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Home My WebLink About10A 2011 and 2012 Improvement Projects Feasibility and Call for Public Hearingf~ PRip\ U 4646 Dakota Street SE '~rNivsso`~~' Prior Lake, MN 55372 CITY COUNCIL AGENDA REPORT MEETING DATE: OCTOBER 4, 2010 AGENDA #: 10A PREPARED BY: LARRY POPPLER, ASSISTANT CITY ENGINEER PRESENTER: LARRY POPPLER, ASSISTANT CITY ENGINEER AGENDA ITEM: CONSIDER APPROVAL OF A RESOLUTION ACCEPTING FEASIBILITY REPORT AND SCHEDULING A PUBLIC HEARING TO CONSIDER THE 2011 AND 2012 IMPROVEMENT PROJECTS DISCUSSION: Introduction The purpose of this agenda item is to accept the Feasibility Report and schedule a Public Hearing to be held on November 15, 2010 for the 2011 and 2012 Improvement Projects. The resolution also discusses the award of the City's standardized contract for professional services for real estate appraisals. History Each year the City reconstructs street segments that are scheduled for reconstruction as part of its Capital Improvement Program (CIP) and that have exceeded their useful design life. The City uses the Capital Improvement Program and its Pavement Management Program to plan for infrastructure improvements and the financing for capital improvements. At its June 21, 2010 meeting the City Council adopted Resolution 10-059 authorizing staff to prepare a Feasibility Report for the 2011 Improvement Project area as outlined in -the CIP. The Boudin's neighborhood is considered in the report and includes improvements to Boudin's Manor 1-5 Additions, Watersedge 1-2 Additions, The Harbor, Nelsons 1St Addition, Part of Gov't lots 2 &3 S30, T115, R21, and Part of S30, T115, R21. These properties were originally platted and developed around 1975. A map of the project area (Exhibit 1) is included in the Feasibility Report and includes Boudin Street, Denese Street, Lois Avenue, Natalie Road, Timothy Avenue, Grayling Circle, Rutgers Street, and Watersedge Trail. The proposed improvements include street reconstruction, storm sewer, storm water quality, concrete curb and gutter, and appurtenant work. City utilities under the street are also proposed to be repaired or reconstructed based on need. Selected sections of sanitary sewer are proposed for replacement while most sanitary sewer is proposed to be lined. Watermain is proposed to be replaced for certain street segments. Current Circumstances The Feasibility Report includes total estimated costs, preliminary assessment amounts, and a project financing summary. Also included in the report are design criteria, estimates and information on watermain, http://financel/teams/am/October 4 2010/October 4, 2010/2011 and 2012 agenda report (1).doc sanitary sewer, storm sewer, and streets. Details on each aspect of the improvements can be found in the Feasibility Report. Conclusion A .public hearing is proposed for November 15, 2010. At that meeting the proposed improvements, project schedule and assessments will be presented to residents. The attached Feasibility. Report outlines which portions of the cost for the above project will be assessed to the benefiting properties. If the Council approves the Feasibility Report, the Chapter 429 special assessment statute requires a public hearing be conducted prior to proceeding with the project to determine if it is to move forward. The Public Hearing would occur at a future Council meeting after the public informational meeting is held. In summary, the project is feasible from an engineering and economic standpoint. Approval of the Feasibility Report does not grant final approval of the project. ISSUES: The Assessment Review Committee met on September 16, 2010, at which time the following issues were discussed and recommendations made: Street and Storm Sewer Reconstruction Pursuant to the Assessment Policy, the street and storm sewer reconstruction .should be assessed at up to 40% of the total project cost against the benefiting properties. The remaining amounts should be recovered through the general ad valorem property tax. Assessment Maa The Assessment Review Committee recommends assessing the properties as shown on the assessment map. Assessment Method The Assessment Review Committee recommends the unit method of assessment for the 2011 and 2012 Improvement Project due to the fact that the lots in the project area are of similar size and/or value. The estimated assessment rate is proposed at $8,132.75/unit. However, the Assessment Review Committee recommends setting a maximum assessment rate based on the benefit appraisals. Street Widths Reduced As a way to decrease upfront costs, maintenance costs and reduce the amount of impervious surface, the Assessment Review Committee agrees with Staff's recommendation to reduce the street widths in the project area. Boudin Park Storm water Improvements As part of the reconstruction project, two bio-retention areas and two underground storage facilities are proposed to be constructed within Boudin's Park. The Assessment Review Committee agrees that these improvements are a positive step toward retaining water upstream of Lower Prior Lake. Funds for construction of these storm water components would be taken out of the Water Quality Fund and grant funding. http:llfinancel/teams/amtOctaber 4 2010/October 4, 2010/2011 and 2012 agenda report {1).doc 2 Driveway Reconstruction. Rain Garden, and Urban Reforestation Programs The Assessment Review Committee recommends to continue the driveway reconstruction program, voluntary rain garden program, and urban reforestation program. The Assessment Review Committee recommends to allow parking structures on 24 foot wide roadways, however the parking structures must be part of the driveway program, must be paved, and property owners must pay for the. reconstruction of the parking structures from the curbline to the outside edge. Real Estate Appraisals The real estate market has changed in recent years and valuations continue to decline. The Assessment Review Committee recommends performing benefit appraisals to help determine the maximum assessment rate. The real estate benefit appraisals will be conducted on several homes to get an idea of how much the improvements will increase the property values. The City has received proposals from two firms that specialize in this type of appraisal. The two firms are Nagell Appraisal and Consulting and BRKW Appraisals Inc. Each firm provided a quote to conduct 12 appraisals for the price listed below: Na ell Ap raisal and Consultin $5,400 BRKW A raisals Inc. $7,000 City staff is recommending that the City enter into a professional services contract with Nagell Appraisal & Consulting for real estate appraisal services. The City has asked that the appraisals be completed prior to the proposed November 15th, 2010 Public Hearing. FINANCIAL The 2011 and 2012 Improvement Projects are proposed to be financed by IMPACT: special assessments, tax levy, water quality fund, private funding, and sewer and water fund. Funding sources and amounts are as shown below: Assessments $1,233,244.74 Tax Lev $2,079,787.14 Sewer & Water Fund $925,723.41 Water Qualit Fund $176,548.46 Private Funding. Drivewa Pro ram $154,610.00 Pro'ect Total Cost $4,569,913.75 The 2011-2015 Transportation Plan estimated a total project cost of $4,130,000 excluding grant funding and driveway (private) funding. The Feasibility Report estimated project costs excluding grant and private funding of $76,500 and $154,610 is $4,338,803.75. The $208,803 (5%) increase is due primarily to actual soil conditions and required replacement of those soils for street construction. Should the actual bid prices reflect this estimated increase the City Council will need to evaluate 2011 and 2012 bonding projects and may desire to bond the project levy amount over a three year period rather than the two project years to maintain the programmed bonding portion of the general tax levy. The estimated project amount is within 5% of the budgeted funding and therefore Staff http:/lfinance1lteams(am(October 4 2010/October 4, 2010/2011 and 2012 agenda report {1).doc 3 believes the project should proceed as proposed. Approval of the Feasibility Report and holding the Public Hearing does not obligate the City Council to complete the project or limit the City's financing options at this time. ALTERNATIVES: The alternatives are as follows: 1. Approve Resolution 10-XXX accepting the Feasibility Report and establish a Public Hearing date as per the attached Resolution 2. Table the Resolution for a specific reason. 3. Deny the Resolution. A motion and a second to adopt a Resolution accepting the Feasibility Report and calling for a Public Hearing for the 2011 and 2012 Improvement projects. Manager http:l/finance1/teams/am/October 4 2010/October 4, 2010/2011 and 2012 agenda report (1}.doc 4 RECOMMENDED MOTION: 4646 Dakota Street SE Prior Lake, MN 55372 RESOLUTION 10-xxx RESOLUTION ACCEPTING THE FEASIBILITY REPORT AND CALLING FOR A PUBLIC HEARING ON THE 2010 IMPROVEMENT PROJECT Motion By: Second By: WHEREAS, Pursuant to Resolution 10-059, the City Council, on June 21, 2010, ordered a Feasibility Report to be prepared by the City's Engineering Department with reference to the 2011 and 2012 improvement projects within the Boladin's neighborhood; and WHEREAS, The Feasibility Report for the 2011 and 2012 improvement project for the Boudin's neighborhood dated September, 2010 contains information that the proposed project is necessary, cost effective, and feasible; and WHEREAS, Real estate benefit appraisals are necessary to determine whether and to what extent the value of property has changed as a result of a city improvement. The incremental increase in value from before and after an improvement project determines the amount of special benefit to the property as a result of the improvement. This type of benefit appraisal helps the City determine whether a proposed special assessment is appropriate and defensible; and. WHEREAS, The City does not have the in house expertise to prepare special benefit appraisals; and, WHEREAS, The City solicited and evaluated proposals from BRKW Appraisals, Inc. and Nagell Appraisal & Consulting in accordance with the City purchase policy for appraisal services; and, WHEREAS, The low proposal of $5,400 was submitted by Nagell Appraisal & Consulting and Staff recommends award of-the City's Standardized Professional Services Contract to Nagell Appraisal & Consulting. NOW THEREFORE, BE IT HEREBY RESOLVED BY THE CITY COUNCIL OF PRIOR LAKE, MINNESOTA as follows: 1. The recitals set forth above are incorporated herein. 2. The City Council hereby accepts the Feasibility Report as submitted. 3. The Council will consider the improvement of such streets and areas in accordance with the Report and the assessment of property as described in the Report for all or a portion of the cost of the improvements pursuant to Minnesota Statutes Chapter 429 at an estimated total cost of the improvements of $4,569,913.75. 4. A Public Hearing shall be held on such proposed improvements on the 15th day of November, 2010 at Prior Lake City Hall, with the address of 4646 Dakota Street SE, City of Prior Lake, Minnesota at 6:00 p.m. Statutory notice and publication requirements shall be followed. http://financel/teams/am/October 4 2010/October 4, 2010/2011 AND 2012 IMPROVEMENT PROJECT RESOLUTION.doc 5. Nagel) Appraisal & Consulting is hereby selected to provide real estate appraisal services for the 2010 construction project for a base price in the amount of $5,400.00. 6. The Mayor and City Manager are authorized to execute the City's Standardized Professional Services Agreement with Nagel) Appraisal & Consulting on behalf of the City. 7. Funding for these engineering services will be drawn from the Construction Fund Account #501-48371- 505. PASSED AND ADOPTED THIS 4th DAY OF OCTOBER 2010. YES NO M ser M ser Erickson Erickson Hedber Hedber Keene Keene Millar Millar Frank Boyles, City Manager http:(/finance1lteams/am/October 4 2010/October 4, 2010!2011 AND 2Q12 IMPROVEMENT PROJECT RESO~UTION.doc 2 F Pao;: ,~ ti U ~~ x try BOUDINS NEIGHBORHOOD PRELIMINARY REPORT FOR THE CITY OF PRIOR LAKE 2011 AND 2012 PUBLIC IMPROVEMENT PROJECT INCLUDING UTILITY IMPROVEMENTS, STORM SEWER, GRADING, CONCRETE CURB & GUTTER, BITUMINOUS PAVING AND APPURTENANT WORK SEPTEMBER 2010 ~~INNSSO`~~ BOUDINS NEIGHBORHOOD PRELIMINARY REPORT FOR THE CITY OF PRIOR LAKE 2011 AND 2012 PUBLIC IMPROVEMENT PROJECT INCLUDING UTILITY IMPROVEMENTS, STORM SEWER, GRADING, CONCRETE CURB & GUTTER, BITUMINOUS PAVING AND APPURTENANT WORK SEPTEMBER 2010 I hereby certify that this Feasibility 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. L oppler, P.E. Reg. No. 41005 of .moo. V ,~~~ hMnis~T~ `~ Z9 ra Date 2 INTRODUCTION On June 21, 2010, the Prior Lake City Council adopted Resolution 10-059, which ordered the preparation of a Feasibility Report for improvements to the project area listed below: The 2011 Improvement Project No. 11-O1 l; includes Boudin Street, Denese Street, Lois Avenue, Natalie Road; and Timothy Avenue, located within section 30 T115N, R21W, ! Scott County Minnesota The 2012 Improvement Project No. 12-011, includes Grayling Circle, Rutgers Street, and ' Watersedge Trail, located within section 30, Tl 15N, R21W, Scott County, Minnesota ' SCOPE ' This report evaluates the feasibility of reconstructing the streets and replacing utilities in the project area for both the proposed 2011 improvement project and the 2012 project areas. All existing infrastructure (streets, sanitary sewer, Waterman, etc.) was evaluated. The results of that evaluation form the basis of the recommended improvements. Cost estimates, staging, funding strategies, and a proposed timeline are also explored in this report. BACKGROUND The proposed project area is shown on Exhibit 1 and Exhibit. lA. All of the streets in the project area have failing bitumino us surfaces and bitum inous .curb. Bel ow are the existing street and right of way widths: ' ROADWAY STREET WIDTH RIGHT OF WAY YEAR BUIL T Boudin Street 36' S0'& 66' 1975 Denese Street 25' 66' 1975 Lois Avenue 30' S0' 1975 Natalie Road 30' 66' 1975 'I ~ Timothy Avenue 30' 66' 1975 Grayling Circle 27.5' 1975 ' Rutgers Street Watersed e T il 24' -30' 24' 33' & 66' ' ' 1975 g ra 30 & 50 1975 The streets no longer meet a desired level of service .and have reached a point in which maintenance by the use of a bituminous overlay is of limited value. The geotechnical report indicates fill sections below the existing streets.. The fill varies from lean clay to silty sand. ' Other areas near the lake indicated a high. water table and very poor .soils including silt or organic lean clay. Roadway sections are proposed to be constructed per the recommendation of the Geotechnical Engineer. ' Ot pu~A ~~~ a ~~* 3 Timothy Avenue: Potholes and surface cracking. Deteriorating condition of existing bituminous surface The sanitary sewer system for the project area was installed 1975. These sanitary systems consist of 8-inch, 9-inch , or 10-inch vitrified clay pipe. The sanitary sewer for the project area was televised in 2009. The televising report indicates heavy roots and sagging in some segments of pipe.. The watermain system for the project area was installed in 1975 and consists of a variety of pipe sizes. Watermain size and type are shown below: ROADWAY WATERMAIN SIZE Boudin Street 6" and 12" Denese Street 6" Lois Avenue 12" Natalie Road 6" Timothy Avenue 6" Grayling Circle 6" Rutgers Street 6" and 12" Watersedge Trail 6" and 12" WATERMAIN TYPE Ductile Iron Ductile Iron Ductile Iron Ductile Iron Ductile Iron Ductile Iron Ductile Iron Ductile Iron The 12" watermain running from Watersedge to County Road 42 helps distribute water to the ' north side of Prior Lake and to the Crest Avenue water tower. These large pipes are part of the backbone of the City water supply system. F a 4 l j City staff excavated and exposed the watermain at seven locations to inspect the condition of the watermain pipe. The excavations revealed that some sections of pipe showed signs of corrosion (pitting) on the surface of the pipe. Many of the other excavations revealed that the pipe was in superb condition. i~ ~i i~ ii i~ Typical fire hydrant located in project area The Boudins neighborhood currently drains through a series of catch basins with trunk facilities located on Boudin Street and Rutgers Street. Stormwater is collected and flows through a backyard drainage path to a pond located at the intersection of Boudin Street and Watersedge Trail. In other areas of the project, stormwater is discharged directly into Lower Prior Lake ' without any treatment. L ' Typical drainage structure located within project area Because the Boudins neighborhood was developed in the 1970's it did not include the types of stormwater rate control, water quality treatment, or volume control features that are today considered standard practice. ' o~ p~OAt F~~ V ~SY65~~ 5 PROPOSED IMPROVEMENTS Roadway ' Proposed improvements for all streets in the project area include storm sewer, concrete curb and gutter, driveway restoration, and bituminous surfacing. All streets in the area are proposed to meet aseven-ton pavement design. ' Street widths in past reconstruction projects were replaced in kind. Due to the xising cost of construction and maintenance, the City is proposing to reconstruct with narrower street widths. The benefits of the narrower street widths include additional green space or front yard, reduction of impervious area, reduction of assessments to benefiting properties, and reduction of natural resources required for construction of roadways. Table #1 sh s the proposed street widths. TABLE #1 LOCATION EXISTING PROPOSED BITUMINOUS AGGREGATE GRANULAR STREET WIDTH THICKNESS BASE THICKNESS WIDTH THICKNESS Boudin Street 36' 32' 4" 8" ~~ 36"* Denese Street 25' 24' 4" 8" 24" Lois Avenue 30' 28' 4" 8" 24" Natalie Road 30' 28' 4" 8" 24" Timothy Avenue 30' 28' 4" 8" 24" Grayling Circle 27.5' 28' 4" 8" 24" Rutgers Street: 30' 36' 4" 8" 24" 140` Street to 200' south of 140' Street Rutgers Street 30' 30' 4" 8" 24" from 200' south of 140` Street to Boudins Park a puo~ a ~~~ 6 Rutgers Street: Boudins Park to 24' 24' 4" 8" 36"* Watersedge Trail Watersedge Trail 24' 24' 4" 8" 36"* *Geotextile fabric placect between granular section and subgrade ~.~ Even though the City standard street width is 32 feet, numerous roadways located within City limits are less then 32 feet wide. In an effort to reduce impervious surface and long term infrastructure replacement costs, the City has begun utilizing 28 foot streets where appropriate. These streets are usually located in older residential neighborhoods or if they are located in new residential developments, environmental sensitivity necessitated their approval. ,Because the streets are narrower, on-street parking on both sides of the street can create a situation that disrupts the free flow of traffic. Vehicles may encounter one another in an area that has cars parked on both sides of the roadway. In those cases, one car must wait while the other car proceeds through this area For low volum~r~ds-s s, pica ly this is no As d monk at thee Tra~ff ci Sci Safety Committee meeting on October 2, 2008, emergency vehicle travel is not prohibited fora 28 neig or oo agrees at one e signed "No Parking", the neighborhood can petition the City for this signage. The geotechnical report signifies poor soil conditions below the existing pavement section on Waters Edge Trail, Boudin Street, and portions of Rutgers Street. The soils include soft clays and silts with a high water table. Petroleum odors were detected at two boring locations on Watersedge Trail. Additional soil mitigation will be necessary for the removal of contaminated soils. The cost for this additional mitigation has not been estimated as the limits and depths of contaminated soils must be investigated further. The best case scenario is that the soil mitigation is limited to the upper three feet of soil which is already scheduled for replacement. Local streets ' are constructed using a minimum seven-ton design standard. This standard holds up to garbage truck, school bus, and infrequent contractor truck loading. By comparison, County and State ' Ot Y870~ F Sx 1 roadways or collector streets are designed using a nine or ten-ton design standard. The proposed , seven-ton street section as recommended by the Geotechnical Engineer includes: 1.5 inches of bituminous wear course 2.5 inches of bituminous base course 8 inches of Class V aggregate base 3 feet of granular borrow geotextile fabric For comparison purposes, the City's typical section includes: 1.5 inches of bituminous wear course 2.5 inches of bituminous base course 6 inches of Class. V aggregate base 2 feet of granular borrow In areas where topsoil or muck is encountered and where poor soil conditions exist within the roadbed, additional excavation and replacement material will be required. In the remaining areas of the project, the geotechnical report shows better soils, silty sand, sandy lean clay, or lean clay. However, a mix of many different soil types was found in most of the soil borings. For these roadway sections, the Geotechnical Engineer is recommending a section containing: 1.5 inches of bituminous wear course. 2.5 inches of bituminous base course ' 8 inches of Class V aggregate base 2 feet of granular borrow Sub-cutting the roadway and placement of the granular borrow enlarges the scope of the street ' reconstruction. The typical street sections are shown on Exhibit 2A and 2B. A summary of the proposed street improvements are shown in table #1. ' The existing right-of--way varies from. 30 feet to 66 feet. The City has additional easement on several streets. Right-of--entry agreements will be necessary for driveway restoration due to the topography of the area and the scope of the work. Because storm sewer is typically constructed downstream before upstream, it is recommended ' that Grayling Circle, Rutgers Street, and Watersedge Trail be .reconstructed in 2011 and the balance of the neighborhood be reconstructed in 2012. This sequencing also keeps construction traffic off of newly constructed roadways as Boudins Street would be the access point for the ' 2012 project. From a construction perspective, this project sequencing makes the most sense. o~ .~,o, 8 Concrete Pavement Evaluation The use of concrete pavement was reviewed for this project. Concrete pavement typically costs more up front, but has less maintenance over time. An annualized life cycle cost analysis was performed to compare bituminous paving versus concrete paving for this project. The analysis revealed that concrete paving cost $0.64 per linear foot per year more than bituminous based on a 40 year service life. This amounts to a difference of nearly $300,000 over the 40 year service life for the 2 miles of street in this neighborhood based on a similar level of service. In addition to the cost difference for maintaining the pavement, future utility repairs will also cost more if concrete were utilized. Since not all of the utilities will be reconstructed on this project, the City can expect to have some utility repairs performed during the next 40 years. The soils in this area need to be replaced under the streets for both the bituminous and concrete paving. If better soils were encountered, the upfront costs for concrete could be comparable to the cost of bituminous as soil correction under a concrete street is typically less than bituminous. Concrete must cure fora 5 day period before vehicles can travel on the pavement. Bituminous can be driven upon within 1 to 2 hours after placement. Using concrete paving presents access challenges to the neighborhood. Citizen expectations regarding access would need to be adjusted if concrete were utilized. Street Connections In 1998, Rutgers was converted to a signalized intersection and the connection from Timothy Avenue to Commerce Avenue was eliminated. Residents in the Boudin neighborhood were concerned with vehicles traveling through the neighborhood to get to southbound Highway 13 from eastbound County Road 42. Since 1998, the Boudin access has been changed to a combined Boudin/Commerce signalized access to Highway 13. In 2007, Scott County completed a study of County Road 42 in this area. The study and City feasibility report again studied the connection of Commerce Avenue and Rutgers Street. The City Council decided riot to move forward with the connection associated with the. County Road 42 upgrades. If in the future, the area develops the connection could be reviewed at that time. City staff does not recommend the connection of Timothy Avenue to Commerce Avenue at this time. If the connection of Commerce Avenue to Rutgers Street is completed, the City should review the connection of Commerce Avenue and Timothy Avenue at that time. i' Driveway Length and Parking Areas The roadway corridor on Rutgers Street and Watersedge Trail is quite narrow and garages are built within 10 feet of the street. This will make reconstruction of utilities and the street more difficult. The lack of driveway length also eliminates parking in the driveway. These narrow ' streets make on street parking even more difficult. Some of these property owners have created parking areas away from the driveway. ' Ot P~~q u ~~ yH»cs~~ 9 In the past the City has removed existing parking areas that are located within the right of way on reconstruction projects. These parking areas .are currently not allowed unless certain criteria, outlined in the Public Works Design Manual, are met and the property owner receives a driveway permit. Option 1 -Allow these parking areas for street width under 24 feet. Option 2 -Remove these parking areas Option 3 -Remove these parking areas and look at providing more on-street parking options. These on-street parking options make snow plowing more difficult. City Staff recommend option 1, allow and reconstruct parking areas for street widths under 24 feet. Parking on these streets is an issue and allowing these parking areas provides properly owners parking options in these tight areas. The Assessment Review Committee discussed this issue and recommended that the parking areas be required to be part of the driveway program and the property owners should pay for the entire reconstruction cost of the parking area from the curbline to the outside edge if they want to continue to have their parking area. No Parking Signage No parking signs are located on the west side of Rutgers street for the southern 150 feet. A number of streets in this area are proposed to be constructed under 32 feet in width. If their street is under 32 feet in width, those property owners may petition the City for no parking signage. For streets 24 feet in width, the City should sign no parking on one side with this project. In this case, Watersedge Trail and Denese Street should include no parking signage on one side of the roadway. Roadway Elevation New homes constructed within the floodplain of Prior Lake, must comply with City Code and be built to an elevation of at least 909.9. However, many homes in this area were built before this section of the City Code was adopted. This can mean that a newer home is built to a much higher elevation than an older home. As a neighborhood transitions from older homes or cabins CQ YQ/pA a ~~ 10 to new homes, the fluctuations in home elevations within the floodplain can look quite dramatic. The City Code also requires road access of 907.9 within the floodplain. During a reconstruction project, the challenge is to build a street at an elevation which is above the 907.9 yet provide adequate access to properties that are built at an elevation below the floodplain. This will mean a compromise in the 907.9 driveway access standard and certain ' segments of street will be built to an elevation less than 907.9. Portions of Watersedge Trail, Boudin Street, and Rutgers Street are built to an elevation below 907.9. Knowing that eventually most of these homes will be reconstructed, designers will attempt to raise the road elevation I' within the floodplain. However, an older home located on these streets may limit the raising of the road grade. ' Common Lake Accesses Due to this project's proximity to Prior Lake, common lake access points are located in the project area. One is located at the south end of Rutgers Street. This access point includes a ' private boat launch. It is proposed that the boat launch be restored similar to any other driveway opening however because this lake access does not include buildable area, no assessment will be rendered. i~ C4 YW~R V ~~~ 11 A second common lake access point is the Boudins Manor Association lake access area located off of Boudin Street. This association also includes a private boat launch, common area, and picnic gazebo. A curb opening will be proposed for the private boat launch. The Community Development and Natural Resources Department has determined that the Boudins Manor Association lot is of sufficient size that it is classified as a buildable lot. As such, this association lot is proposed to be assessed one unit. A third common access point is located off of Watersedge Trail between 14396 and 14408 Watersedge Trail. This access point is only ten feet wide and includes a mowed grass access to the lake with fencing on both sides. A curb opening will be proposed, however no assessment will be levied on this unbuildable property. Sidewalk Construction During the reconstruction of neighborhoods, it has been standard practice to install sidewalks to link pedestrian facilities to existing parks. In this case Boudins Park is located in the center of this neighborhood. The nearest pedestrian facilities are located at the intersection of Rutgers and County Road 42 as well as Boudin Street. and Timothy Avenue. It is recommended that sidewalks be added on the east side of Rutgers Street from County Road 42 to Boudins Park. It is also recommended that sidewalk be installed on the west side of Lois Avenue from Boudins Park to Boudin Street as well as on the north side of Boudins Street from Lois Avenue to the intersection of Boudin Street and Timothy Avenue. Per our Assessment Policy, the cost of sidewalk construction is anon-assessable component of the project. Driveway Reconstruction Program As a part of the 2008 Reconstruction Project, the City introduced a driveway reconstruction program. Residents within the project area could reconstruct their driveway using the City's Contractor. The driveway work was bid through the large City contract allowing for reduced pricing on the driveway work. Residents were required to pay the costs up front prior to construction based on the calculation and letter from the City's Engineering Department. In C~ PRIp$t t.