is in the best interest of the City to outline the policy and procedures for calculating the special assessments to benefitting properties using the 429 Special Assessment Process. b) The policy shall apply to the rehabilitation of roadways with existing paved surfaces. 2) OBJECTIVE a) The City currently utilizes the 429 Special Assessment Process to fund a portion of the costs associated with the rehabilitation of roadways within the City. This policy is intended to: i) Define the share of improvement costs to be specially assessed to benefitting properties ii) Identify the method(s) for calculating the assessments iii) Identify the improvement types for which special assessments will be levied iv) Identify the assessment period for the specified improvement type 3) GENERAL a) Minnesota Statutes Chapter 429 gives cities the authority to levy special assessments for public improvement projects to the benefitting property owners. 4) IMPROVEMENT COSTS TO BE SPECIALLY ASSESSED TO BENEFITTED PROPERTIES. a) It is the policy of the City to special assesses benefiting property for street reconstruction including mill and overlay costs in neighborhoods where the majority of the streets have deteriorated to the extent whereby it is no longer cost effective to provide routine maintenance. b) The special assessments will not be in excess of the benefit to the property. This policy applies to all streets that are public streets. c) Benefited properties shall be assessed 40% of the project costs, as calculated using the contract bid prices for the project. d) For the purposes of street reconstruction or mill and overlay, the project costs will include the cost of replacing or repairing concrete curb and gutter. In those cases where bituminous curbing is replaced with concrete curb and gutter, or where curb and gutter did not previously exist, the additional benefit will be assessed. The cost to be assessed shall be 100% of the cost of installing the concrete curb and gutter. This cost will be assessed on either a front foot or per lot basis. In areas where no storm sewer currently exists, the addition of a storm sewer system will also be considered an additional benefit and shall be assessed at 100% of the cost. e) Project cost includes both direct construction costs and all indirect costs such as engineering, financing and administration. f) Assessments for properties guided or zoned for single-family use shall be made on a per parcel (unit) basis. A property may be assessed for more than one unit in cases where the property could be reasonably further subdivided in accordance with current zoning and subdivision requirement. g) The City recognizes that various housing types typically do not carry the same number of persons (due to their respective densities) or generate the same amount of wear on the streets. Therefore, the following table outlines the cost allocation to be assessed per project: Land use Factor Single family and detached townhomes 1.00 Duplexes 0.50 Town homes 0.50 Apartments 0.25 h) Along major collector and arterial roadways, the Single Family Unit Rate shall be prorated to reflect the City’s typical 40-foot minor collector street section. i) If a street is reconstructed to a design standard greater than the current design standard due to the actual or zoned uses, the additional cost to reconstruct the street shall be fully assessed to those properties. If the street is reconstructed to a design different than the current standard, the total cost shall be fully assessed to those properties if conditions warrant. j) Properties abutting county roadways reconstructed to complete urban design and having reasonable access thereto shall be assessed in accordance with this policy. The assessments shall be used to defray the City’s cost participation in the county improvement projects. k) Properties or areas of property that have been determined to be unbuildable shall be excluded from assessments. No building permits will be issued for such property so deleted from assessments. l) Senior Citizens and Disabled People Special Assessments Deferrals are available in accordance with City policy. Other deferrals may be available as authorized by State Statute, Section 429. m) City will not special assess the cost of routine maintenance such as sealcoating, crack sealing or minor patching. n) Commercial and Industrial (1) The method for calculating the special assessments for commercial and industrial properties shall be on a front foot basis, unless it is otherwise determined by the City Council. (2) The front foot unit assessment rate will be based on the average cost per foot of assessable roadway improvements (3) At the City Council’s discretion, assessments may also be calculated using the same methodology as the predominant surrounding land use and/or zoning of the area. a. For properties used or zoned for other than residential use, the Assessable Units will be calculated by multiplying the number of front feet by 1.5 (because streets and roadways adjacent to non-residential uses are typically constructed to higher standards) and divided by the minimum required lot width based on the lot requirements for the predominant single-family zoning in the area. o) Institutional and Public Properties (1) The method for calculating the special assessments for these properties shall be the same methodology as the predominant surrounding land use and/or zoning of the area, unless it is otherwise determined by the City Council. (2) At the City Council’s discretion, assessments may also be calculated on a front foot basis. p) Mixed Use Areas (1) The method for calculating the special assessments in these areas shall be the same methodology as the predominant surrounding land use and/or zoning of the area, unless it is otherwise determined by the City Council. a. For properties used or zoned for commercial or industrial use, the Assessable Units will be calculated by multiplying the number of front feet by 1.5 (because streets and roadways adjacent to non-residential uses are typically constructed to higher standards) and divided by the minimum required lot width based on the lot requirements for the predominant single-family zoning in the area. (2) At the City Council’s discretion, assessments may also be calculated on a front foot basis. q) Agricultural land. Agricultural properties, regardless of the number of individual tax parcels, shall be assessed residential units commensurate with the number of users for the agricultural land (i.e. If there is one residential building structure for multiple adjacent agricultural tax parcels under the same ownership, only one residential unit assessment shall be levied, and it shall be levied against the parcel containing the building structure 5) SPECIAL ASSESSMENT TERMS a) As established by the City Council, but typically: (1) Reconstruction = 10 to 20-years (2) Mill and Overlay = 10-years Appendix D: Geotechnical Investigation Table of Contents Description Page A. Introduction......................................................................................................................................1 A.1. Project Description..............................................................................................................1 A.2. Project Area Conditions.......................................................................................................1 A.3. Purpose................................................................................................................................2 A.4. Background Information and Reference Documents..........................................................2 A.5. Scope of Services.................................................................................................................3 B. Results..............................................................................................................................................3 B.1. Geologic Overview ..............................................................................................................3 B.2. Boring Results......................................................................................................................4 B.2.a. Geologic Materials .................................................................................................4 B.2.b. Groundwater..........................................................................................................5 B.3. Laboratory Test Results.......................................................................................................5 C. Recommendations ...........................................................................................................................5 C.1. Design and Construction Discussion ...................................................................................5 C.1.a. Pavements and Drainage .......................................................................................6 C.1.b. Pavement Reuse.....................................................................................................6 C.1.c. Utilities...................................................................................................................6 C.2. Subgrade Preparation .........................................................................................................7 C.2.a. Pavement Subgrade Preparation...........................................................................7 C.2.b. Excavated Slopes....................................................................................................7 C.2.c. Pavement Subgrade Proofroll................................................................................8 C.2.d. Engineered Fill Materials and Compaction............................................................8 C.3. Pavements...........................................................................................................................9 C.3.a. Design Sections ......................................................................................................9 C.3.b. Materials and Compaction...................................................................................10 C.4. Utilities ..............................................................................................................................10 C.4.a. Subgrades.............................................................................................................10 C.4.b. Excavation Side