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Home My WebLink About9A Mushtown, Maple, Panama Feasibility Report O� P ��1P � � � V trl �jNNESO�� j � �� ;� a��, � .��,� �"�"� �f�� : , �� `�� . .,` �� "�� x:-. e �� PRELIMINARY REPORT FOR THE CITY OF PRIOR LAKE MAPLE LANE, MUSHTOWN ROAD, PANAMA AVENUE 2014 PUBLIC IMPROVEMENT PROJECT UTILITY IMPROVEMENTS, GRADING, CONCRETE CURB & GUTTER, BITUMINOUS PAVING AND APPURTENANT WORK November 2013 PRELIMINARY REPORT FOR THE CITY OF PRIOR LAKE MAPLE LANE, MUSHTOWN ROAD, PANAMA AVENUE 2014 PUBLIC IMPROVEMENT PROJECT INCLUDING UTILITY IMPROVEMENTS, GRADING, CONCRETE CURB & GUTTER, BITUMINOUS PAVING AND APPURTENANT WORK � NOVEMBER 2013 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. -------., ""'.---�__. �� 1 3 Seng Thongvanh, P.E. Date Reg. No. 44666 G:\Recon_Projects\14-011 Mushtown\Feasibility Report�2014 Feasibility Report Mushtown.doc Page 2 INTRODUCTION On September 9, 2013, the Prior Lake City Council adopted Resolution 13-126, which ordered the preparation of a Feasibility Report for improvements to the project area listed below: Maple Lane, Mushtown Road, and Panama Avenue, located within the Northwest quarter of Section 11, Township 114 North, Range 22 West, and Southwest quarter of Section 2, Township 114 North, Range 22 West, Scott County, Minnesota. SCOPE This report evaluates the feasibility of reconstructing the streets and the installation of utilities in the project area. All existing infrastructure elements (streets, sanitary sewer, watermain, etc.) were evaluated, improvements recommended, cost estimates of the proposed improvements prepared and funding strategies developed in this report. BACKGROUND The properties located on Maple Lane, Mushtown Road, and Panama Avenue were annexed into the City of Prior Lake in 2004 as part of the Orderly Annexation Agreement. One property that is proposed to be included with this improvement project located at 17325 Panama Avenue was annexed into the City in 2012 as part of the 8.3 annexation area. The proposed project area is shown on Exhibit 1. Maple Lane and Mushtown Road have failing bituminous surface and , bituminous curb. The existing road widths on Maple Lane is 26 feet and 29 feet on Mushtown Road. Bituminous paving likely took place in late 1950's or early 1960's, when the properties within the area were platted. Maple Lane and Mushtown Road no longer meets minimum design standards and it is not cost effective to continue to patch the street. Soil borings performed on Maple Lane showed 2 inches of existing bituminous with 4 inches of aggregate base and underlain by mostly silty sand. Mushtown Road contained 5 to 6 inches of existing bituminous with no aggregate base and underlain with clayey and silty sand. Aggregate base was encountered at the intersection of Mushtown Road and Pondview Trail, most likely from the previously road improvements. Existing Pavement on Maple Lane G:\Recon_Projects\14-011 Mushtown\Feasibiliry Report�2014 Feasibility Report Mushtown.doc Page 3 There is currently no sanitary sewer system for Maple Lane, Mushtown Road, and Panama Avenue. Properties located on Maple Lane, Mushtown Road, and Panama Avenue are all serviced by septic systems. Numerous systems within the project area have failed compliance inspections. It is especially important to note that eight of the eleven properties on Panama Avenue have failed compliance inspections or contain cesspools. All properties located along Crystal Lake have either failed compliance inspections or the septic system is considered to be a cesspool. The County deems cesspools as either failed or failing systems. There is currently no watermain system for Maple Lane, Mushtown Road, and Panama Avenue. All the properties located in the project area are currently serviced through individual wells. There is currently no storm sewer system within the project area. Existing storm sewer systems currently existing at the intersections of Panama Avenue and Village Lake Drive, Mushtown Road and Village Lake Drive, and at Mushtown Road and Pondview Trail. Stormwater is conveyed through culverts and overland to ditches, wetlands, and ponds located within the neighborhood and adjacent to the project area. PROPOSED IMPROVEMENTS ' Roadwav Proposed roadway improvements for Maple Lane and Mushtown Road include storm sewer, concrete curb and gutter, driveway restoration, and bituminous surfacing. Panama Avenue is a County Road and proposed impacts to the roadway will be minimized. In general, street widths in past reconstruction projects were replaced in kind or to City standard width. Due to the rising cost of construction and maintenance, the City is proposing to construct Maple Lane to a width of 28 feet. The proposed width would be narrower than the City's standard residential street width of 32 feet but will be 1 foot wider than the existing width. The benefits of the narrower street width from the City standard include additional green space or front yard, reduction in impervious area, reduction of assessments to benefiting properties, and reduction of natural resources required for construction of the roadway. Even though the City standard street width is 32 feet, numerous roadways within the City limits are less than 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 within a new residential development, environmental sensitivity necessitated their approval. Due to the narrower width, 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 the area. For low volume roadways, typically this would not be an issue. As demonstrated at the Traffic Safety Committee meeting on October 2, 2008, emergency vehicle travel is not prohibited by a 28 foot wide street. If a neighborhood agrees that one side of the roadway should be signed "No Parking", the neighborhood can petition the City for this signage. G:\Recon_Projects\14-011 Mushtown\Feasibility Report�2014 Feasibility Report Mushtown.doc Page 4 tI` - .