~ > u ~ ~E,~~ 12 2008, 31 of 57 households participated in the program taking .advantage of the reduced driveway pricing. This program is proposed to be continued for the 2011 and 2012 Improvement Projects. Sanitary Sewer Proposed sanitary sewer improvements are shown on Exhibit 3. The televising report indicates roots, infiltration, mineral deposits, and sagging in portions of the main. It is recommended that the failing vitrified clay pipe in these areas be replaced with 8-inch and 10- inch PVC pipe. Pipe lining is proposed for the sanitary sewer not scheduled for replacement and where lining is necessary. Pipe lining will be done by a separate contractor at a later date determined by the Public Works Department. Sanitary sewer prior to lining, cracks and joints visible Sanitary sewer after lining In areas that the sanitary sewer is replaced, service connections will be replaced from the main line to the property line. Additional sanitary service connections are also proposed to be replaced on roads that are scheduled for pipe lining due to root intrusion and infiltration issues. Watermain Proposed Watermain improvements are shown on Exhibit 4. It is proposed that the 12" Watermain from the Watersedge Trail cul-de-sac to Boudins Park off of Lois Avenue be replaced. The City excavated the Watermain in this. project area at seven locations to evaluate its condition. The evaluation found that most of the Watermain was in very good condition. The Watermain on Lois Avenue showed signs of corrosion and is proposed to be replaced. The Watermain on Watersedge Trail and on Rutgers Street is also scheduled for replacement in conjunction with the sanitary sewer replacement. All water service connections will be replaced from the. main to the property line and new curb ' boxes will be installed within the entire project area. Gate valves, hydrants, and curb stops will also be replaced. It is anticipated that only existing hydrants within the project area will need to be replaced with no additional hydrants .proposed. ' o< *~~.~ F yM1o~~ 13 Storm Sewer Proposed storm sewer improvements are shown on Exhibit 5. The storm sewer system improvements will consist of adding upstream rate and volume control on the Boudins Neighborhood Park site, and replacing aging stormsewer pipe. -The rate control features and revised pipe sizes and grades allow the storm sewer collection system to capture the 10-year event. The 100 year event will be safely conveyed through the existing flow path that runs from Boudins Neighborhood Park to the water quality pond on Boudin Street. Stormwater Quality One public improvement and two voluntary programs are proposed to promote water quality. A voluntary Raingarden Program, the voluntary Urban Reforestation Program, reduced road widths, and the proposed water quality improvement at Boudins Neighborhood Park will help reduce pollutant loads to the downstream system. The system will be designed to maximize pollutant load reduction while minimizing current cost and future maintenance burden. The water quality improvements at Boudins Park are shown in Exhibit 6. Grants will be sought to help fund construction of these amenities. Rate and Volume Control The rate and volume control improvement at Boudins neighborhood park are designed to safely convey a variety of rainfall events to Upper Prior Lake. Rain~arden Program A voluntary rain garden program is proposed to bring the Boudins neighborhood closer to current standards for volume control. By reducing the amount of runoff from the Boudins neighborhood, less runoff will flow from the site during storm events, causing less erosion and carrying fewer pollutants with it. To promote volume control, this report proposes to continue the voluntary rain garden program started as part of the 2008 Brooksville Hills reconstruction project. By treating rainwater as a resource and keeping it onsite, water is infiltrated, recharging near surface groundwater and making it available to trees and. grass. Rain gardens also provide benefit to downstream water quality by reducing pollutants, peak rates and volume of discharge from the streets, driveways and homes. Brooks Circle: Raingarden a~ a ~~ 14 Urban Reforestation Program A voluntary urban reforestation program is proposed to promote a dense urban forest canopy. ' While this solution is not expected to pay off in the near term, the water quality benefits of an urban forest are well documented. The proverb goes: "The best time to plant a tree is twenty years ago, the second best time is now." A mature tree can use 200-1500 gallons of water a day ' in the summer, and the canopy can intercept rains before they even hit the pavement or other hard surface. The water use does not starve nearby plants for water however, because trees shade the soil below them and protect them from winds, soil evaporation is lessened. The caretaker effect of large trees, along with their ability to bind soils and prevent erosion makes trees very beneficial to water quality. ' The Urban Reforestation Program is intended to provide up to 2 trees to every volunteer homeowner for the cost of replacing the small stock in the City nursery. Two 2" trees could sell for $400-$600 at local greenhouses, but can be grown in the City nursery from cheaper bare root ' stock. The tree varieties will be selected, located, and cared for by the volunteer and planted by the City. Street Lighting and Street Suns Street lighting will be completed at existing light locations and added at intersections. The typical residential street light, shown below, will be utilized on this project to replace the existing street lights and for those added to the project. Minnesota Valley Electric Cooperative serves this area and will furnish and install the new and replacement lights. They will bill the City for the installation of roughly 10 street lights at an estimated cost of $10,000. Street signage will also be replaced with this project. The street lighting and new signage will be an assessable component of the project. ' Typical residential street light 04 rato4 ~~ VMxes~ 15 Overhead Power Currently overhead power is only located on Watersedge Trail, Lois Avenue, One block of Boudin Street, and portion of Rutgers Street. Minnesota Valley Electric Cooperative serves this project area and are not proposing to bury the remaining overhead power.. If it is the desire of the neighborhood to bury the overhead power, the cost would be approximately $200,000 for the mainline burial. In addition, the cost for burial of services from the main to each home would be approximately $1,200 depending on the length of the service. Based on the costs, overhead power burial is not recommended. FundinE It is proposed that the benefiting property owners will construction. The property tax levy will be used to reconstruction costs including all costs associated wit be assessed for street and storm sewer finance the City's portion of the street , h the construction of sidewalk and trunk storm sewer. The Sewer and Water Enterprise Funds are proposed to finance the water and sanitary sewer improvements including the restoration of yards and driveways beyond the street impact. Water quality improvements including the rain garden program, urban reforestation program, and the Boudin Park water quality improvements are proposed to be paid for out of the Water Quality Funds. The driveway reconstruction program will be entirely funded by private households participating in the program. Proiect Design City Staff would complete the project design if the project were designed in two separate years. If the project were designed and bid in one year, a consultant would be needed to help deliver the design for early 2011 bidding. The City will be converting from Eaglepoint design software to Autocad 3D. The conversion to new software will require additional time and consultant help for a smooth transition to the new software. The City has purchased the software and has budgeted time for training. FEASIBILITY From an engineering standpoint, this project is feasible, and can be accomplished as proposed in this report.. Brooks Circle after sodding ~ .mar ~~~ 16 Bituminous wear course paving on I50'j' Street ' ESTIMATED COST ' The following costs were prepared based upon an Engineer's Estimate (Exhibit 7) and are subject to change. The final construction cost will depend on the final design of the project, required easements and/or right of way acquisitions, soil conditions, bids received, and actual work performed. ITEM ' Street/Storm Sewer $ 3,313,031.88 Water Quality Improvements $ 176,548.46 Watermain $ 745,691.86 Sanitary Sewer $ 180,031.55 Private Funding (Driveway Program) $ 154,610.00 $ 4,569,913.75 TOTAL PROJECT COST *Bid as two projects, includes indirect costs FUNDING SOURCES AND SPECIAL ASSESSMENTS The area proposed to be assessed is every lot, piece, and parcel within the City limits benefiting from said improvement, whether abutting or not, within the following described areas: Boudin Street, Denese Street, Grayling Circle, Lois Avenue, Natalie ' Road, Rutgers Street, Timothy Avenue, and Watersedge Trail Specific property descriptions included in the above-described area, but not inclusive, are as follows: Boudins Manor Watersedge 2nd Addition ' Boudins Manor 2nd Addtion The Harbor Boudins Manor 3rd Addition Nelsons 1St Addition Boudins Manor 4th Addition S 30, T 115, R 21 part of Gov't Lot 2 ' Boudins Manor 5th Addition S 30, T 115, R 21 part of Gov't Lot 3 Watersedge 1St Addition Part of S 30, T 115, R 21 ' The cost of the improvements can be assessed on a unit basis to the benefiting properties as per "the Assessment Policy adopted by the City Council on February 21, 1989, and as amended. See ~ Exhibit 8 for the preliminary assessment roll. The City is planning on bonding and reconstructing this neighborhood over a two year time ' period due to available tax levy capacity. Ideally the project would be constructed in one year with the same assessments for all properties. There are some unique aspects using the unit basis for determining special assessments. The housing density and street width of each street within o~ ~~~+ ~~~ ~ ~~' 17 the project varies. The preferred construction schedule will result in a unit assessment that could vary as much as twenty-five percent depending on the phase of the project. Having varying assessments of this magnitude is not ideal and could. create a feeling of inequity between neighbors. In order to avoid different assessments depending on location and construction year, this report identifies three alternatives of bidding and constructing the project that would equalize assessment rates: A. Bid projects separately in two equivalent density per road length segments B. Bid as one project and apply the same assessment rate C. Set maximum assessment rate based on appraisals (Recommended Option) The pages that follow discuss these alternatives in detail including cost estimates as well as positive and negative aspects of each alternative. Alternative A. Proiects Bid Separately in Two Equivalent Density Per Road Length Segments If the City chooses to bid these projects separately, it is recommended that the projects be split in the following manner: ' 2011- Watersedge Trail, Timothy Avenue, and Natalie Road 2012 -Rutgers Street, Denese Street, Lois Avenue, Boudin Street, and Grayling Circle Dividing the projects in this manner produces similar home density per roadway length and thus should produce similar assessment rates. However, if one project receives a more favorable bid than the other, the assessment rate could still be dissimilar. This alternative has the added benefit of keeping construction traffic off roadways completed in the previous year. City staff would be able to design both projects. One disadvantage of bidding the projects separately in this way, is that construction of trunk stormwater facilities may occur out of order. This requires some temporary storm sewer tie-ins. 2011 Project Cost and Assessment Yr #1 Total Assessable Street & Storm Sewer Project Cost $1,443,562.92 Project Levy. (60%) $ 866,137.75 Project Assessment (40%) $ 577,425.17 Assessment -Unit Method Assessable Units @ 40% 71 Units Estimated Unit Assessment (40%) $8,132.75/LTnit The cost estimate and funding sources for the project are siunmarized in the following table: 04 7Rlpe c(~ F~ia u +na+voxl~" 18 TABLE #2 ITEM COST ASSESSMENT TAX LEVY SEWER & WATER PRIVATE ESTIMATE WATER QUALITY FUNDING FUND FUND AND GRANTS StreetlStorm $1,462,005.33 $577,425.17 $884,580.16 Sewer Water Quality $89,755.06 $89,755.06 Storm Sewer Watermain $342,355.15 $342,355.15 Sanitary Sewer $118,068.59 $118,068.59 Private Funding $82,922.00 $82,922.00 TOTAL $2,095,106.13 $577,425.17 $884,580.16 $460,423.74 $89,755.06 $82,922.00 In order to use the bonding available through Minnesota Statutes Chapter 429, Special Assessment Bond issue requires that a minimum of 20% of the total bond issue amount be recovered through special assessments. With a total estimated project cost of $2,095,106.13 and estimated bond issue of $1, 462, 005.33, the assessed amount of $577,425.17 would be equivalent to 39% of the total bond issue. 2012 Project Cost and Assessment Yr #2 Total Assessable Street & Storm Sewer Project Cost $ 1,639,548.92 Project Levy (60%) $ 983,729.35 Project Assessment (40% $ 655,819.57 Assessment -Unit Method Assessable Units @ 40% 81 Units Estimated Unit Assessment (40%) $8,096.54/LTnit The cost estimate and funding sources for the project are summarized in the following table: Of lRfoi ck 4~ ~~le •rvryysv- 19 TABLE #3 ITEM COST ESTIMATE ASSESSMENT TAX LEVY SEWER & WATER FUND WATER QUALITY FUND PRIVATE FUNDING StreetJStorm Sewer $1,851,026.55 $655,819.57 $1,195,206.98 Water Quality Storm Sewer $86,793.40 $86,793.40 Watermain $403,336.71 $403,336.71 Sanitary Sewer $61,962.96 $61,962.96 Private Funding $71,688.00 $71,688.00 TOTAL $2,474,807.63 $655,819.57 $1,195,206.98 $465,299.67 $86,793.40 $71,688.00 In order to use the bonding available through Minnesota Statutes Chapter 429, Special Assessment Bond issue requires that a minimum of 20% of the total bond issue amount be recovered through special assessments. With a total estimated project cost of $2,474,807.63 and estimated bond issue of $1,851,026.55, the assessed amount of $655,819.57 would be equivalent to 35% of the total bond issue. Alternative B. Sid as One Proiect and Apply the Same Assessment Rate If the City chooses to bid these projects together as one project, it is recommended that the projects be constructed in the following manner: 2011 -Grayling Circle, Rutgers Street, Watersedge Trail, 2012 - Boudin Street, Denese Street, Lois Avenue, Natalie Road, and Timothy Avenue Bidding as one project assures that each property owner in this neighborhood pays the same assessment. The City would still bond over two or even three years for the project. This alternative also assures that the storm sewer work is properly sequenced. One of the disadvantages of this alternative is that the indirect costs would increase by an estimated $40,000 for consultant fees. Under Alternative A, city engineering staff would design both phases of the project. There is not enough capacity in the Engineering Department to deliver the plans and specifications for both phases of the project for early 2011 bidding. The additional consultant cost raises the cost of the project and special assessments. This alternative also complicates the assessment timing. CF TNpf ` F L c3 6 hMM,o ** 20 2011 and 2012 Projects Bid Together, One Assessment Rate for Neighborhood Total Assessable Street & Storm Sewer Project Cost Project Levy (60%) Project Assessment (40%) Assessment -Unit Method Assessable Units @ 40% Estimated Unit Assessment (40%) $ 3,109,329.62 $ 1,865,597.77 $ 1,243,731.85 152 Units $8,182.45/IJnit The cost estimate and funding sources for the project are summarized in the following table: TABLE #4 ITEM COST ASSESSMENT TAX LEVY SEWER & WATER PRIVATE ESTIMATE WATER QUALITY FUNDING FUND FUND AND GRANTS Street/Storm $3,345,181.58 $1,243,731.85 $2,101,449.73 Sewer Water Quality $177,811.26 $.177,811.26 Storm Sewer Watermain $752,288.80 $752,288.80 Sanitary Sewer $180,422.12 $180,422.12 Private $154,610.00 $154,610.00 Fundin TOTAL $4,610,313.75 $1,243,731.85 $2,101,449.73 $932,710.92 $177,811.26 $154,610.00 In order to use the bonding available through Minnesota Statutes Chapter 429, Special Assessment Bond issue requires that a minimum of 20% of the total bond issue amount be recovered through special assessments. With a total estimated project cost of $4,610,313.75 and estimated bond issue of $3, 345,181.58, the assessed amount of $1,243,731.85 would be equivalent to 37% of the total bond issue. There are several assessment options should the City proceed with bidding the project as one project to be built over a two year period. Option 1 - Hold the Assessment Hearing in the fall of 2011 and approve the assessment roll for properties completed as a part of phase I. After phase II of the project is completed, approve the assessment roll for the properties in phase II. The benefits to this approach are that only one Assessment Hearing is required and the assessment rate will be the same for both phases of the project. A disadvantage to this approach is that the assessment rate for the project will be locked in before final construction is complete and all costs are finalized. Ce YYtp? F U V/NHtsot~ 21 Option 2 -Hold-the Assessment Hearing in the fall of 2011 and approve the assessment roll for both phases of construction. The work in the phase I (2011 area) would be complete while the work in phase II (2012 area) would not yet be complete. The benefits to this method are that the City holds one .Assessment Hearing and both phases are assessed at the same rate. One of the disadvantages with this method is that the City would have locked in the assessment rate before the final construction is complete and costs are finalized. Also, the property owners in the phase II project area begin to pay the assessment prior to the work being completed. Option 3 - Hold an Assessment Hearing in the fall of 2011 for phase I (2011 area) and hold another Assessment Hearing in the fall of 2012 for phase II (2012 area). The benefits to this method are that the phase II project area are not assessed prior to the work being completed. A disadvantage to this option is that the assessment rate between the two phases may vary based on final construction costs and the City running two Assessment Hearing processes. Option 4 - Hold an Assessment Hearing in the spring of 2011 for both phase I (2011) and phase II (2012). None of the work for either phase would be complete, so the entire assessment would be based on the estimated quantities and the bid. One of the concerns with this method is that the City would have locked in the assessment rate before any of the construction is completed. The benefit to this approach is that the assessment rate is the same for both phases. Using this method, the assessment would not appear on the tax rolls until 2012, however interest would be charged starting at the date of the Assessment Hearing. Option 5 -Hold Assessment Hearing in the fall of 2012 for both phase I (2011) and phase II (2012). The majority of the work would be complete for both projects. The disadvantage of this method is that the City would not collect assessment payments for the first year bond payment until a year later. This will mean that the City tax levy would be paying for the entire first year bond payment. City Staff recommend Option 2 if the work is bid as one project. While the phase II project area is proposed to be assessed prior to the project in their area, the first assessment payment would occur in June of 2012 and the work in their area would be started. The final construction costs are not yet known, however City Staff can project those final costs based on the actual 2011 construction with a high degree of accuracy. Alternative C. Set Maximum Assessment Rate Based on Apuraisals If the City chooses to bid these projects as two separate projects with a maximum assessment rate, it is recommended that the projects be constructed in the following manner: 2011 -Grayling Circle, Rutgers Street, Watersedge Trail, 2012 - Boudin Street, Denese Street, Lois Avenue, Natalie Road, and Timothy Avenue From a construction perspective, constructing the streets as proposed above provides. the best approach for sequencing the street and utility repairs. However, construction of the streets in this manner will produce dissimilar assessment rates. Based on this construction schedule, it is F o~ a ~~~ 22 anticipated that the 2011 assessment would be $7,282 while the 2012 project assessment would be $9,167. However, by setting a maximum assessment rate based on the appraisal, the assessment rates would be equalized. Hypothetically, if a maximum assessment rate was set at $7,000 then both projects would pay the $7,000 assessment rate. However if the appraisals suggest a maximum assessment rate of $8,000, it is recommended that the 2012 project pay no more than the 201 l project, meaning that both would pay $7,282. Using this method will mean that the tax levy portion of the project will be subsidizing the assessment. However, by law the City can not assess a property more than the benefit received. This method assures that everyone is assessed the same rate below the benefit the property receives. Because this project is not yet bid and the appraisals are not yet performed, the appropriate maximum rate is not yet known. Cost Saving Measures and. Assessment Calculation Alternatives I. Reduce Street Widths - As with the Brooksville Hills Improvement Projects, streets are proposed to be constructed with reduced street width. II. Deviate Standard Assessment Calculations -Another method to calculate the assessment is to subtract the indirect costs associated with utilities from the overall assessment. While the City currently subtracts construction related utility impacts, indirect costs for utilities have not been subtracted. Changing this calculation would increase costs to the utility fund for indirect costs associated with the utility components of this project and align construction activity costs with indirect costs. This would reduce the assessment by an estimated $450 per unit. City Staff recommends this option and the assessment rates in this report have already been calculated using a formula for subtracting these indirect costs from the assessment. III. Lower Design Standards -Against the recommendation of the Geotechnical Engineer, the City could reduce the sand section proposed on the project by 1 foot. This would reduce the assessment by approximately $675 per unit. By reducing the sand section in the roadway, the level of service of the roadway would be lessened, meaning the design would be below the standard 7 ton roadway design. By choosing to do this, it can be anticipated that the decay rate of the roadway would be quicker than the normal 7 ton design standard unless the roadway loading is reduced. The Engineering Staff strongly recommends against this approach. IV. Change the Percentage of Assessment Allocation -The assessable percentage could be adjusted to bring the assessment rate down. Currently the City assesses 40% of the street and storm sewer costs. This would place a larger burden for the costs of the project on the ad valorum taxpayers. State Statutes requires that 20% of the bond be recovered through special assessment V. Set a Maximum Assessment Rate for this Project -The City Council could set a maximum assessment rate. Once bids are received on the project, the assessment could be reduced if the assessment calculation reveals that the rate would be below the maximum assessment rate set by O~ p~~4 F~ ~~y~! 23 the Council. This would place a larger burden for the costs of the project on the "at large" taxpayers. The City could perform appraisals to determine the appropriate maximum assessment rate. Depending on the set assessment rate, City would need to check. that 20% of the bond issue was being paid by special assessment. Note: Any variance from the assessment methods the City has used in the past, may set a precedent that is difficult to avoid in the future. PROJECT SCHEDULE The following project schedule outlines an approach to complete the 2011 project: ACTIVITY DATE Accept Feasibility Study/Call for Public Hearing September 2010 Hold Informational Meeting October 2010 Conduct Public Hearing/Accept Project/Order Plans and Specifications November 2010 Hold Second Informational Meeting December 2010 Approve Plans and Specifications/Order AdvertisementsforBfds February 2011 Open Bids March 2011 Accept Bids/Award Contract April 2011 Begin Construction May 2011 Complete Base Course'of Bituminous Pavement September 2011 Authorize Amount to be Assessed/Schedule Assessment Hearing September 2011 Conduct Assessment Hearing/Adopt Assessment Roll October 2011 Complete Final Course of Bituminous Pavement July 2012 CONCLUSION AND RECOMMENDATIONS The total estimated cost of the recommended. improvements is $4,569,913.75.. A portion of this project is proposed to be assessed to the benefiting properly owners and the, remainder paid through other funding sources. The project was analyzed several different ways. The preliminary analysis revealed that the assessment would be approximately $8,200 per unit. Understanding that the benefit received by some properties could be lower than the estimated assessment rate, the following recommendations are proposed: 1. Bid and design this neighborhood with two separate projects phases utilizing City. Staff. a i; ~ ~~ 24 2. Phase construction according to preferred constructability preferences: 2011 -Construct Rutgers Street, Grayling Circle and Watersedge Trail. 2012 -Construct Boudin Street, Denese Street,. Lois Avenue, Timothy Avenue and Natalie Road. 3. A staff member is proposed in the 2011 budget to assist with water quality initiatives. It is recommended that the City hire this engineering staff member in January to help deliver the project for a March bid date. 4. Reduce street widths as proposed. 5. Construct sidewalk on Lois Avenue, Boudin Street, and Rutgers Street. 6. Construct additional stormwater facilities on Boudin Park property. 7. Continue the urban reforestation, driveway, and raingarden programs. 8. Assess the commercial properties as one unit each and each multifamily property as one unit each. 9. Allow existing parking structures for roadways 24 feet wide or less for properties that upgrade their parking structures through the driveway program. 10. Do not modify street connections to Commerce Avenue 11. Subtract indirect costs for utility construction out of the assessable portion of the project. 12. Perform benefit appraisals to help determine the maximum assessment rate. 13. Set maximum assessment rate based on benefit appraisals. 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'~} N ~., o ~awcmo<j y0 t ~ ~ O N E N m d? o U v :a ~-- _f-. - ~ ~ t J ~ ~ a a~vaw°voi« ~ ti_ ~• gro o m ~ a ~ ~ U .... ~ o : ` o O O ~ ~V~1 •I• N54 N gyp` O ~ y O N'."-.. ~ ~ ~ ~ ~ ~ ~^~ 'NC' IA O t' W '-` a tt ~ N O L Z T N C V N ~ '~ ~ '~ ! O L ~ O Q if ~ ~ N c0 y~ a C N L p` ~ N M ~O '/ ~ .r a C C N r~ Q aim LL ~~om~SoYd ~ a_ ~ /- f° • ~ o _-_~ T1. ~ N ' I_ (~ o, Ca ~ w ti and V '~Q r ~ O O ~ o H~ aao.`~°Ey KE O % O COON ~N a z ~s °o am.a~v~oc~ ' ~ vita V ~. W _-~ r m v ~ y w v o_ W. 12' I 12' i VARIES TC ELEV. _ CENTERLINE ELEV. CONCRETE 3 & GUTTER I' ~- 1 1/2" TYPE MV 4 WEARING COURSE MIXTURE (MVWE45035B) I I, , - 2357 TACK COAT I~-- 2 1/2" TYPE MV 3 NONWEARING COURSE MIXTURE (MVNW35035B) 8' CLASS 5 AGGREGATE BASE (100% CRUSHED LIMESTONE) 24" SELECT GRANULAR BORROW GEOTEXTILE FABRIC*** * CROWN MAY VARY AT INTERSECTIONS &CUL-DE-SACS, SEE PLANS AND CROSS SECTIONS ** R.O.W. VARIES THROUGHOUT PROJECT SEE HORIZONTAL PROFILE *** AT LOCATIONS SPECIFIED BY CITY ENGINEER **** 36" GRANULAR THICKNESS TYPICAL STREET SECTION DENESE ST. RUTGERS (BOUDINS PARK TO WATERSEDGE TRL. )**** TIMOTHY AVE. (BOUDIN ST. TO DENESE ST.) WATERSEDGE TRL.**** (SURMOUNTABLE CURB & GUTTER) ?.W. zrn** ~ zn,** R.O.W. 14'*** I 14'*** ~ VARIES NE ELEV. 8618 CONCRETE CURB & GUTTER I- 1 1/2" TYPE MV 4 WEARING COURSE MIXTURE (MVWE45035B) ~ 2357 TACK COAT 2 1/2"TYPE MV 3 NONWEARING COURSE MIXTURE (MVNW350356) 8" CLASS 5 AGGREGATE BASE (100% CRUSHED LIMESTONE) 24" SELECT GRANULAR BORROW * CROWN MAY VARY AT INTERSECTIONS &CUL-DE-SACS, SEE PLANS AND CROSS SECTIONS ** R.O.W. VARIES THROUGHOUT PROJECT SEE HORIZONTAL PROFILE TYPICAL STREET SECTION GRAYLING CIR. LOIS AVE. NATALIE RD. TIMOTHY AVE. (DENESE ST. TO NATALIE RD.) W. 16' I 16' i VARIES TC ELEV. _ CENTERLINE ELEV. I ~ 1 1/2" TYPE MV 4 WEARING COURSE MIXTURE (MVWE45035B) ~-- 2357 TACK COAT 2 1/2" TYPE MV 3 NONWEARING COURSE MIXTURE (MVNW35035B) 8" CLASS 5 AGGREGATE BASE (100% CRUSHED LIMESTONE) 36" SELECT GRANULAR BORROW * CROWN MAY VARY AT INTERSECTIONS &CUL-DE-SACS, SEE PLANS AND CROSS SECTIONS ** R.O.W. VARIES THROUGHOUT PROJECT SEE HORIZONTAL PROFILE TYPICAL STREET SECTION BOUDIN ST. °~ P~°8 CITY PROJECT #11-011 u PROPOSED STREET SECTIONS EXHIBIT 2A "~NI ry50SA W. 15' I 15' ~ VARIES •l'C ELEV. _ CENTERLINE ELEV. B618 CONCRETE CURB & GUTTER L- 1 1/2" TYPE MV 4 WEARING COURSE MIXTURE (MVWE450356) ~ 2357 TACK COAT 2 1/2" TYPE MV 3 NONWEARING COURSE MIXTURE (MVNW35035B) 8" CLASS 5 AGGREGATE BASE (100% CRUSHED LIMESTONE) 24" SELECT GRANULAR BORROW * CROWN MAY VARY AT INTERSECTIONS &CUL-DE-SACS, SEE PLANS AND CROSS SECTIONS ** R.O.W. VARIES THROUGHOUT PROJECT SEE HORIZONTAL PROFILE TYPICAL STREET SECTION RUTGERS (200' SOUTH OF 140th ST. TO BOUDINS PARK) W. 18' I 18' ~ VARIES TC ELEV. _ CENTERLINE ELEV. 1 1/2" TYPE MV 4 WEARING COURSE MIXTURE (MVWE45035B) 2357 TACK COAT 2 1/2" TYPE MV 3 NONWEARING COURSE MIXTURE (MVNW35035B) 8" CLASS 5 AGGREGATE BASE (100% CRUSHED LIMESTONE) 24" SELECT GRANULAR BORROW * CROWN MAY VARY AT INTERSECTIONS &CUL-DE-SACS, SEE PLANS AND CROSS SECTIONS ** R.O.W. VARIES THROUGHOUT PROJECT SEE HORIZONTAL PROFILE TYPICAL STREET SECTION RUTGERS ST. (140th ST. TO 200' SOUTH) CITY PROJECT #11-011 PROPOSED STREET SECTIONS EXHIBIT 2B NO JI 0 0 N N m --. „ . O O N n ~ ~ r r W e- ,^ ,,. Y ~ ~ti ~' :\ r `:"^• O "` W N t0 r Onf ~ M b 1~ N ~ M N n Q~ e_ r ~ ~ ~ ~ ~ ~ ~ ~ ° r ~ ~ ~ - n m m ~ N M d~A•~.