Slopes.........................................................................................11 C.4.c. Selection, Placement and Compaction of Backfill................................................11 C.4.d. Excavation Dewatering.........................................................................................11 C.4.e. Corrosion Potential ..............................................................................................11 C.5. Construction Quality Control ............................................................................................11 C.5.a. Excavation Observations......................................................................................11 C.5.b. Materials Testing..................................................................................................11 C.5.c. Pavement Subgrade Proofroll..............................................................................12 C.5.d. Cold Weather Precautions ...................................................................................12 D. Procedures......................................................................................................................................12 D.1. Penetration Test Borings...................................................................................................12 Table of Contents (continued) Description Page D.2. Exploration Logs................................................................................................................12 D.2.a. Log of Boring Sheets.............................................................................................12 D.2.b. Geologic Origins ...................................................................................................13 D.3. Material Classification and Testing ...................................................................................13 D.3.a. Visual and Manual Classification..........................................................................13 D.3.b. Laboratory Testing ...............................................................................................13 D.4. Groundwater Measurements............................................................................................13 E. Qualifications..................................................................................................................................14 E.1. Variations in Subsurface Conditions..................................................................................14 E.1.a. Material Strata .....................................................................................................14 E.1.b. Groundwater Levels.............................................................................................14 E.2. Continuity of Professional Responsibility..........................................................................14 E.2.a. Plan Review..........................................................................................................14 E.2.b. Construction Observations and Testing...............................................................15 E.3. Use of Report.....................................................................................................................15 E.4. Standard of Care................................................................................................................15 Appendix Boring Location Sketch Log of Boring Sheets (ST-1 through ST-5) Descriptive Terminology of Soil ESAL Calculation MnPAVE-Flexible Design A.Introduction A.1.Project Description This Geotechnical Evaluation Report addresses the proposed Hamburg Avenue Reconstruction project between Lakeville Boulevard and 202nd Street (CSAH 50) in Lakeville, Minnesota. The project will involve approximately 4,200 feet of street reconstruction that will include the following: 202nd Street to Hartford Way: Installation of curb and gutter, roadway widening, full-depth reconstruction and installation of storm sewer and 12 inch PVC watermain. Hartford Way to 210th Street: Installation of curb and gutter and widening on east side, pavement reclamation and installation of storm sewer. 210th Street to Lakeville Boulevard: Installation of curb and gutter, widening, either full-depth reconstruction or reclamation, and installation of storm sewer. We anticipate grade changes will be about 3 or 4 feet where widening will encroach on existing ditches. We assume the surface grades will otherwise be similar to those of the existing roadway. Design utility depths were not provided. We assume utilities will generally be less than 10 feet below grade. A.2.Project Area Conditions Hamburg Avenue is a two-lane, two-way roadway with a rural cross-section and flat-to-rolling topography. The adjacent zoning is low-density residential. According to Minnesota Department of Transportation (MnDOT) data, traffic as of 2015 was 1,650 vehicles per day. Using this value in the MnDOT State Aid 10 Ton ESAL Traffic Forecast Calculator, we estimate this will result in 166,000 equivalent single-axle loads (ESALs) over a 20-year design period. Our estimate uses a traffic projection factor of 1.02 (provided by the City of Lakeville) and an “urban” traffic distribution. We should be contacted to update our ESAL