� , .. Typical 28' tia�ide street with parking on both sides >T:�� Mushtown Road is designated as a Major Collector in the City's Comprehensive Plan. Major Collector Roadways contain one or two lanes of traffic in each direction whose function is to serve long trips within the City and to provide access to and from collector streets and to and from minor and major arterials. Direct access to major collectors will be more controlled than access to lower level streets. Major Collectors are typically built to a width of 36'-44'. This roadway is an entry point to Prior Lake from Spring Lake Township and has an average daily traffic count of 400-500 vehicles. This roadway also provides access to Thomas Ryan and Ponds Park. The width of Mushtown Road in this area is 29 feet. The width of the improved section of Mushtown Road south of Pondview Trail is 31'. While this is a major collector in the Comprehensive Plan, Staff recommends a width of 32' installation of concrete walk on the east side of the street. This recommendation is based on the following: • Average daily traffic count of 400-500 is lower than a typical major collector street (4000 ADT). • Current width of improved sections of Mushtown Road is 31 feet • Limited right of way width • Property impacts • Speed control During the summer, traffic counts increase due to activities at Thomas Ryan and Ponds Park. Property owners have communicated to the City that speeds of drivers using Mushtown Road have been higher than the posted 30 mph. The City performed a speed study in Apri12013 which shows that the 85% speed for the north and southbound lanes are 38.88 MPH and 34.54 MPH, respectively. The widening and pavement improvements to Mushtown Road could increase speeds in this stretch of Mushtown Road. The following traffic control options were reviewed: 13umpout Example _ F � �� LL S � I � Y1e eS �� eYm F �� - . a*'Sz� ....p .. `^fir� . . �. k'3�` � "� �,,. � . , ,:.�:.. . G:\Recon_Projects\14-011 Mushtown\Feasibility Report�2014 Feasibility Report Mushtown.doc Page 5 �� e�� Dyrrarnic S�eed Sigrr Example Texlured Pavemerrt Example SPEED .� LIMIT r ,, Y4UR SPEED .. : _r�, ._ �:,. ;, . ��.�.�� Chevrorr or Pavement Markings Exanaple G:\Recon_Projects\14-011 Mushtown\Feasibility Report�2014 Feasibility Report Mushtown.doc Page 6 , , � :.. .., _ � �. _ _ , _ -.w � �� ' �� , ' °} r � � � �� ,� � �°�� r �� ` �- � �� ;� �� p �.��.� � Speed Table Exarraple �, �"� � � � � ��'�r�' �� It is recommended that dynamic speed signs be included in the project. Textured pavement or chevrons could be built into the roadway at a later date if speeding continues to be an issue. The standard city street section includes: 2 feet of granular borrow, 6 inches of Class 5 aggregate base, 2.5 inches of bituminous base course, and 1.5 inches of bituminous wear course. Sub- cutting the roadway and placement of the granular borrow enlarges the scope of the street reconstruction and increases the cost of the project. Due to rising costs and to provide a cost savings the City's Geotechnical Engineer has provided alternative street sections in lieu of the standard section. The proposed street section for Maple Lane includes: 18 inches of granular borrow 6 inches of Class 5 aggregate base, 2.5 inches of bituminous base course, and 1.5 inches of bituminous wear course. The proposed street section for Mushtown Road includes: geotextile fabric, 18 inches of granular borrow, 8 inches of Class 5 aggregate, 2.5 inches of bituminous base course, and 1.5 inches of bituminous wear course. Maple Lane is proposed to be a 7-ton design and Mushtown Road is proposed to be a 9-ton design, due to its major collector street designation. The proposed street sections as proposed meet design standards while providing a cost savings by using less granular material and removal of inplace soils. The street section for Mushtown Road includes 6 inches of additional granular material in order to meet the 9-ton design. This additional costs will be paid for out of the Street Oversize Fund. I The existing right-of-way is 66 feet and 50 feet wide on Mushtown Road and Maple Lane, respectively. The existing County right-of-way on Panama Avenue varies at different points along the roadway segment. The Right-of-entry agreements will be necessary for driveway and yard restoration due to the topography of the area. 