~8- ..... p p ~ 0 M O r N ~ W N V N N M r ~ M e ~ e' ~ V r r ~ ~o N N . , { e - r ~ p , N ~ +t ~ "~ N N ' N ~ ~ N V :~N p 7 f d' l , `~, rf a ~' t D > p p .. ~. O r N : _ N. T , ~y P N ~ p M N ~ ~ ~ V' ~ ' O p N N ~ O N N N V ~ ~ N N~ N V n O . * O N ~ r ate- r r ~ ~ < r ~ ~ r ' ~' M; r: O O C M M M ' O] ~! O ~ m 0 M ` r v O OV V O O O V' ~ ~ ~ ~ ~ C ~ ate- r ~ ~ N N `~ O ~ W N / ~ f ~ i o ~ O sfM _ d V/ X ~ ~ N O s 1`. - c ~ C ~ ~' i - j lE~ v ~ -• rF~ JG N ~ ,. ~ ~ N N .. N ,. f M Of ~. l !, 1 tC t0 ~ ~. N ~... a.. ~^ ~ t~ M ~ ~c f L F { O N f ~N N ~ O N 1.V ~ H ~ ~ e~A M 1 t ~. tNO~tp ~/' N~ N r n ~ ~ U M ~ c Y ~O/N ZL4.1 f " f"7 . N~~M3~,~ ~ ~ > r ~.CJ a ,. F tD N _.: j m ~ O ~~}} ~ 'c ' N V' < ~ M ~ v n' C~ m-~ ~ ° ~~ ''t •c N ~? O N tNOb O Nt W O ,~..w V~ ~~~ d i~ tD b.,tNO N n .. r. W M ~' ~ j C N 1 e3' t0 tp tp ~ ~ M J < N ~{ I W ~ N `t ~~\ A r ~ M ~ ~ ~ h N N ~°o 3 T '~ c C ~ ~~ r M Q ="'m ~''` ~m ~_ N O ~ (6 (6 (0 t6 (~ N N u.. N N ~ !o G. ~ ° r ~ ~ ~ ~ ~ ~ m ~ and ~ ~ ! ,ar ~ N r ~ (n (n (n ~ (n (n u' ° ~'e ~ "~ / 3 ~ ~ Y°y~' ,~ _ _ ~ ~_ ~ `~ ~ ~ U > ~ U 9 O fag` ~~-- V d +, ca O ~, c0 O f' •~ Q M ~ Q E N Q E- V ~ ~ O m - ': ~E ~ ~ ~ W ~ ~' W ~ ~ o C4 • Q. ~ Q x a ~a a Etta V C. W ~` ~ ~v o?= _ -".~' ~~ N M N t'1 ~~~~`, ~~ N ~~~ O '4 f t v ~\ ~ ~: ~` t0 n T r M N n T ~ M N n Of ~ "+. O O O r < ~ eV" r r r r r r r ems.. ~ aa- cam.. n tD N . ,... ...... .~ .. .• •- N c c o ~ tD ~ ~ ~ ~ N ~ O t00 W ~ M M .. ~~ ~ a-• v O - ~ ~ r r ~ t0 ~ M ~ v ~.~~~. N ~ ~ t0~ O •: ~ W Jr N O ~ O tD ~` ~: F r N !' V P~ N ~ ~ ~ a ( G t0 N 01 Ov ,r ~ ~ ~ P N ~IQ II (1.... _ ~ ~ 3'~ ~ Q t0 N Q ~~~ N ~ ~ ID .F ~~„ n (~ M c ~ „r~••' tD CO M'07 -' tp h,. N ,/'°' n ~° to m ti.., ~ p G O O N ~ N W ~ N~ ~ ~ N'~ ,. N ~ r ~ ~ ` T ~ r r ~' . `. dla-:.Z4.M:.. E. _....o.. .., . }} .__ ~~ k' O {~ O dIa rtZ4 ~ N N o v R v v ~ 'Od' ~ Ov O O G N,- ~ N r ~ ~ ~ T ~ r '. o ~ 0 ' ~ O O O: N 1~ ~ O Y N lN0 fND tND. N tNO ~ t0 F rM Ql ...-^~ ~d~ y~ ~ ~ ~ O, ~ S ~ ~ m ~ > ~a ~ ~ { E 0 N ~ ~ N °i ~'• „ p1P ~`` ~ ~ N .. ,~ .. ~N t0 N t~w. ~ °w.. ~ H r f ~ Vp tND N - V ~. ~ tf> / to ` / ~ ~ } 7~ ~- ~ O ~ ~~ M y : ~ ~ JN to to N N 4` ~ `~' O tN0"tN0 •' ~ '•J~~ ffI~ N cam` ~ ~ ~ ~ ~'MY ^~ ,~ ~.'.. N O tD N.~ O ~ ~ M .. u.. O~ti/~~ /~ ~+ ~O ~ _ ~ N N V tp N ~Y i ~ J O ~ ~ M ~~~ St t0 ~ a ~ O N N n ... _~ w H t z~~ r o 1.V=/ O ~ d. M o. ~ y ,, s aV ,p F ~ ,i-, ~ O v .,.- °o ~~ °o ' J ~ ~ _ '~ .~ 0 ~ ~ ~ ~: ter' L ~ r ~ C c ~ ~ N o~~ ~ .~ ~.~ N O ~ ~ ~ ~ .~, ~ ~ x O ' ~ o N r ~ ~ W j 2 W ~ ~ ~' g __ ~ v ': ~ ~ ~ ~ ~ ~ N N zaW ~ ~ ~ O ~ ~k ~ ~ v ~ ~ v ~ v o ~~~ \ ~- ~~ ,k ~ _~ =~. ~ L ~ Q. ~ fA Q fn Q. ° ~ : 3 , h~. 1 O , Q 'd' x N ~ 'x a~ 'x ~ °o ~ ~ ' a, ~.xie O ,}, ~, W ~ Z W ~ W ~ r- ~ _ y 0 7! ~,~ /~ r ~ j' ~ m)/ ., m N '~L~I Op~~~ N N ip' .. ~~~ ~1 N' O » 1 1 H tih:~~~ iDJ: ~ N t0~b t0 ., m <D ~n 2J n MI ~ ~~ ~ ~.. ~~ ' V ~O N ~ ~,1 i Y _ N? u ~a*~ ~ ~'~ <~ 3`~n ~~ 1` . ~ W z ~ O ~ 3 r Y # J ~ L ~ r O ,L ~ O p Q. (n a ~ r ~ ~ ~ N ~ ~ ~ ~ ~_ ~ L ~ N ' O '~ Q ~ ~N C ~~ d ~ ~ ~ ~ wa@' ~ d .~ ~' ~° X N ~ ~ Y1 T, IMy7 c- (~\,\, n ~ "IJ ~ ~' 7 i '"~'~ ~~ _ ~ nl o' <. M ti V N V' ~ ~ c b ~ - ~1_ ~ ~ C <p H) M l ~ ~ ~9~ N S L y ~~ M ~ N Z~ Ty 411 Yy r~ M { Ni~~ \ ~ CM C ctl 1 ~. M ~ `; ~ ~ r k 1 ~~ rti~ ; M -,. L N lD fi O 33~Y` r h M p fh ~~ ~ t _-~~~ ~ U) ~ VJ N o y q ~~ f~N y/ o E ~ ~ ~, ;.a4 M tt L~~ M ~~/O/~~ ///O/~~ ~~/O/~~ li d W m ~ ~ ~~ M ~ ~ VJ VJ VJ '~yJ ~ cl M ~ ~ `g i v f0 (0 f6 ° y _ 1 rt . Q Q Q ~ ~ N N p ~ c w „,.. x ~,. o } • ~ N ~> ~. ~_~. ~F • r :3 ~ f, ~% N //f~ v ~e'oI 0 .~ ,,~ `~: ~/ EXHIBIT 7 ENGINEERS ESTIMATE CITY OF PRIOR LAKE 2011 IMPROVEMENT PROJECT CITY PROJECT #11-011 NATALIE ROAD, TIMOTHY AVENUE, WATERSEDGE TRAIL SCHEDULE 1 -STREET - NATALIE ROAD, TIMOTHY AVENUE, WATERSEDGE TRAIL ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2021.501 MOBILIZATION LUMP SUM 1 $ 50,000.00 $ 50,000.00 2 2101.502 CLEAR AND GRUB TREE 73 $ 150.00 $ 10,950.00 3 2101.502 CLEAR AND GRUB (SHRUB) TREE 17 $ 35.00 $ 595.00 4 2104.501 REMOVE CONCRETE CURB AND GUTTER LIN FT 0 $ 3.00 $ 5 2104.505 REMOVE BITUMINOUS DRIVEWAY PAVEMENT SQ YD 2503 $ 2.50 $ 6,257.50 6 2104.505 REMOVE BITUMINOUS DRIVEWAY PAVEMENT (PRIVATE) SQ YD 1926 $ 2.50 $ 4,815.00 7 2104.505 REMOVE CONCRETE WALK SQ YD 25 $ 5.00 $ 125.00 8 2104.505 REMOVE CONCRETE DRIVEWAY PAVEMENT SQ YD 1084 $ 5.00 $ 5,420.00 9 2104.505 REMOVE CONCRETE DRIVEWAY PAVEMENT (PRIVATE) SQ YD 642 $ 5.00 $ 3,210.00 10 2104.509 REMOVE SIGN POST EACH 3 $ 30.00 $ 90.00 11 2104.511 SAWING CONCRETE PAVEMENT (FULL DEPTH) LIN FT 468 $ 5.00 $ 2,340.00 12 2104.513 SAWING BITUMINOUS PAVEMENT (FULL DEPTH) LIN FT 1064 $ 3.00 $ 3,192.00 13 2104.521 SALVAGE & REINSTALL FENCE LIN FT 280 $ 20.00 $ 5,600.00 14 2104.521 SALVAGE & REINSTALL LANDSCAPE EDGING LIN FT 235 $ 2.50 $ 587.50 15 2104.521 SALVAGE & REINSTALL SPRINKLER SYSTEM LIN FT 165 $ 15.00 $ 2,475.00 16 2104.523 SALVAGE & REINSTALL MAILBOX EACH 69 $ 75.00 $ 5,175.00 17 2104.523 SALVAGE & REINSTALL SIGN TYPE C F~4CH 2 $ 100.00 $ 200.00 18 2104.618 SALVAGE & REINSTALL RETAINING WALL SQ FT 430 $ 18.00 $ 7,740.00 19 2105.501 COMMON EXCAVATION CU YD 23319 $ 7.50 $ 174,892.50 20 2105.507 SUBGRADE EXCAVATION CU YD 1165 $ 7.50 $ 8,737.50 21 2105.609 GRANULAR BORROW TON 29098 $ 6.50 $ 189,137.00 22 2105.525 TOPSOIL BORROW CU YD 3594 $ 9.50 $ 34,143.00 23 2105.604 GEOTEXTILE FABRIC TYPE V SQ YD 6067 $ 1.25 $ 7,583.75 24 2105.609 3"MINUS 100% CRUSHED QUARRY LIMESTONE TON 350 $ 15.00 $ 5,250.00 25 2112.501 SUBGRADE PREPARATION RS 51 $ 200.00 $ 10,200.00 26 2130.501 WATER DUST CONTROL M GAL 230 $ 25.00 $ 5,750.00 27 2211.501 AGGREGATE BASE -1 1/2" SCREENED CLEAN TON 486 $ 19.00 $ 9,234.00 28 2211.501 AGGREGATE BASE CLASS 5 TON 9860 $ 13.00 $ 128,180.00 29 2211.501 AGGREGATE BASE CLASS 5 (PRIVATE DRIVEWAYS) TON 576 $ 13.00 $ 7,488.00 30 2232.501 MILL BITUMINOUS SURFACE (STREET-FULL DEPTH) SQ YD 16028 $ 1.50 $ 24,042.00 31 2232.604. MILL BITUMINOUS SURFACE (1.5" -RAMPED EDGES PRIOR TO WEAR) SQ YD 30 $ 20.00 $ 600.00 32 2350.501 TYPE MV 4 WEARING COURSE MIXTURE (B) TON 1158 $ 54.00 $ 62,532.00 33 2350.502 TYPE MV 3 NON WEARING COURSE MIXTURE (B) TON 2003 $ 52.00 $ 104,156.00 34 2357.502 BITUMINOUS MATERIAL FOR TACK COAT GAL 712 $ 3.00 $ 2,136.00 35 2350.503 TYPE MV 3 WEAR CRS MIX (B) 3" THICK DRIVEWAY PAVEMENT SQ YD 2503 $ 14.00 $ 35,042.00 36 2350.503 TYPE MV 3 WEAR CRS MIX (B) 3" THICK DRIVEWAY PAVEMENT (PRIVATE SQ YD 1926 $ 14.00 $ 26,964.00 37 2411.618 MODULAR BLOCK RETAINING WALL SQ FT 150 $ 25.00 $ 3,750.00 38 2504.602. ADJUST VALVE BOX EACH 9 $ 100.00 $ 900.00 39 2504.602 ADJUST VALVE BOX WITH 1 1/2" EXTENSION RING EACH 9 $ 150.00 $ 1,350.00 40 2506.521 INSTALL CASTING (SANITARY) FA,CH 18 $ 550.00 $ 9,900.00 41 2506.522 ADJUST CASTING WITH 1 1/2" EXTENSION RING Fa4CH 16 $ 170.00 $ 3,060.00 42 2521.501 4" CONCRETE WALK SQ FT 240 $ 4.50 $ 1,080.00 43 2522.501 6" CONCRETE WALK SQ FT 0 $ 7.00 $ 44 2531.507 6" CONCRETE DRIVEWAY PAVEMENT SQ YD 1084 $ 37.00 $ 40,106.00 45 2531.507 6" CONCRETE DRIVEWAY PAVEMENT (PRIVATE) SQ YD 642 $ 37.00 $ 23,754.00 46 2531.501 CONCRETE CURB AND GUTTER, DESIGN B618 LIN FT 10400 $ 10.00 $ 104,000.00 47 2531.501 CONCRETE CURB AND GUTTER REPLACEMENT- 6618 LIN FT 520 $ 21.00 $ 10,920.00 48 2531.602 CONCRETE PEDESTRIAN CURB RAMP EACH 0 $ 450.00 $ 49 2540.601 TEMPORARY MAILBOXES LUMP SUM 1 $ 1,000.00 $ 1,000 00 50 2545.523 4" NON-METALLIC CONDUIT LIN FT 305 $ 7.50 $ 2,287.50 51 2563.601 TRAFFIC CONTROL LUMP SUM 1 $ 5,000.00 $ 5,000.00 52 2564.537 INSTALL SIGN TYPE C - "STOP" EACH 0 $ 150.00 $ 53 2564.537 INSTALL SIGN TYPE SPECIAL - "NEIGHBORHOOD WATCH" FACH 0 $ 100.00 $ 54 2564.537 INSTALL SIGN TYPE SPECIAL - "STREET NAME" EACH 3 $ 100.00 $ 300.00 55 2564.602 INSTALL STEEL POST EACH 3 $ 50.00 $ 150.00 56 2571.502 TREE 2.5" CAL 68B (VARIETY -SEE SPEC) TREE 6 $ 450.00 $ 2,700.00 57 2575.505 SODDING TYPE LAWN SQ YD 19708 $ 2.50 $ 49,270.00 58 2562.502 4" DOUBLE SOLID LINE YELLOW -LATEX LIN FT 0 $ 1.50 $ 59 2582.502 4" DOUBLE SOLID LINE YELLOW -EPOXY LIN FT 0 $ 1.50 $ 60 2582.503 CROSSWALK MARKING -LATEX SQ FT 0 $ 6.00 $ 61 2562.503 CROSSWALK MARKING -EPOXY SQ FT O $ 6.00 $ ENG EST 9/23/2010 5A T SCHEDULE 1 (STREET) TOTAL $ 1,204,369.25 SCHEDULE 2 -STORM SEWER - NATALIE ROAD, TIMOTHY AVENUE, WATERSEDGE TRAIL ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2104.501 REMOVE SEWER PIPE (STORM) LIN F'f 1578 $ 6.00 $ 9,468.00 2 2104.509 REMOVE DRAINAGE STRUCTURE EACH 10 $ 200.00 $ 2,000.00 3 2105.61 EXPLORATORY EXCAVATION HR 7 $ 350.00 $ 2,450.00 4 2501.515 15" RCP APRON WITH TRASH GUARD EACH 3 $ 700.00 $ 2,100.00 5 2501.515 18" RCP APRON WITH TRASH GUARD EACH 0 $ 800.00 $ 6 2501.515 24" RCP APRON WITH TRASH GUARD EACH 0 $ 1,000.00 $ 7 2502.541 4" DRAIN TILE WITH SOCK (HDPE) LIN FT 700 $ 15.00 $ 10,500.00 8 2503.541 15" RC PIPE SEWER CL V DESIGN 3006 (STORM) LIN FT 1250 $ 26.00 $ 32,500.00 9 2503.541 18" RC PIPE SEWER CL V DESIGN 3006 (STORM) LIN FT 130 $ 29.00 $ 3,770.00 10 2503.541 21" RC PIPE SEWER CL V DESIGN 3006 (STORM) LIN FT 0 $ 35.00 $ 11 2503.541 24" RC PIPE SEWER CL IV DESIGN 3006 (STORM) LIN FT 0 $ 45.00 $ 12 2503.541 27" RC PIPE SEWER CL IV DESIGN 3006 (STORM) .LIN FT 0 $ 55.00 $ 13 2503.541 30" RC PIPE SEWER CL IV DESIGN 3006 (STORM) LIN FT 0 $ 65.00 $ - 14 2503.541 36" RC PIPE SEWER CL IV DESIGN 3006 (STORM) LIN FT 0 $ 70.00 $ 15 2503.602 CONNECT INTO EXISTING DRAINAGE STRUCTURE EACH 0 $ 700.00 $ 16 2503.602 CONNECT TO EXISTING STORM SEWER EACH 1 $ 700.00 $ 700.00 17 2506.502 CONST DRAINAGE STRUCTURE DES (2'X3') (INCL. CASTING) EACH 7 $ 1,500.00 $ 10,500.00 18 2506.502 CONST DRAINAGE STRUCTURE DES 48-4020 (INCL. CASTING) EACH 8 $ 2,100.00 $ 16,800.00 19 2506.502 CONST DRAINAGE STRUCTURE DES 48-4022 (INCL. CASTING) EACH 1 $ 2,100.00 $ 2,100.00 20 2506.502 CONST DRAINAGE STRUCTURE DES 60-4022 (INCL. CASTING) EACH 0 $ 2,700.00 $ 21 2506.502 CONST DRAINAGE STRUCTURE DES 60-4020 (INCL. CASTING) EACH 0 $ 3,300.00 $ 22 2506.502 CONST DRAINAGE STRUCTURE DES 72-4022 (INCL. CASTING) EACH 0 $ 4,500.00 $ 23 2451.507 GRANULAR BEDDING CU YD 164 $ 7.00 $ 1,148.00 T SCHEDULE 2 (STORM SEWER) TOTAL $ 94,036.00 SCHEDULE 3 -WATER QUALITY - BIORETENTION AND RAINGARDEN IMPROVEMENTS ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2101.502 CLEAR AND GRUB TREE 1 $ 150.00 $ 150.00 2 2105.501 COMMON EXCAVATION CU YD 1200 $ 6.00 $ 7,200.00 3 2105.525 TOPSOIL BORROW CU YD 300 $ 9.50 $ 2,850.00 4 2451.507 GRANULAR BEDDING CU YD 100 $ 7.00 $ 700.00 5 2502.541 4" PVC DRAIN TILE WITH SOCK (INCLUDES RISER AND FITTINGS) LIN FT 300 $ 15.00 $ 4,500.00 6 2503.602 CONNECT INTO EXISTING DRAINAGE STRUCTURE EACH 3 $ 700.00 $ 2,100.00 7 2506.502 CONST DRAINAGE STRUCTURE DES 48-4020 (INCL. CASTING) EACH 2 $ 1,900.00 $ 3,800.00 8 2506.502 CONST DRAINAGE STRUCTURE DES 48-SPECIAL (INCL. CASTING & 4"X2 EACH 2 $ 1,900.00 $ 3,800.00 9 2511.501 CLASS II RIPRAP CU YD 105 $ 60.00 $ 6,300.00 10 2571.502 TREE -SWAMP WHITE OAK AND RIVER BIRCH 2.0" CAL B&B EACH 30 $ 200.00 $ 6,000.00 11 2573.502 SILT FENCE, TYPE HEAVY DUTY LIN FT 1000 $ 2.00 $ 2,000.00 12 2573.602 CATCH BASIN SEDIMENT CONTROL BARRIER DURING CONSTRUCTION EACH 24 $ 75.00 $ 1,800.00 13 2573.603 CONSTRUCTION FENCE (SNOW FENCE) LIN FT 500 $ 5.00 $ 2,500.00 14 2575.501 SEED AND MULCH -SEED MIXTURE 270 (TURF MIX) SO YD 2500 $ 0.55 $ 1,375.00 15 2575.501 SEED AND MULCH -SEED MIXTURE 325 (WET MIX) SO YD 2833 $ 0.75 $ 2,124.75 16 2575.501 SEED AND MULCH -SEED MIXTURE 340 (UPLAND MIX) SO YD 500 $ 0.75 $ 375:00 17 2575.523 EROSION CONTROL BLANKETS, CATEGORY 2 SO YD 500 $ 1.75. $ 875.00 18 138 -SPECIE RED BALL DIAMOND AGGREGATE (FOR RUNNING TRACK) TON 250 $ 20.00 $ 5,000.00 19 2575.57 RAPID STABILIZATION METHOD 1 SO YD 1200 $ 2.00 $ 2,400.00 20 76.1 - SPECI FINE FILTER AGGREGATE (MN DOT 3149.2J) CU YD 500 $ 12.00 $ 6,000.00 21 76.2 -SPECI COMPOST AMENDED TOPSOIL (50% GRADE 2 or 3 COMPOST 3890.2) CU YD 1000 $ 15.00 $ 15,000.00 22 76.3 -SPECI RAIN GARDEN CONSTRUCTION SO YD 2000 $ 35.00 $ 70,000.00 T SCHEDULE 3 (WATER QUALITY STORM SEWER) TOTAL $ 146,849.75 ENG EST 9/23!2010 5A SCHEDULE 4 -SANITARY SEWER -NATALIE ROAD, TIMOTHY AVENUE, WATERSEDGE TRAIL ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2104.501 REMOVE SEWER PIPE (SANITARY) LIN FT 1355 $ 5.00 $ 6,775.00 2 2104.501 REMOVE SEWER PIPE (SANITARY FORCE MAIN) LIN FT 0 $ 6.00 $ - 3 2104.501 REMOVE SEWER PIPE (SANITARY SERVICE) LIN FT 577 $ 4.00 $ 2,308.00 4 2104.509 REMOVE MANHOLE EACH 2 $ 200.00 $ 400.00 5 2105.601 DEWATERING LUMP SUM 1 $ 10,000.00 $ 10,000.00 6 2105.61 EXPLORATORY EXCAVATION HR 12 $ 350.00 $ 4,200.00 7 2503.602 CONNECT TO EXISTING SANITARY SEWER EACH 0 $ 800.00 $ - 8 2503.602 CONNECT TO EXISTING MANHOLES (SANITARY) EACH 6 $ 1,000.00 $ 6,000.00 9 2503.602 CONNECT TO EXISTING FORCE MAIN EACH 0 $ 800.00 $ 10 2503.602 RECONNECT TO EXISTING SANITARY SEWER SERVICE EACH 27 $ 250.00 $ 6,750.00 11 2503.602 8" X 4" PVC SDR 26 WYE EACH 20 $ 130.00 $ 2,600.00 12 2503.602 4" SDR 26 INSERTA-TEE EACH 7 $ 600.00 $ 4,200.00 13 2503.603 8" PVC SEWER SDR 35 LIN FT 1110 $ 27.00 $ 29,970.00 14 2503.603 4" PVC SEWER SDR 26 LIN FT 577 $ 18.00 $ 10,386.00 15 2503.603 6"DUCTILE IRON PIPE SEWER CL 52 (FORCE MAIN) LIN FT 0 $ 32.00 $ 16 2503.608 DUCTILE IRON FITTINGS LBS 0 $ 3.00 $ 17 2506.502 48" DIAMETER SANITARY MANHOLE EACH 1 $ 2,500.00 $ 2,500.00 18 2506.503 RECONSTRUCT SANITARY MANHOLE LIN FT 17 $ 500.00 $ 8,500.00 19 2506.602 TRACER WIRE ACCESS BOX DRIVEWAY CASTING ASSEMBLY EACH 9 $ 160.00 $ 1,440.00 20 2451.507 GRANULAR BEDDING CU YD 62 $ 9.00 $ 558.00 T SCHEDULE 4 (SANITARY) TOTAL $ 98,587.00 SCHEDULE 5 -WATERMAIN -NATALIE ROAD, TIMOTHY AVENUE, WATERSEDGE TRAIL ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2104.501 REMOVE WATER MAIN LIN FT 780 $ 4.50 $ 3,510.00 2 2104.501 REMOVE WATER SERVICE PIPE LIN FT 2529 $ 3.00 $ 7,587.00 3 2104.509 REMOVE HYDRANT WITH GATE VALVE & BOX EACH 9 $ 300.00 $ 2,700.00 4 2104.509 REMOVE GATE VALVE & BOX EACH 7 $ 150.00 $ 1,050.00 5 2104.509 REMOVE CURB STOP 8 BOX EACH 80 $ 50.00 $ 4,000.00 6 2105.601 DEWATERING LUMP SUM 1 $ 5,000.00 $ 5,000.00 7 2105.61 EXPLORATORY EXCAVATION HR 10 $ 350.00 $ 3,500.00 8 2504.602 HYDRANT WITH 6" GATE VALVE & BOX EACH 13 $ 4,000.00 $ 52,000.00 9 2504.602 6" GATE VALVE AND BOX EACH 8 $ 1,200.00 $ 9,600.00 10 2505.602 12" GATE VALVE AND BOX EACH 1 $ 2,500.00 $ 2,500.00 11 2504.602 6" SADDLE EACH 72 $ 100.00 $ 7,200.00 12 2504.602 1" CORPORATION STOP EACH 80 $ 100.00 $ 8,000.00 13 2504.602 1"CURB STOP & BOX EACH 80 $ 160.00 $ 12,800.00 14 2504.602 RECONNECT WATER SERVICE EACH 80 $ 250.00 $ 20,000.00 15 2504.602 CONNECT TO EXISTING WATER MAIN EACH 2 $ 800.00 $ 1,600.00 16 2504.602 CURB STOP BOX DRIVEWAY CASTING ASSEMBLY EACH 20 $ 160.00 $ 3,200.00 17 2504.608 DUCTILE IRON FITTINGS LBS 885 $ 3.00 $ 2,655.00 18 2504.603 6" WATERMAIN. DUCTILE IRON CL 52 LIN FT 200 $ 27.00 $ 5,400.00 19 2504.603 12" WATERMAIN DUCTILE IRON CL 52 LIN FT 680 $ 45.00 $ 30,600.00 20 2504.603 1".TYPE K COPPER PIPE LIN FT 2529 $ 20.00 $ 50,580.00 21 2504.603 HYDRANT RISER LIN FT 6 $ 400.00 $ 2,400.00 22 2504.605 4" POLYSTYRENE INSULATION SO FT 300 $ 5.00 $ 1,500.00 23 2504.602 TEMPORARY WATER SERVICE EACH 8 $ 300.00 $ 2,400.00 24 2451.507 GRANULAR BEDDING CU YD 80 $ 9.00 $ 720.00 T SCHEDULE 5 (WATERMAIN) TOTAL $ 240,502.00 ENG EST 9/23/2010 5A TOTAL (08-11) SCHEDULE 1 -STREET - NATALIE ROAD, TIMOTHY AVENUE, WATERSEDGE TRAIL SCHEDULE 2 -STORM SEWER -NATALIE ROAD, TIMOTHY AVENUE, WATERSEDGE TRAIL SCHEDULE 3 -WATER QUALITY - BIORETENTION AND RAINGARDEN IMPROVEMENTS SCHEDULE 4 -SANITARY SEWER -NATALIE ROAD, TIMOTHY AVENUE, WATERSEDGE TRAIL SCHEDULE 5 - WATERMAIN -NATALIE ROAD, TIMOTHY AVENUE, WATERSEDGE TRAIL TOTAL ESTIMATE S 1,204,369.25 S 94,036.00 S 146,849.75 $ 96,587.00 S 240,502.00 § 1,782,344.00 ENG EST 9/23/2010 5A ~~ J J Q Q = S G C~ -~~ C C C C- C w w~°¢¢¢¢ o 0 0 0¢ o ~- --- '- N N N N N ~~ N N N N N N c0 c0 l6 f6 N N N N N N N N N N N N >~~~ a a a a>> 3~ a 3 a a a a a (n (n U U 3 O 7 0 0 0 U U 3 U (n (n (p (p U U U U {Q {p (p (Q U {p 7 3 3~ O U U U U U Q Q U U C C C c U U U U C (~ C C C C C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o~nooo~nooooooo~n wonooo~uiovaooooc~i 0 ~n v 0 0 0 0 0 00000 wuioaovv 0 0 rn (O UornoooconvmromooN c0 N c0 N O lfi V' n d' W M h n 01 M d m to U roco~n O N d: rn h r~ N c0 ~ O N Nn M N 01 M d~MntflM N N (9 O -.I J F ~ F 0 f9 EA H3 fA FA fA fA ffl ffl (H [fr EA EH 69 fA d3 ffl f9 b9 K! fA f9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W O O~ 0 0~ O O h 0 0 0 0 tq N ~ ~ W ~ M ~ ~ ~ ~ ~ M ~ O O O O O w N 0 0 0 0 M r M ~ G3 [Y ~ E9 H3 fA fA fA f9 fA ~ d3 Q' d3 H3 H3 ~ H Z Z ~ ~ 7' O O O O N C O O O W I-`r st OOD MtOM N Od'O Or9 ~ n O } O N (O O N F-N~n N V' W N~-NN r.d. Nr M (~ ~+J~(O~ ~(O Fwwppt-rl-t-p ppWp W W ~"'~"LL LLLL ~-}Z}} W } Fpp pp }}Z}} =~~tn (AJJJfnUO to fn ~~ =l ~O n (n fn W H Z O ~ U d w h t- z z z w z w O ~ ~ N Q ~w p n. > i ~ ~ > n Q o ~ wz z~ >_ Oza>>> W w o ~w~ z ~ a ~ c~l --~ ci ~ >W wr¢ Y p~ a ~>Ww a W a ~~ =Z~ vvi a¢ Y =z ~aQ W a W ~""~ W ~,d Q J Q ~}a>F~ ~ p Z ~¢waiYZ M~yIU ¢Qa^w ~ >wzz~IQ- 'nma~ >w'~ma o~u ~v~d' j ~ _ cn~Q~ pK~~Q >- vp WQQQQ U~W~>Z pW UKW H > mmzW~~~N>~U~~pQ Z OIjWU1 ' ~ d'K2UW W W WO.'mQpm W Z 2 ~(~jQ d Q p _ ~ C7 C7 ~ z tr tr ~ K ~ W w -' a otf a1 '1 3m ~ U O ~ z 0° w w M j m q N Q W F- ZZm U w O~a l ~ ~~» Q Q Q Q O W~ Z N? ~ ~ » W~ Z ~ W W ^2 ~JJJJac 7a~wo U ~ ~~C~wO ° V w F- U J_I W W QQQQO(~} KO UU~trcgtAyu~F-Qr~oF-cn a wwc9 ' rr~Q~io Q z p W N O o O tD O N ~ ~ I' O n N O~ O O 2' fO')00 7 Z O V ~ O O M N an0 O F- O~~ O W NMNCO eM-e~-{N NaON V (1Jn F- NNM V tp tq S T (O~ FOM N M V' W MO~ln to Q N fH M Z z U ~ W N~~(NN ~ ~ W ~ Z (H } ~ ~- O is i» ~ ~ O ~ J w ~ O Z ~ N w ~ ~ Q a w ~ ~~ m U > "'i . II ~ Q ~ ~ O Q d W ~ N J Q Q w N ~~ ~ ~ J - ~ p W J ~ C O ? ? I... II "~ ON W ~ In O ~ J p =~re-r rr~-r rr rr e-s- F Vi p =a-~e-~r U ~>Z R ~~ Z ~ V - ~ _ N N ' i Z N W ~ _ "N" N '30 V w C U S U 4 d U !n , O 3 Z Z „ N ~ W a ~ N ~ (4 N N L .c .c m °n in "~ O ~ ~ 0 0 7 0 0 U. Q U U C7 Z` N r ~ ~ r r ~ ~ ~ ~ N ~ ~ ~ ~ Q N Z Fes- N N E F (7 p ~ O i0 ~ N F- In fn ~fp~ v _C C ~ ao D v ao -n D D D D D D D g -I cn G = - N ~ ~ Q O' N N N N N O' N N a O N ~ ~ ~ d d n N N N N N D N N O ~ ~ ~ c ~ p 3 ~ _ ~ 3 3 3 N N N N ,~+ r > > ~ o ~ m `~ m m m a' m c o' C) m a a a >v = 3 a. C ~. ~. ~ m m m m y ~ m ~ ~ f° '^' o o °: o c n a '{ co a, ~ _ o ~ m ~ m ~ ~ o 0 3 m m ni ~Z °- rn O m o ° a ~~ II O ~ ~ X ~ o m fl? o N ~ N ~ O ~ O N ~ ~ O n II m ~ C ~ m N ~ II N N II ~ fi~3 fA 4A EA N ~ ~ ~ ~ ~ N W (00 ODD A W OAi 0~0 fA !T W f1f N N _OO t0 N A W V W W N W N <D W O V O N .a W N N W Uri q1 O N to Ut N W ~ A~ v ~ O ' V O O ~ (O tD O O ~ O W O N c~0 W W O~1 t71 0 o V N N V a O W O 7 > > O O A G G C O. Q O. N fD (D N N N 7 7 7 >?. Q Q N N N O O O O O O O O O N N N~n N N f/1 ffl N O O Vt O O W fA fA 69 ffl ffl 69 W ~ N > N N O W IJ ? to ? W V OOO ~ O ~N A O W CT ? O N (O OD O ~1 7 n C Q N N d N a ~. m ,v m a 3 N. ~_ O EXHIBIT 7 ENGINEERS ESTIMATE CITY OF PRIOR LAKE 2012 IMPROVEMENT PROJECT CITY PROJECT #12-011 BOUDIN STREET, DENESE STREET, GRAYLING CIRCLE, LOTS AVENUE, RUTGERS STREET SCHEDULE 1 -STREET - BOUDINS STREET, DENESE STREET, GRAYLING CIRCLE, LOIS AVENUE, RUTGERS STREET ITEM # SPEC. REF DESCRIPTION UNIT 1 2021.501 MOBILIZATION LUMP SUM 2 2101.502 CLFJ~IR AND GRUB TREE 3 2101.502 CLEAR AND GRUB (SHRUB) TREE 4 2104.501 REMOVE CONCRETE CURB AND GUTTER LIN FT 5 2104.505 REMOVE BITUMINOUS DRIVEWAY PAVEMENT SO YD 6 2104.505 REMOVE BITUMINOUS DRIVEWAY PAVEMENT (PRIVATE) SO YD 7 2104.505 REMOVE CONCRETE WALK SO YD 8 2104.505 REMOVE CONCRETE DRIVEWAY PAVEMENT SO YD 9 2104.505 REMOVE CONCRETE DRIVEWAY PAVEMENT (PRIVATE) SO YD 10 2104.509 REMOVE SIGN POST EACH 11 2104.511 SAWING CONCRETE PAVEMENT (FULL DEPTH) LIN FT 12 2104.513 SAWING BITUMINOUS PAVEMENT (FULL DEPTH) LIN FT 13 2104.521 SALVAGE & REINSTALL FENCE LIN FT 14 2104.521 SALVAGE & REINSTALL LANDSCAPE EDGING LIN FT 15 2104.521 SALVAGE & REINSTALL SPRINKLER SYSTEM LIN FT 16 2104.523 SALVAGE & REINSTALL MAILBOX EACH 17 2104.523 SALVAGE & REINSTALL SIGN TYPE C FJ~CH 18 2104.618 SALVAGE & REINSTALL RETAINING WALL SO FT 19 2105.501 COMMON EXCAVATION CU YD 20 2105.507 SUBGRADE EXCAVATION CU YD 21 2105.609 GRANULAR BORROW TON 22 2105.525 TOPSOIL BORROW CU YD 23 2105.604 GEOTEXTILE FABRIC TYPE V SO YD 24 2105.609 3"MINUS 100% CRUSHED QUARRY LIMESTONE TON 25 2112.501 SUBGRADE PREPARATION RS 26 2130.501 WATER DUST CONTROL M GAL 27 2211.501 AGGREGATE BASE -1 1/2" SCREENED CLEAN TON 28 2211.501 AGGREGATE BASE CLASS 5 TON 29 2211.501 AGGREGATE BASE CLASS 5 (PRIVATE DRIVEWAYS) TON 30 2232.501 MILL BITUMINOUS SURFACE (STREET-FULL DEPTH) SO YD 31 2232.604 MILL BITUMINOUS SURFACE (1.5" -RAMPED EDGES PRIOR TO WEAR) SO YD 32 2350.501 TYPE MV 4 WEARING COURSE MIXTURE (B) .TON 33 2350.502 TYPE MV 3 NON WFJ~RING COURSE MIXTURE (B) TON 34 2357.502 BITUMINOUS MATERIAL FOR TACK COAT GAL 35 2350.503 TYPE MV 3 WEAR CRS MIX (B) 3" THICK DRIVEWAY PAVEMENT SO YD 36 2350.503 TYPE MV 3 WE4R CRS MIX (B) 3"THICK DRIVEWAY PAVEMENT (PRIVATE SO YD 37 2411.618 MODULAR BLOCK RETAINING WALL SO FT 38 2504.602 ADJUST VALVE BOX FJ~CH 39 2504.602 ADJUST VALVE BOX WITH 1 1/2" EXTENSION RING F~1CH 40 2506.521 INSTALL CASTING (SANITARY) FA.CH 41 2506.522 ADJUST CASTING WITH 1 1/2" EXTENSION RING FA.CH 42 2521.501 4" CONCRETE WALK SO FT 43 2522.501 6"CONCRETE WALK SO FT 44 2531.507 6"CONCRETE DRIVEWAY PAVEMENT SO YD 45 2531.507 6"CONCRETE DRIVEWAY PAVEMENT (PRIVATE) SO YD 46 2531.501 CONCRETE CURB AND GUTTER, DESIGN 6618 LIN FT 47 2531.501 CONCRETE CURB AND GUTTER REPLACEMENT - B618 LIN FT 48 2531.602 CONCRETE PEDESTRIAN CURB RAMP EACH 49 2540.601 TEMPORARY MAILBOXES LUMP SUM 50 2545.523 .4" NON-METALLIC CONDUIT LIN FT 51 2550.512 HANDHOLES EACH 52 2550.542 LOOP DETECTOR SPLICE FJ1CH 53 2550.602 LOOP DETECTOR SAWCUT EACH 54 2563.601 TRAFFIC CONTROL LUMP SUM 55 2564.537 INSTALL SIGN TYPE C - "STOP" EACH 56 2564.537 INSTALL SIGN TYPE SPECIAL -"NEIGHBORHOOD WATCH" FlaCH 57 2564.537 INSTALL SIGN TYPE SPECIAL - "STREET NAME" EACH 58 2564.602 INSTALL STEEL POST EACH 59 2571.502 TREE 2.5" CAL B&B (VARIETY -SEE SPEC) TREE 60 2575.505 SODDING TYPE LAWN SO YD 61 2582.502 4" DOUBLE SOLID LINE YELLOW -LATEX LIN FT 62 2582.502 4" DOUBLE SOLID LINE YELLOW -EPOXY LIN FT OTY UNIT PRICE 1 $ 55,000.00 33 $ 150.00 24 $ 35:00 200 $ 3.00 2698 $ 2.50 1712 $ 2.50 12.5 $ 5.00 1031 $ 5.00 856 $ 5.00 8 $ 30.00 486 $ 5.00 1158 $ 3.00 120 $ 20.00 250 $ 2.50 205 $ 15.00 71 $ 75.00 15 $ 100.00 90 $ 18.00 28209 $ 7.50 1409 $ 7.50 36235 $ 6.50 2910 $ 9.50 9633 $ 1.25 250 $ 15.00 57.1 $ 200.00 256.4 $ 25.00 518 $ 19.00 10709 $ 13.00 576 $ 13.00 18928. $ 1.50 44 $ 20.00 1516 $ 54.00 2468 $ 52.00 879 $ 3.00 2698 $ . 14.00 1712 $ 14.00 10 $ 25.00 11 $ 100.00 11 $ 150.00 21 $ 550.00 21 $ 170.00 10770 $ 4.50 3520 $ 7.00 1031 $ 37.00 856 $ 37.00 11717 $ 10.00 584 $ 21.00 6 $ 450.00 1 $ 1,000.00 330 $ 7.50 2 $ 700.00 2 $ 300.00 2 $ 1,500.00 1 $ 5,000.00 2 $ 150.00 2 $ 100.00 8 $ 100.00 8 $ 50.00 9 $ 450.00 21288 $ 2.50 300 $ 1.50 300 $ 1.50 TOTAL PRICE $ 55,000.00 $ 4,950.00 $ 840.00 $ 600.00 $ 6,745.00 $ 4,280.00 $ 62.50 $ 5,155.00 $ 4,280.00 $ 240.00 $ 2,430.00 $ 3,474.00 $ 2,400.00 $ 625.00 $ 3,075.00 $ 5,325.00 $ 1,500.00 $ 1,620.00 $ 211,567.50 $ 10,567.50 $ 235,527.50 $ 27,645.00 $ 12,041.25 $ 3,750.00 $ 11,420.00 $ 6,410.00 $ 9,842.00 $ 139,217.00 $ 7,488.00 $ 28,392.00 $ 880.00 $ 81,864.00 $ 126,336.00 $ 2,637.00 $ 37,772.00 $ 23,968.00 $ 250.00 $ 1,100.00 $ 1,650.00 $ 11,550.00 $ 3,570.00 $ 48,465.00 $ 24,640.00 $ 38,147.00 $ 31,672.00 $ 117,170.00 $ 12,264.00 $ 2,700.00 $ 1,000.00 $ 2,475.00 $ 1,400.00 $ 600.00 $ 3,000.00 $ 5,000.00 $ 300.00 $ 200.00 $ 800.00 $ 400.00 $ 4,050.00 $ 53,220.00 $ 450.00 $ 450.00 ENG EST 9/23/2010 5A 63 2582.503 CROSSWALKMARKING -LATEX 64 2582.503 CROSSWALK MARKING -EPOXY SQ FT 324 $ 6.00 $ 1,944.00 SO FT 324 $ 6.00 $ 1,944.00 ENG EST 9/23/2010 5A T SCHEDULE1(STREET) SCHEDULE 2 -STORM SEWER - BOUDINS STREET, DENESE STREET, GRAYLING CIRCLE, LOTS AVENUE, RUTGERS STREET ITEM # SPEC. REF 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 T DESCRIPTION 2104.501 REMOVE SEWER PIPE (STORM) 2104.509 REMOVE DRAINAGE STRUCTURE 2105.61 EXPLORATORY EXCAVATION 2501.515 15" RCP APRON WITH TRASH GUARD 2501.515 18" RCP APRON WITH TRASH GUARD 2501.515 24" RCP APRON WITH TRASH GUARD 2501.515 36" RCP APRON WITH TRASH GUARD 2502.541 4" DRAIN TILE WITH SOCK (HDPE) 2503.541 15" RC PIPE SEWER CL V DESIGN 3006 (STORM) 2503.541 18" RC PIPE SEWER CL V DESIGN 3006 (STORM) 2503.541 21" RC PIPE SEWER CL V DESIGN 3006 (STORM) 2503.541 24" RC PIPE SEWER CL IV DESIGN 3006 (STORM) 2503.541 27" RC PIPE SEWER CL IV DESIGN 3006 (STORM) 2503.541 30" RC PIPE SEWER CL IV DESIGN 3006 (STORM) 2503.541 36" RC PIPE SEWER CL IV DESIGN 3006 (STORM) 2503.602 CONNECT INTO EXISTING DRAINAGE STRUCTURE 2503.602 CONNECT TO EXISTING STORM SEWER 2506.502 CONST DRAINAGE STRUCTURE DES (2'X3') (INCL. CASTING) 2506.502 CONST DRAINAGE STRUCTURE DES 48-4020 (INCL. CASTING) 2506.502 CONST DRAINAGE STRUCTURE DES 48-4022 (INCL. CASTING) 2506.502 CONST DRAINAGE STRUCTURE DES 60-4022 (INCL. CASTING) 2506.502 CONST DRAINAGE STRUCTURE DES 60-4020 (INCL. CASTING) 2506.502 CONST DRAINAGE STRUCTURE DES 72-4022 (INCL. CASTING) 2451.507 GRANULAR BEDDING SCHEDULE 2 (STORM SEWER) SCHEDULE 3 -WATER QUALITY - BIORETENTION AND RAINGARDEN IMPROVEMENTS ENG EST 9/23/2010 5A TOTAL $ 1,452,337.25 UNIT QTY UNIT PRICE TOTAL PRICE LIN FT 1920 $ 6.00 $ 11,520.00 EACH 19 $ 200.00 $ 3,800.00 HR 8 $ 350.00 $ 2,800.00 EACH 2 $ 700.00 $ 1,400.00 EACH. 1 $ 800.00 $ 800.00 EACH 3 $ 1,000.00 $ 3,000.00 EACH 1 $ 1,800.00 $ 1,800.00 LIN FT 750 $ 15.00 $ 11,250.00 LIN FT 735 $ 26.00 $ 19,110.00 LIN FT 1100 $ 29.00 $ 31,900.00 LIN FT 55 $ 35.00 $ 1,925.00 LIN FT 110 $ 45.00 $ 4,950.00 LIN FT 445 $ 55:00 $ 24,475.00 LIN FT 0 $ 65.00 $ LIN FT 80 $ 70.00 $ 5,600.00 EACH 0 $ 700.00 $ EACH 0 $ 700.00 EACH 11 $ 1,500.00 $ 16,500.00 EACH 6 $ 2,100.00 $ 12,600.00 EACH 5 $ 2,100.00 $ 10,500.00 EACH 3 $ 2,700.00 $ 8,100.00 EACH 1 $ 3,300.00 $ 3,300.00 EACH 4 $ 4,500.00 $ 18,000.00 CU YD 349 $ 7.00 $ 2,443.00 TOTAL $ 195,773.00 SHOWN IN 2011 NTW -COST SPLIT NOT YET KNOWN SCHEDULE 4 -SANITARY SEWER - BOUDINS STREET, DENESE STREET, GRAYLING CIRCLE, LOTS AVENUE, RUTGERS STREET ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2104.501 REMOVE SEWER PIPE (SANITARY) LIN FT 406 $ 5.00 $ 2,030.00 2 2104.501 REMOVE SEWER PIPE (SANITARY FORCE MAIN) LIN FT 0 $ 6.00 $ 3 2104.501 REMOVE SEWER PIPE (SANITARY SERVICE) LIN FT 515 $ 4.00 $ 2,060.00 4 2104.509 REMOVE MANHOLE EACH 0 $ 200.00 $ 5 2105.601 DEWATERING LUMP SUM 1 $ 1,000.00 $ 1,000.00 6 2105.61 EXPLORATORY EXCAVATION HR 12 $ 350.00. $ 4,200.00 7 2503.602 CONNECT TO EXISTING SANITARY SEWER EACH 0 $ 800.00 $ 8 2503.602 CONNECT TO EXISTING MANHOLES (SANITARY) EACH 2 $ 1,000.00 $ 2,000.00 9 2503.602 CONNECT TO EXISTING FORCE MAIN EACH 0 $ 800.00 $ 10 2503.602 RECONNECT TO EXISTING SANITARY SEWER SERVICE EACH 15 $ 250.00 $ 3,750.00 11 2503.602 8" X 4" PVC SDR 26 WYE EACH 4 $ 130.00 $ 520.00 12 2503.602 4"SDR 26 INSERTA-TEE EACH 11 $ 600.00 $ 6,600.00 13 2503.603 8" PVC SEWER SDR 35 LIN FT 406 $ 27.00 $ 10,962.00 14 2503.603 4" PVC SEWER SDR 26 LIN FT 515 $ 18.00 $ 9,270.00 15 2503.603 6" DUCTILE IRON PIPE SEWER CL 52 (FORCE MAIN) LIN FT 0 $ 32.00 $ 16 2503.608 DUCTILE IRON FITTINGS LBS 0 $ 3.00 $ 17 2506.502 48" DIAMETER SANITARY MANHOLE EACH 0 $ 2,500.00 $ 18 2506.503 RECONSTRUCT SANITARY MANHOLE LIN FT 19 $ 500.00 $ 9,500.00 19 2506.602 TRACER WIRE ACCESS BOX DRIVEWAY CASTING ASSEMBLY EACH 2 $ 160.00 $ 320.00 20 2451.507 GRANULAR BEDDING CU YD 23 $ 9.00 $ 207.00 T SCHEDULE 4 (SANITARY) TOTAL $ 52,419.00 SCHEDULE 5 -WATERMAIN - BOUDINS STREET, DENESE STREET, GRAYLING CIRCLE, LOIS AVENUE, RUTG ERS STR EET ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2104.501 REMOVE WATER MAIN LIN FT 1465 $ 4.50 $ 8,592.50 2 2104.501 REMOVE WATER SERVICE PIPE LIN FT 3615 $ 3.00 $ 10,845.00 3 2104.509 REMOVE HYDRANT WITH GATE VALVE & BOX EACH 8 $ 300.00 $ 2,400.00 4 2104.509 REMOVE GATE VALVE & BOX EACH 9 $ 150.00 $ 1,350.00 5 2104.509 REMOVE CURB STOP & BOX EACH 70 $ 50.00 $ 3,500.00 6 2105.601 DEWATERING LUMP SUM 1 $ 2,000.00 $ 2,000.00 7 2105.61 EXPLORATORY EXCAVATION HR 14 $ 350.00 $ 4,900.00 8 2504.602 HYDRANT WITH 6" GATE VALVE & BOX EACH 14 $ 4,000.00 $ 56,000.00 9 2504.602 6" GATE VALVE AND BOX EACH 7 $ 1,200.00 $ 8,400.00 10 2505.602 12" GATE VALVE AND BOX EACH 2 $ .2,500.00 $ 5,000.00 11 2504.602 6" SADDLE EACH 42 $ 100.00 $ 4,200.00 12 2504.602 1"CORPORATION STOP EACH 70 $ 100.00 $ 7,000.00 13 2504.602 1"CURB STOP & BOX EACH 70 $ 160.00 $ 11,200.00 14 2504.602 RECONNECT WATER SERVICE EACH 70 $ 250.00 $ 17,500.00 15 2504.602 CONNECT TO EXISTING WATERMAIN EACH 4 $ 800.00 $ 3,200.00 16 2504.602 CURB STOP BOX DRIVEWAY CASTING ASSEMBLY EACH 18 $ 160.00 $ 2,880.00 17 2504.608 DUCTILE IRON FITTINGS LBS 1955 $ 3.00 $ 5,865.00 18 2504.603 6" WATERMAIN DUCTILE IRON CL 52 LIN FT 590 $ 27.00 $ 15,930.00 19 2504.603 12" WATERMAIN DUCTILE IRON CL 52 LIN FT 1400 $ 45.00 $ ' 63,000.00 20 2504.603 1" TYPE K COPPER PIPE LIN FT 3615 $ 20.00 $ 72,300.00 21 2504.603 HYDRANT RISER LIN FT 7 $ 400.00 - $ 2,800.00 22 2504.605 4" POLYSTYRENE INSULATION SO FT 500 $ 5.00 $ 2,500.00 23 2504.602 TEMPORARY WATER SERVICE EACH 13 $ 300:00 $ 3,900.00 24 2451.507 GRANULAR BEDDING CU YD 156 $ 9.00 $ 1,404.00 T SCHEDULE 5 (WATERMAIN) TOTAL $ 314,666.50 ENG EST 9/23!2010 5A TOTAL (08-11) SCHEDULE 1 -STREET - BOUDINS STREET, DENESE STREET, GRAYLING CIRCLE, LOIS AVENUE, RUTGERS STREET $ 1,452,337.25 SCHEDULE 2 -STORM SEWER - BOUDINS STREET, DENESE STREET, GRAYLING CIRCLE, LOTS AVENUE, RUTGERS STREET $ 195,773.00 SCHEDULE 3 -WATER QUALITY - BIORETENTION AND RAINGARDEN IMPROVEMENTS 146, SCHEDULE 4 -SANITARY SEWER - BOUDINS STREET, DENESE STREET, GRAYLING CIRCLE, LOIS AVENUE, RUTGERS STREET $ 52,419.00 SCHEDULE 5 - WATERMAIN - BOUDINS STREET, DENESE STREET, GRAYLING CIRCLE, LOTS AVENUE, RUTGERS STREET $ 314,666.50 TOTAL ESTIMATE $ z,lsz,oa5.5o ENG EST 9/23!2010 5A '~ i~ r i~ i~ i~ i~ Z O 5 J V W N W a N o o N rf+ic in n °o vNidN ~ N M ~ d ~ N N o N r/~l II m•-N W y aa6> {Cp d N 7 d~~t ° N~~J t 8 WwN•• ~ ~ N N N a S Z FNNf%1 F (%1 .~-. = A N ... ? LL 6aa aQaa aQ aa66 C C - 6Q a¢a6a °Wo_6666ooooao y a~ac ° N °~° aa =L v~33 cav °~'795aao ~~SWaW ~>;~ c c c c ~ ~ ~ ~ c e e e ~>> ° ~ ~ ~ ~- C fj C C C C_ >> ~ _ e C C C C C ~ N W N- C C C C W~~ C- ---- 0 0 0 0 0 0 O 0 0 0 U F F----- N a U U--_- U U U U- U 0 0 0 0 0 0 0 0 O W G C C N O C O G N U O~~ h 0 0 0 0 N V m ~ M 0 t V 0 0 0 0 0 O N 0 0 0 0 0 0 W ONCE O~ O t G b U N r N V V 1~ o J h~ N N O O O O O N 0 0 0 0 0 0 0 0 0 0 O v W o o c o c v v i o o m m N U N N N v a O m O v v O N < A N m h m W m m N 00 p0 N 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 W O G I~ O G N N G C (NN~ t p 0 0 0 N U N N d O O N 1~ N A N~ m N V m V V m O m N tN V 1~ W O O aOe-V NNrO t7M W~ R NO~e-e- V a ~-e-N~ Nv aN N Me- ~-'dNa~ N M M M M M M M M M w 0 0 0 0 0 0 0 0 V 0 0 N N 0 0 0 0 M Mfg M M M M M W O O b N 0 0 0 0 U r n G f0 b M M M M M M M M M M M M w O O N O O N 0 0 0 0 V O Ih M O m M M M M M M M M M M M M H M M W O O h O O N O O h 0 0 0 0 N V ~~ 1 C V V N ro i y O O~ M N n oO'I N O m a ~~ M~ M~ M M II~~ h a ~~ M ~~~f9 ~ M Y l t O Cl Y t~ yGy~~ tV a ~~ M M NM M rM 'M M ~~ M I...