estimate and pavement design if future studies project for greater traffic volumes or other vehicle distributions. City of Lakeville Project B1710632 January 19, 2018 Page 2 Grades along the corridor range from about 956 to 1031 feet above mean sea level (MSL) according to our boring data. According to the City of Lakeville, the segment from Hartford Way to 210th Street was constructed in 2002 with 3 1/2 to 4 inches of bituminous pavement over 6 inches of aggregate base. A similar section (4 inches bituminous, 6 inches aggregate base) was reportedly placed in 2000/2001 between 210th Street and Lakeville Boulevard. A.3.Purpose The purpose of our geotechnical evaluation was to characterize subsurface geologic conditions at selected exploration locations and provide recommendations for the Hamburg Avenue reconstruction. A.4.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 the City of Lakeville. Geologic Atlas of Dakota County available from the Minnesota Geological Survey. MnDOT traffic and segment data. In addition to the provided sources, we have used several publicly available sources of information including aerial photography from Google Earth. We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses and/or recommendations. City of Lakeville Project B1710632 January 19, 2018 Page 3 A.5.Scope of Services Our scope of services for this project was originally submitted as a Proposal (QTB066105) to Mr. Alex Jordan of the City of Lakeville, for which we received authorization to proceed on October 17, 2017. Tasks performed in accordance with our authorized scope of services included: Staking and clearing the exploration location of underground utilities. The City of Lakeville selected and we staked the new exploration locations. We acquired the surface elevations and locations with GPS technology using the State of Minnesota’s permanent GPS base station network. The Soil Boring Location Sketch included in the Appendix shows the approximate locations of the borings and ground elevations are shown on the boring logs. Performing five (5) penetration test borings to 10 feet below the existing surfaces. Providing for subcontracted traffic control during our field operations. Performing laboratory moisture content tests and mechanical analyses (#200 sieve only) on selected penetration test samples. 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 scope of services did not include environmental services or testing, and we did not train the personnel performing this evaluation to provide environmental services or testing. We can provide these services or testing at your request. B.Results B.1.Geologic Overview According to available references, Hamburg Avenue overlies Des Moines lobe glacial till in the northern portion and glacial outwash to the south. City of Lakeville Project B1710632 January 19, 2018 Page 4 We based the geologic origins used in this report on the soil types, laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. B.2.Boring Results B.2.a.Geologic Materials Table 1 provides a summary of the soil boring results in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology sheets in the Appendix include definitions of abbreviations used in Table 1. Table 1. Hamburg Avenue Pavement Thickness and Subgrade Soil Type Summary Boring Pavement Thicknesses (inches)Topsoil Thickness (feet) Subsurface Soil Classification(s) NotesBituminous Aggregate Base ST-1 4 3 1/2 --- CL, SC 0.6 to 4 feet noted as “buried topsoil” (slightly organic CL) ST-2 --- --- 0.4 SC, CL --- ST-3 --- --- --- SM, SC, SP Top 2 feet identified as nonorganic fill ST-4 4 6 --- SC, SP-SM --- ST-5 --- --- 5 CL Two layers of topsoil identified: a surficial layer in the upper root zone (0 to 0.4 feet) and underlying organic clay (0.4 to 5 feet). The “aggregate base” was identified by the drillers in the field. Note the term “aggregate base” does not imply conformance of the materials to a particular gradation or specification. The soils encountered beneath pavement layers or topsoil varied and included lean clay with sand, sandy lean clay, clayey sand, silty sand and poorly graded sand with silt. Blow counts in native cohesive soils (glacial till) were between 4 and 9 blows per foot (BPF), suggesting rather soft to rather stiff consistencies. Native cohesionless soils (glacial outwash) had blow counts between 14 and 20, which is medium dense relative density. City of Lakeville Project B1710632 January 19, 2018 Page 5 B.2.b.Groundwater Groundwater was not observed as our borings were advanced. Based on the moisture contents of the samples obtained by drilling, it does not appear groundwater was present within the depths explored at the time of our testing. Seasonal and annual fluctuations of groundwater should also be anticipated. B.3.Laboratory Test Results The glacial till and clayey fill soils had moisture contents between 14 and 15 percent, indicating they were likely near or slightly above their optimum moisture contents (OMC) for compaction. The moisture content of the organic topsoil layer in ST-5 was 28 percent. A single moisture content test in cohesionless soils returned a value of 5 percent, which is near the OMC for such soils. The organic content of soils identified as topsoil or buried topsoil was between 