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 $50,000 over the 40 year service life for the .34 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. G:\Recon_Projects\14-011 Mushtown\Feasibility Report�2014 Feasibility Report Mushtown.doc Page 7 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 for a 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. Easement Acpuisition Panama Avenue is a County Road that was milled and overlaid in 2010. A recent meeting with Scott County staff was held to evaluate the project area and discuss impacts to the County Road. Due to the recent improvements on Panama Avenue, the County has requested that we avoid work within the roadway and minimize impacts adjacent to the roadway. Due to the narrow right-of-way corridor and in order to install the necessary utilities to serve the properties on the south end of the project located on Panama Avenue, utility easements will need to be obtained on the east side of Panama Avenue. The west side of Panama was evaluated but deemed not feasible due to the proximity of Crystal Lake to the roadway. In order to install both sanitary sewer and watermain, the additional easement would need to be 30 feet wide from the existing property lines as shown on Exhibit 3. The easement is necessary to install utilities using open cut method of installation. Use of trenchless technology was evaluated to minimize impacts to adjacent roadway and properties and avoid easement acquisition. Due to the required minimal slope of installation for the sanitary sewer, trenchless installation would not be feasible. The estimated cost for the required easement is $175,000 and would be funded through the utilities portion of the assessments. Sanitarv Sewer Proposed sanitary sewer improvements are shown on Exhibit 4. Currently there is no sanitary sewer within the project area and new 8-inch PVC pipe will be installed to provide sanitary service. New manholes will be installed according to the guidelines outlined in the Public Works Design Manual. New 4 inch sanitary sewer services will be placed from the main to the property line. It will be the sole responsibility of the property owners to connect sewer service from the property line to each individual home. In order to provide sanitary sewer service to properties located on Panama Avenue, sanitary sewer pipe will need to be installed outside of the paved roadway section. The sanitary sewer will be located within the proposed easement acquisition area. New sanitary sewer services for the properties on the project will be installed at the optimal location for connection into the homes. This will require additional survey and field verifications of the existing septic systems. Watermain Proposed watermain improvements are shown on Exhibit 5. New 8-inch ductile iron pipe will be installed on Maple Lane, Mushtown Road, and Panama Avenue. The watermain connections G:\Recon_Projects\14-011 Mushtown\Feasibility Report�2014 Feasibility Report Mushtown.dx Page 8 will be made at the existing stubs located at the intersections of Village Lake Drive and Mushtown and Panama Avenue. Watermain connection will also take place at the intersection of Mushtown Road and Pondview Trail to provide looping. Water service connections will be placed from the main to the property line and new curb boxes will be installed. New hydrants and gate valves will be installed in accordance with the spacing guidelines outlined in the Public Works Design Manual. It will be the sole responsibility of the property owners to connect water service from the property line to each individual home. As previously discussed in the Easement Acquisition and Sanitary Sewer sections, the watermain on Panama Avenue will need to be installed within the proposed acquired easement. Storm Sewer Proposed storm sewer improvements are shown on Exhibit 6. The storm sewer system improvements will consist of adding a storm sewer collection system designed to capture the 10- year event. The project area currently does not have a collection system but relies on surface drainage to ditches and storm systems outside the project area. The existing regional storm water pond located north of Village Lake Drive will be utilized to meet storm water needs. The pond would provide rate and volume control as well as meet water quality standards. Since the existing pond may not contain additional capacity, it is proposed the pond be excavated to provide additional storage capacity. Funding for the stormwater pond improvements would come from assessments as well as the stormwater quality fund. Since no road work will take place on Panama Avenue, disturbed areas due to utility installation , will be restored to in kind conditions and no storm sewer is proposed. 