~rM NM MME > I- > fAA F 7 M V 1199 F ~ ~M~~ V ~M~ V V tlMnNj'O NbaNN ~MO~OmiM V pN00 } ITN W W ~bOOfO W M~Of N O '' ~ r e - N O N e - N N M V CY t I. . 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N m < pyCm mw~D~ N~mc ~ ~ m=<yv<m Z DD N' » ~ 3 ~ ~ A A zi~m ~ A ~ - i~~ t 1 v o3m9 x m ~,. 1 rn A~ O 1 O ~~Am3-I < -~-iZp ~ m z z D ~~~~iz , ^ < N ~ V D ~~ m N m ~ A o y ' A m ~. rn D ZZZZ In X11 ~1f CD'/CD'/~~ as ~r ' a-i { =aoi N O W V W> N>OA W~ NNN~ N N N O) N b1 fA H H bl N O Z 2 Z N m W W N D '-I ~> ~ 1 W W O1 ~ N fA fA ~ N W v~ M (A (A ~ o V A ~0 O + T N A Z Q V O W N A W~ J ~ o00o 0 0 0 O J A W N N W A m 0 0 0 0 0 0 O m O m O O O O O O m v O ~ D D D m V + + ~ > ~ IJ W f+~0 N V A N W + ~ O ONA + + W V A A ~ GI i0 ANlJ m G N W N> O> V n O - O O n O O - m V W W Ol W O 00~ W ON O ail 0 0 0 OOm C O C G NmmOOm 0 C C G C m O 0 0 0 0 0 0 O O O O O ~ 0 - 0 0 0 0 22222 o. 3 m°m°m°m°m° ~'-~ ~ A DDDDD ----- EXHIBIT 7 ENGINEERS ESTIMATE CITY OF PRIOR LAKE 2011 IMPROVEMENT PROJECT CITY PROJECT #11-011 BOUDIN STREET, DENESE STREET, LOTS AVENUE, NATALIE ROAD, TIMOTHY AVENUE SCHEDULE 1 -STREET - BOUDINS STREET, DENESE STREET, LOIS AVENUE, NATALIE ROAD, TIMOTHY AVENUE ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2021.501 MOBILIZATION LUMP SUM 1 $ 50,000.00 $ 50,000.00 2 2101.502 CLEAR AND GRUB TREE 22 $ 150.00 $ 3,300.00 3 2101.502 CLEAR AND GRUB (SHRUB) TREE 12 $ 35.00 $ 420.00 4 2104.501 REMOVE CONCRETE CURB AND GUTTER LIN FT 100 $ 3.00 $ 300.00 5 2104.505 REMOVE BITUMINOUS DRIVEWAY PAVEMENT SQ YD 2496 $ 2.50 $ 6,240.00 6 2104.505 REMOVE BITUMINOUS DRIVEWAY PAVEMENT (PRIVATE) SQ YD 1819 $ 2.50 $ 4,547.50 7 2104.505 REMOVE CONCRETE WALK SQ YD 2.5 $ 5.00 $ 12.50 8 2104.505 REMOVE CONCRETE DRIVEWAY PAVEMENT SQ YD 628 $ 5.00 $ 3,140.00 9 2104.505 REMOVE CONCRETE DRIVEWAY PAVEMENT (PRIVATE) SQ YD 428 $ 5.00 $ 2,140.00 10 2104.509 REMOVE SIGN POST EACH 7 $ 30.00 $ 210.00 11 2104.511 SAWING CONCRETE PAVEMENT (FULL DEPTH) LIN FT 255 $ 5.00 $ 1,275.00 12 2104.513 SAWING BITUMINOUS PAVEMENT (FULL DEPTH) LIN FT 1013 $ 3.00 $ 3,039.00 13 2104.521 SALVAGE & REINSTALL FENCE LIN FT 100 $ 20.00 $ 2,000.00 14 2104.521 SALVAGE & REINSTALL LANDSCAPE EDGING LIN FT 270 $ 2.50 $ 675.00 15 2104.521 SALVAGE & REINSTALL SPRINKLER SYSTEM LIN FT 120 $ 15.00 $ 1,800.00 16 2104,523 SALVAGE & REINSTALL MAILBOX EACH 57 $ 75.00 $ 4,275.00 17 2104.523 SALVAGE & REINSTALL SIGN TYPE C EACH 8 $ 100.00 $ 800.00 18 2104.618 SALVAGE & REINSTALL RETAINING WALL SQ FT 140 $ 18.00 $ 2,520.00 19 2105.501 COMMON EXCAVATION CU YD 25416 $ 7.50 $ 190,620.00 20 2105.507 SUBGRADE EXCAVATION CU YD 1269 $ 7,50 $ 9,517.50 21 2105.609 GRANULAR BORROW TON 30946 $ 6.50 $ 201,149.00 22 2105.525 TOPSOIL BORROW CU YD 3958 $ 9.50 $ 37,601.00 23 2105.604 GEOTEXTILE FABRIC TYPE V SQ YD 4722 $ 1.25 $ 5,902.50 24 2105.609 3"MINUS 100% CRUSHED QUARRY LIMESTONE TON 250 $ 15.00 $ 3,750.00 25 2112.501 SUBGRADE PREPARATION RS 54.9 $ 200.00 $ 10,980.00 26 2130.501 WATER DUST CONTROL M GAL 246.4 $ 25.00 $ 6,160.00 27 2211.501 AGGREGATE BASE -1 1l2" SCREENED CLEAN TON 518 $ 19.00 $ 9,842.00 28 2211.501 AGGREGATE BASE CLASS 5 TON 10754 $ 13.00 $ 139,802.00 29 2211.501 AGGREGATE BASE CLASS 5 (PRIVATE DRIVEWAYS) TON 504 $ 13.00 $ 6,552.00 30 2232.501 MILL BITUMINOUS SURFACE (STREET-FULL DEPTH) SQ YD 18844 $ 1.50 $ 28,266.00 31 2232.604 .MILL BITUMINOUS SURFACE (1.5" -RAMPED EDGES PRIOR TO WEAR) SQ YD 42 $ 20,00 $ 840.00 32 2350.501 TYPE MV 4 WEARING COURSE MIXTURE (B) TON 1373 $ 54.00 $ 74,142.00 33 2350.502 TYPE MV 3 NON WEARING COURSE MIXTURE (B) TON 2292 $ 52.00 $ 119,184.00 34 2357.502 BITUMINOUS MATERIAL FOR TACK COAT GAL 816 $ 3.00 $ 2,448.00 35 2350.503 TYPE MV 3 WEAR CRS MIX (B) 3" THICK DRIVEWAY PAVEMENT SQ YD 2496 $ 14.00 $ 34,944.00 36 2350.503 TYPE MV 3 WEAR CRS MIX (B) 3" THICK DRIVEWAY PAVEMENT (PRIVAT E SQ YD 1819 $ 14.00 $ 25,466.00 37 2411.618 MODULAR BLOCK RETAINING WALL SQ FT 1D $ 25.00 $ 250.00 38 2504.602 ADJUST VALVE BOX EACH 11 $ 100.00 $ 1,100.00 39 2504.602 ADJUST VALVE BOX WITH 1 1/2" EXTENSION RING EACH 11 $ 150.00 $ 1,650.00 40 2506.521 INSTALL CASTING (SANITARY) EACH 16 $ 550.00 $ 8,800.00 41 2506.522 ADJUST CASTING WITH 1 1/2" EXTENSION RING EACH 16 $ 170.00 $ 2,720.00 42 2521.501 4"CONCRETE WALK SQ FT 5520 $ 4.50 $ 24,840.00 43 2522.501 6"CONCRETE WALK SQ FT 1540 $ 7.00 $ 10,780.00 44 2531.507 6"CONCRETE DRIVEWAY PAVEMENT SQ YD 628 $ 37.00 $ 23,236.00 45 2531.507 6"CONCRETE DRIVEWAY PAVEMENT (PRIVATE) SQ YD 428 $ 37.00 $ 15,836.00 46 2531.501 CONCRETE CURB AND GUTTER, DESIGN 8618 LIN FT 1098D $ 10.00 $ 109,800.00 47 2531.501 CONCRETE CURB AND GUTTER REPLACEMENT- 6618 LIN FT 549 $ 21.00 $ 11,529.00 48 2531.602 CONCRETE PEDESTRIAN CURB RAMP EACH 4 $ 450.00 $ 1,800.00 49 2540.601 TEMPORARY MAILBOXES LUMP SUM 1 $ 1,000.00 $ 1,000.00 50 2545.523 4" NON-METALLIC CONDUIT LIN FT 370 $ 7.50 $ 2,775.00 51 2563.601 TRAFFIC CONTROL LUMP SUM 1 $ 5,000.00 $ 5,000.00 52 2564.537 INSTALL SIGN TYPE C - "STOP" EACH 1 $ 150.00 $ 150.00 53 2564.537 INSTALL SIGN.TYPE SPECIAL - "NEIGHBORHOOD WATCH" EACH 1 $ 100.00 $ 100.00 54 2564.537 INSTALL SIGN TYPE SPECIAL - "STREET NAME" EACH 7 $ 100.00 $ 700.00 55 2564.602 INSTALL STEEL POST EACH 7 $ 50.00 $ 350.00 56 2571.502 TREE 2.5" CAL B&B (VARIETY -SEE SPEC) TREE 5 $ 450.00 $ 2,250.00 57 2575.505 SODDING TYPE LAWN SQ YD 22671 $ 2.50 $ 56,677.50 58 2582.502 4" DOUBLE SOLID LINE YELLOW -LATEX LIN FT 100 $ 1.50 $ 150.00 59 2582.502 4" DOUBLE SOLID LINE YELLOW -EPOXY LIN FT 100 $ 1.50 $ 150.00 60 2582.503 CROSSWALK MARKING -LATEX SQ FT 216 $ 6.00 $ 1,296.00 61 2582.503 CROSSWALK MARKING-EPOXY SQFT 216 $ 6.00 $ 1,296.00 ENG EST 9/23/2010 5A T SCHEDULE 1 (STREET) TOTAL $ 1,278,095.50 SCHEDUL E 2 -STORM SEWER - BOUDINS STREET, DENESE STREET, LOTS AVENUE, NATALIE ROAD, TIMOTHY AVENUE ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2104.501 REMOVE SEWER PIPE (STORM) LIN FT 2382 $ 6.00 $ 14,292.00 2 2104.509 REMOVE DRAINAGE STRUCTURE EACH 14 $ 200.00. $ 2,800.00 3 2105.61 EXPLORATORY EXCAVATION HR 7 $ 350.00 $ 2,450.00 4 2501.515 15" RCP APRON WITH TRASH GUARD EACH 0 $ 700.00. $ 5 2501.515 18" RCP APRON WITH TRASH GUARD EACH 1 $ 500.00 $ 800.00 6 2501.515 24" RCP APRON WITH TRASH GUARD EACH 2 $ 1,000.00 $ 2,000.00 7 2502.541 4" DRAIN TILE WITH SOCK (HDPE) LIN FT 500 $ 15.00 $ 7,500.00 8 2503.541 15" RC PIPE SEWER CL V DESIGN 3006 (STORM) LIN FT 1205 $ 26.00 $ 31,330.00 9 2503.541 18" RC PIPE SEWER CL V DESIGN 3006 (STORM) LIN FT 880 $ 29.00 $ 25,520.00 10 2503.541 21" RC PIPE SEWER CL V DESIGN 3006 (STORM) LIN FT 40 $ 35.00 $ 1,400.00 11 2503.541 24" RC PIPE SEWER CL N DESIGN 3006 (STORM) LIN FT 110 $ 45.00 $ 4,950.00 12 2503.541 27" RC PIPE SEWER CL IV DESIGN 3006 (STORM) LIN FT 0 $ 55:00 $ 13 2503.541 30" RC PIPE SEWER CL N DESIGN 3006 (STORM) LIN FT 0 $ 65.00 $ 14 2503.541 36" RC PIPE SEWER CL IV DESIGN 3006 (STORM) LIN FT 0 $ 70.00 $ 15 2503.602 CONNECT INTO EXISTING DRAINAGE STRUCTURE EACH 0 $ 700.00 $ 16 2503.602 CONNECTTO EXISTING STORM SEWER EACH 1 $ 700.00 $ 700.00 17 2506.502 CONST DRAINAGE STRUCTURE DES (2'X3') (INCL. CASTING) EACH 8 $ 1,500.00 $ 12,000.00 18 2506.502 CONST DRAINAGE STRUCTUREDES 48-4020 (INCL. CASTING) EACH 5 $ 2,100.00 $ 10,500.00 19 2506.502 CONST DRAINAGE STRUCTURE DES 48-4022 (INCL. CASTING) EACH 3 $ 2,100.00 $ 6,300.00 20 2506.502 CONST DRAINAGE STRUCTURE DES 60-4022 (INCL. CASTING) EACH 2 $ 2,700.00 $ 5,400.00 21 2506.502 CONST DRAINAGE STRUCTURE DES 60-4020 (INCL. CASTING) EACH 1 $ 3,300.00 $ 3,300.00 22 2506.502 CONST DRAINAGE STRUCTURE DES 72-4022 (INCL. CASTING) EACH 1 $ 4,500.00 $ 4,500.00 23 2451.507 GRANULAR BEDDING CU YD 288 $ 7.00 $ 2,016.00 T SCHEDULE 2 (STORM SEWER) TOTAL $ 137,758.00 SCHEDULE 3 -WATER QUALITY- BIORETENTION AND RAINGARDEN IMPROVEMENTS ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2101.502 CLEAR AND GRUB TREE 1 $ 150.00 $ 150.00 2 2105,501 COMMON EXCAVATION CU YD 1200 $ 6.00 $ 7,200.00 3 2105.525 TOPSOIL BORROW CU YD 300 $ 9.50 $ 2,850.00 4 2451.507 GRANULAR BEDDING CU YD 100 $ 7.00 $ 700.00. 5 2502.541 4" PVC DRAIN TILE WITH SOCK (INCLUDES RISER AND FITTINGS) LIN FT 300 $ 15.00 $ 4,500.00 6 2503.602 CONNECT INTO EXISTING DRAINAGE STRUCTURE EACH 3 $ 700.00 $ 2,100.00 7 2506.502 CONST DRAINAGE STRUCTURE DES 48.4020 (INCL. CASTING) EACH 2 $ 1,900.00 $ 3,800.00 8 2506.502 CONST DRAINAGE STRUCTURE DES 48-SPECIAL (INCL. CASTING & 4"XZ EACH 2 $ 1,900.00 $ 3,800.00 9 2511.501 CLASS II RIPRAP CU YD 105 $ 60.00 $ 6,300.00 10 2571.502 TREE -SWAMP WHITE OAK AND RIVER BIRCH 2.0" CAL 68B EACH 30 $ 200.00 $ 6,000.00 11 2573.502 SILT FENCE, TYPE HEAVY DUTY LIN FT 1000 $ 2.00 $ 2,000.00 12 2573.602 CATCH BASIN SEDIMENT CONTROL BARRIER DURING CONSTRUCTION EACH 24 $ 75.00 $ 1,800.00 13 2573.603 CONSTRUCTION FENCE (SNOW FENCE) LIN FT 500 $ 5.00 $ 2,500.00 14 2575.501 SEED AND MULCH -SEED MIXTURE 270 (TURF MIX) SO YD 2500 $ 0.55 $ 1,375.00 15 2575.501 SEED AND MULCH -SEED MIXTURE 325 (WET MIX) SO YD 2833 $ 0.75 $ 2,124.75 16 2575.501 SEED AND MULCH -SEED MIXTURE 340 (UPLAND MIX) SO YD 500 $ 0.75 $ 375.00 17 2575.523 EROSION CONTROL BLANKETS, CATEGORY 2 SO YD 500 $ 1.75 $ 875.00 18 138 -SPECIE RED BALL DIAMOND AGGREGATE (FOR RUNNING TRACK) TON 250 $ 20.00 $ 5,000.00 19 2575.57 RAPID STABILIZATION METHOD 1 SO YD 1200 $ 2.00 $ 2,400.00 20 76.1 -SPECI FINE FILTER AGGREGATE (MN DOT 3149.2J) CU YD 500 $ 12.00 - $ 6,000.00 21 76.2 -SPECI COMPOST AMENDED TOPSOIL (50°h GRADE 2 or 3 COMPOST 3890.2) CU YD 1000 $ 15.00 $ 15,000.00 22 76.3 -SPECI RAIN GARDEN CONSTRUCTION SO YD 2000 $ 35.00 $ 70,000.00 T SCHEDULE 3 (WATER QUALITY STORM SEWER) TOTAL $ 148,849.75 ~i ~ 1 ENG EST 9/23/2010 5A SCHEDULE 4 -SANITARY SEWER - BOUDINS STREET, DENESE STREET, LOIS AVENUE, NATALIE ROAD, TIMOTHY AVENUE ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2104.501 REMOVE SEWER PIPE (SANITARY) LIN FT 245 $ 5.00 $ 1,225.00 2 2104.501 REMOVE SEWER PIPE (SANITARY FORCE MAIN) LIN FT 0 $ 6.00 $ 3 2104.501 REMOVE SEWER PIPE (SANITARY SERVICE) LIN FT 264 $ 4.00 $ 1,056.00 4 2104.509 REMOVE MANHOLE EACH 1 $ 200.00 $ 200.00 5 2105.601 DEWATERING LUMP SUM 1 $ 1,000.00 $ 1,000.00 6 2105.61 EXPLORATORY EXCAVATION HR 10 $ 350.00 $ 3,500.00 7 2503.602 CONNECT TO EXISTING SANITARY SEWER EACH 0 $ 800.00 $ 8 2503.602 CONNECT TO EXISTING MANHOLES (SANITARY) EACH 0 $ 1,000.00 $ 9 2503.602 CONNECT TO EXISTING FORCE MAIN EACH 0 $ 800.00 $ 10 2503.602 RECONNECT TO EXISTING SANITARY SEWER SERVICE EACH 8 $ 250.00 $ 2,000.00 11 2503.602 8" X 4" PVC SDR 26 WYE EACH 0 $ 130.00 $ 12 2503.602 4" SDR 26 INSERTA-TEE EACH 8 $ 600.00 $ 4,800.00 13 2503.603 8" PVC SEWER SDR 35 LIN FT 0 $ 27.00 $ 14 .2503.603 4" PVC SEWER SDR 26 LIN FT 264 $ 18.00 $ 4,752.00 15 2503.603 6"DUCTILE IRON PIPE SEWER CL 52 (FORCE MAIN) LIN FT 0 $ 32.00 $ 16 2503.608 DUCTILE IRON FITTINGS LBS 0 $ 3.00 $ 17 2506.503 RECONSTRUCT SANITARY MANHOLE LIN FT 14 $ 500.00 $ 7,000.00 18 2506.602 TRACER WIRE ACCESS BOX DRIVEWAY CASTING ASSEMBLY EACH 1 $ 160.00 $ 160.00 19 2451.507 GRANULAR BEDDING CU YD 0 $ 9.00 $ T SCHEDULE 4 (SANITARY) TOTAL $ 25,693.00 SCHEDULE 5 -WATERMAIN - BOUDINS STREET, DENESE STREET, LOIS AVENUE, NATALIE ROAD, TIMOTHY AVENUE ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2104.501 REMOVE WATER MAIN LIN FT 1470 $ 4.50 $ 6,615.00 2 2104.501 REMOVE WATER SERVICE PIPE LIN FT 3435 $ 3.00 $ 10,305.00 3 2104.509 REMOVE HYDRANT WITH GATE VALVE & BOX EACH 8 $ 300.00 $ 2,400.00 4 2104.509 REMOVE GATE VALVE & BOX EACH 10 $ 150.00 $ 1,500.00 5 2104.509 REMOVE CURB STOP & BOX EACH 63 $ 50.00 $ 3,150.00 6 2105.601 DEWATERING LUMP SUM 1 $ 2,000.00 $ 2,000.00 7 2105.61 EXPLORATORY EXCAVATION HR 10 $ 350.00 $ 3,500.00 8 2504.602 HYDRANT WITH 6" GATE VALVE & BOX EACH 14 $ 4,000.00 $ 56,000.00 9 2504.602 6" GATE VALVE AND BOX EACH 10 $ 1,200.00 $ 12,000.00 10 2505.602 12" GATE VALVE AND BOX EACH 1 $ 2,500.00 $ 2,500.00 11 2504.602 6" SADDLE EACH 54 $ 100.00 $ 5,400.00 12 2504.602 1" CORPORATION STOP EACH 63 $ 100.00 $ 6,300.00 13 2504.602 1"CURB STOP & BOX EACH 63 $ 160.00 $ 10,080.00 14 2504.602 RECONNECT WATER SERVICE EACH 63 $ 250.00 $ 15,750.00 15 2504.602 CONNECT TO EXISTING WATER MAIN EACH 4 $ 800.00 $ 3,200.00 16 2504.602 CURB STOP BOX DRIVEWAY CASTING ASSEMBLY EACH 15 $ 160.00 $ 2,400.00 17 2504.608 DUCTILE IRON FITTINGS LBS 1755 $ 3.00 $ 5,265.00 18 2504.603 6" WATERMAIN DUCTILE IRON CL 52 LIN FT 120 $ 27.00 $ 3,240.00 19 2504.603 12" WATERMAIN DUCTILE IRON CL 52 LIN FT 1350 $ 45.00 $ 60,750.00 20 2504.603 1" TYPE K COPPER PIPE LIN FT 3435 $ 20.00 $ 68,700.00 21 2504.603 HYDRANT RISER LIN FT 8 $ 400.00 $ 3,200.00 22 2504.605 4" POLYSTYRENE INSULATION SO FT 500 $ 5.00 $ 2,500.00 23 2504.602 TEMPORARY WATER SERVICE EACH 9 $ 300.00 $ 2,700.00 24 2451.507 GRANULAR BEDDING CU YD 155 $ 9.00 $ 1,395.00 T SCHEDULE 5 (WATERMAIN) TOTAL $ 290,850.00 ENG EST 9/23/2010 5A TOTAL (OS-11) SCHEDULE 1 -STREET - BOUDINS STREET, DENESE STREET, LOIS AVENUE, NATALIE ROAD, TIMOTHY AVENUE SCHEDULE 2 -STORM SEWER - BOUDINS STREET, DENESE STREET, LOIS AVENUE, NATALIE ROAD, TIMOTHY AVENUE SCHEDULE 3 -WATER QUALITY - BIORETENTION AND RAINGARDEN IMPROVEMENTS SCHEDULE 4 -SANITARY SEWER - BOUDINS STREET, DENESE STREET, LOTS AVENUE, NATALIE ROAD, TIMOTHY AVENUE SCHEDULE 5 - WATERMAIN - BOUDINS STREET, DENESE STREET, LOIS AVENUE, NATALIE ROAD, TIMOTHY AVENUE TOTAL ESTIMATE 1 1,278,095.50 $ 137,758.00 S 146,849.75 S 25,693.00 S 290,850.00 S 1,879,246.25 ENG EST 9/23!2010 5A EXHIBIT 7 ENGINEERS ESTIMATE CITY OF PRIOR LAKE 2012 IMPROVEMENT PROJECT CITY PROJECT #12-011 GRAYLING CIRCLE, RUTGERS STREET, WATERSEDGE TRAIL SCHEDULE 1 -STREET -GRAYLING CIRCLE, RUTGERS STREET, WATERSEDGE TRAIL ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2021.501 MOBILIZATION LUMP SUM 1 $ 55,000.00 $ 55,000.00 2 2101.502 CLEAR AND GRUB TREE 84 $ 150.00 $ 12,600.00 3 2101.502 CLEAR AND GRUB (SHRUB) TREE 29 $ 35.00 $ 1,015.00 4 2104.501 REMOVE CONCRETE CURB AND GUTTER LIN FT 100 $ 3.00 $ 300.00 5 2104.505 REMOVE BITUMINOUS DRIVEWAY PAVEMENT SQ YD 2705 $ 2.50 $ 6,762.50 6 2104.505 REMOVE BITUMINOUS DRIVEWAY PAVEMENT (PRIVATE) SQ YD 1819 $ 2.50 $ 4,547.50 7 2104.505 REMOVE CONCRETE WALK SQ YD 35 $ 5.00 $ 175.00 8 2104.505 REMOVE CONCRETE DRIVEWAY PAVEMENT SQ YD 1487 $ 5.00 $ 7,435.00 9 2104.505 REMOVE CONCRETE DRIVEWAY PAVEMENT (PRIVATE) SQ YD 1070 $ 5.00 $ 5,350.00 10 2104.509 REMOVE SIGN POST EACH 4 $ 30.00 $ 120.00 11 2104.511 SAWING CONCRETE PAVEMENT (FULL DEPTH) LIN FT 699 $ 5.00 $ 3,495.00 12 2104.513 SAWING BITUMINOUS PAVEMENT (FULL DEPTH) LIN FT 1209 $ 3.00 $ 3,627.00 13 2104.521 SALVAGE & REINSTALL FENCE LIN FT 300 $ 20.00 $ 6,000.00 14 2104.521 SALVAGE & REINSTALL LANDSCAPE EDGING LIN FT .215 $ 2.50 $ 537.50 15 2104.521 SALVAGE & REINSTALL SPRINKLER SYSTEM LIN FT 250 $ 15.00 $ 3,750.00 16 2104.523 SALVAGE & REINSTALL MAILBOX EACH 83 $ 75.00 $ 6,225.00 17 2104.523 SALVAGE & REINSTALL SIGN TYPE C EACH 9 $ 100.00 $ 900.00 16 2104.618 SALVAGE & REINSTALL RETAINING WALL SQ FT 380 $ 18.00 $ 6,840.00 19 2105.501 COMMON FJCCAVATION CU YD 26112 $ 7.50 $ 195,840.00 20 2105.507 SUBGRADE EXCAVATION CU YD 1305 $ 7.50 $ 9,787.50 21 2105.609 GRANULAR BORROW TON 34387 $ 6.50 $ 223,515.50 22 2105.525 TOPSOIL BORROW CU YD 2546 $ 9.50 $ 24,187.00 23 2105.604 GEOTEXTILE FABRIC TYPE V SQ YD 10978 $ 1.25 $ 13,722.50 24 2105.609 3"MINUS 100% CRUSHED QUARRY LIMESTONE TON 350 $ 15.00 $ 5,250.00 25 2112.501 SUBGRADE PREPARATION RS 53.2 $ 200.00 $ 10,640.00 26 2130.501 WATER DUST CONTROL M GAL 240 $ 25.00 $ 6,000.00 27 2211.501 AGGREGATE BASE -1 1/2" SCREENED CLEAN TON 486 $ 19.00 $ 9,234.00 28 2211.501 AGGREGATE BASE CLASS 5 TON 9815 $ 13.00 $ 127,595.00 29 2211.501 AGGREGATE BASE CLASS 5 (PRIVATE DRIVEWAYS) TON 648 $ 13.00 $ 8,424.00 30 2232.501 MILL BITUMINOUS SURFACE (STREET-FULL DEPTH) SQ YD 16112 $ 1.50 $ 24,168.00 31 2232.604 MILL BITUMINOUS SURFACE (1.5" -RAMPED EDGES PRIOR TO WEAR) SQ YD 32 $ 20.00 $ 640.00 32 2350.501 TYPE MV 4 WEARING COURSE MIXTURE (B) TON 1301 $ 54.00 $ 70,254.00 33 2350.502 TYPE MV 3 NON WEARING COURSE MIXTURE (B) TON 2179 $ 52.00 $ 113,308.00 34 2357.502 BITUMINOUS MATERIAL FOR TACK COAT GAL 775 $ 3.00 $ 2,325.00 35 2350.503 TYPE MV 3 WEAR CRS MIX (B) 3" THICK DRIVEWAY PAVEMENT SQ YD 2705 $ 14.00 $ 37,870.00 36 2350.503 TYPE MV 3 WEAR CRS MIX (B) 3" THICK DRIVEWAY PAVEMENT (PRIVATE SQ YD 1819 $ 14.00 $ 25,466.00 37 2411.618 MODULAR BLOCK RETAINING WALL SQ FT 150 $ 25.00 $ 3,750.00 38 2504.602 ADJUST VALVE BOX F~CH 9 $ 100.00 $ 900.00 39 2504.602 ADJUST VALVE BOX WITH 1 1/2" EXTENSION RING EACH 9 $ 150.00 $ 1,350.00 40 2506.521 INSTALL CASTING (SANITARY) EACH 23 $ 550.00 $ 12,650.00 41 2506.522 ADJUST CASTING WITH 1 112" EXTENSION RING EACH 23 $ 170.00 $ 3,910.00 42 2521.501 4" CONCRETE WALK SQ FT 5490 $ 4.50 $ 24,705.00 43 2522.501 6" CONCRETE WALK SQ FT 1980 $ 7.00 $ 13,860.00 44 2531.507 6"CONCRETE DRIVEWAY PAVEMENT SQ YD 1487 $ 37.00 $ 55,019.00 45 2531.507 6" CONCRETE DRIVEWAY PAVEMENT (PRIVATE) SQ YD 1070 $ 37.00 $ 39,590.00 46 2531.501 CONCRETE CURB AND GUTTER, DESIGN 8618 LIN FT 11137 $ 10.00 $ 111,370.00 47 2531.501 CONCRETE CURB AND GUTTER REPLACEMENT- 8618 LIN FT 555 $ 21.00 $ 11,655.00 48 2531.602 CONCRETE PEDESTRIAN CURB RAMP EACH 2 $ 450.00 $ 900.00 49 2540.601 TEMPORARY MAILBOXES LUMP SUM 1 $ 1,000.00 $ 1,000.00 50 2545.523 4" NON-METALLIC CONDUIT LIN FT 265 $ 7.50 $ 1,987.50 51 2550.512 HANDHOLES FJ\CH 2 $ 700.00 $ 1,400.00 52 2550.542 LOOP DETECTOR SPLICE EACH 2 $ 300.00 $ 600.00 53 2550.602 LOOP DETECTOR SAWCUT EACH 2 $ 1,500.00 $ 3,000.00 54 2563.601 TRAFFIC CONTROL LUMP SUM 1 $ 5,000.00 $ 5,000.00 55 2564.537 INSTALL SIGN TYPE C -"STOP" EACH 1 $ 150.00 $ 150.00 56 2564.537 INSTALL SIGN TYPE SPECIAL - "NEIGHBORHOOD WATCH" EACH 1 $ 100.00 $ 100.00 57 2564.537 INSTALL SIGN TYPE SPECIAL - "STREET NAME" EACH 4 $ 100.00 $ 400.00 58 2564.602 INSTALL STEEL POST EACH 4 $ 50.00 $ 200.00 59 2571.502 TREE 2.5" CAL B&B (VARIETY -SEE SPEC) TREE 10 $ 450.00 $ 4,500.00 60 2575.505 SODDING TYPE LAWN SQ YD 18325 $ 2.50 $ 45,812.50 61 2582.502 4" DOUBLE SOLID LINE YELLOW -LATEX LIN FT 200 $ 1.50 $ 300.00 62 2582.502 4" DOUBLE SOLID LINE YELLOW -EPOXY LIN FT 200 $ 1.50 $ 300.00 63 2582.503 CROSSWALK MARKING -LATEX SQ FT 108 $ 6.00 $ 648.00 64 2582.503 CROSSWALK MARKING -EPOXY SQ FT 108 $ 6.00 $ 648.00 ENG EST 9/23/2010 5A T SCHEDULE 1 (STREET) TOTAL $ 378 1 611 00 , , . SCHEDULE 2 -STORM SEWER -GRAYLING CIRCLE, RUTGERS STREET, WATERSEDGE TRAIL ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE ' 1 2104.501 REMOVE SEWER PIPE (STORM) LIN FT 1116 $ 6.00 $ 6,696.00 2 2104.509 REMOVE DRAINAGE STRUCTURE EACH 15 $ 200.00 $ 3,000.00 3 2105.61 EXPLORATORY EXCAVATION HR 8 $ 350.00 $ 2,800.00 4 2501.515 15" RCP APRON WITH TRASH GUARD EACH 5 $ 700.00 $ 3,500.00 5 2501.515 24" RCP APRON WITH TRASH GUARD EACH 1 $ 1,000.00 $ 1,000:00 6 2501.515 36" RCP APRON WITH TRASH GUARD EACH 1 $ 1,800.00 $ 1,800.00 7 2502.541 4" DRAIN TILE WITH SOCK (HDPE) LIN FT 950 $ 15.00 $ 14 250.00 8 2503.541 15" RC PIPE SEWER CL V DESIGN 3006 (STORM)- LIN FT 780 $ 26.00 $ , 20,280.00 9 2503.541 18" RC PIPE SEWER CL V DESIGN 3006 (STORM) LIN FT 350 $ 29.00 $ 10,150.00 10 2503.541 21" RC PIPE SEWER CL V DESIGN 3006 (STORM) LIN FT 15 $ 35.00 $ 525.00 11 2503.541 24" RC PIPE SEWER CL IV DESIGN 3006 (STORM) LIN FT 0 $ 45.00 $ 12 2503.541 27" RC PIPE SEWER CL N DESIGN 3006 (STORM) LIN FT 445 $ 55.00 $ 24,475.00 13 2503.541 30" RC PIPE SEWER CL IV DESIGN 3006 (STORM) LIN FT 0 $ 65.00 $ - 14 2503.541 36" RC PIPE SEWER CL IV DESIGN 3006 (STORM) LIN FT 80 $ 70.00 $ 5,600.00 15 2503.602 CONNECT INTO EXISTING DRAINAGE STRUCTURE EACH 0 $ 700.00 $ 16 2503.602 CONNECT TO EXISTING STORM SEWER EACH 0 $ 700.00 $ I 17 2506.502 CONST DRAINAGE STRUCTUREDES (2'X3') (INCL. CASTING) EACH 10 $ 1,500.00 $ 15,000.00 18 2506.502 CONST DRAINAGE STRUCTURE DES 48-4020 (INCL. CASTING) EACH 9 $ 2,100.00 $ 18,900.00 19 2506.502 CONST DRAINAGE STRUCTURE DES 48.4022 (INCL. CASTING) EACH 3 $ 2,100.00 $ 6,300.00 20 2506.502 CONST DRAINAGE STRUCTURE DES 60-4022 (INCL. CASTING) EACH 1 $ 2,700.00 $ 2,700.00 21 2506.502 CONST DRAINAGE STRUCTURE DES 60-4020 (INCL. CASTING) EACH 0 $ 3,300.00 $ 22 2506.502 CONST DRAINAGE STRUCTURE DES 72-4022 (INCL. CASTING) EACH 3 $ 4,500.00 $ 13,500.00 23 2451.507 GRANULAR BEDDING CU YD 225 $ 7.00 $ 1,575.00 T SCHEDULE 2 (STORM SEWER) TOTAL $ 152,051.00 SCHEDUL E 3 -WATER QUALITY - BIORETENTION AND RAINGARDEN IMPROVEMENTS ' ITEM # SPEC. REF DESCRIPTION UNIT .QTY UNIT PRICE TOTAL PRICE 1 2101.502 CLEAR AND GRUB TREE 0 $ 150.00 $ 2 2104.501 REMOVE SEWER PIPE (STORM} LIN FT 0 $ .6.00 $ 3 2104.501 REMOVE DRAINAGE STRUCTURE EACH 0 $ 300.00 $ , 4 2105.501 COMMON EXCAVATION CU YD 0 $ 6.00 $ - 5 2105.525 TOPSOIL BORROW CU YD 0 $ 9.50 $ - 6 2211.501 AGGREGATE BASE CLASS 5 TON 0 $ 13.50 $ 7 2451.507 GRANULAR BEDDING CU YD 0 $ 7.00 $ ' 8 2501.515 15" RC PIPE APRON WITH TRASH GUARD EACH 0 $ 600.00 $ - 9 2502.541 4" PVC DRAIN TILE WITH SOCK (INCLUDES RISER AND FITTINGS) LIN FT 0 $ 15.00 $ - j 10 2503.541 15" RC PIPE SEWER (STORM) LIN FT 0 $ 26.00 $ 11 2503.602 CONNECT INTO EXISTING DRAINAGE STRUCTURE EACH 0 $ 700.00 $ - 12 2506.502 CONST DRAINAGE STRUCTUREDES 48-4020 (INCL. CASTING) EACH 0 $ 1,900.00 $ 13 2506.502 CONST DRAINAGE STRUCTURE DES 48-SPECIAL (INCL. CASTING & 4"X2 EACH 0 $ 1,900.00 $ 14 2511.501 CLASS II RIPRAP CU YD 0 $ 60.00 $ 15 2571.502 TREE -SWAMP WHITE OAK AND RIVER BIRCH 2.0" CAL B&B EACH 0 $ 200.00 $ 16 2573.502 SILT FENCE, TYPE HEAVY DUTY LIN FT 0 $ 2.00 $ - 17 2573.602 CATCH BASIN SEDIMENT CONTROL BARRIER DURING CONSTRUCTION EACH 0 $ 75.00 $ 18 2573.603 CONSTRUCTION FENCE (SNOW FENCE) LIN FT 0 $ 5.00 $ 19 2575.501 SEED AND MULCH -SEED MO(TURE 270 (TURF MIX) SO YD 0 $ .0.55 $ 20 2575.501 SEED AND MULCH -SEED MIXTURE 325 (WET MIX) SO YD 0 $ 0:75. $ 21 2575.501 SEED AND MULCH -SEED MIXTURE 340 (UPLAND MIX) SO YD 0 $ 0.75 $ - 22 2575.523 EROSION CONTROL BLANKETS, CATEGORY 2 SO YD 0 $ 1.75 $ - 23 138 -SPECIE RED BALL DIAMOND AGGREGATE (FOR RUNNING TRACK) TON 0 $ 20.00 $ 24 2575.57 RAPID STABILIZATION METHOD 1 SO YD 0 $ 2.00 $ 25 76.1 - SPECI FINE FILTER AGGREGATE (MN DOT 3149.2J) CU YD 0 $ 12.00 $ 26 76.2 -SPECI COMPOST AMENDED TOPSOIL (50% GRADE 2 or 3 COMPOST 3890.2) CU YD 0 $ 15.00 $ - 27 76.3 -SPECI RAIN GARDEN CONSTRUCTION SO YD 0 $ 50.00 $ - T SCHEDULE 3 (WATER QUALITY STORM SEWER) TOTAL $ ENG EST 9/23/2010 5A SCHEDULE 4 -SANITARY SEWER -GRAYLING CIRCLE, RUTGERS STREET, WATERSEDGE TRAIL ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2104.501 REMOVE SEWER PIPE (SANITARY) LIN FT 1516 $ 5.00 $ 7,580.00 2 2104.501 REMOVE SEWER PIPE (SANITARY FORCE MAIN) LIN FT 0 $ 6.00 $ 3 2104.501 REMOVE SEWER PIPE (SANITARY SERVICE) LIN FT 828 $ 4.00 $ 3,312 00 4 2104.509 REMOVE MANHOLE EACH 1 $ 200.00 $ 200.00 5 2105.601 DEWATERING LUMP SUM 1 $ 10,000.00 $ 10,000.00 6 2105:61 EXPLORATORY EXCAVATION HR 14 $ 350.00 $ 4,900.00 7 2503.602 CONNECT TO EXISTING SANITARY SEWER EACH 0 $ 800.00 $ 8 2503.602 CONNECT TO EXISTING MANHOLES (SANITARY) EACH 8 $ 1,000.00 $ 8,000.00 9 2503.602 CONNECT TO EXISTING FORCE MAIN EACH 0 $ 800.00 $ 10 2503.602 RECONNECT TO EXISTING SANITARY SEWER SERVICE EACH 34 $ 250.00 $ 8,500.00 11 2503.602 8" X 4"PVC SDR 26 WYE EACH 24 $ 130.00 $ 3,120.00 12 2503.602 4"SDR 26 INSERTA-TEE EACH 10 $ 600.00 $ 6,000.00 13 2503.603 8" PVC SEWER SDR 35 LIN FT 1516 $ 27.00 $ 40,932.00 14 2503.603 4"PVC SEWER SDR 26 LIN FT 828 $ 18.00 $ 14,904.00 15 2503.603 6" DUCTILE IRON PIPE SEWER CL 52 (FORCE MAIN) LIN FT 0 $ 32.00 $ 16 2503.608 DUCTILE IRON FITTINGS LBS 0 $ 3.00 $ 17 2506.502 48"DIAMETER SANITARY MANHOLE EACH 1 $ 2,500.00 $ 2,500.00 18 2506.503 RECONSTRUCT SANITARY MANHOLE LIN FT 22 $ 500.00 $ 11,000.00 19 2506.602 TRACER WIRE ACCESS BOX DRIVEWAY CASTING ASSEMBLY EACH 10 $ 160.00 $ 1,600.00 20 2451.507 GRANULAR BEDDING CU YD 85 $ 9.00 $ 765.00 T SCHEDULE 4 (SANITARY) TOTAL $ 123,313.00 SCHEDULE 5 -WATERMAIN -GRAYLING CIRCLE, RUTGERS STREET, WATERSEDGE TRAIL ITEM # SPEC. REF DESCRIPTION UNIT QTY UNIT PRICE TOTAL PRICE 1 2104.501 REMOVE WATER MAIN LIN FT 775 $ 4.50 $ 3,487.50 2 2104.501 REMOVE WATER SERVICE PIPE LIN FT 2709 $ 3.00 $ .8,127.00 3 2104.509 REMOVE HYDRANT WITH GATE VALVE & BOX EACH 9 $ 300.00 $ 2,700.00 4 2104.509 REMOVE GATE VALVE & BOX EACH 6 $ 150.00 $ 900.00 5 2104.509 REMOVE CURB STOP & BOX EACH 87 $ 50.00 $ 4,350.00 6 2105.601 DEWATERING LUMP SUM 1 $ 5,000.00 $ 5,000.00 7 2105.61 EXPLORATORY EXCAVATION HR 14 $ 350.00 $ 4,900.00 8 2504.602 HYDRANT WITH 6" GATE VALVE & BOX EACH 13 $ 4,000.00 $ 52,000.00 9 2504.602 6" GATE VALVE AND BOX EACH 5 $ 1,200.00 $ 6,000.00 10 2505.602 12" GATE VALVE AND BOX EACH 2 $ 2,500.00 $ 5,000.00 11 2504.602 6" SADDLE EACH 60 $ 100.00 $ 6,000.00 12 2504.602 1"CORPORATION STOP EACH 87 $ 100.00 $ 8,700.00 13 2504.602 1" CURB STOP & BOX EACH 87 $ 160.00 $ 13,920.00 14 2504.602 RECONNECT WATER SERVICE EACH 87 $ 250.00 $ 21,750.00 15 2504.602 CONNECT TO EXISTING WATER MAIN EACH 2 $ .800.00 $ 1,600.00 16 2504.602 CURB STOP BOX DRIVEWAY CASTING ASSEMBLY EACH 23 $ 160.00 $ 3,680.00 17 2504.608 DUCTILE IRON FITTINGS LBS 1085 $ 3.00 $ 3,255.00 18 2504.603 6" WATERMAIN DUCTILE IRON CL 52 LIN FT 670 $ 27.00 $ 18,090.00 19 2504.603 12" WATERMAIN DUCTILE IRON CL 52 LIN FT 730 $ 45.00 $ 32,850.00 20 2504.603 1"TYPE K COPPER PIPE LIN FT 2709 $ 20.00 $ 54,180.00 21 2504.603 HYDRANT RISER LIN FT 5 $ 400.00 $ 2,000.00 22 2504.605 4" POLYSTYRENE INSULATION SO FT 300 $ 5.00 $ 1,500.00 23 2504.602 TEMPORARY WATER SERVICE EACH 12 $ 300.00 $ 3,600.00 24 2451.507 GRANULAR BEDDING CU YD 81 $ 9.00 $ 729.00 T SCHEDULE 5 (WATERMAIN) TOTAL S 264,318.50 ENG EST 9/23/2010 5A TOTAL (08-11) SCHEDULE 1 -STREET -GRAYLING CIRCLE, RUTGERS STREET, WATERSEDGE TRAIL SCHEDULE 2 -STORM SEWER -GRAYLING CIRCLE, RUTGERS STREET, WATERSEDGE TRAIL SCHEDULE 3 -WATER QUALITY - BIORETENTION AND RAINGARDEN IMPROVEMENTS SCHEDULE 4 -SANITARY SEWER -GRAYLING CIRCLE, RUTGERS STREET, WATERSEDGE TRAIL SCHEDULE 5 - WATERMAIN -GRAYLING CIRCLE, RUTGERS STREET, WATERSEDGE TRAIL TOTAL ESTIMATE $ 1,378,611.00 $ 152,051.00 a E 123,313.00 $ 264,318.50 E 1,918,293.50 ENG EST 9/23!2010 5A ~ ~ WW ~w $$ ~ 3$ ~~-__ w~aaa 3aa°a°a¢ aQwa~aa acB. 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O N O fq ~j < ~l N W R> fnZN Unj d M fA.- `~~~. '.'~ ~ N N N N N N N N N M (`7 M M M M M (M9 M R y ~; EXHIBIT 9 ST®~ 0~® Materials Technology Stork Twin City Testing Corporation ~ ~ August 31, 2010 Mr. Larry Poppler, P.E. City of Prior Lake 4646 Dakota Street S.E. Prior Lake, MN 55372-1714 Material Testing •Non-Destructive Testing Product Evaluation • Construction Materials 662 Cromwell Avenue St. Paul; MN 55114 USA Telephone : (651) 645-3601 Telefax : (651) 659-7348 Website : www.storktct.com RE: Geotechnical Exploration Program Proposed 2011 and 2012 Street Improvement Projects City Project #11-011, 12-011 Prior Lake, Minnesota Stork Twin City Testing Corporation Project No. TCT004028P Dear Mr. Poppler: We have completed the geotechnical exploration and engineering analysis for the above-referenced project. This report presents the results of our field and laboratory review programs, and provides recommendations concerning the soil and groundwater conditions as they relate to the proposed construction. The soil samples will be retained in our laboratory for 30 days and then will be discarded, unless we receive a written request from you to hold them for a longer period. We are pleased to be of service to you in this important phase of the project. If there are any questions regarding the information contained in this report or if we can be of further service to you, please call us at (651) 659-7447. Respectfully, STORK TWIN CITY TESTING CORPORATION 1 ar tr ig Seni r P oject Engineer Information and siatements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warranties as to the fitness of the material tested or analyzed forany particular purpose or use. This report is the confidential property of our client and may not be used far advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document may be punished as a felony under Federal Statues including Federal Law Title 1 S, Chapter 47 Stork Twin City Testing Corporation is an operating unit of Stork Materials Technology B.V., Amsterdam, The Netherlands, which is a member of the Stork group STOI~I~® Stork Twin City Testing Corporation Materials Technology Material Testing •Non-Destructive Testing Product Evaluation • Construction Materials 662 Cromwell Avenue St. Paul, MN 55114 USA Telephone : (651) 645-3601 Telefax : (651) 659-7348 Website :'wwwstorktct.com Geotechnical Exploration Program Proposed 2011 and 2012 Street Improvement Projects City Project#11-011, 12-011 Prior Lake, Minnesota Stork Twin City Testing Corporation Project No. TCT004028P Prepared for: City of Prior Lake August 31, 2010 Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warranEies as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document may be punished as a felony under Federal Statues including Federal law Title'I8, Chapter 47 Stork Twin City Testing Corporation is an operating unit of Stork Materials Technology B.V., Amsterdam, The Netherlands, which is a member of the Stork group ' r S-r'(~ ~ i~`"' ~ Stork Twin City Testing Corporation Materials Technology ' ~ TABLE. OF CONTENTS PAGE ' ....... ... ... 1.0 INTRODUCTION ........................... ..................................... .... ...................... 1 1.1 Project Description .......................................................................................1 1.2 Service Scope ........:.....................................................................................1 2.0 FIELD TESTING PROGRAM ............................... ............... .................... ......... 2 2.1 Site Conditions ............................................................................................. 3 2.2 Subsurface Conditions ................................................................................. 3 2.3 Water Level Conditions ................................................................................ 5 ' .................................................. 3.0 LABORATORY REVIEW ........................................ 5 ' 4.0 REVIEW AND RECOMMENDATIONS ..................................................................... 6 4.1 Project Data .................................................................................................. 