3 and 5 percent (“slightly organic” according to MnDOT classifications). C.Recommendations C.1.Design and Construction Discussion The City of Lakeville is planning to design and construct Hamburg Avenue in three segments as follows: 202nd Street to Hartford Way: full-depth reconstruction. Reconstruction will require removal of organic soils such as those present in ST-5. We provide additional recommendations for subgrade preparation in Section C.2.a. Hartford Way to 210th Street: Widening on east side, pavement reclamation. According to the City’s typical section, total pavement includes 4 inches of bituminous over 6 inches of aggregate base. This will generally be adequate for reclamation. We discuss this process in Section C.1.b. City of Lakeville Project B1710632 January 19, 2018 Page 6 210th Street to Lakeville Boulevard: Widening, full-depth reconstruction or reclamation. This segment has a similar section to the segment to the north, which is supported by the pavement thicknesses measured at ST-4. Consult Section C.1.b. for further discussion on reclamation, and Section C.2.a. for work related to subgrade preparation in the widening areas. C.1.a.Pavements and Drainage It appears pavement subgrades will consist of a wide variety of soils on Hamburg Avenue, including cohesive clayey soils, cohesionless sands and topsoil. The clayey or sandy fill soils present below the topsoil or pavement will generally be suitable for pavement support in their current condition; deep topsoil such as encountered in ST-5, however, will not. The clayey soils may also require additional work, such as drying or moisture conditioning, if wet or allowed to become wet once excavated. We recommend placing drain tile about catch basins and at low points behind curb in order to facilitate drainage of the pavement system where storm sewer or ditch outlets allow. 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.1.b.Pavement Reuse Full-depth reclamation (FDR) of existing pavement materials is one possible source of aggregate base for the reconstruction projects. The pavements of Hamburg Avenue north of Hartford Way (based on ST-1) appeared to be relatively thin. This can complicate the FDR process and result in a product not suitable for reuse as aggregate base elsewhere on the project. For these reasons, we recommend caution if performing FDR in the northern segment. Based solely on ST-4, it appears the southern segment has a section similar to that reported by the City of Lakeville (10 inches total). This is a suitable thickness for FDR. In order to accommodate a new pavement section, the FDR material will either need to be windrowed to provide access to the subgrade, or a portion of the reclaim will need to be removed from the top. We recommend a proofroll of the reclaimed material as described in Section C.2.c. C.1.c.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 on Hamburg Avenue will consist of clayey glacial till or sandy glacial outwash. Depending on the conditions City of Lakeville Project B1710632 January 19, 2018 Page 7 at the time of excavation, watering or drying (moisture conditioning) of the soils may be necessary to achieve the levels of compaction recommended. Clayey 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.2.Subgrade Preparation C.2.a.Pavement Subgrade Preparation We recommend the following steps for pavement subgrade preparation: 1.Strip unsuitable soils consisting of topsoil, organic soils, peat, vegetation, and pavements from the roadway and widening area as required. In some locations, such as near ST-5 and in areas with similar soil profiles, this may require significant cuts. Geotextile fabric is an option at the bottom of soil subcuts but is not necessary to provide a stable surface for placement. 2.Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. 3.Slope subgrade soils to areas of sand or drain tile to allow the removal of accumulating water. 4.Scarify, moisture condition and surface compact the subgrade to meet the compaction requirements for the project. 5.Proofroll the pavement subgrades as described in Section C.2.c. Preparation of sideslopes in widening areas will require additional considerations, including stair-step benches in slopes steeper than 1:4 (V:H). C.2.b.Excavated Slopes Based on the borings, we anticipate on-site soils in excavations will consist of poorly graded sand, poorly graded sand with silt and silty sand soils. These soils are typically considered Type C Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type C soils should have a gradient no steeper than 1:1 1/2 (V:H). Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth. City of Lakeville Project B1710632 January 19, 2018 Page 8 An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. C.2.c.Pavement Subgrade Proofroll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem-axle truck. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and recompaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous pavement. C.2.d.Engineered Fill Materials and Compaction Table 2 below contains our recommendations for engineered fill materials. In widened areas, we recommend matching the composition of the adjacent subgrade soils to the extent possible. Transitions between subgrade depths, between cohesive and cohesionless soil or other drastic changes in soil type should be sloped longitudinally at a minimum of 1:20 (V:H) and transversely at a minimum of 1:5 (V:H). In no case should cohesive soils be placed over cohesionless soils. Table 2. Engineered Fill Materials Locations Engineered Fill Classification Possible Soil Type Descriptions Gradation Additional Requirements Pavement and embankment fill Utility support and backfill MnDOT select grading material SP, SP-SM, SM, SC, CL varies PI < 15 % silt < 80% < 5% OC Below landscaped surfaces, where subsidence is not a concern Non-structural fill varies 100% passing 6-inch sieve < 10% OC We recommend spreading engineered fill in loose lifts of approximately 12 inches thick. We recommend compacting engineered fill in accordance with MnDOT Specifications 2105 (or 2106). City of Lakeville Project B1710632 January 19, 2018 Page 9 Our compaction requirements are summarized in Table 3. Table 3. Compaction Recommendations Summary Reference Relative Compaction, percent (ASTM D698 – Standard Proctor) Moisture Content Variance from Optimum, percentage points < 12% Passing #200 Sieve (Typically SP, SP-SM) > 12% Passing #200 Sieve (Typically CL, SC, ML, SM) Within 3 feet of pavement subgrade 100 ±3 -1 to +3 More than 3 feet below pavement subgrade 95 ±3 ±3 Below landscaped surfaces 90 ±5 ±4 Below utilities 95 ±3 -1 to +3 The project documents should not allow the contractor to use frozen material as engineered fill or to place engineered fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in engineered fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.3.Pavements C.3.a.Design Sections Laboratory tests to determine an R-value for pavement design were not included in the scope of this project. Given the varied subgrade soil types, we recommend using an R-value of 20 for pavement thickness design. The City of Lakeville standard pavement section for collector routes (4 inches bituminous pavement; 6 inches aggregate base; 24 inches select granular subbase at this R-value) can support approximately 1.5 million 20-year ESALs according to MnPAVE-Flexible design (minimum reliability of 90 percent). See the design output attached this report. City of Lakeville Project B1710632 January 19, 2018 Page 10 Table 4. Lakeville Standard Collector Section Layer Thickness (inches)MnDOT Specification/Designation Bituminous Wear 2 (1 lift) SPWEB340C (2360) Bituminous Non-wear 2 (1 lift) SPNWB330C (2360) Aggregate Base 6 Class 5 (3138) Subbase 24 (Select Granular modified per City standards (MnDOT Specification 3149.2B4) The above pavement design is based upon a 20-year performance life at the lifetime traffic loading indicated on the MnPAVE-Flexible output. 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 (which are considerably less than the pavement capacity) and maintenance. C.3.b.Materials and Compaction We recommend specifying pavement materials as recommended in Table 4. 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 per the Maximum Density Method (Specification 2360.6B). C.4.Utilities C.4.a.Subgrades The native 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. We nonetheless 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. MnDOT stabilizing aggregate (Specification 3149.2C) is a suitable material of this type. We recommend that a geotechnical engineer observe all utility trench excavations and subcuts. City of Lakeville Project B1710632 January 19, 2018 Page 11 C.4.b.Excavation Side Slopes The project area soils appear to meet several soil types by OSHA classification. We therefore 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 as recommended in Table 3. Where it is necessary to achieve compaction over wet or waterbearing subgrades, we recommend the 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. MnDOT filter aggregates (3149.2J) are appropriate materials of this type. 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. It appears utility construction and trenching will be in areas with both sandy and clayey soils. Sumps and pumps will generally be suitable for short-term water removal under such conditions if the scale of dewatering is small; for large- scale dewatering in sands, alternative approaches may be necessary. C.4.e.Corrosion Potential We recommend providing corrosion protection for any ductile iron pipe in the clayey soils throughout the project based on our past experience with soils in the area. 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. City of Lakeville Project B1710632 January 19, 2018 Page 12 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. D.Procedures D.1.Penetration Test Borings We drilled the penetration test borings with a float tire-mounted core and auger drill equipped with hollow-stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2-foot intervals in general accordance to ASTM D1586. D.2.Exploration Logs D.2.a.Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials, and present the results of penetration resistance and other in-situ tests performed. The logs also present the results of laboratory tests performed on penetration test samples and groundwater measurements. City of Lakeville Project B1710632 January 19, 2018 Page 13 We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. D.2.b.Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, 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 and other in-situ 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. D.3.Material Classification and Testing D.3.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.3.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.4.Groundwater Measurements The drillers checked for groundwater as the penetration test borings were advanced, and again after auger withdrawal in both power auger and penetration test borings. The boreholes were then backfilled as noted on the boring logs. City of Lakeville Project B1710632 January 19, 2018 Page 14 E.Qualifications E.1.Variations in Subsurface Conditions E.1.a.Material Strata We developed our evaluation, analyses and recommendations 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. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata 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 performing additional exploration work, or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. E.1.b.Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels 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 We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. City of Lakeville Project B1710632 January 19, 2018 Page 15 E.2.b.Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction-related geotechnical engineer-of-record responsibilities. E.3.Use of Report This report is for the exclusive use of the addressed parties. 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 H A M P T O N A V E N U E202NDSTREET(CSAH50)HARTFORDWAYHAMPSHIREWAYHARROWCOURTHAMBURG AVENUE HAMPSHIREWAYHARROWCOURTHARTFORDWAYHAMPSHIREWAY210THSTREETW.HAMBURG AVENUE LAKEVILLEBOULEVARDF:\2017\B1710632.dwg,Geotech,11/1/201710:27:31AMbraunintertec.com 952.995.2000 Minneapolis, MN 55438 11001 Hampshire Avenue S Project No: B1710632 Drawn By: Date Drawn: Checked By: Last Modified: 11/1/17 Drawing No: Project Information Drawing Information B1710632 JAG 10/20/17 NGL Hamburg Avenue Reconstruction 202nd Street (CSAH 50) TO Lakeville Boulevard Lakeville, Minnesota Soil Boring Location Sketch 0 SCALE:1"= 200' 200'100' DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING N 14 5 5 8 OC=3%14 PAV CL FILL CL 4 inches of bituminous over 3 1/2 inches of aggregate base. SANDY LEAN CLAY, slightly organic, trace roots, dark brown, moist. (Buried Topsoil) FILL: Clayey Sand, dark brown and brown, moist to wet. SANDY LEAN CLAY, brown, moist, medium. (Glacial Till) END OF BORING. Water not observed while drilling. Boring then backfilled. 1030.7 1027.3 1022.3 1020.3 0.6 4.0 9.0 11.0 10/27/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-1 page 1 of 1 3 1/4" HSA, AutohammerB. Kammermeier L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-1 METHOD: BORING: BPF Braun Intertec CorporationB1710632LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\10632.GPJ BRAUN_V8_CURRENT.GDT 11/27/17 11:00Braun Project B1710632 GEOTECHNICAL EVALUATION Hamburg Avenue Reconstruction Lakeville Boulevard to 202nd Street (CSAH 50) Lakeville, Minnesota MC %Symbol Elev. feet 1031.3 Depth feet 0.0 4 6 4 6 4415 SP SC CL Mixed Poorly Graded Sand and Lean Clay, trace Gravel, dark brown, wet. (Topsoil) CLAYEY SAND, brown, wet, rather soft to medium. (Glacial Till) Gray at 6 feet. LEAN CLAY with SAND, brown, wet, rather soft to medium. (Glacial Till) END OF BORING. Water not observed while drilling. Boring then backfilled. 976.3 969.7 965.7 0.4 7.0 11.0 10/27/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-2 page 1 of 1 3 1/4" HSA, AutohammerB. Kammermeier L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-2 METHOD: BORING: BPF Braun Intertec CorporationB1710632LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\10632.GPJ BRAUN_V8_CURRENT.GDT 11/27/17 11:00Braun Project B1710632 GEOTECHNICAL EVALUATION Hamburg Avenue Reconstruction Lakeville Boulevard to 202nd Street (CSAH 50) Lakeville, Minnesota P200 % MC %Symbol Elev. feet 976.7 Depth feet 0.0 4 20 14 13 FILL SC SP FILL: Silty Sand, fine- to medium-grained, with Gravel, brown, moist. CLAYEY SAND, brown, wet, rather soft. (Glacial Till) POORLY GRADED SAND, fine- to coarse-grained, trace Gravel, wet, medium denese. (Glacial Outwash) END OF BORING. Water not observed while drilling. Boring then backfilled. 955.9 952.9 946.9 2.0 5.0 11.0 10/27/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-3 page 1 of 1 3 1/4" HSA, AutohammerB. Kammermeier L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-3 METHOD: BORING: BPF Braun Intertec CorporationB1710632LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\10632.GPJ BRAUN_V8_CURRENT.GDT 11/27/17 11:00Braun Project B1710632 GEOTECHNICAL EVALUATION Hamburg Avenue Reconstruction Lakeville Boulevard to 202nd Street (CSAH 50) Lakeville, Minnesota Symbol Elev. feet 957.9 Depth feet 0.0 14 15 19 18 5 PAV FILL SP- SM 4 inches of bituminous over 6 inches of aggregate base. FILL: Clayey Sand, with Gravel, dark brown, wet. POORLY GRADED SAND with SILT, fine-grained, trace Gravel, brown, wet, medium dense. (Glacial Outwash) END OF BORING. Water not observed while drilling. Boring then backfilled. 