6 4.2 Utility Installation ........................................................................................... 6 4.3 Pavement Subgrade Preparation ................................................................. 8 4.4 Pavement Thickness Design ...................................................................... 11 ' 5.0 CONSTRUCTION CONSIDERATIONS ..................................................................13 5.1 Excavation Safety .......................................................................................13 ' 5.2 Quality Control Testing ...............................................................................13 14 ld Weather Conditions 5 3 C ........................................................................... . o 6.0 STANDARD OF CARE ......................................:....................................................14 APPENDIX ' Boring Location Plans Ch art Existing Pavement Section Boring Logs ' Symbols and Terminology on Test Boring Logs Field Exploration Procedures Construction Observations and Testing '~ Precautions for Excavating and Refilling During Cold Weather ' Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warranties as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, v~ithout written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on ' this document may be punished as a felony under Federal Statues including Federal Law Title 18, Chapter 47 PTO f~ I~;r~ Stork Twin City Testing Corporation Materials Technology GEOTECHNICAL EXPLORATION PROGRAM PROPOSED 2011 and 2012 STREET IMPROVEMENT PROJECTS CITY PROJECT #11-011, #12-011 PRIOR LAKE, MINNESOTA STORK TWIN CITY TESTING CORPORATION PROJECT NO. TCT004028P 1.0 INTRODUCTION We have completed. the geotechnical exploration program for the proposed 2011 and 2012 Prior Lake Street Improvement projects. Stork Twin City Testing Corporation (Twin City Testing) was retained by the City of Prior Lake to perform this exploration. This report presents the results of the field exploration, our geotechnical review, and recommendations. 1.1 Proiect Description The proposed 2011 project includes the street reconstruction of Boudin Street, Denise Street, Lois Avenue, Natalie Road, and Timothy Avenue in Prior Lake, Minnesota. We were informed by the City that this project consists of approximately one mile of street reconstruction as well as storm sewer, watermain, and sanitary sewer construction at an estimated cost of $1.95 million. The proposed 2012 project includes approximately 1 mile of street reconstruction of Grayling Circle, Rutgers Street, and Watersedge Trail at an estimated cost of $2.18 million. New utilities including storm sewer, watermain, and sanitary sewer are also planned for this project. The approximate location of the reconstruction project is shown on the Boring Location Plan provided by the City of Prior Lake attached to this report. 1.2 Service Scope The scope of our services for this project is limited to the following: Layout boring locations from site plans provided by the City of Prior Lake. ' Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warranties , as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictltious or fraudulent statements or entries on this document may be punished as a felony under Federal Statues including Federal Law Title 18, Chapter 47 Materials Technology Stork Twin City Testing Corporation Prior Lake 2011 and 2012 Street Improvement Projects Page 2 of 14 City Project #11-011 and #12-011 Stork Twin City Testing Corporation Project No. TCT004028P • Coordinate the locating of underground utilities through Gopher-State-One Call system. • Explore the subsurface soil and groundwater conditions by performing twenty-eight (28) standard penetration test borings to unit depths ranging from 10' to 30' throughout the alignment and street reconstruction areas. • Visually classify the extracted soil samples and include bituminous and aggregate base thicknesses where encountered. • Prepare an engineering report that will include the soil boring logs and recommendations for utility installations and pavement design. The purpose of this report was to perform a subsurface exploration and engineering review. The exploration was performed for geotechnical purposes only, and not to document the presence or extent of any potential environmental contaminants at the site. However, product odors were detected through normal human sensing in soil samples collected from borings B19 and B20. 2.0 FIELD TESTING PROGRAM A total of twenty-eight (28) standard penetration test borings were performed between July 28 and August 3, 2010. The number, depth and locations of the soil borings were determined by the City of Prior Lake. The approximate boring locations are shown on the Boring Location Plan included. in the Appendix of this report. We were informed that the surface elevations of the borings would be performed by others during the project site survey. We were informed that the project site survey has not been completed for the borings at the time of this report. The standard penetration borings were performed with a rotary type drill rig mounted on a truck using split-barrel sampling procedures. Water level observations were made in Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warzanties as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document maybe punished as a felony under Federal Statues including Federal Law Title 1 S, Chapter 47 5TO1~ I~`" Stork Twin City Testing Corporation Materials Technology Prior Lake 2011 and 2012 Street Improvement Projects Page 3 of 14 City Project #11-011 and #12-011 Stork Twin City Testing Corporation Project No. TCT004028P the boreholes during and upon completion of the drilling and sampling operations. During the field operations, the drill crew maintained logs of the subsurface conditions including changes in stratigraphy and the observed groundwater levels. The logs are included in the Appendix. After completion of the drilling operations, the boreholes were backfilled with auger cuttings and bentonite chips to just below the existing surface. The surface was then patched with cold bituminous patch to match existing grade. Sampling and classification of soils were performed in general accordance with American Standards for Testing and Materials (ASTM) procedures, and are described in the Appendix. 2.1 Site Conditions The soil borings were drilled in areas of existing bituminous paving surrounding residential construction. The majority of the street topography was relatively level with slight inclines and declines. Some street areas did include hills and lower lying areas. This was especially apparent in street areas adjacent to Prior Lake. 2.2 Subsurface Conditions The subsurface conditions encountered at the test boring locations are shown on the test boring logs. The boring logs also indicate the possible geologic origin of the materials encountered. We wish to point out that the subsurface conditions at other times and locations on the site may differ from those found at our test locations. If different conditions are encountered during construction, it is necessary that you contact us so that our recommendations can be reviewed. Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warranties as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document maybe punished as a felony under Federal Statues including Federal Law Title 18, Chapter 47 S,°®(~ ~~~a Stork Twin City Testing Corporation Materials Technology Prior Lake 2011 and 2012 Street Improvement Projects Page 4 of 14 City Project #11-011 and #12-011 Stork Twin City Testing Corporation Project No. TCT004028P The boring logs indicate a generalized soil profile consisting of fill at the surface underlain by layers of glacial till and glacial outwash. The fill was comprised of bituminous pavement with crushed limestone aggregate base at the surface underlain by a mixture of clayey sand, silty sand, sand. with silt, and sandy lean clay. Silt was encountered within the fill of boring B17. The fill thickness ranged from 3' (Borings B19 and B20) to the termination depth of 10' at boring location B14. Based on the penetration values (N-values) obtained during drilling, the majority of the fill had very low to moderate density. A petroleum like product odor was detected through normal human sensing within the fill soil of borings B19 and B20 (Watersedge Trail) during drilling and is noted on the boring logs Sandy lean clay glacial till was the predominate soil formation encountered beneath the fill in the majority of the soil borings. The clay till was very soft to firm, based on the penetration values (N-value). Layers of glacial outwash comprised of silty sand and clayey sand were also encountered beneath the surficial fill in several borings. The majority of the silty and clayey sands were very loose to medium dense, based on the penetration values (N-value). However, some very loose pockets of these soil types were also encountered. A 1'/2' thick buried topsoil layer was encountered beneath the fill in soil boring B20 at the intersection of Boudin Street and Watersedge Trail. Very soft lean clay was encountered beneath the buried topsoil layer at this location. Fine alluvial silt was encountered beneath the fill in boring B17 which was located on Boudin Street. The boring logs attached to this report show the thickness of the surficial bituminous andlor underlying crushed limestone aggregate base if encountered for your information. A table is also attached to this report with the existing pavement sections at the boring locations for your information. Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warranties as to the fitness of the material tested oranalyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document may be punished as a felony under Federal Statues including Federal Law Title 18, Chapter 47 STO ~ 0~`p~ Stork Twin City Testing Corporation Materials Technology Prior Lake 2011 and 2012 Street Improvement Projects Page 5 of 14 City Project #11-011 and #12-011 Stork Twin City Testing Corporation Project No. TCT004028P 2.3 Water Level Conditions Water level observations were made during and after completion of the drilling operations.. Groundwater was encountered within several borings. The water levels ranged from 4'/2' (boring B19) to 16'/2' (boring B26) beneath the drilling surface. The water level data is shown on the boring logs. Since the clay soils encountered in the borings are relatively impervious or slow draining, it may take several days for groundwater in a borehole to rise to its hydrostatic level. If more accurate water level determinations are required, piezometers should be installed and the water level monitored over a period of time. The glacial till soil above the groundwater elevation in several borings showed signs of mottling. The mottled clay is an indication of water being present within the soil mass previously, most likely during previous periods of wet weather. In general, water levels may fluctuate throughout the year depending on variations in the amount of precipitation, degree of evaporation, surface run-off characteristics and other related hydrogeological factors. 3.0 LABORATORY REVIEW The soil samples obtained during the drilling operations were logged, labeled, sealed and delivered to our laboratory for further review. The soil samples were classified in general conformance with ASTM Standards by a Stork Twin. City Testing geotechnical engineer. The boring. logs are attached to this report for your. information. Information and statements in this report are derived from material, information andlor specifications furnished by the client and exclude any expressed or implied warranties as to the fitness of the material tested or analyzed forany particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document maybe punished as a felony under Federal Statues including Federal Law Title 18, Chapter 47 1 ST0 f~ i~`; Materials Technology Stork Twin City Testing Corporation Prior Lake 2011 and 2012 Street Improvement Projects. Page 6 of 14 City Project #11-011 and #12-011 Stork Twin City Testing Corporation Project No. TCT004028P 4.0 REVIEW AND RECOMMENDATIONS Based on the information obtained from our geotechnical work and our understanding or assumptions of the project data, we made our engineering review which resulted in recommendations which are presented in the following sections. If any of our understanding or assumptions are not correct, or if conditions observed during construction are significantly different than those encountered in our geotechnical work, Stork Twin City Testing should be contacted immediately so we may review our recommendations. 4.1 Project Data We understand the new construction will include street reconstruction of Boudin Street, Denise Street, Lois Avenue, Natalie Road, and Timothy Avenue for the 2011 project and reconstruction of Grayling Circle, Rutgers Street, and Watersedge Trail for the 2012 project. The entire street reconstruction area is located south of 140th Street and west of Highway 13 with Prior Lake comprising the western and southern boundaries. The proposed roadways will be reconstructed to a 7-ton design standard with some heavy traffic (ie. ,school buses, garbage trucks, moving vans, etc.) expected. The proposed construction will include placing a new bituminous pavement section and installing utilities (i.e. storm sewer, water main, sanitary sewer, catch basins, etc.). We were requested by the City to provide an alternative concrete pavement section for comparative purposes. 4.2 Utility Installation Utility plans were not available at the time of this report. Based on the borings, the utilities placed just below minimum depth for frost protection will bear upon fill or naturally deposited glacial till or glacial outwash. The glacial soils should provide Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warranties as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document may be punished as a felony under Federal Statues including Federal Law Title 18, Chapter 47 _STO ~ I~`"' Stork Twin City Testing Corporation Materials Technology Prior Lake 2011 and 2012 Street Improvement Projects Page 7 of 14 City Project #11-011 and #12-011 Stork Twin City Testing Corporation Project No. TCT004028P adequate support for the pipe. If the supporting soil becomes disturbed during construction then additional soil corrections may be necessary. If the final design calls for utilities located .below the water table this should be accounted for in the design. The type and elevation of the utilities relative to the water table should be reviewed prior to construction to determine if additional engineering is warranted.. Some borings indicated the presence of very soft fill soils at or near pipe invert. If very soft alluvium or uncompacted fill soils are encountered at pipe invert elevation,,these soils may not be suitable for pipe support. We recommend unsuitable fill, soft clays or organic layers be over excavated, by a minimum of 1', to place a foundation or bedding for pipe support. The foundation should be of coarse, granular material or fine gravel. The granular materials or fine gravel may be separated from the subgrade by geotextile fabric, especially in loose/wet conditions. We anticipate that additional geotextile separating fabric would be required for constructing utilities in Boudin Street, Watersedge Trail, and Rutgers Street depending on final utility designs. Due to the high ground water levels and soil profile isolated dewatering will. most likely be required at several locations for utility installation. More elaborate dewatering programs would most likely be required for utility placement in Boudin Street, Watersedge Trail, and portions of Rutgers Street (soil borings B6, B13, B16-B23, B25- B27). After the foundation, bedding and pipe placement, fill should be placed to attain final grades. Where pavement may be placed, the fill should be compacted to at least 95% of the Standard Proctor density (ASTM D 698). Fill placed. in the top 3 feet of subgrade for pavement should be compacted to at least 100% of the Standard Proctor density. In addition, the moisture content should be within 3% of the optimum as determined by the Standard Proctor test. Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warranties as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document may be punished as a felony under Federal Statues including Federal Law Title 18, Chapter 47 ~;-r®~ i~~~ Stork Twin City Testing Corporation Materials Technology Prior Lake 2011 and 2012 Street Improvement Projects Page 8 of 14 City Project #11-011 and #12-011 Stork Twin City Testing Corporation Project No. TCT004028P 4.3 Pavement Subarade Preparation The following pavement subgrade preparation and design is based upon a 20-year performance life. This is the amount of time before major reconstruction is anticipated. The performance life assumes proper care is routinely performed. This may include seal coating and crack sealing. It is our experience that the actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. Other pavement design sections providing equivalent. structural capacity also could be considered. It is our understanding that due to cost considerations the City may elect to minimize the pavement section in order to provide a suitable pavement section for a slightly shorter performance life. Considering input from the City regarding cost control, a 12 to 15 year pavement option is also provided in the following Section 4.4 Pavement Thickness Design. Based on the soil borings and providing 20-year design life criteria, we recommend the subgrade preparation should consist of stripping the. existing surficial bituminous pavement and underlying aggregate base and existing fill within the upper 3' of existing road grade. The excavation should be extended to 4' along Boudin Street, Watersedge Trail, and the portion of Rutgers Street that extends just west of boring location B22 connecting to Watersedge Trail to allow fora 1' deeper sand section. In areas requiring engineered fill to establish pavement grades, the excavation should be oversized at least 1 foot beyond the outside edge of the paved areas for each foot of fill placed below the streets. This excavation should remove any silt or clay layers/pockets in the upper portion of the subgrade in order to minimize problems with seasonal frost heaving and allow a higher R-value to be achieved. Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warranties as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document maybe punished as a felony under Federal Statues including Federal Law Title 18, Chapter 47 ST®(=~ I~;`"~ Stork Twin City Testing Corporation Materials Technology Prior Lake 2011 and- 2012 Street Improvement Projects Page 9 of 14 City Project #11-011 and #12-011 Stork Twin City Testing Corporation Project No. TCT004028P After the recommended- excavation and ordinary surface compaction of the exposed soils, engineered fill may then be placed to attain final grades. Isolated dewatering would be necessary to facilitate earthwork construction in areas of high water table (i.e. Boudin Street, Watersedge Trail, and portions of Rutgers Street. Vibratory compaction should be limited in these areas as to not to wick up additional moisture and disturb subgrade soil. Fill placed in the upper three feet of the subgrade should be compacted to 100% of the Standard Proctor density. The moisture content should be within 3% below and the optimum as determined by the Standard Proctor test.. Soil compaction tests should be taken to monitor the density and moisture. content of the fill placed. Fill placed to attain pavement grade. should be placed in thin lifts not exceeding. 10 to 12 inches in thickness. Fill should be placed in 1 %2' to 2' lifts in areas where high water level is present to aid in not disturbing subsurface soil impacted by water. We recommend the imported fill within the upper 3' of subgrade be granular soils ~ meeting Mn/DOT Specification 3149.26 Select Granular having no greater than 12% fines passing the #200 sieve and preferably no greater that 50% passing the #40 sieve. ' The Mn/DOT Specification should be modified to no greater than 5% fines passing the #200 sieve and preferably no greater that 50% passing the #40 sieve for engineered fill , for Boudin. Street, Watersedge Trail and Rutgers Street from. borings 621 to 623 due to the high water table. An alternative may be to use lightweight aggregate fill to comprise the lower two feet of fill in these areas to aid in minimizing difficulties with obtaining good soil compaction relative to the high water table. ' Due to the difficult-soil conditions and high water table the City should consider ' performing the street reconstruction of Boudin Street and Watersedge Trail during the ' same calandar year. This is especially important at the intersection of these two streets where it might be difficult to stop and start construction in consecutive years where ' deeper soil corrections need to occur. Information and statements in this report are derived from material, information and/or specifications furnished by the client and eicclude any expressed or implied warranties ' as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full., without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document maybe punished as a felony under Federal Statues including Federal Law Title 18, Chapter 47 ' STO I~ I~~p Stork Twin City Testing Corporation Materials Technology Prior Lake 2011 and 2012 Street Improvement Projects Page 10 of 14 City Project #11-011 and #12-011 Stork Twin City Testing Corporation Project No. TCT004028P Draintile extending from catch basins should be incorporated into the pavement design placed beneath. the sand section where clay soils are present to facilitate drainage of the subgrade. Geotextile fabric should be placed between the underlying soft clay soils and the imported clean sand fill for Boudin Street, Watersedge Trail, and portions of Rutgers Street as noted above. Additional fabric may be needed in areas where excessive yielding of the subgrade is encountered during construction. The geotextile fabric should meet Mn/DOT Specification 3733 Type V and should be placed in the excavation bottom and lapped a minimum of 2' at all splices or sewn per Mn/DOT requirements. The subgrade surface, as well as the pavement surface, should be uniformly sloped to facilitate drainage of the base and sand. subgrade material within the pavement system, and to avoid any ponding of water beneath the pavement. We also recommend proofrolling the pavement subgrade to aid in detecting any loose or unstable zones. This proofrolling should be performed with a fully loaded tandem axle dump truck. In those areas where deflection or rutting is obvious, additional excavation or reworking may be necessary. Product odors were detected in soil borings B19 and B20 (Watersedge Trail) at the time of drilling. Excavation in these areas would need to incorporate environmental response actions to ensure that any contaminated soil or groundwater encountered at the site is properly managed. The presence of contaminants may trigger requirements for off-site disposal at permitted disposal facilities. This may also include preparing the proper permits and related regulatory approvals be in place for any storm or sanitary discharges related to dewatering efforts. We recommend additional borings and Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warranties as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document maybe punished as a felony under Federal Statues including Federal Law Title 18, Chapter 47 STO ~ I~`J Materials Technology Stork Twin City Testing Corporation ' Prior Lake 2011 and 2012 Street Improvement Projects Page 11 of 14 City Project #11-011 and #12-011 Stork Twin City Testing Corporation Project No. TCT004028P environmental testing: be performed to further define the products encountered and their location prior to street reconstruction. 4.4 Pavement Thickness Design Assuming the pavement subgrade preparation is performed as recommended in the preceding section and the subgrade soils are judged suitable based on a proofroll test, we recommend the following pavement design be used: Street Section Thickness Mn/DOT Spec. 2360 Type MV Bituminous Wear Course 1'/2" Mn/DOT Spec. 2360 Type MV Bituminous Non-wear Course 2'/2" Mn/DOT Spec. 3138 Class 5 Aggregate Base 8" Mn/DOT Spec. 3149.26 Select Granular Fill 2' The select granular fill should be increased to 3' for Boudin Street, Watersedge Trail, and the portion of Rutgers:Street from just west of boring 622 to the tie in at Watersedge Trail. Geotextile fabric should be placed below the select granular fill layer at these same locations to allow additional reinforcement, separation of materials, and drainage of the subgrade_ soil. Additional geotextile fabric may also have to be placed over subgrade areas where significant deflections were observed under wheel loads during proof-roll tests. The recommended street section thickness is based on the soil boring logs and encountered soil properties. This also assumes that a regular, conscientious maintenance program is performed. It is possible that seal coating may extend the pavement life somewhat. We caution that reduced pavement thickness may result in a reduced service life and increased maintenance. The thickness of each of the components of the street section indicated above is assumed a minimum for construction. The design also assumed the aggregate base will be compacted to a minimum of 100% of the Standard Proctor density and the bituminous Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warranties as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document maybe punished as a felony under Federal Statues including Federal Law Title 18, Chapter 47 ' ST®R I~`p' Stork Twin City Testing Corporation Materials Technology Prior Lake 2011 and 2012 Street Improvement Projects Page 12 of 14 City Project #11-011 and #12-011 Stork Twin City Testing Corporation Project No. TCT004028P pavement placed and compacted to 92% of the maximum specific gravity. We recommend for increased pavement performance that Mn/DOT Class V supporting the pavement be comprised of crushed limestone aggregate base. A 12 to 15 year pavement option may be to reduce the sand section from 2' as detailed above to 1' excluding Boudin Street, Watersedge Trail, and the portion of Rutgers Street from just west of boring B22 that ties into Watersedge Trail. These street areas should still include the 3' sand section with underlying geotextile fabric as outlined above. All other recommendations as noted above should still apply with the only exception being minimizing the sand section. By reducing the sand section it is more likely that during periods of freezing and thawing that expansion and contraction of the subgrade soils may occur in a manner that may affect pavement performance. The City should be made aware that additional maintenance will most likely be needed to sustain the slightly shorter pavement life with this option. The City may consider utilization of a concrete pavement section in lieu of the bituminous pavement discussed above to add long term value to the street reconstruction projects. The concrete pavement provides for a durable long lasting surface with relatively low maintenance costs. The concrete pavement is also a more reflective surface that can add both beauty and minimize street lighting. Typical concrete pavements may last thirty to forty years with proper construction and maintenance thus greatly extending the life cycle of the pavement. We recommend placement of six inches of compacted aggregate base supporting a minimum concrete slab thickness of five inches after the subgrade is .prepared as outlined above. This would include placing the. sand sections as noted above over approved subgrade. The aggregate base provides a constructible base for concrete placement, reduces faulting, and helps dissipate loads. It is very critical for the proper Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warranties as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document maybe punished as a felony under Federal Statues including Federal Law Title 18, Chapter 47 S~'O ~ Irv Stork Twin City Testing Corporation Materials Technology Prior Lake 2011 and 2012 Street Improvement Projects Page 13 of 14 City Project #11-011 and #12-011 Stork Twin City Testing Corporation Project No. TCT004028P performance of-the concrete pavement section to be placed over approved subgrade. Proper soil compaction of the subgrade and around utilities is critical in the performance of the pavement and to minimize pavement settlements. Appropriate panel sizing, jointing, doweling, and edge reinforcement are critical for performance of the rigid pavement. The concrete should have a minimum 28-day unit. compressive strength of 4000 psi and a minimum flexural strength of 580 psi. We recommend specifying 5 to 8 percent air entrainment to provide resistance to freeze-thaw deterioration. The designer should also designate a maximum water-cement ratio of 0..45 using awater-cement ratio of 0.40 or less for concrete exposed to deicers. We recommend the pavement be constructed in accordance with the American Concrete Institute: ACI 330-"Guide for Design and Construction of Concrete Parking Lots". 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation Safety All excavations should comply with the requirements of O.S.H.A. 29 CFR, Part 1926, Subpart P, "Excavation and Trenches". This document states that excavation safety is the responsibility of the contractor. Reference to these O.S.H.A. requirements should be included in the project specifications. 5.2 Quality Control Testing As variations in soil conditions may exist at locations and elevations other than those of our borings, we recommend the geotechnical engineer be retained to observe the soil conditions during site preparation. We recommend in-place field density testing be performed in the compacted new fill as detailed in the Appendix. Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warranties as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document maybe punished as a felony under Federal Statues including Federal Law Title 18, Chapter 47 I, ~ PTO I~ I~`p Stork Twin City Testing Corporation Materials Technology Prior Lake 2011 and 2012 Street Im rovement Pro'ects Pa e 14 of 14 p 1 g City Project #11-011 and #12-011 Stork Twin City Testing Corporation Project No. TCT004028P 5.3 Cold Weather Conditions t Construction during cold weather should be exercised with care. We have included a sheet entitled "Precautions for Excavating and Refilling During Cold Weather." Please refer to this sheet in the Appendix for specific details. ' 6.0 STANDARD OF CARE ' The recommendations contained in this report represent our professional opinions. The soil testing and geotechnical engineering services performed by Stork Twin City Testing for this project have been conducted in a manner with the level of skill and care ordinarily exercised by other members of the profession currently practicing in this area under similar budgetary and time constraints. No warranty, express or implied, is made. This report was prepared by: This report was reviewed by: Mar S raight, P.E. Seni r roject Engineer MN Re . No. 41658 Kev n alec, P.E. Staff E gineer MN Reg. No. 47909 F:\BMC12010CME\GEO\TCT004028P Prior Lake Street Projects 11-011 R 12-011\GEO REPORT Prior Lake 2011 2012 Street Recon August 2010.doc Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed or implied warranties as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. The recording of false, fictitious or fraudulent statements or entries on this document may be punished as a felony under Federal Statues including Federal Law Title 18, Chapter 47 STO I~ I~`" Stork Twin City Testing Corporation Materials Technology APPENDIX BORING LOCATION PLANS ' EXISTING PAVEMENT SECTION CHART BORING LOGS SYMBOLS AND TERMINOLOGY ON TEST BORING LOGS FIELD EXPLORATION PROCEDURES CONSTRUCTION OBSERVATIONS AND TESTING PRECAUTIONS FOR EXCAVATING AND REFILLING DURING COLD WEATHER ' Information and statements in this report are derived from material, information and/or specifications furnished by the client and exclude any expressed, or implied warranties , as to the fitness of the material tested or analyzed for any particular purpose or use. This report is the confidential property of our client and may not be used for advertising purposes. This report shall not be reproduced except in full, without written approval of this laboratory. 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(.1 ~1k 11 1 ~t ~~r i ,C~ ~ W ~~ 14} ~.~jr ~. f ~T ~~, I--;.1;y ~ ~~ ~ , ,r~ ~, ~ ~ i ~ ~ ~j' ~9~ ~1 ~,1~ ~ , l ~ f ~ ~ , r! jl E"~ s ,r` c ~y~m Y ~'U.)i / r) ` j1f S 1,~. r~ i ~ ~. fit 3: r~ ~ •_ gip. ~ ~ O ~~ ~~ ~r r~m ~ tai ~ ~i ~t N ~ ~x ~ ~~ r,T p(~ ~\ CV rl~'i"} `r . rat r:l i ~~;, Y ;, r W., a~t~ ~1~~ ~ ra. C~! t1r'._~Z +~ MM ~~ ~ i~ ~ ~Z~~1~~ \ ~ I Ij ~ r ~ ~~ 1 f ,~ ~ 1,<s~ A~~`` ,. ~ ~ i ~ .~ m ,' r, ~ } s~ K 1=~~r/ t ~•,7 i°- ~z; ~~~. ~r [f 1. L ~ *t ~ 1~ ,~ ,.~ ,,'-v~ -, ~L1J ~~ .i ~ j; ,i i r ,~~~~F;_ ~--;+ N-i=~~~, ~~"' t/` ~L rri ~': W ~~ ~°''~ t ~° t a ~ _Q C r ~' O _ ~`' `~, to ~,~s ~ ~ ~ .,~, ~~ ~ •il la ~~ _ r bY` w'~.1 0 4~ ~~ r l ~yri a N O d' O 0 U '"" O Z V .O =a ~ ~ 0 ~ ~ J `, U ._ .3 M~ f" W Y •~ ~ Materials Technology Stork Twin City Testing Corporation Prior Lake Street Reconstruction City Project No. 11-011 and 12-011 Stork Twin City Testing Project No. TCT004028P Boring Number Bituminous Thickness (inches) Aggregate Base Thickness (inches) B1 2 4 B2 3 5 B3 6 3 64 5 3 B5 3'h 4 B6 4 4 B7 4 2 B8 6 4 B9 5 3 B10 4 6 B11 5 4 B12 4 9 B13 5 4 B14 4 4 B15 4 8 B16 5 3 B17 4%2 3 B18 6 3 B19 5 4 B20 8 4 B21 6 6 B22 5 3 B23 3 7 B24 4'/2 9 B25 4 8 B26 4'h 3 B27 7 2 B28 3 5 Remarks. The aggregate base was comprised of crushed limestone. Stork Twin City Testing Corporation is an operating unit of Stork Materials Technology B.V., Amsterdam, The Netherlands, which is a member of the Stork group. LOG OF BORING NO. B2 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 S AMPL ES TESTS 0 w w ~ F: - ~ w z ui ~ F ADDITIONAL v _ v _ _ ~ ~ ¢ ~ m O> w ~ F- w w ~ DATAI REMARKS r O w n it to o .~ Y Surface Elev.: ~ n m z ~ z - ~ z ? ~ o ~ c's LL FILL, 3" of bituminous at the surface AS 1 UGE 24 re ate h d li t d l i b ~ ~ g I - - - y crus e mes one agg -~ un er a n - Ibase I II(Fill _ _ J _ _ FILL, sand lean clay, with a little gravel, 8 2 SS 24 brown mottled, moist (Fill) 12 3 SS 24 5 33 4 SS 24 7.5 SILTY SAND with a little gravel, fine to medium grained, brown, moist, dense (SM) 34 5 SS 24 (Glacial Outwash) 10.0 ' ~~ 10 End of Boring u r Z Z Z Q J d. 0. N O a F WATER LEVEL OBSERVATIONS Stork TWIn Clty T@Sting Corp STARTED 7/28/10 FINISHED 7/28/10 . o None 662 CrOrrIWeII AVe. DRILL CO. Stork TCT DRILL RIG 367 St Paul MN 55114 Z , . Telephone:. 651-645-3601 DRILLER T. Aldrich ASST DRILLER TH Fax: 651-659-7348 LOGGED BY HP APPROVED MAS NO. B3 LOG OF BORING ' Project No. TCTOOao2sP . Sheet 1 of 1 ~~ ~ CLIENT ARCHITECT/ENGINEER ' City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 ' SAMPL ES TESTS C7 ~ ~ iv 0 ~ j z o w >- ~ ~ F}- ADDITIONAL ' ~? _ ~ = ~ ~ cn ~ ~ w O > U _ > ~ w o w j DATA/ REMARKS Q m w o: ~ Surface Elev.: c~ o m z~ z ,- z z ~ o n. ~,~ FILL, 6" of bituminous at the surface AS 1 UGE 24 8 underlain with crushed limestone aggregate 0 _ _ _ _ ~ base ~ r , I 2A I (Fill~ --- J ~ - -- r 6 2 SS 24 ~ FILL, silty sand and gravel, fne to medium I (grained, brown, moist I I , I I(Fil, _ I 4_0~ FILL, sandy lean clay, brown mottled, moist r- - - 11 3 SS 24 II~FiII ~ - --------- ---------- FILL, silty sand with gravel, brown, moist 5 6.0 Fill 13 4 SS 24 SANDY LEAN CLAY, brown mottled, moist, firm (CL) 8.0 (Glacial Till) SILTY SAND, brown, fine to medium 44 5 SS 24 ' grained, moist, dense (SM) (Glacial Outwash) ~ . 10.0 ~ 10 , End of Boring 0 N Z Z Z Q 0 J a cv n: N O F WATER LEVEL OBSERVATIONS Stork TWIn Clty TeSting Corp. STARTED 7/28/10 FINISHED 7/28/10 None 662 Cromwell Ave. DRILL CO. Stork TCT DRILL RIG 367 Z St. Paul, MN 55114 Telephone: 651-645-3601 DRILLER T. Aldrich AsS'T DRILLER TH o Fax: 651-659-7348 LocGED BY HP APPROVED MAS J LOG OF BORING NO. B4 Project No. TGT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 SAMPL ES TESTS ~ w ~ o >' a ~ ~ N ~ Z ui ~ F ADDITIONAL U _ u.- _ . ~ ~ ~ ~ w ~ > v - > F. w p w ~ DATA/ REMARKS d ~ ~~~ ~ ~ Q'0 N ~-L.L ,~ ry.J Surface Elev.: ~ o m z~ z ~ z z ~ o~ ~ FILL, 5" of bituminous at the surface AS 1 UGE 24 re ate rlain with crushed limestone a 0 ~ d gg g I - - - - ~ un e Ibase i ~ I I ILill __J __ FILL, silty sand with gravel, brown, moist 11 2 SS 24 (Fill) 5 3 SS 24 5 18 4 SS 24 7.0 SANDY LEAN CLAY, with a little gravel, hard (CL) moist brown mottled , , 8 0 27 5 SS 24 Glacial Till SAND with a little gravel, fine to medium grained, brown, moist, medium dense (SP) 10.0 '. 10 Glacial Outwash End of Boring 0 N T CO Z Z Z Q a c~ a m N O WATER LEVEL OBSERVATIONS Stork Twin City Testing Corp. STARTED 7/28/10 FINISHED 7/28/10 o None 662 Cromwell Ave. DRILL CO. Stork TCT DRILL RIG 367 Z St: Paul, MN 55114 Telephone: 651-645-3601 DRILLER T. Aldrich Ass'T DRILLER TH a o J Fax: 651-659-7348 LOGGED BY HP APPROVED MAS LOG OF BORING NO. 65 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER ' City of Prior Lake SITE PROJECT Prior Lake, Minnesota ' City Street Improvement Projects #11-011 and #12-011 S AMPL ES TESTS w w ' ~ ~ N w j z ui ~ ~ ADDITIONAL _ = cq ~ w OV > > ~-. w p ~ DATA/ REMARKS Q 0~. ~~~ cG d ~~ ~ ~Ll.. ,~, = NJ Surface Elev.: ~ o m z~ z F z z ~ o~ ~~ ' 0.6 FILL, 3.5" bituminous at the surface AS 1 UGE 24 - -I underlain with crushed limestone aggregate ~ - - - base I 2 ~ I , - -il r--- ,(Filly ~I 11 2 SS 24 _ _ _ II FILL, silty sand and gravel, brown, moist I I ~FIII 4 0 I - -~I ~--- -------------------- 13 3 SS 24 ~ FILL, clayey sand, fine grained, brown, moist I I I 5 I~~I~ I _ 6.0 i i ilt f d b h ne gra ne rown, s , , FILL, sand w t 16 4 SS 24 moist Fill SILTY SAND, with a little gravel, fine to 18 5 SS 24 ' medium grained, brown, moist, medium dense (SM) 10.0 '` 10 GlacialOutwash • SILTY SAND WITH GRAVEL, fine grained, ' brown, moist to wet, medium dense (SM) (GlacialOutwash) 26 6 SS 24 ' •:~ 15 20 7 SS 18 ' 32 8 SS 18 , 20.0 •' 20 ' End of Boring J 7 0 J 7 i J 7 1 WATER LEVEL OBSERVATIONS Stork TWIn Clty TGSting Corp. STARTED 7/28/10 FINISHED 7/28/10 ,~ None 662 CrOmWeII AVe. DRILL CO. Stork TCT DRILL RIG 367 z St. Paul, MN 55114 Telephone: 651-645-3601 DRILLER T. Aldrich ASST DRILLER TH o 651-659-7348 Fax: LOGGED BY HP APPROVED MAS J . ^ LOG OF BORING NO. g6 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 S AMPL ES TESTS 0 C7 ~ ~: N ~ j z o uj } ~ ~ ~ ADDITIONAL = in ~ w ~ > > ~ w p ~ DATA/ REMARKS ¢ m w~ ,~ ~ Surface Elev.: ~ o m z~ z ~ z z ~ o~ ~ FILL, 4" of bituminous at the surface AS 1 UGE 24 re ate - underlain with crushed limestone a 0-~ I - - gg g --I base I I I t 2 ca 24 l FILL, silty sand and gravel, brown, moist ~ 9 2 SS I (Fill~ ~ ~ ------------------- FILL, lean clay with a little gravel, dark 4_0 moist b own ~ , r ~- - - 1 5 3 SS 24 i I~FiI~--------------------I 5 FILL, silty sand with a little gravel, fine to ~ medium grained, brown, moist to wet - 6.0 9 4 SS 24 FIII SANDY LEAN CLAY, with a little gravel, brown mottled, moist, firm (CL) (Glacial Till) 10 5 SS 24 10 12.0 SAND, with a little gravel, fine to medium 15 6 SS 18 grained, brown, moist, medium dense (SP) (Glacial Outwash) 10 7 SS 18 15.0 ~~ 1 End of Boring 5 a r z z z J 1 i N O R WATER LEVEL OBSERVATIONS Stork Twin City Testing Corp STARTED 7/28/10 FINISHED 7/28/10 . o wL Q 5.5 662 Cromwell Ave. DRILL co. Stork TCT DRILL RIG 367 St Paul MN 55114 Z . , Telephone:. 651-645-3601 DRILLER T. Aldrich ASST DRILLER TH a o Fax: 651-659-7348 LOGGED BY HP APPROVED MAS LOG OF BORING NO, B7 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota. City Street Improvement Projects #11-011 and #12-011 S AMPL ES TESTS 0 w o w ~ U ~ ~ N ~~ ~ j z O w ui ~ ~ z ~ w ADDITIONAL DATA/ _ ~ _ ~ ~ Q ~ m w ~ ~ o „_. ~ J REMARKS O l~ ~ ~ ~~ z Q ~(~ 7 Surface Elev.: ~ o m z~ z ~ z ~ o~ ~ 0.5 FILL, 4" of bituminous at the surface AS 1 UGE 24 - -I underlain by crushed limestone aggregate ~ - - - ibase I I I !(Fill --~ ----------------- FILL, silty sand with gravel, brown, moist 10 2 SS 24 3.0 Fill FILL, lean clay with a little gravel, brown mottled, moist, soft 6 3 SS 24 (Fill) 5 9 4 SS 24 7.0 SILTY SAND with a little gravel, fine to brown, moist, loose (SM) medium grained , $ 0 10 5 SS 24 Glacial Outwash SANDY LEAN CLAY with a little gravel, brown mottled, moist, firm to hard (CL) (Glacial Till) ~ 10 23 6 SS 24 12.0 End of Boring 0 a m 0 °z z z c~ a 0 a c~ d N F WATER LEVEL OBSERVATIONS Stork TWIn Clty TeSting Corp. STARTED 7/29/10 FINISHED 7/29/10 ~ None 662 CrOmWeII AVe. DRILL CO. Stork TCT DRILL RIG 367 St. Paul, MN 55114 hone: 651-645-3601 Tele DRILLER T: Aldrich Ass'T DRILLER TH p a o Fax: 651-659-7348 LOGGED BY KSZ APPROVED MAS J LOG OF BORING NO. 68 Project No. rcTOOao2sP Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 SAMPL ES T ESTS w ~ U ~ Q! w p w o ~ ~ z w d >- DDITIONAL _ v. u _ ~~ ~ ¢ ~ m w ~ ~ o w ~ DATAI REMARKS ~ ~ o_ Q~~ ~ ~ Q!~ ~ }~ ,~ ..N-.J Surface Elev.: ~ o m z ~ z ~ ZZ _ _ O ~ ~U o n. ~Q c~ ~ FILL, 6" of bituminous at the surface AS 1 UGE 24 8 underlain by crushed limestone 0 - . _~ ,-- 1 ~ Fill ~( ----------------J ) --- -- 2 t) moist sand with gravel; brown FILL silt _ , , y ~ - - - 6 2 SS 24 ~ ~ Fill ~ -----------------J ~ Z -- - FILL, clayey sand with a little gravel, brown, moist 4 0 . 6 3 SS 24 Fill SANDY LEAN CLAY with a little gravel, 5 brown mottled, moist, soft to firm (CL) (Glacial Till) 12 4 SS 24 8.0 SILTY SAND with a little gravel, fine to 20 5 SS 24 medium grained, brown, moist, medium dense (SM) 10.0 GlacialOutwash 10 End of Boring 0 N 0 Z Z Z Q 7 a c~ a ao N O F WATER LEVEL OBSERVATIONS Stork TWltl Clty TeSting Corp. STARTED 7/29/10 FINISHED 7/29/10 o None 662 CrOmWeli AVe. DRILL CO. Stork TCT DRILL RIG 367 Z St. Paul, MN 55114 Telephone: 651-.645-3601 DRILLER T. Aldrich AsS'T DRILLER TH o J Fax: 651-659-7348 LOGGED BY KSZ APPROVED MAS LOG OF BORING NO. B9 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 S AMPL ES TESTS w ~ w ~ F - N w w z ui ~ ADDITIONAL U _ v = ~ ~ v~ ~ ~ w O > U _ ~ ~ w o w ~ DATAI REMARKS a p>p ~ ~ ~~ `n >-w ~ ~~ Surface Elev.: ~ o m z~ z ~ z z ~ o~ ~ FILL, 5" of bituminous at the surface AS 1 UGE 24 0 7 re ate crushed limestone a l i b d _ ~ un g I - - - gg er a n y Ibase I I I 2.0 It Fill J ___ --- -- FILL, silty sand with gravel, brown, moist 9 2 SS 24 Fill FILL, sandy lean clay, with a little gravel, brown mottled, moist 7 3 SS 24 (Fill) 5 6.0 SANDY LEAN CLAY with a little gravel, 15 4 SS 24 brown mottled, moist, firm (CL) (Glacial Till) 11 5 SS 24 10.0 10 End of Boring Y T ', Z Z Z Q 7 a c~ d N F WATER LEVEL OBSERVATIONS StOrl( TWIn Ctty TeSting Corp. STARTED 7/29/10 FINISHED 7/29/10 None 662 Cromwell Ave. DRILL CO. Stork TCT DRILL RIG 367 St. Paul, MN 55114 hone: 651-645-3601 Tele DRILLER T. Aldrich ASST DRILLER TH p o Fax: 651-659-7348 LOGGED BY HP APPROVED MAS J Project No. TCT004028P LOG OF BORING NO. B10 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE Prior Lake, Minnesota Surface Elev.: FILL, 4" of bituminous at the surface. 0.8 underlain by crushed limestone aggregate _ _ _ ~ base ~ I I 2.0 i~(FiIIZ _ _ _ J - - ~ FILL, silty sand with gravel, brown, moist ~ 1 ~ Fill I ~-~--------------------1 FILL, lean clay, dark brown to brown, moist (Fill) SANDY LtHN I:LHY Wlin a IIT brown, moist, soft to firm (CL) (Glacial Till) Sheet 1 of 1 PROJECT City Street Improvement Projects #11-011 and #12-01 SAMPL ES TESTS 0 O w } °w J -- w Z W t - In - ADDITIONAL _ w O > ~ z ~ DATA/ _ ~ J i REMARKS Q 4_ Qom!] ~ d ~~ ~ O }LL. NJ o! . C7 w ~ ~ C7 mzo: ~ z y. F- ?? ~ o' U fin. ~ C~a 7 .I 2 I SS I 24 6 13 I SS I 24 10 I 4 I SS I 24 12 I 5 I SS I 24 10 I WATER LEVEL OBSERVATIONS Stork TWIr1 Clty TeSting Corp. STARTED 8/3/10 FINISHED 8/3/10 None 662 Cromwell Ave. DRILL CO. Stork TCT DRILL RIG 367 St. Paul, MN 55114 Telephone:. 651-645-3601 DRILLER T. Aldrich ASST DRILLER TH Fax: 651-659-7348 LOGGED BY KSZ APPROVED MAS LOG OF BORING NO. B'I ~ Project No. TCT004028P Sheet 1 of 1 CL-ENT ARCHITECT/ENGINEER ' City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011' SAMPL ES TESTS ~ 0 w ~ o ~ ~ ~ U ~ r w ~ ~ ~ z O > ui > ~ w ~ w ' ADDITIONAL DATA/ _ _ ~ ~ Q m wit ~- ~ o ,~ ~ REMARKS ~ o . o p>~ m ~ ~ z a ~ ~~ zz ~ ~a o v ~-~ c's a Surface Elev.: z n . u .. FILL, 5" of bituminous at the surface AS 1 UGE 24 8 underlain by crushed limestone aggregate 0 _ _ _ _ ~ base ~ I ' I Fill - -----J 5 ~ -------------- - FILL, sandy lean clay with a little gravel, 10 2 SS 24 brown mottled, moist ' (Fill) 7 3 SS 24 5 ' 6.0 CLAYEY SAND with a little gravel, mostly 17 4 SS 24 fine grained, brown, moist, medium dense ' (SC) Glacial Outwash) ( 12 5 SS 24 ' ~~ ~ 10 24 6 SS 24 ' 12.0 ' End of Boring V T 7 :7 Z Z Z Q J a co d N F WATER LEVEL OBSERVATIONS Stork TWIn Clty TeSting Corp. STARTED 8/3/10 FINISHED 8/3/10 ~ None 66Z CrOmWeII AVe. DRILL CO. Stork TCT DRILL RIG 367 Z 4 MN 5511 l P St . , au . hone: 651-645-3601 Tele DRILLER T. Aldrich ASST DRILLER TH p ~ FaX: 651-659-7345 LOGGED BY KSZ APPROVED MAS 0 LOG OF BORING NO. B~ 2 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 S AMPL ES TESTS O w w ~} ' w ~ ~ U ~ ~ N w ~_ ~ ~ ~ z O w ui ~ - ~ z F- w ADDITIONAL DATA! _ _ ~ ¢ m w ~ ~ o ,~ ~ N REMARKS Q a 0~~ ~ ~ ~0 z z ~ ° Y'll.. ~ ° . +J ' Q Surface Elev.: ~ o mz~ z ~ _ ~ oa caw FILL, 4" of bituminous at the surface AS 1 UGE 24 underlain by crushed limestone aggregate 1 1 _ ~ base ~- - - I 2 0 ~ I I ~ r- - - - - I . ~ ILL silty sand with a little gravel, brown, I 12 2 SS 24 Imoist I I I I~ill --------------- I FILL, sandy lean clay with gravel, dark brown 5 3 SS 24 to dark gray, moist (Fill) 5 6.0 SANDY LEAN CLAY with a little gravel, 8 4 SS 24 brown, moist, soft (CL) (Glacial Till) 5 5 SS 24 10.0 10 End of Boring 0 a 0 Z z z c~ a 0 n. a m N O F WATER LEVEL OBSERVATIONS Stork TWIn Clty TeSting Corp. STARTED 8/3/10 FINISHED 8/3/10 o None 662 CrOmWell AVe. DRILL CO. Stork TCT DRILL RIG 367 Z St. Paul, MN 55114 . Telephone: 651-645-3601 DRILLER T. Aldrich ASST DRILLER TH o J Fax: 651-659-7348 LOGGED BY KSZ APPROVED MAS LOG OF BORING NO. B13 Project No. TCT004028P sheet 1 of ~ CLIENT ARCHITECTlENGINEER ' City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 S AMPL ES TESTS 0 w w U ~? ~ j ~ O~ ~ z W ' ADDITIONAL DATAI _ d = ~ in ~ ~ w U - '0 ~ ' o ~ ~ J REMARKS 7~ ~ ~ 2 ZZ 0 ~V 3 ¢ , Surface Elev.: ~ 0 mZ~ Z F- - - ~ ~d CJ L t.. FILL, 5" of bituminous at the surface AS 1 UGE 24 rlain with crushed limestone aggregate d 9 8 e _ un 1- _ _ -libase i ' I I~FiIIZ _1 _ __ __ _ __ __ FILL, silty sand with gravel, fne to medium 4 2 SS 24 grained, dark brown, moist ' 5 3 . Fill FILL, lean clay with a little gravel, dark brown 12 3 SS 24 to black, moist 5 ' (Fill) 6.5 T6 4 SS 24 ' SILT, gray, soft, moist (ML) (Fine Alluvium) 8.0 _ SILTY SAND WITH GRAVEL, fine to 4 5 SS 24 ' medium grained, gray, very loose to loose, waterbearing (SM) •~• • 10 8 g SS 24 ' 12.0 ' End of Boring > WATER LEVEL OBSERVATIONS Stork TWIn Clty TeSting Corp. STARTED 8/3/10 FINISHED 8/3/10 WL SZ $ 662 CCOt71W@II AVe. DRILL CO. Stork TCT DRILL RIG 367 St. Paul, MN 55114 Telephone: 651-645-3601 DRILLER T. Aldrich Ass'T DRILLER TH Fax: 651-659-7348 LOGGED BY HP APPROVED MAS LOG OF BORING NO. B14 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 SAMPL ES TESTS 0 ~ ~ - w w Z o ui ~ w ~ ADDITIONAL = in ~ w ~ > j w ~ DATA/ REMARKS ~ p ,~ ~ Surface Elev.: ~ o m z~ z ~ z z ~ o~ ~ FILL, 4" of bituminous underlain by crushed AS 1 UGE 24 ate base - - ne a re li t 0-~ ~- gg g mes o -I ~ 1 1~Fi~--------------------I 2.0 FILL silty sand with gravel dark brown , , , ~ moist ~ 7 2 SS 24 l~(Fi11Z-------------------~ FILL, silty sand with gravel, brown, moist (Fill) 7 3 SS 24 5 18 4 SS 24 - -- - ------ 8-0 --------- --- -- -- FILL, silty sand with a little gravel, brown, 8 5 SS 24 moist (Fill) 10.0 10 End of Boring r D J 7 7 J 7 L L A V 7 7 WATER LEVEL OBSERVATIONS Stork TWIII Clty T@Sting Corp. STARTED 7/29/10 FINISHED 7/29/10 None 662 Cromwell Ave. DRILL CO. Stork TCT DRILL RIG 367 St Paul MN 55114 Z . . , Telephone: 651-645-3601 DRILLER T. Aldrich ASST DRILLER TH J Fax: 651-659-7348. LocGED BY KSZ APPROVED MAS ^ LOG OF BORING NO. B15 Project No. TcTOO4o2sP Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER ' City of Prior Lake SITE PROJECT Priortake, Minnesota City Street Improvement Projects #11-011 and #12-011' S AMPL ES TESTS ~ ~ o ~ ~ ' ~ ~ iv w ~ Z ui ~ ~ ADDITIONAL U _ _ ~ ~ w ~ ~ ~ W ~ REMARKS Q a p>p ~ d ~~ ~ ~ emu. ~ U ~~ ~ Surface Elev.: ~ o inz~ z ~ ?? ~ oa Q c~~ ' FILL, 4" of bituminous at the surface AS 1 UGE 24 underlain by crushed limestone aggregate 1 0 - - . - -Ibase I^' ' 1 ~ 1(Fil~-------------------~ FILL, silty sand with a little gravel, brown, B 2 SS 24 moist ' (Fill) 4.0 SANDY LEAN CLAY with a little gravel, brown mottled, moist, firm to hard (CL) 10 3 SS 24 ' 5 (Glacial Till) 20 4 SS 24 ' 20 5 SS 24 ' 9.0 SILTY SAND with a little gravel, mostly fine grained, brown, moist, medium dense (SM} :' 10 25 6 SS 24 ' (Glacial Outwash) 12.0 ' End of Boring T 0 z z z a cv 0 -, a o: N F WATER LEVEL OBSERVATIONS St01'k TWIn Clty TeSting Corp. STARTED 7/29/10 FINISHED 7/29110 ~ None 662 Cr0171WeII AVe. DRILL CO. Stork TCT DRILL RIG 367 Z MN 55114 Paul St , . hone: 651-645-3601 T l DRILLER T. Aldrich ASST DRILLER TH ep e Fax: 651-659-7348 LOGGED BY KSZ APPROVED MAS 0 J ^ LOG OF BORING NO. B~ 6 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 S AMPL ES TESTS 0 ~ w ~ ~ w ~ v ~-: ~ N , ~ ~ > z O > w > w ~ w ADDITIONAL DATA/ ~ _ d ~ ¢ 0 m w ~ 'O ~- ~ o .~ ~ N REMARKS Q ~ o ~.~ m z~ ~ z ~ ~ Q z z ~ ~-LL o~ + ..J ~ Surface Elev.: FILL, 5" of bituminous at the surface AS 1 UGE 24 7 0 te h d li t i b l d - -I un I - - - e mes one aggrega y crus er a n Ibase i I(Fill _ _ _ _ _ _ J FILL, a mixture of clayey sand and silty sand 6 2 SS 24 with a little gravel, brown'to grayish brown, moist 4.0 Fill CLAYEY SAND with a little gravel, with 16 3 SS 24 lenses of waterbearing sand at 7', mostly fine 5 grained, brown, moist to wet, medium dense (SC) 17 4 SS 24 (GlacialOutwash) 19 5 SS 24 10.0 ~~' 10 End of Boring u r Z Z Z t7 Q O C7 d N O a F WATER LEVEL OBSERVATIONS Stork Twin City Testing Corp. STARTED 7/29/10 FINISHED 7/29/10 WL ~ 7 662. Cromwell Ave. DRILL CO. Stork TCT DRILL RIG 367 Z St Paul MN 55114 z . , Telephone: 651-645-3601 DRILLER T. Aldrich Ass'T DRILLER TH a o J Fax: 651-659-7348 LOGGED BY KSZ APPROVED MAS -- ~! LOG OF BORING NO. B17 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER ' City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 S AMPL ES TESTS O o w w -} ' ~ ' U ~? ~~ ~ O w ~ - z w ADDITIONAL DATA! _ Q _ d ~ ¢ Q> m a w ~ ~~ ~ ~ o ,~ ~ ~~ REMARKS ~ o o ' ~ m ~ z ~ Zz O >-w ~U ~Q Surface Elev.: z ~ o a. C~ ~. FILL, 4 1/2" of bituminous at the surface AS 1 uGE 24 6 0 _ ~ underlain by crushed limestone aggregate I - - - Ibase I ' I i(Fil~-- - - - -- -- ----~ FILL, sandy silt with a trace of gravel, 10 2 SS 24 greenish gray, moist ' (Fill) 4.0 SILT, gray, moist, soft (ML) 6 3 SS 24 (Fine Alluvium) 5 , 17 4 SS 24 7.5 _ SILTY SAND with a little gravel, fine to l s i b 7 5 SS 24 oo e ear ng, $ 5 medium grained, gray, water (SM) Glacial Outwash 0 SANDY LEAN CLAY with a little gravel, 10 ~~ 10 . brown mottled, moist, soft (CL) , Glacial Till End of Boring , 0 N OJ Z Z Z Q Q ~. d N F WATER LEVEL OBSERVATIONS Stork TWIn Clty T@Sting Corp. STARTED 7/29/10 FINISHED 7/29/10 WL ~ 7.5 662 CrOC7'iWeII AVe. DRILL CO. Stork TCT DRILL RIG 367 MN 55114 Paui St Z , . T 645-3601 ne: 651 h l T DRILLER T. Aldrich ASST DRILLER - o ep e Fax: 651-659-7348 LOGGED BY KSZ APPROVED MAS 0 LOG OF BORING NO. 61.8 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 SAMPL ES TEST S ~ ~ 0 w ~ o ~ d -~ v ~ ~ ~„ w - > z ui cn ~ ADDITIONAL n= ~ ~ >~ ¢ ~ m O~ w iY j ~- w o w „ . ~ DATA/ REMARKS . ~ 0 ' Ow.. ~ ~ LL _ ..y.. J Surface Elev.: ~ o in z~ z ~ z z b o a ~,¢ FILL, 6" of bituminous at the surface AS 1 UGE 24 0_8 underlain with crushed limestone aggregate _ _ _ ~ base ~ i~(Fil~ ~ ------------------- FILL, silty sand with gravel, dark brown, $ 2 SS 24 3.0 moist - -- . ~ ~- ~~(FiIZ-------------------~ FILL sandy lean clay brown moist , , , g 3 SS 24 5.0 5 SILTY SAND with a little gravel, dark brown, moist, loose (SM) 6_0 __ :.' ~ (Glacial Outwash) _ ---J :. ~. `• :. ... ' •:. •. `' 7 4 S5 24 SILTY SAND with a little gravel, gray, loose to very loose (SM) (GlacialOutwash) 2 5 SS 24 10.0 '• End of Boring i 10 WATER LEVEL OBSERVATIONS Stork TWIn Clty TeSting COrp. STARTED 7/29/10 FINISHED 7/29/10 wL ~ s 662 Cromwell Ave. . DRILL CO. Stork TCT DRILL RIG 367 St. Paul, MN 55114 Telephone: 651-645-36Q1 DRILLER T. Aldrich ASST DRILLER TH Fax: 651-659-7348 LOGGED aY HP APPROVED MAS Project No. Tc-rooao2sP LOG OF BORING NO. B19 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improv Surface Elev.: FILL, 5" of bituminous at the surface )_8 underlain by crushed limestone aggregate ~ _ _ _ ~ base I I I~(FiIIZ-- -- - - --- ---~ FILL, sandy lean clay with a little gravel, 3.0 grayish brown, moist, a slight odor of -~ petroleum product detected ~- SANDY LEAN CLAY with a Iitt1e gravel, gray, moist to wet, soft (CL) (Glacial Till) SILTY SAND with gravel, fine to medium grained, gray, waterbearing, medium dense to loose (SM) (Glacial Outwash) p O C.1 ~ N LJJ ~' ~ ~ ~Q m d ~>~ ~ C~ ~ O~Z~ Z Sheet 1 of 1 ement Projects #11-011 and #12-011 ' T ESTS ~ o ~ d ~ Z w ~ ~ ADDITIONAL ' p > ? w ~ DATA/ w ~ ~ p ~, = REMARKS ~~ N O }ly, ~U ..N.J 3Q Z? ~ ~d C~~ GE 24 8 2 SS 24 5 9 3 SS 24 ' 11 4 SS 24 ' 6 5 SS 24 ' 1 WATER LEVEL OBSERVATIONS WL SZ 4.5 Stork Twin City Testing Corp. 662 Cromwell Ave. St. Paul, MN 55114 Telephone: 651-645-3601 Fax: 651-659-7348 STARTED 7/29/10 FINISHED 7/29/10 _ DRILL CO. Stork TCT DRILL RIG 367 DRILLER T. Aldrich ASST DRILLER TH LOGGED BY KSZ APPROVED MAS LOG OF BORING NO. BZU Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake; Minnesota City Street Improvement Projects #11-011 and #12-011 SAMPL ES TEST S ^ w ~ ~ ~ N w j z ui ~ ADDITIONAL = in ~ w O > > ~-. w ^ ~ DATA/ REMARKS ~ ~ ~Q m w w~ m ,,,,, ~ w Surface Elev.: ~ o m z~ z ~ z z ~ o a ~ FILL, 8" of bituminous at the surface AS 1 UGE 24 1.0 underlain by crushed limestone aggregate - - - -} base I ~ 1 ~ t(Fil~ --------------~ ----- FILL, clayey sand with gravel, grayish brown, 8 2 SS 24 moist, a slight petroleum product odor detected Fill 4-0 ~( ~-------------------~--- 11 3 SS 24 FILL, silty sand with gravel, gray, moist (Fill) 5 6.0 ORGANIC LEAN CLAY, black, moist ~-r~ ~~ 7 4 SS 24 . 7.5 T soil ~~~ ~~' ~~ o LEAN CLAY, dark brown, wet, very soft (CL) 3 5 SS 24 (Fine Alluvium) 10.0 1 End of Boring 0 V 'n 7 0 L 7 J 7 L 7 L O V 7 7 WATER LEVEL OBSERVATIONS Stork TWIn Clty TeSting Corp. STARTED 7/29/10 FINISHED 7/29/10 WL SZ 7.5 662 CrOn1WeII AVe. DRILL CO. Stork TCT DRILL RIG 367 St Paul MN 55114 z . , Telephone: 651-645-3601 DRILLER T. Aldrich ASST DRILLER TH 3 Fax`. 651-659-7348 L.oGGED Br KSZ APPROVED MAS LOG OF BORING NO. B21 i Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT ~ Prior Lake, Minnesota ! City Street Improvert~ent Projects #11-011 and #12-011 S AMPL ES TESTS . C7 0 w ~ o o F w ~ ~ U ~ iv j z w c~ ~ ADDITIONAL Q ~ d o p>~ m z~ ~ z d ~ ~o z z O ~U ~~ ~ Surface Elev.: ~ o n. a FILL, 6" of bituminous at the surface AS 1 UGE 24 underlain by crushed limestone aggregate 1.o - - -~ base i l I I(Fil~-------------------~ FILL, silty sand with gravel, brown, moist 3 2 SS 24 3.0 Fill SILT, brown, moist to wet, very soft to soft (ML) 4 3 SS 24 (Fine Alluvium) 5 5Z 10 4 SS 24 8.0 LEAN CLAY, brown, moist, very soft (CL) 4 5 SS 24 (Fine Alluvium) 10.0 10 End of Boring 0 a 0 z° z z 0 a C7 a N F WATER LEVEL OBSERVATIONS Stork TWIn Clty TeSting Corp. STARTED 7/29/10 FINISHED 7129/10 ~, WL ~ 6 662 Cromwell Ave. DRILL CO. Stork TCT DRILL RIG 367 Z St. Paul, MN 55114 hone: 651-645-3601 Tele DRILLER T. AIdrICh ASST DRILLER TH p o Fax: 651-659-7348 LOGGED BY HP APPROVED MAS J LOG OF BORING NO. 622 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 SAMPL ES TESTS 0 ~ ~ w w z O w r c w F ADDITIONAL ~? ~ ~ ~~ ~ Q ~ m ~ w ~ ~ ~ z p w ~ DATAI REMARKS Q ~ a. p>~ ~ w a ~~ ~ >-tL „_, ~~ Surface Elev.: ~ o m z ~ z ~ ? ? ~ o a c'~ ~ FILL, 5" of bituminous at the surface AS 1 UGE 24 underlain b crushed limestone a re ate 0-~ y gg g I - - - --I (base I t I(Fill _____ ___ __J _ _ FILL, silty sand with gravel, dark brown to 4 2 SS 24 3.0 brown, moist -- --~ '- I~Fil1-------------------~ FILL, sandy lean clay with a little gravel, brown, moist 10 3 SS 24 5_0 ___ ~ Fill -~-------------------J 5 6.0 FILL silty sand with a little gravel, brown, - - - - ~ moist I 1 14 4 SS 24 ~ I(Fil~------------------- J. FILL, clayey sand with a little gravel, brown, S7 $ 0 moist to wet 10 5 SS 24 Fill SANDY LEAN CLAY with a little gravel, brown mottled, moist, firm (CL) 10.0 ~ ~ 10 Glacial Till End of Boring J D D J L 7 J L 7 L 0 V t WATER LEVEL OBSERVATIONS Stork TWIn Clty TeSting Corp. STARTED 7/29/10 FINISHED 7/29/10 WL SZ 7.5 66Z CrOmWeII AVe. . DRILL CO: Stork TCT DRILL RIG 367 St. Paul, MN 55114 Telephone: 651-645-3601 DRILLER T. Aldrich ASST DRILLER TH Fax: 651-659-7348 LOGGED BY KSZ APPROVED MAS LOG OF BORING NO. $23 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER ' City of Prior Lake SITE PROJECT Prior Lake,. Minnesota City Street Improvement Projects #11-014 and #12-011 ' S AMPL ES TESTS ~ ~ ~ 0 w ~ ~ z o ui ~ w a. ADDITIONAL } ' v_ v N ~~ ~ p w ~ _ ~ z ~ ... w DATAI _ _ ~ Q m w ~ ' - - ~ o ,~ ~ REMARKS N Q ~ ~ o ~~~ m z~ ~ z ~ ~ ~ d z z 4 ~ }~y~ ~U o~ . ..J ~ ~ Surface Elev.: FILL, 3" of bituminous at t e surrace AS 1 UGE 24 0.8 underlain by crushed limestone aggregate _ _ _ ~ base j I ~(Fil~_____ _ __ _ ____ J FILL, a mixture of silty sand and clayey sand g 2 SS 24 with gravel, brown, moist (Fill) 6 3 SS 24 5 ' 5 4 SS 24 ' 2 5 SS 24 ' 9.0 _ SILTY SAND with a little gravel, fine to medium grained, brown, waterbearing, very • loose (SM) ': 10 , (Glacial Outwash) 13.0 ------------------------- fine grained, gray, SAND with SILT 10 6 SS 24 i , waterbearing, loose to medium dense ' (SP-SM) ~ 15.o Glacial Outwash -~---- -)--------------~--- .. ,•.. ~• 15 44 7 SS 24 SILTY SAND, fne grained, gray, waterbearing, dense (SM) 0 a (GlacialOutwash) F 17.0 ~ End of Boring Z Z Z a i 0 a ' 0 ~ LEVEL OBSERVATIONS WATER ~ Testin COr Stork Twln Clty g p STARTED 7/29/10 FINISHED 7/29/10 F o WL ~ 9 662 Cromwell Ave. DRILL CO. Stork TCT DRILL RIG 367 Z MN 55114 Paul St , . Telephone: 651-645-3601. DRILLER T. Aldrich ASST DRILLER TH Fax: 651-659-7348 LOGGED BY KSZ APPROVED MAS o LOG OF BORING- NO. 624 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 SAMPL ES TEST S 0 _ w o: o >- F ~ ~ F iv w j z w u -j ~ ADDITIONAL _ _ ~ J w O ~ ~ F- w ~ DATA/ REMARKS ¢ m w o: p ,~ = Surface Elev.: ~ o m z ~ z ~ ? ? ~ o a c~ ~ FILL, 4 1/2" of bituminous at the surface AS 1 UGE 24 underlain by crushed limestone aggregate 1.2 base - --- ~ i ~ ~ Fill FILL, a mixture of silty sand and clayey sand 9 2 SS 24 with a little gravel, brown, moist (Fill) 4.0 SANDY LEAN CLAY with a little gravel, 6 3 SS 24 brown mottled, moist, soft to hard, a cobble encountered at 11', boring terminated (CL) 5 (Glacial Till) 10 4 SS 24 18 5 SS 24 10 50/0.2" 6 SS 12 "N-Value 11.0 influenced by a bbl End of Boring co e i 's i i e 3 WATER LEVEL OBSERVATIONS i StOCI( TWIn Clty TeSting COCA. STARTED 7/29/1 O FINISHED 7/29/10 None 66Z CCOIT1WeIi AVe. S DRILL CO. Stork TCT DRILL RIG 367 t. Paul, MN 55114 Telephone: 651-645-3601 DRILLER T. Aldrich Ass'T DRILLER TH Fax: 651-659-7348 LOGGED BY KSZ APPROVED MAS LOG OF BORING NO. B25 Project No. TCT004028P Sheet 1 of 4 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 SAMPL ES TESTS C7 0 w ~ o ~ nw. ~ U ~ iv _ > Z ui ~ ~ ADDITIONAL ~ _ ~ ~ ¢ m w ~ ~_- ~ o ,~ ~ REMARKS Q ~ a . o p>p m ~ ~ z a ~ ~o z z ~ >-w o~ ~-~ ~ Surface Elev.: z FILL, 4"of bituminous at the surFace AS 1 UGE 24 underlain with crushed limestone aggregate o 1 . -base I~'-- 1 1(Fil~-------------------~ FILL, silty sand, fine to medium grained, 13 2 SS 24 brown (Fill) 19 3 SS 24 5 8 4 SS 24 8.0 SANDY LEAN CLAY, with a little. gravel, 4 5 SS 24 brown mottled, very soft (CL) (Glacial Till) 10.0 10 CLAYEY SAND, fine grained, light brown, 8 6 SS 24 loose (SC) (Glacial Outwash) 12.0 SILTY SAND, fine to medium grained, brown, very loose to loose (SM) (Glacial Outwash) 3 7 SS 24 15 0 N 10 8 SS 24 N N z° 18.0 End of Boring a 0 a c~ o: N F WATER LEVEL OBSERVATIONS Stork TWIn Clty T2Sting Corp. STARTED 7/29/10 FINISHED 7/29/10 WL ~ 14 662 Cromwell Ave. DRILL co. Stork TCT DRILL RIG 367 St. Paul, MN 551 14 hone: 651-645-3601 Tele DRILLER T. Aldrich ASST DRILLER TH . p o Fax: 651-659-7348 LOGGED BY HP APPROVED MAS J i LOG OF BORING NO. 626 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake. SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 SAMPL ES TESTS 0 ~ ~ ~, w w j z ui ~ ~ ADDITIONAL ~? ~ ~ ~- ~ ~ ~ O > ~ ~ z p w ~ DATA/ REMARKS ~ ; o ~ w ~ o ~ ~, w Surface Elev.: ~ o m z ~ z ~ ? ? ~ o a c~ ~ 0_6 FILL, 4 1/2" of bituminous at the surface AS 1 UGE 24 _ _ ~ underlain by crushed limestone aggregate r base ~ I (FiIIZ J 4 2 SS 24 ~ ------------------- 4.0 FILL, lean clay with gravel, brown, moist FIII 2 3 SS 24 LEAN CLAY with a little gravel, brown, moist, 5 very soft to soft (CL) 4 4 SS 24 (Glacial Till) 5 5 SS 24 10 12.0 SILTY SAND with a little gravel, fine to 27 6 SS 18 medium grained, reddish brown, moist, medium dense (SM) 14.5 ___ ~ Glacial Outwash -------~-------------J ~~~ 15 31 7 SS 18 SILTY SAND with a little gravel, fine to medium grained, light brown, moist to ~ waterbearing, dense (SM) (Glacial Outwash) 19.5_ _____ ~~ ~ _ SAND with a little gravel, fine to medium ..: 20 32 8 SS 18 grained, brown, waterbearing, dense (SP) (Glacial Outwash) a ~~~ . 