954.8 953.6 944.6 0.8 2.0 11.0 10/27/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-4 page 1 of 1 3 1/4" HSA, AutohammerB. Kammermeier L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-4 METHOD: BORING: BPF Braun Intertec CorporationB1710632LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\10632.GPJ BRAUN_V8_CURRENT.GDT 11/27/17 11:00Braun Project B1710632 GEOTECHNICAL EVALUATION Hamburg Avenue Reconstruction Lakeville Boulevard to 202nd Street (CSAH 50) Lakeville, Minnesota MC %Symbol Elev. feet 955.6 Depth feet 0.0 7 6 7 9 OC=5%28 SC OL CL CLAYEY SAND, trace roots, black, wet. (Topsoil) ORGANIC CLAY, trace roots, black, wet. (Topsoil) SANDY LEAN CLAY, brown, wet, medium to rather stiff. (Glacial Till) END OF BORING. Water not observed while drilling. Boring then backfilled. 1029.9 1025.3 1019.3 0.4 5.0 11.0 10/27/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-5 page 1 of 1 3 1/4" HSA, AutohammerB. Kammermeier L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-5 METHOD: BORING: BPF Braun Intertec CorporationB1710632LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\10632.GPJ BRAUN_V8_CURRENT.GDT 11/27/17 11:00Braun Project B1710632 GEOTECHNICAL EVALUATION Hamburg Avenue Reconstruction Lakeville Boulevard to 202nd Street (CSAH 50) Lakeville, Minnesota MC %Symbol Elev. feet 1030.3 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. ML or OL Instructions: All yellow boxes require an input value. Dropdown choices are provided for Base Year (C18), Number of Lanes (C19), and AADT Range (C20). You must click on cells C18, C19, and C20 to access the dropdown choices. General Information Date Forecast Performed by Name of County or City Project Number Project Description Route Number Base Year (i.e. opening to traffic)2018 Number of Lanes (total both directions)2 = typical 2 lane AADT Range Urban: >1500 Historical AADT (enter a minimum of two years)Year AADT Enter oldest traffic data here 2015 1,650 Enter second oldest traffic data here 2035 1,995 Enter third oldest traffic data here Enter fourth oldest traffic data here Base Year AADT 2018 1,700 20-Year AADT 2038 2,050 35-Year AADT 2053 2,310 Growth Rate Vehicle Class %Flexible Rigid 2AX-6TIRE SU 1.52%0.25 0.24 3AX+SU 0.46%0.58 0.85 3AX TST 0.09%0.39 0.37 4AX TST 0.12%0.51 0.53 5AX+TST 0.89%1.13 1.89 TR TR, BUSES 0.47%0.57 0.74 TWIN TRAILERS 0.02%2.40 2.33 Total 3.57%NA NA 20-Year Flexible Forecast (10 Ton) =166,000 20-Year Rigid Forecast (10 Ton) =236,000 35-Year Flexible Forecast (10 Ton) =305,000 35-Year Rigid Forecast (10 Ton) =432,000 Revised: 12/24/2014 Lakeville Blvd to 202nd St (CSAH 50) MSAS 103 This ESAL calculator is for use with default Heavy Commerical Traffic values; click "User Defined Traffic Values" sheet below if you wish to enter your own Heavy Commercial Traffic values. State Aid 10 Ton ESAL Traffic Forecast Calculator For State Aid questions and information concerning this tool, please contact State Aid Pavement Engineer Joel Ulring at joel.ulring@state.mn.us or 651-366-3831. 11/15/2017 NGL/Braun Intertec Lakeville -- Vehicle Type ESAL Factors 1.03% MnPAVE Design Summary MnPAVE 6.304 Simulation Input File: lakeville_hamburg.mpv Confidence Level for Preliminary Life Estimate = 70% Confidence and Reliability may not agree. Thickness and modulus are reduced when Confidence > 50%. Monte Carlo Reliability randomly selects values for each layer. Use Reliability for final design. Preliminary Life Estimate 20-Year Reliability (2,500 cycles) Fatigue FatigueRutting Rutting 24 years >50 years 91.9%100% Project Information District County City Metro Dakota Lakeville Project Number Route Reference Post --Hamburg from -- to -- Letting Date Construction Type 11/16/17 RC Designer Soils Engineer City of Lakeville Braun Intertec Climate Information Seasons Location 5 44˚ 39’ Latitude, 93˚ 3’ Longitude Structural Information (Design Level: Intermediate) Layer Type Subtype Height (in.) 1 Hot-Mix Asphalt (Pb = 5.0%)PG58-34 (2360F 1/2")4.00 2 Aggregate Base MnDOT Class 5 6.00 3 Aggregate Subbase MnDOT Select Granular 24.00 4 Engineered Soil R-Value = 20 (CL)12.00 5 Undisturbed Soil Engineered Soil Modulus/2 Traffic Information (Speed = 30 mph) Load Type First Year ESAL Growth Rate Total Repetitions ESAL 75,000 0% (simple)1,500,000 Notes Lakeville Blvd to 202nd Reconstruction and widening The Minnesota Department of Transportation makes no guarantee or warranty, either express or implied, with respect to the reuse of the data provided herewith, regardless of its format or means of its transmission. The user accepts the data "as is", and assumes all risks associated with its use. By accepting this data, the user agrees not to transmit this data or provide access to it or any part of it to another party unless the user shall include with the data a copy of this disclaimer. The Minnesota Department of Transportation assumes no responsibility, actual or consequential, for damage that results from any user’s reliance on this data. Printed Monday, November 27, 2017 at 08:27:55 Lakeville Blvd210th Street205th StreetHartford WayHartford Way202nd Street (CSAH 50)Hamburg Avenue Hamburg Avenue PROJECT AREAS AREA 1 AREA 2A AREA 2B AREA 3 BY OTHERS H:\LAKV\T18116845\CAD\C3D\FIGR-116845-Location Map.dwg 9/26/2018 5:42:09 PMR Hamburg Avenue City of Lakeville Figure 1- Location Map September 2018 FEETSCALE 0 200 400 HORZ.R