25 9 9 SS 24 26.5 ? 27.0 LEAN CLAY with a little gravel brown moist , , to wet, firm (CL) c i Glacial Till End of Boring J WATER LEVEL OBSERVATIONS Stork TWIn Clty TeSting Corp. STARTED 8/3/10 FINISHED 8/3/10 WL ~ 16.5 662 Cromwell Ave. DRILL co. Stork TCT DRILL RIG 367 St. Paul, MN 55114 Telephone: 651-645-3601 DRILLER T. Aldrich ASST DRILLER TH Fax: 651-659-7348 LOGGED BY HP APPROVED MAS LOG OF BORING NO. B27 Project No. TCTOOao2sP Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-011 and #12-011 SAMPL ES TESTS ~ o } ~ ~ ~ N j z ui ~ ~ ADDITIONAL v _ V _ ~~ ~ ¢ ~ m O> wit > ~ w o W ~ DATA/ REMARKS a ~ o>o ~ a ~o ~ ~-~ ,,... w~ Surface Elev.: ~ o m z~ z ~ z z g o a ~ FILL, 7" of bituminous at the surface AS 1 UGE 24 0 8 underlain by crushed limestone aggregate _ ~ ~- _ _ base i I I 2.0 (FiIIZ 1 ___________________ ~ FILL, silty sand with gravel, brown, moist 10 2 SS 24 Fill FILL, lean clay, with a little gravel, brown mottled, moist 9 3 SS 24 (Fill) 5 6.0 LEAN CLAY with a little gravel, brown 11 4 SS 24 mottled, moist, firm (CL) (Glacial Till) ~ - - 8 0 -- -- ------------------- - SANDY LEAN CLAY with a little gravel, 8 5 SS 24 brown mottled, moist to wet, soft to firm (CL) (Glacial Till) 10 11 6 SS 24 12.0 End of Boring a N Z Z Z Q a C7 d N O F WATER LEVEL OBSERVATIONS Stork TWIn Clty T6Sting Corp. STARTED 8/3/10 FINISHED 8/3/10 WL SZ $ 662 Cromwell AVe. DRILL CO. Stork TCT DRILL RIG 367 St. Paui, MN 55114 Telephone: 651-645-3601 DRILLER T. AIdrICh ASST DRILLER TH a o Fax: 651-659-7348 LOGGED BY HP APPROVED MAS J ~ LOG OF BORING NO. 628 Project No. TCT004028P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, Minnesota City Street Improvement Projects #11-01.1 and #12-011 SAMPL ES TESTS w ~ ~ ~ t= ~, w j z ui c -n ~ ADDITIONAL ? _ _ ~ -' w ~ ~ ~ F- w ^ w ~ »- DATA/ REMARKS w cq w ~ y Surface Elev.: ~ o in z~ z F z z ~ o n ~. c~ FILL, 3" of bituminous at the surface AS 1 UGE 24 ~-~ underlain b crushed limestone a re ate - - - ~ y gg g I Ibase I 1 I (Lill}-- _ _ _ -- ___-- J FILL, sand with silt and gravel, brown, moist 11 2 SS 24 (Fill} 4.0 SILTY SAND with a little gravel, fine to 9 3 SS 24 medium grained, brown, moist, medium dense (SM) 5 (Glacial Outwash) 14 4 SS 24 SAND with a little gravel, fine to medium 13 5 SS 24 grained, brown, moist, medium dense (SP) (Glacial Outwash) ~~• 10 16 6 SS 24 12.0 End of Boring s i j i WATER LEVEL OBSERVATIONS Stork TWIn Clty TeSting Corp. STARTED 8/3/10 FINISHED 8/3/10 None 662 Cromwell Ave. DRILL CO. Stork TCT DRILL RIG 367 - St. Paul, MN 55114 Telephone: 651-645-3601 DRILLER T. Aldrich ASS'TDRILLER TH Fax: 651-659-7348 LOGGED BY HP APPROVED MAS i F i i ,~~ Stork Twin City Testing Corporation Materials Technology SYMBOLS AND TERMINOLOGY ON TEST BORING LOGS SYMBOLS Drilling and Sampling LaboratoryTesting Symbol Description Symbol Description HSA 3-1/4" LD. hollow stem auger W Water content, % (ASTM:D2216)** _FA 4", 6" or 10"diameter flight auger D Dry density, pcf HA 2", 4" or 6" harid auger LL Liquid limit (ASTM:D4318) DC 2-1/2", 4", 5" or 6" steel drive casing PL Plastic limit (ASTM:D4318) _RC Size A, B or N rotary casing PD Pipe drill or cleanout tube ---Inserts in Last Column (Qu or RQD) --- CS Continuous split barrel sampling DM Drilling mud Qu Unconfined compressive strength, psf (ASTM:D2166) JW Jetting water Pq Penetrometer reading, tsf (ASTM:D1558) SB 2" O.D. split barrel sampling Ts Torvane reading, tsf L 2-1/2" or 3-1/2" O.D. SB liner sample G Specific gravity (ASTM:D854) T 2" or 3" thin walled tube sample SL Shrinkage limits (ASTM:D427) 3TP 3" thin walled tube using pitcher sampler OC Organic content -Combustion method (ASTM:D2974) TO 2" or 3" thin walled tube suing Osterberg sampler SP Swell pressure, tsf (ASTM:D4546) W Wash sample PS Percent swell under pressure (ASTM:D4546) B Bag sample FS Free swell, % (ASTM:D4546) P Test pit sample. SS Shrink swell, % (ASTM:D4546) _Q BQ, NQ, or PQ wireline system pH Hydrogen ion content-Meter Method (ASTM:D4972) _X AX, BX, or NX double tube barrel SC Sulfate content, parts/million or mg/I N Standard penetration test, blows per foot CC Chloride content, parts/million, or mg/I CR Core recovery, percent C* One dimensional consolidation (ASTM:D2435) WL Water level Qc* Triaxial compression (ASTM:D2850 and D4767) =' Water level D.S * Direct shear (ASTM:D3080) NMR No measurement recorded, primarily due to the K* Coefficient of permeability, cm/sec (ASTM:D2434) presence of drilling or coring fluid P* Pinhole test (ASTM:D4647) DH* Double hydrometer (ASTM:D4221) MA* Particle size analysis (ASTM:D422) R Laboratory electrical resistivity, ohm-cm (ASTM:G57) E* Pressuremeter deformation modulus, tsf (ASTM:D4719) PM* . Pressuremeter test (ASTMiD4719} VS* Field vane shear (ASTM:D2573) IR* Infiltrometer test (ASTM:D3385) RQD Rock quality designation, percent * Results shown on attached data sheet or graph ** ASTM designates American Societ for Testing and Materials TERM INOLOGY Particle Sizes Soil La erin and Moisture Type Size Ranae Term Visual Observation Boulders > 12" Lamination Up to 1!4" thick stratum Cobbles 3" -12" Varved Alternating laminations of any combination of Coarse gravel 3/4" - 3" clay, silt, fine sand, or colors Fine gravel #4 sieve - 3/4" Lenses Small pockets of different soils in a soil mass Coarse sand #4 - #10 sieve Stratified Alternating layers of varying materials. or colors Medium sand #10 - #40 sieve Layer 1/4" to 12" thick stratum Fine sand #40 - #200 sieve Dry Powdery, no noticeable water Silt 100% passing #200 sieve and > 0.005 mm Moist Damp, below saturation Clay 100% passing #200 sieve and < 0.005 mm Waterbearing Pervious soil below water Wet Saturated, above liquid limit Gravel Content Standard Penetrat ion Resistance Coarse-Grained Soils Fine-Grained Soils Cohesionless Soils Cohesive Soils Gravel Description % Gravel Description N-Value Relative Density N-Value Consistency 2 -15 A little gravel < 5 Trace of gravel 0 - 4 Very loose 0 - 4 Very soft 16 - 49 With gravel 5 -15 A little gravel 5 -10 Loose 5 - 8 Soft 16 - 30 With gravel 11 - 30 Medium dense 9 -15 Firm 31- 49 Gravelly 31 - 50 Dense 16 - 30 Hard > 50 Ve dense > 30 Ve hard Stork Twin City Testing Corporation is an operating united of Stork Materials Technology B.V., ' twin city eestrnq Amsterdam, The Netherlands, which is a member of the Stork group ~o~~~ .F, Stork Twin City Testing Corporation Materials Technology I' FIELD EXPLORATION PROCEDURES ' Soil Sam lin Soil sampling was performed in accordance with ASTM D 1586. Using this procedure, a 2" O.D. split barrel sampler is driven into the. soil by a 140 pound weight falling 30". ' After an initial set of 6", the number of blows required to drive the sampler an additional 12" is known as the penetration resistance, or N value. The N value is an index of the relative density of cohesionless soils and the consistency of cohesive soils. Thin wall ' tube samples were obtained according to ASTM D 1587 where indicated by the appropriate symbol on the boring logs. Rock core samples, if taken, were obtained by rotary drilling in accordance with ASTM D 2113. Power auger borings, if performed, ' were done in general accordance with ASTM D 1452. Soil Classification As the samples were obtained in the field, they were visually and manually classified by ' the crew chief in accordance with ASTM D 2488. Representative portions of the samples were then returned to the laboratory for further examination and for verification of the field classification. Logs of the borings indicating the depth and identification of ' the various strata, the N value, the laboratory test data, water level information and pertinent information regarding the method of maintaining and advancing the drill holes are attached. The descriptive terminology and symbols used on the boring logs are ^ also attached. ' Stork Twin City Testing Corporation is an operating united of Stork Materials Technology B.V., twin c~tv test~nq Amsterdam, The Netherlands, which is a member of the Stork group ~.~.~,~, "' Stork Twin City Testing Corporation Materials Technology CONSTRUCTION OBSERVATIONS AND TESTING The recommendations made in this report have been made based on the subsurface conditions found in the borings. It is possible. that there are soil and water conditions on site that were not represented by the borings.. Consequently, on-site observation during construction is considered integral to the successful. implementation of .the recommendations. We believe that qualified field personnel need to be on site at the times outlined below to observe the site conditions and effectiveness of the construction. We recommend that the .completed excavation and. prepared subgrade be observed and tested by a soils engineer/technician prior to fill placement or construction of any foundation elements.. These observations would be necessary to judge if all unsuitable materials have been removed from within the planned construction area and that an appropriate degree of lateral oversize-has been provided for in those areas where fill will be placed below the bottom of foundation grade. We recommend a representative number of field density tests betaken in all engineered fill placed to aid in judging its suitability. We suggest that at least one density test be performed for at least every 2500 square feet of engineered fill placed for every 2' of fill depth. Additional tests should be taken where confined areas .are compacted. Any proposed fill material "should be submitted to the laboratory for tests to check compliance with our recommendations and project specifications. Stork Twin City Testing Corporation is an operating united of Stork Materials Technology B.V., twin city test~nq Amsterdam, The Netherlands, which is a member of the Stork group ~;,; Materials Technology Stork Twin City Testing Corporation ^ PRECAUTIONS FOR EXCAVATING AND REFILLING DURING COLD WEATHER ' The winter season in this area presents specific problems for foundation construction. Soils that are allowed to freeze undergo a moisture volume expansion, resulting in loss of density. These frost-expanded soils will. consolidate upon thawing, causing settlement of I' any structure supported on them. To prevent this settlement, frost should not be allowed to penetrate into the soils below any proposed structure. Ideally, winter excavation should be limited to areas small enough to be refilled to grade higher than footing grade on the same day. Typically, these areas should be filled to floor grade. Trenching back down to unfrozen soils for foundation construction can then be performed just prior to footing placement. The excavated trenches should be protected from freezing by means of insulating or heating during foundation construction. Backfilling of the foundation trenches should be performed immediately after the below-grade foundation construction is finished. In addition, any interior footings or footings designed without frost protection should be extended below frost depth, unless adequate precautions are taken to prevent frost intrusion until the building can be enclosed and heated. In many cases, final grade cannot be attained in one day's time, even though small areas are worked. In the event final grade cannot be attained in one day's time, frost can be expected to develop overnight. Leaving a layer of loose soil on top of the compacted material overnight can minimize the depth of frost penetration. However, any frost that forms in this loose layer, or snow that accumulates, should be completely removed from the fill area prior to compaction and additional soil placement. Frozen soils or soils containing frozen material or snow should never be used as fill material. After the structure has been enclosed, all floor slab areas should be subjected to ample periods of heating to allow thawing of the soil system. Alternatively, the frozen soil can be completely removed and be replaced with an engineered fill. The floor slab areas should be checked at random and representative locations for remnant areas of frost and density tests should be performed to document fill compaction to slab placement. Due to the potential problems associated with fill placement during cold weather, afull- time, on-site soils technician should monitor any filling operations. Full-time monitoring aids in detecting areas of frozen material, or potential problems with frozen material within the fill, so the appropriate measures can be taken. The choice of fill material is particularly important during cold weather, since clean granular fill material can be placed .and compacted more efficiently than silty and clayey soils. In addition, greater magnitudes of heaving can be expected with freezing of the more frost susceptible silts and clays. If more specific frost information or cold weather data concerning other construction materials is required, please contact us. Stork Twin City Testing Corporation is an operating united of Stork Materials Technology B.V., twin crtti+ testrnq ~a,~,~,o„ Amsterdam, The Netherlands, which is a member of the Stork group EXHIBIT 10 O~ PRIO ~ ... ~ ~.~ .L~~~,i~ '`" ~. ~"v V - ~ ` ~., ~ 4:z,_. ~jNN,~50'~ STAFF AGENDA REPORT AGENDA #: 8A PREPARED BY: GREG ILKKA, PUBLIC WORKS DIRECTOR/CITY ENGINEER SUBJECT: PUBLIC INFORMATION MEETING TO CONSIDER SCOTT COUNTY'S REQUEST TO PROVIDE A FULL ACCESS INTERSECTION AND INSTALLATION OF A TRAFFIC SIGNAL AT THE INTERSECTION OF COUNTY STATE AID HIGHWAY 42 AND RUTGERS STREET. DATE: FEBRUARY 2, 1998 ' INTRODUCTION: The purpose of this agenda item is to consider Scott County's request to provide a full access intersection and the installation of a traffic signal at the intersection of County State Aid Highway (CSAH) 42 and Rutgers Street, on the border of the cities of Prior Lake and Savage. Alternatives for the configuration of the Timothy Avenue and CSAH 42 intersection will also be considered. A map of the area is included. Appropriate graphics of the alternatives under consideration will be presented at the Council meeting. BACKGROUND: The city of Savage has received a develo ment ro osal for P p p property located in the northwest quadrant of the CSAH 42 and TH 13 in#ersection. The proposal includes a Rainbow Foods store and miscellaneous smaller retail stores. The City of Savage commissioned a traffic study to determine the feasibility of locating a traffic signal at Timothy Avenue as requested by the developer. The results of that study indicated a signal was feasible at Timothy for a short period of time, however, considering projected traffic volumes the appropriate long term location for the traffic signal is Rutgers Street with full access to the north and south. At the December 1, 1997 Council meeting,. a resolu#ion was passed recommending that Scott County deny the request for access and signal at Timothy. The Council did no# take a position on a traffic signal at Rutgers Street. Subsequently, Savage, Scott County, and the developer have generally reached agreement ~ that the full access and traffic signal should be placed at Rutgers Street. ' 162(~h'~g~l~~reek Ave. S.E., Prior Lake, Minnesota 55372-1714 / Ph. (612) 447-4230 ;' Fax (612) 447-4245 AN EQUAL OPPORT(,~NITY EMPLOYER To fiacilitate discussion of these issues and questions staff provides the following information for each: ~) Increased traffic through residential neighborhoods. This was a particularly important issue when the proposal was to put the signal and access at Timothy. Timothy from CSAH 42 runs #hrough a residen#ial neighborhood and leads to Boudin Street which connects to TH 13. The length of road to travel along this route is shorter and more direct to get to southbound TH 13 than is the route along CSAH 42 to TH 13 then south. Furthermore there .are na signals to contend with. This shortcut currently invites increased traffic which is intolerable to residents. This would get worse after completion of the proposed development. At Rutgers Street however, the same situation does not exist. To get from CSAH 42 to southbound TH 13 through Rutgers and Watersedge to Boudin is a very circuitous route and by no means a shortcut. When the Boudin's Manor plats were originally developed Rutgers Street did in fact connect straight through Boudin's Park to Boudin Street. Because it encouraged the shortcut from CSAH 42 to southbound TH 13 the residents in the area petitioned the then (pre-1976}.City Council to close it off through Boudin's Park and turn the right-of-way into parkland, which they did. As far as staff is aware there fiave been no further complain#s of traffic using Rutgers/Watersedge/Boudin as a shortcut. There is no reason to believe this would change due to the proposed signal .Although some drivers unfamiliar with the area may try this route and go out of their way once, they would -not likely make the same mistake twice.. 2) Access to neighborhoods and businesses. Providing a full access intersection. in this segment of CSAH 42 between Boone Avenue and TH 13 is going to impact the remaining two intersections in some way. The three intersections in this segment include Harbor Place, Rutgers Street, and Timothy Avenue. These impacts will most likely be restrictions on the movements in and out of these streets. The worst case restriction is the right-in-right-out intersection. Consider the worst case scenario, when traffic volumes on CSAH 42 reach. the level. that all intersections that are not signalized are restricted to right-in-right-out. RUTGERS.DOC ' least number of people. If Rutgers is a fuU access intersection, most likely Harbor will be restricted someday, in ' some fashion. The same would be true of Rutgers if Harbor is a full access intersection. Harbor is a relatively short deadend street. There are fewer numbers of people who ' ~ will be inconvenienced by a restricted access at Harbor than a restricted access at Rutgers which serves as access to CSAH 42 for a much larger neighborhood and could serve the entire Boudin's Manor area. Lastly, a full access intersection and signa! at Harbor would be inconsisten# with the County's access spacing guidleines. 4) .What impact will fhe signa! and full access intersection have on Rutgers? ' It is staff s opinion it will have relatively {ittle impact on traffic levels on Rutgers. According to the traffic study, which looked at the. p.m. peak hour of traffic, traffic volumes would be expected to increase from 50 vehicles per hour (vph) entering and 20 vph exiting (current} to 60 vph entering and 25 vph exiting (post-development) during the p.m. peak hour. As traffic volumes on CSAH 42 increase there will be a long term benefit to this neighborhood to have a signal at Rutgers that provides a safe opportunity to access CSAH 42 in all ^ directions. 5) What happens. to the existing Timothy intersection? ~ This is directly related to issue (2), access to businesses. The businesses located along Commerce are very concerned about the future of the Timothy/CSAH 42 intersection. The County has .indicated there will probably need to be some access restrictions #o the intersection sooner or later. The County .Engineer's latest interpretation of "sooner or later" is 24 to 36 months. The developer and Rainbow are pushing very hard to maintain at least a left turn in off of eastbound CSAH 42. In order to accomodate that movement the left out of Timothy to wes#bound CSAH ' 42 would have. to be eliminated. The left off of CSAH 42 into Timothy could remain. The business owners believe this would have a negative impact to their businesses. Staff met with. the County Engineer and the Savage City Engineer to discuss alternatives for the Timothy intersection RUTGERS.DGC Intersection "C" which would ultimately transition to ' Intersection "B". The left-out of Timothy is currently a dangerous movement. , !, With this development and increasing. traffic volumes on CSAH 42 it will only become more dangerous. The alternative is to turn right, go to the TH 13 intersection and ' make a U-turn. Depending on the time of day this movement mayactually be faster than waiting to make the ' left-out. 6) What are potential shod term and long term solufions to access concems in this area? In the short term, to address the Timothy Avenue residen#s ' concern about cut-through traffic the Council could consider closing Timothy at Commerce to prevent cut-through traffic on Timothy. Although this reduces access to the ' neighborhood, a potential long term solution has been iden#ified with a modification of a recommendation from the TH 13 corridor study. That study calls far a full access intersection for Commerce at TH 13 and for Boudin to ~ become aright-in-right-out intersection. Amore appropriate long term solution would be to construct both Commerce and Boudin as frontage roads that. lead to a common signalized intersection. -This would greatly enhance access ' to both the commercial properties and the neighborhoods for the long term. A short term solution to the businesses concerns about the Timothy/CSAH 42 intersection would be for the County to not make any changes to the existing access until such time ' as the traffic dictates. A longer short term solution would be to restrict the left-out now but keep the left-in. This would provide time for the City and County to evaluate a long term solution: the feasibility of acquiring the properties that abut CSAH 42, between Timothy and Rutgers for the purpose of a frontage road and/or commercially developable property. ' This frontage road would connect Rutgers with Commerce and provide the Commerce businesses a full access intersection to CSAH 42. The County would benefit from such a project by eliminating direct .access to CSAH 42 for three residences. Any such plan would also entail an ' acceptable grading and screening plan to mitigate impacts to the residential properties to the south. Rt3TGERS.DOC of right-of--way costs MnDOT would probably participate in . this projec#. The es#imated cost to construct a connection between Commerce and Rutgers is $110,000 with right-of-way costs estimated at an additional $650,000 to $900,000, depending on the number of properties that would need to be acquired. Such a project would benefit the County and they should be willing to participate in the cost. ALTERNATIVES: The .alternatives are as follows: 1) Hold a Public Information Meeting to solicit public input regarding a full access and traffic signal at County CSAH 42 and Rutgers Street as well as what to do wi#h the current Timothy Avenue and CSAH 42 intersection and direct the staff based on the information received. RECOMMENDATION: The recommendation REVI rnative No. 1. RVIGERS.DGC ~ BE IT FURTHER RESOLVED, that improvements to the TH 13, Commerce Avenue and Boudin Street area to a common signalized fuel access intersection wi#h the intent that it be programmed in the Capital. Improvement Program for completion as soon as feasible, and BE IT FURTHER RESOLVED, that staff is directed to prepare a report for the City Council to include a frontage road from. Commerce Avenue to Rutgers Street in the Capital Improvement Program and report back to the City Council, and BE IT FURTHER RESOLVED, that staff be directed to investigate a frontage road from Harbor to Rutgers and report the Endings to the City Council, and BE IT FURTHER RESOLVED, that the City. of :Prior Lake desires to leave the existing Timothy AvenuelCommerce Avenue/CSAH 42 intersection "as is" as of the date of this resolution subject to continuing discussions with the County, and BE IT FURTHER RESOLVED, that the. Timothy Avenue/CSAH 42 intersection be renamed Commerce/CSAH 42 upon completion of its separation from Timothy Avenue. Passed and adopted this 17th day of February, 1998. YES NO Mader ~ X Mader Kedrowski X Kedrowski Petersen X Petersen Schenck X Schenck Wuellner X Wuelln {Seal~t .~.1A Frank Bc City Mar City of P ~ ~ ~ C~I ~ ~ ~ ~m ~~ n Q a a ~~ ~ ~ _~ _~ n n S S ~~ 3~ O N t~D .3 3 tD ~_ o ~' < g m 3 ~ m Q. ~~ ~~ o~ a~ ~~ ~~ QQ 0 3 Q N V w '. 1 i 1 _ I I N ~ z ~_ ~ nMOTHY i I 3 ~l ~~,~,-~~ ~w~ - I ~ ~i I ~ Z I I ~ n 1 I i I ..~.r I • r, I ~~' I ~ _ I I N ~. z `-_°, m nMOTHY~I i ~~ N I ~~• `~ :~ o Z ~:~<• I ICI I `~~~ I ~ ° I~..~sl ~ i '~' I N I I N -+- z g.. fD ~' nMOniY~ ~ ' if` I ~ ~ ik N .-. m { ~~" r' ~ I~ I ~ o z i~ ( ~ I I `'~' I I ~ ~~~ ~i f ~°st£ I k I ~~: I = N ~( ~~ i z {~4"r I ~:.r; ~ ~ rat nMOntY I :;~ I ~ ;p ~ ~ N O I~ i ~ ~'~' z i I ~ v D I r I ~~ I tt~! I ~ I '}T~n I N J ~~- I 3 z Q -+ I l -,- ~, ~~._~: m nMOniY ;p I ~~ I ~ cn I ~~ I ~ ~ t7l~x~l~ N=' ~_~,. ~I .~ I ~ o Z ~I I ,~` I N as + `~ I -yk ~ :~~ .~ In ~ V J O D v~ _ a= tQ 'P _ N -~ m o =-~ ~~ O ~ -~ ~ s ~~ 0 ~ D ~ ~ ~ ~ `~ Dave and ~tne Moran 14408 Waters Edge Trail N.E. Prior Lake, MN. 55372 Rutgers, nor would it impede traffic outbound from Rutgers. In addition, I understand the " standard for distance between lights is 1/4 mile. {changed from 1/2 mile when Timothy was considered) Rutgers is 1200 feet from 13 which falls short of the standard, while the Harbor is 114 Haile. If, as the engineers say, no one in their right mind would use Rutgers as an outlet from the neighborhood, then what is the problem going to the Harbor area? I recognize this is not an acceptable solution to the Rainbow people, but it does reduce the hazards to children in the park area. Be that as it may. I do understand that we cannot always have things our way, and that at times the greater need of the public must take preference over indzvi dual concerns. If indeed the light "must" be at iZutgers I offer the following suggestions. #1. Cut Natalie Road straight north from Boudin to Rutgers and eliminate the park, or at least reduce it by the width of the roadway #2. Close off the extension of Grayling between Waters edge Trail and Rutgers. These changes would serve to reduce the level of traffic on most of the very narrow streets in the neighborhood and enhance the safety factor. Thanks for your consideration and for giving me the opportunity to present my views. Respectfully, Dave Moran cc:Mr. Greg Ilkka, City Engineer ~~ ~' u~"` WSB ~~ &.4ssociates, Inc. Memorandum 701 Xenia Avenue South, Suite 300 Minneapolis, MN 55416 Phone 763-541-4800 Fax 763-541-1700 www.wsbeng.com To: Steve Albrecht, PE City Engineer /Public Works Director City of Prior Lake From: Tony Winiecki, PE, PTOE Date: July 10, 2007 Subject: Commerce Avenue Extension Draft Study Report Copy: Greg Ilkka -Scott County Rick Hauser -WSB Don Sterna-WSB File: 1100-52 1. INTRODUCTION Scott County, in partnership with the Cities of Prior Lake and Savage, is developing final design plans for the upgrade of CSAH 42 to a six-lane facility approximately a half mile ' west and a half mile east of TH 13. One of the hazard elimination goals of the project is to control access and eliminate direct private access onto CSAH 42. As part of that ' project, Scott County is in the process of completing the purchase pf five residential properties along CSAH 42 between Rutgers Street and Commerce Avenue. The City of Prior Lake authorized WSB to conduct an impact study to determine if a frontage road extension of Commerce Avenue to Rutgers Street is feasible and prudent use of the five parcels acquired for the CSAH 42 project. The impact study included the ' following activities. ^ Collect existing data and document existing conditions ' Develop alternative frontage road alignments ^ Evaluate alternatives including a do-nothing alternative ^ Document impacts and recommend preferred alternative All figures for the study report are shown in the Appendix. The project location is shown in Figure 1. The proposed CSAH 42 improvements in the vicinity of the project location ' are shown in Figure 2. G:\County\CSAH_42\Commerce Study\Memo -Commerce Ave Draft Study 071007.doc 2. DATA COLLECTION AND EXISTING CONDITIONS Data Collection The following sources of information were collected and utilized for the study. ^ Existing traffic volumes ^ As-built roadway plans ^ Aerial photography and; topographic mapping ^ Existing and proposed-storm water plans ^ City ordinance and setback requirements ^ Proposed construction plans for CSAH 42 reconstruction Existing Conditions Commerce Aven ue Commerce Avenue is a two-lane urban frontage road that is 30 feet curb to curb with 50 feet ofright-of--way. Commerce Avenue primarily serves the commercial and business properties west of TH 13 and south of CSAH 42. The intersection of Commerce. Avenue at CSAH 42 has limited access. There is median along CSAH 42 at the Commerce Avenue intersection that does not allow the northbound to westbound turning movement. However, there is a median break that does allow the westbound to southbound left turn movement from CSAH 42. Eastbound right-in and north bound right-out movements are also allowed. The intersection operated adequately for the existing conditions and traffic volumes. Commerce Avenue on the south end is accessed directly via a right turn lane from southbound TH 13 and also from the TH 13 at Commerce Avenue signalized intersection. Rutgers Street Rutgers Street is a local two-lane urban roadway serving residential properties. Rutgers Street is 28 feet curb to curb and has 66 feet ofright-of--way. The CSAH 42 at Rutgers Street intersection is signalized. The Rutgers Street leg of the intersection includes only one lane of approach for all traffic movements; however, right turning vehicles are able to get by a short length of northbound queued vehicles at the intersection. The intersection operates adequately for the existing conditions and traffic volumes. Timothy Avenue Timothy Avenue is a local two-lane urban roadway serving residential properties. Timothy Avenue was cut off just south of Commerce Avenue several years ago when vehicles were using Timothy Avenue as a direct cut-through roadway between CSAH 42 and TH 13. The direct access from Timothy Avenue to TH 13 no longer exists. Timothy Avenue is accessed via Boudin Street to the south or as a loop road with Natalie Road and Lois Avenue. G:\County\CSAH 42\Commerce Study\Memo -Commerce Ave Draft Study 071007.doc CSAH 42 CSAH 42 is a four-lane divided arterial roadway with access control and signalized intersections at major intersections. Design plans are underway to upgrade CSAH 42 approximately a half mile west and a half mile east of TH13 to a six-lane facility. Roadway construction is currently scheduled for year 2011. Access and Frontage Roads The upgrade of CSAH 42 will further limit access to CSAH 42. The traffic volumes at the CSAH 42 at TH 13 intersection have increased substantially in recent years as commercial properties have developed in all four quadrants. Likewise, continued. growth in adjacent communities has led to an increase in background traffic volumes through this area. In order for the CSAH 42 and TH 13 roadways to operate at intended functional classifications and appropriate safety controls, access spacing and intersection operational efficiency is important. Effective frontage roads and local street connections are important aspects to provide the. right balance between .access and mobility to each respective roadway. Commercial Property in Area All four quadrants of the CSAH 42 at TH 13 intersection have commercial development. The northwest, northeast, and southeast all have large retail development with adjacent or adjoining outlot developments. The southwest quadrant consists of smaller buildings that include commercial and office buildings. ' Residential Property The southwest quadrant is unique in that it is locked between the lake and the CSAH 42 and TH 13 roadways. The residents behind the commercial and office properties have limited mobility and are subject to access points on CSAH 42 and TH 13. The residents are concerned about roadway access, traffic routing, and any additional commercial growth in this area. ~ Minnesota Valley Electric Cooperative Sub-station The CSAH 42 project will require extensive utility relocations including impacts ' to the Minnesota Valley sub-station facility located on the south side of CSAH 42 and east of Commerce Avenue. As part of the CSAH 42 project, a 23 foot high salt protection wall is planned to protect the sub-station from winter road plowing and salt spray. If any of the frontage road alternatives are selected, Minnesota Valley Energy has expressed interest to expand their facility to the vacated Commerce Avenue section near CSAH 42. This additional property would allow ' them to reconfigure their power facility and reduce the size of the salt protection wall. In the event that they can expand their facility, they will be able to upgrade and reconfigure their power facility thereby reducing the required wall height ' from 23 feet down to 15 feet. They would also fully enclose the facility on all sides to provide a more aesthetically pleasing look. G:\County\CSAH_42\Commerce StudylMemo -Commerce Ave Draft Study 071007.doc Traffic Conditions Discussion of traffic and traffic operations analysis is provided ingreater detail in the Section 4, Evaluation of Alternatives. Existing traffic volumes can be found , in the Appendix on Figure 3. The traffic signal at CSAH 42 at Rutgers Street currently provides adequate traffic control and vehicle level of service for all movements of the intersection. G:\County\CSAH 42\Commerce Study\Memo -Commerce Ave Draft Study 071007.doc , 3. DEVELOPMENT OF ALTERNATIVES CSAH 42 Improvement Project Scott County and the City of Prior Lake jointly committed to provide improvements to access control .and frontage roads as part ofthe CSAH 42 project. Scott County purchased the five properties along CSAH 42 between Rutgers Street and Commerce Avenue from willing property owners as they became available in advance of the project. It was understood that the partial or full taking of additional properties may also be necessary to construct an appropriate frontage road connection to Rutgers Street. The remaining property from the frontage road construction would be considered for redevelopment. Open House The City of Prior Lake Public Works held an Open House on April 18, 2007 to present the proposed extension of Commerce Avenue to Rutgers Street. The project was presented at this first Open House to gather input on the impacts of a potential frontage road extension. No specific detailed alignments were presented at that time. Public comments can be found in the at the end of the Appendix. Alternatives Three different frontage road alignments were evaluated to determine the feasibility of extending Commerce Avenue to Rutgers Street. A do-nothing alternative was also evaluated to weigh against extending the frontage road. These alternatives are presented in the Appendix. Alternative A - do-nothing alternative, no frontage road connection. Alternative B -northern alignment, impact one additional property. Alternative C -middle alignment, impacts three additional properties. Alternative D -southern alignment, impacts four additional properties. G:\County\CSAH 42\Commerce Study\Memo -Commerce Ave Draft Study 071007.doc 4. EVALUATION OF ALTERNATIVES The four alternatives were evaluated to assess the following. ^ Frontage road value to the transportation network. ^ Traffic operational assessment. ^ Impacts to the residential neighborhood. ^ Economic redevelopment. ^ Potential mitigation/screeningbettyeen residential and developable property. ^ Construction cost estimate will be determined for the preferred Commerce Avenue alternative. Figure 4 shows the existing roadway sections for Commerce Avenue and Rutgers Street. Commerce Avenue is a 30 foot wide urban street section with 50 feet ofright-of--way and Rutgers Street is 28 feet with 66 feet ofright-of--way. A proposed typical roadway section was developed similarly and used as a footprint to assess impacts of each alternative as shown in Figure 5. Figures 6 through 9 show the alignment, profile, and construction limits of Alternatives A through D. Cross-sections were developed for each alternative to determine construction limits, but not included in this document: Storm water ponding necessary from the frontage road would likely be located in the vacated lot(s) south of Commerce Avenue and west of Timothy Street as shown in the alternative figures. The anticipated partial and full right-of--way acquisitions for each alternative are marked on each alternative. Economic redevelopment costs are summarized at the end this section. Alternative A Alternative A represents the do-nothing alternative with no extension of Commerce Avenue to Rutgers. In this alternative, Commerce Avenue will remain open to CSAH 42. However, with the reconstruction of CSAH 42, a median on CSAH 42 will eliminate the existing westbound to southbound left turn movement.. Access will be limited to a right- in, right-out movement. Transportation and Traffic Operations Although the Commerce Avenue access to CSAH 42 would be limited to right- in/right-out movements, the intersection is not in a desirable location for those destined to northbound TH 13. With planned improvements to CSAH 42, Commerce Avenue would be located within the limits of the eastbound CSAH 42 left turn lanes at TH 13. This is not considered to be a desirable location and weaving vehicles will be problematic. Vehicles destined to northbound TH 13 from Commerce Avenue will have to weave across three lanes of thru traffic to get to the nearest left turn lane. If this alternative is preferred, this movement should be restricted or not allowed. Vehicles destined to northbound TH 13 or westbound CSAH 42 should be required to use the signalized intersection on TH 13 at Commerce Avenue. If a right-in only access is provided, it would be similar to the other quadrants of the CSAH 42 at TH 13 intersection. However, dissimilar G:\County\CSAH_42\Commerce Study\Memo -Commerce Ave Dra$ Study 071007.doc to the other quadrants, there are limited exit locations for the southwest quadrant. There are a finite number of vehicles using Commerce Avenue. A shift in traffic route .does not appear to impose significant degradation of traffic operations at any access point or cause undue travel routes. Impacts to Neighborhood Alternative A provides the least intrusive impact relative to the adjacent residential neighborhood versus the frontage road options. In this alternative, there would be no frontage road traffic impacts. However, the property could be redeveloped (either short or long term) with access to the site from Rutgers Street and/or Commerce Avenue. In such case, the new driveways would not be in a desirable location along Rutgers Avenue and/or Commerce Avenue with respect to its proximity and operations of CSAH 42. Redevelopment of these properties in this alternative may impact the neighborhood more that the existing conditions depending on the type of redevelopment and driveway access. Economic Redevelopment There are limited land use options for the five acquired parcels in Alternative A in this alternative. After reconstruction of CSAH 42, the five parcels would yield approximately 1.6 acres minus any setback requirements and access to the property. The property could be used as a public-use property for recreation or used as open space. This option, however, does not recover the dollaxs spent on acquiring the property for the CSAH 42 project. Conversely, this option does not require the expenditure to build the frontage road and potential additional parcels. The ~I' parcels could provide limited redeveloped with access to this property from either Rutgers Street and/or Commerce Avenue. Driveway access and setback ' requirements to this site will further limit redevelopment options. This option would yield driveway access points in an undesirable location relative to CSAH 42. ' Long-term planning for the southwest quadrant of CSAH 42/TH 13 should be considered in the decision of frontage road alternatives and whether the alignment meets long term plans. Alternative A Summary The City of Prior Lake needs to assess the long range planning in this area. The do-nothing alternative may provide the short-term time to plan for future long- term redevelopment of the southwest quadrant of CSAH 42 at TH 13. G:\County\CSAH_42\Commerce Study\Memo -Commerce Ave Draft Study 071007.doc 1 Alternative B Alternative B is a northerly frontage road connection primarily in the newly acquired parcels adjacent to CSAH 42. This alignment would require full property acquisition of the property nearest the existing Commerce Avenue and easement acquisition of the property nearest Rutgers Street. Transportation and Traffic Operations With Alternative B, the existing access to Commerce Avenue from CSAH 42 would be eliminated. Anticipated 2007 traffic volumes for the frontage road extension are in the range of 180 vehicles in the p.m. peak hour. and 1600 vehicles per day as shown in the traffic volume graphic in Figure 3. This volume does not include any addition traffic related to redevelopment of acquired properties. Because of the neighborhood roadway network, it is anticipated that these traffic volumes will be primarily related to the commercial properties along Commerce Avenue with very little related to through traffic or future background traffic growth. It is expected that traffic operations of the CSAH 42 at Rutgers intersection will continue to operate. in the acceptable range. Detailed traffic operations analysis is further discussed in subsequent sections. Although this alternative does achieve a frontage road connection and closes the existing Commerce Avenue access at CSAH 42, the access spacing at Rutgers Street to CSAH 42 is approximately 100 feet. This is not desirable spacing to provide storage at the signalized: intersection and efficient movement of turning vehicles between the two intersections. Overall this will have a negative impact on the operations and safety of the CSAH 42 at Rutgers Street intersection as well as Commerce Avenue. For this reason alone, Alternative B is not recommended. Impacts to Neighborhood ' Alternative B provides the least intrusive impact of the frontage. road construction alternatives relative to the adjacent residential neighborhood. Although there is limited available area to develop the remaining properties, access to redevelopment sites would be from the frontage road. Similarly, commercial and businesses along the existing Commerce Avenue will utilize the new frontage to access CSAH 42 at Rutgers Street. Adjacent residential property owners are likely to hear and see additional traffic along the newly constructed frontage road. A berm, privacy fence, or landscaping along the south side of the frontage road between Rutgers Street and Commerce Avenue could be constructed to provide a buffer between the residents and any development north of the frontage road. Economic Redevelopment There are limited land use options for the five acquired parcels in Alternative B. After reconstruction of CSAH 42 and construction of a frontage road, the five parcels would yield approximately 1.3 acres minus any setback requirements and. access to the property. G:\County\CSAH 42\Commerce Study\Memo -Commerce Ave Draft Study 071007.doc Development options would be very limited in this long, narrow property. Average depth of the property is less than .100' between right-of--way lines between CSAH 42 and Commerce Avenue. Driveway access and setback requirements to this site will further limit development options. ' The property could be used as a public-use property for recreation or used as open space. This option, however, does not recover the dollars spent on acquiring the property for the CSAH 42 project. If left as a public-use property, it would be I undesirable as it is set between a busy arterial roadway and a frontage road used primarily by commercial and business property users. Long-term planning for the southwest quadrant of CSAH 42/TH 13 should be considered in the decision of the Alternative B alignment in meeting long term goals. Because of the limitation of redevelopment and access concerns, Alternative B may not suit long term planning for the area. Alternative B Summary Alternative B is not recommended. It will not provide adequate traffic operations as a frontage road with its proximity to CSAH 42 and the remaining property will not provide redevelopment opportunities. Alternative C Alternative C provides a frontage road that achieves greater intersection separation along Rutgers Street and developable property between the Commerce Avenue frontage road and CSAH 42 than Alternative B. This alignment would require three additional full property acquisitions and a fourth potential acquisition as shown in the figure. The remaining property is approximately 2.3 acres. Transportation and Traffic Operations With Alternative C, the existing access to Commerce Avenue from CSAH 42 would be eliminated.. Anticipated 2007 traffic volumes for the frontage road ' extension are in the range of 180 vehicles in the p.m. peak hour and 1600 vehicles per day. This volume does not include any addition traffic related to redevelopment of acquired properties. Because of the neighborhood roadway network, it is anticipated that these traffic volumes will be primarily related to the commercial properties along Commerce Avenue with very little related to through traffic or future background traffic growth. It is expected that traffic operations of the CSAH 42 at Rutgers intersection will continue to operate in the acceptable range. Detailed traffic operations analysis is further discussed in subsequent sections. This .alternative provides approximately 200 feet of usable vehicle storage on Rutgers Street south of the signalized ' intersection at CSAH 42. Traffic operations analysis indicates. this will be adequate storage and will not block access into or out of Commerce Avenue. ' G:\County\CSAH_42\Commerce Study\Memo -Commerce Ave Draft Study 071007.doc This option does achieve a frontage road connection and closes the existing Commerce Avenue access at CSAH 42. Any new development north of the frontage road would access its property via the frontage road. Impacts to Neighborhood Alternative C impacts the neighborhood in that it requires 3-4 additional property acquisitions. Access to redevelopment sites would be from the frontage road. Similarly, commercial and businesses along the existing Commerce Avenue will utilize the new frontage to access CSAH 42 at Rutgers Street. Adjacent residential property owners are likely to hear and see additional traffic along the newly constructed frontage road. Alternative C will also impact 3-4 houses on the west side of Rutgers Street immediately south of CSAH 42. A berm, privacy fence, or landscaping along the south side of the frontage road between Rutgers Street and Commerce Avenue could be constructed to provide a buffer between the residents and any development north of the frontage road. Likewise, mitigation could be provided along the east side of Rutgers Street. Economic Redevelopment After reconstruction of CSAH 42 and construction of a frontage road, the developable property would yield approximately 2.3 acres minus any setback requirements and access to the property. This would provide parcels for development consistent with other properties along Commerce Avenue to the east. Long-term planning for the southwest quadrant of CSAH 42/TH 13 should be considered in the decision of the Alternative C alignment in meeting long term goals. Alternative C Summary Alternative C will achieve objectives of a frontage road. It will provide closure of the existing Commerce Avenue intersection at CSAH 42 and greater access control on Rutgers Street at both the CSAH 42 intersection and the Commerce Avenue intersection. It provides a more suitable size for redevelopment of property north of the frontage road similar to other existing commercial and office properties along Commerce Avenue. Again, the City of Prior Lake needs to assess the long range planning in this area. Alternative D Alternative D provides a frontage road that achieves greater intersection separation along Rutgers Street and developable property between the Commerce Avenue frontage road and CSAH 42. This alignment would require four additional full property acquisitions and a fifth partial of full acquisition as shown in the figure. The remaining property is approximately 3.0 acres. Transportation and Traffic Operations With Alternative D, the existing access to Commerce Avenue from CSAH 42 . would be eliminated. Anticipated 2007 traffic volumes for the frontage road G:\County\CSAH 42\Commerce Study\Memo -Commerce Ave Draft Study 071007.doc ' extension are in the range of 180 vehicles in the p.m. peak hour and 1600 vehicles per day. This volume does not include any addition traffic related to ' redevelopment of acquired properties. Because of the neighborhood roadway network, it is anticipated that these traffic volumes will be primarily related to the commercial properties along Commerce Avenue with very little related to through traffic or future background traffic growth. It is expected that traffic operations of the CSAH 42 at Rutgers intersection will continue to operate in the acceptable range. Detailed traffic operations analysis is further discussed in subsequent sections. This alternative provides approximately 300 feet of usable vehicle storage on Rutgers Street south of the signalized intersection at CSAH 42. It also provides for appropriate turn lane tapers on Rutgers Street south of the signalized intersection. Traffic operations analysis ^ indicates this will be adequate storage and will not block access into or out of ^ Commerce Avenue. This option does achieve a frontage road connection and closes the existing Commerce Avenue access at CSAH 42. Any new development north of the frontage road would access its property vla the frontage road. Impacts to Neighborhood Alternative D impacts the neighborhood in that it requires 4-5 additional property acquisitions. Access to redevelopment sites would be from the frontage road. ' Similarly, commercial and businesses along the existing Commerce Avenue will utilize the new frontage to access CSAH 42 at Rutgers Street. Adjacent residential property owners are likely to hear and see additional traffic along the ', ,, newly constructed frontage road. Alternative. D provides the most redevelopment acreage and extents furthest south. This will also. impact 4-5 houses on the west ' side of Rutgers Street immediately south of CSAH 42. A berm, privacy fence, or landscaping along the south side of the frontage road between Rutgers Street and Commerce Avenue could be constructed to provide a buffer between the residents ' and any development north of the frontage road. Likewise, mitigation could be provided along the east side of Rutgers Street. Economic Redevelopment After reconstruction of CSAH 42 and construction of a frontage road, the developable property would yield approximately 3.0 acres minus any setback requirements and access to the property. This would provide parcels for development consistent with other properties along Commerce Avenue to the east. Long-term planning for the southwest quadrant of CSAH 42/TH 13 should be considered in the decision of the Alternative D alignment in meeting long term goals G:\County\CSAH 42\Commerce Study\Memo -Commerce Ave Draft Study 071007.doc Alternative D Summary Alternative D will achieve objectives of a frontage road. It will provide closure of the existing Commerce Avenue intersection at CSAH 42. Alternative D provides for the best access control on Rutgers Street of the alternatives analyzed at both the CSAH 42 intersection and the Commerce Avenue intersection. It provides the largest area for redevelopment of property north of the frontage road similar to other existing commercial and office properties along Commerce Avenue. Again, the City of Prior Lake needs to assess the long range planning in this area. Traffic Operations Analysis Traffic operations analysis was performed to assess the proposed frontage road connection and impacts at the signalized intersection at CSAH 42 and Rutgers Street. Currently the intersection of Commerce Avenue at CSAH 42 is a limited access intersection. The northbound to westbound movement is not allowed. The extension of Commerce Avenue to Rutgers Avenue will provide full access to CSAH 42 for the commercial and business properties along Commerce Avenue. Currently, Commerce Avenue is a frontage road providing access to an estimated 60,000 square feet of commercial and business floor space. Traffic Counts Directional traffic counts were collected for the AM and PM peak periods along Commerce Avenue just south of CSAH 42. Intersection turn movement counts were also obtained at the CSAH 42 at Rutgers Street intersection to estimate existing and future intersection operations and vehicle queue lengths. Traffic Forecast Traffic forecasts were developed for the year 2007 and peak hour turning movements were estimated for Rutgers Avenue at CSAH 42. The forecast volumes were estimated using the existing turning movements and the 2005 MSA Daily Traffic. Volumes. The existing traffic using the intersection of Commerce Avenue at CSAH 42 was moved to the intersection of CSAH 42 at Rutgers Street. Additional traffic'was added to the Commerce Avenue frontage road since full access movements are provided at the CSAH 42 at Rutgers Street intersection. The volume forecasted for the extended segment of Commerce Avenue is estimated at 180 vph in the peak hour and 1600 vehicles per day. Operations A traffic operations analysis was performed to obtain level of service and queue values for the intersection of CSAH 42 at Rutgers Street. The existing and forecast traffic volumes were analyzed for the intersection. The delay, LOS, and 95th percentile queue was reported for each approach for the AM and PM peak hours and shown in Tables 1 and 2. Two lane configurations were analyzed for the northbound approach of Rutgers Avenue at CSAH 42. Alternative 1 in the tables is for a single northbound approach lane and Alternative 2 was analyzed for G:\County\CSAH 42\Commerce Study\Memo -Commerce Ave Draft Study 071007.doc two northbound approach lanes. The operations analysis does not include any new traffic from redevelopment or new development along Commerce Avenue. Table 1. AM Peak Hour Intersection Level of Service Summary commerce Avenue txtens~on, Kutgers Avenue at CSAH 42 Alternative 1 ~;~ql~ er- ativ ppro c ~ EXIStIng COUntS ': Single Lane NB Approach NB L'~eft Thru, Rig t~ n I~, _ s'~4~ ~ ~ _ r,~_a r ~ Delay ~ Queue , Delay ~ ~ Queue Delay. Q ~ LOS 41- :LOS r s .~. 'I:OS ~. '~SeclVeh, 'Feet :~_ ~SeclVeh . _ `Feet':; SeclVeh' . Fe_e Southbound 3 A 21 9 A 22 9 A 22 estbound 12 B 113 ~ 12 B 113 12~ B 113 _ ~ '~~ Northbound 8 A 15 9.. A ~ ~~ .9„ x.;~ A 29 ,~~ ~;- ._ ~,~ .. Eastbound 14 B 122 14 B 122 14 B ~ 122 Table 2. PM Peak Hour Intersection Level of Service Summary Commerce Avenue Extpncinn_ Rntnprs wr~nun ~t [_CAI-1 d9 Ap roach.: ~_ ~~ - Existing Counts .~ ;;Alternative 1 ~ Single Lane;N6 App"roach ; ~~','A ,~ NB Left~T er awe 2 hru, RrghttLanes ~ ~ s ~ , r';~ Delay ,~ >. rSeclVeh" .LOS -;Queue': ~ ~` Feed.' Delay ~" Sec%Veh LOS 'Queue' ~:_ Feetf.~~ "•'Delay • ~~• Sec/Veh. Que+e~ LOS -Fee Southbound 17 A 117 17 B 117 17 B 117 • ~ _ . ,~ z`~' estbound 14 A 191 15 B 191 15 B 191 • ~p ^ Northbound 12 B 16 13 B 47 13 B 39 j , Eastbound 14 B 226 15 B 226 15 B 226 Traffic Operations Findings The operations analysis yields acceptable levels of services for all movements at the intersection in the AM and PM peak hours for existing and future conditions. ' There is negligible difference in the delay or queue .with the additional lane of approach for the northbound traffic. It is noted that these traffic volumes do not include any new traffic from redevelopment or new development along Commerce Avenue. If similar development to the existing commercial and business properties along Commerce Avenue are constructed north of Commerce Avenue, it is expected that traffic LOS will remain at an acceptable level. However, the queue lengths are expected to be slightly longer. Frontage Road Alternatives B would not provide adequate separation to CSAH 42. Alternatives C and D would provide adequate separation between the two intersections, with ' Alternative D providing the best traffic operations between the two intersections. ' G:\County\CSAH 42\Commerce StudyWlemo -Commerce Ave Draft Study 071007.doc ~ 5. FINDINGS AND RECOMMENDATIONS It is concluded from the assessment of the four alternatives that the City of Prior Lake needs to establish the long range plan for the southwest quadrant of CSAH 42 at TH 13 before it can proceed with any of the frontage road alternatives. Once that is determined, the most appropriate use. of the five recently acquired properties and other needed properties can be planned. Alternative A is not a viable long range alternative. It does not provide desired access closure of Commerce Avenue at its existing location. If Alternative A is selected as a long range solution, it would not make use of the property acquired for the CSAH 42 project. However, it is viable alternative if the City desires to construct a frontage road but needs to further determine the long range plan for the southwest quadrant that will provide the most appropriate redevelopment plan while addressing neighborhood impact concerns. Alternative B is not recommended based on inadequate traffic operations and use of property acquisitions. Alternative C and D and similar and are both considered viable. alternatives. The City of Prior Lake needs to determine its redevelopment strategy for the area. Alternative D provides the best alternative from a traffic operations perspective while providing for the largest redevelopment area. The following table shows the economic redevelopment costs for Alternatives A, C, and D. Initial property acquisition for the five parcels along CSAH 42 was $1.2M. It is estimated that additional property acquisition will be at $250K per parcel. The City's share is estimated. at 50% based on prior commitments with Scott County. Lot resale is assumed to be split equally with Scott County. Land City Frontage Lot Total Acquisition Share Road Resale City Cost Cost Cost Alt. A $1,200,000 $600,000 $0 $0 $600,000 Alt. C $1,950,000 $975,000 $450,000 $350,000 $1,250,000 residential Alt. C $1,950,000 $975,000 $450,000 $801,500 $1,024,250 commercial Alt. D $2,325,000 $1,162,500 $450,000 $1,050,000 $1,087,500 commercial It is noted that the five parcels purchased along CSAH 42 are zoned as residential. Rezoning of these parcels will require an amendment to the City of Prior Lake Comprehensive Plan. G:\County\CSAH_42\Commerce Study\Memo -Commerce Ave Draft Study 071007.doc Appendix G:\CountylCSAH 42\Commerce Study\Memo -Commerce Ave Draft Study 071007.doc ~~PRjo~ ~/ a;_,;"• -."_ : ~, 4646 Dakota Street S.E. U ..;~- ~ x Prior Lake, MN 55372-1714 ~~MVES~TA RESOLUTION 07-132 A RESOLUTION ACCEPTING THE COMMERCE AVENUE FEASIBLITY STUDY Motion By: Hedberg Second By: Millar WHEREAS, The CR 42 Improvements between Greenway Avenue and Quebec Avenue are needed to address safety and capacity issues resulting from growth; and WHEREAS, Prior to proceeding with the final corridor design it is necessary that the City compete a frontage road study between Rutgers Street and Commerce Avenue; and WHEREAS, The City has completed a feasibility study and evaluated alternatives for the extension. of Commerce Avenue; and WHEREAS, The City believes that the no-build alternative "A" provides the best long flexibility for the City regarding potential redevelopment and addresses the neighborhoods concerns at this time. NOW THEREFORE, BE 1T -HEREBY RESOLVED BY THE CITY COUNCIL OF PRIOR LAKE, MINNESOTA as follows: 1. The recitals set forth above are incorporated herein. 2. City Staff is directed to notify the County of the City Councils decision. PASSED AND ADOPTED THIS 16T" DAY OF JULY 2007. YES NO Hau en X Hau en Erickson Erickson X Hedber X Hedber LeMair Recused LeMair Recused Millar X Millar ~ _ Frank Boyles, Ci ~: an , ger R:\GouncillAgenda Reports12007\07 76 07\Commerce resolu4ion.doc www.cityofpriorlake.com Phone 952.447.9800 /Fax 952.447.4245