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. Drivewav 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 G:\Recon_Projects\14-011 Mushtown\Feasibility Report�2014 Feasibility Report Mushtown.doc Page 9 construction based on the calculation and letter from the City's Engineering Department. In 2013, the City revised the program in order to streamline the process. Private driveway bid items were still included in the project bids but estimates and payments for the private driveway was between the property owner and contractor. The City was not involved in the transaction except for auditing of the contractor's quotes when requested by the property owner. This program in the revised form is proposed to be continued for the 2014 Improvement Projects. Street Li�hting Street lighting is proposed to be installed within the project area on Maple Lane and Mushtown Road. A total of seven lights will be furnished and installed by MVEC at an estimated cost of $10,000. Since Mushtown Road is a collector street, shoe box style lights will be installed. Street signage will also be replaced with this project. The street lighting and new signage will be an assessable component of the project. Typical streei light Fundin� As a first time utility improvement it is proposed that the benefiting property owners will be assessed 100% for all cost associated with the installation of sanitary sewer and watermain. It is also proposed that property owners benefitting from street improvements located on Mushtown Road and Maple Lane be assessed 40% of street and storm sewer construction. The property tax levy will be used to finance the City's portion of the street reconstruction costs including all costs associated with the construction of trunk storm sewer. The Driveway Reconstruction Program will be entirely funded by private households participating in the program. Proiect Desi�n The design of the project will utilize existing City staff. City staff is proposed to design two projects for construction in 2014. In addition to this project, staff will also design the Maplewood Street project. It is anticipated that bid openings for these projects take place in March 2014. If a more aggressive timeline for bidding is desired, consultant assistance will be required. G:\Recon_Projects\14-011 Mushtown\Feasibility Report�2014 Feasibility Report Mushtown.doc Page 10 FEASIBILITY From an engineering standpoint, this project is feasible, and can be accomplished as proposed. ESTIMATED COST The following costs were prepared based upon an Engineer's Estimate (Exhibit 7) and are subject to change, depending on the final design of the project, required easements and/or right of way, soil conditions, bids received, and actual work performed. ITEM COST StreedStorm Sewer* $ 789,810.00 Watermain $ 251,374.00 Sanitary Sewer $ 278,338.00 Easement Acquisition* * $ 175,000.00 City's Indirect Costs*** $ 246,224.00 TOTAL PROJECT COST $ 1,740,746.00 *Includes Street Lights **Cost for utility easement ***City's Indirect Costs includes the following: Engineering Administration Financing 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: Maple Lane, Mushtown Road, and Panama Avenue Specific property descriptions included in the above-described area, but not inclusive, are as follows: 1Vlaple Acres O'Rourke Addition Parts of S 11, T 114, R 22 Parts of S 2, T 114, R 22 The improvement cost 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. The following shows the assessment distribution for the project area. See Exhibit 8 for the preliminary assessment roll. In general, the lot layout within the project area is inefficient as Mushtown contains properties fronting on only one side. This lowers the number of assessable units for the street and storm sewer improvements. G:\Recon_Projects\14-011 Mushtown\Feasibility Report�2014 Feasibility Report Mushtown.doc Page 11 A portion of commercial property abuts the proposed project area. A number of assessment units were assigned accordingly. Other properties located along the west side of Mushtown were deemed unassessable due to wetlands. Total Assessable Street & Storm Sewer Project Costs $ 728,834.00 Project Levy (60%) $ 437,300.00 Project Assessment (40%) $ 291,534.00 Assessment — Unit Method Assessable Units Street/Storm 26 Units Estimated Unit Assessment $11,213/Unit Assessment — Unit Method Assessable Units Utilities 38 Units Estimated Unit Assessment Sanitary $12,594/iJnit Estimated Unit Assessment Watermain $11,768/Unit Estimated Utility Unit Assessment $24,362/Unit Estimated Unit Assessment Street & Utilities $35,575/iJnit Along with the project costs, property owners will also have to pay connection charges when the services are connected to the City's system. The charges are shown on the following table and will add approximately $5,745 to the overall cost of the project to each property owner. The connection charges will not be included in the assessment but will be due upon utility service connections. Connection Charges: Met Council SAC $2,435 City SAC $600 City WAC $900 Water Meter $750 Water Tower Fee $1,000 Sewer/Water Inspection $60 Total $ 5,745.00 G:\Recon_Projects\14-011 Mushtown\Feasibility Report�2014 Feasibility Report Mushtown.doc Page 12 The cost estimate and funding sources for the project are summarized in the following table: ITEM COST ASSESSMENT TAX LEVY STREET WATER ESTIMATE OVERSIZE QUALITY FUND FUND Street/Storm Sewer $814,986.00 $291,534.00 $437,300.00 $56,152.00 $30,000.00 Watermain $447,177.00 $447,177.00 Sanitary Sewer $478,583.00 $478,583.00 TOTAL $1,740,746.00 $1,217,294.00 $437,300.00 $56,152.00 $30,000.00 The total estimated project cost is $1,740,746.00 with an estimated assessment amount of $1,217,294.00. The street oversizing cost is estimated at $56,152.00 and will be paid through the Street Oversize Fund. The pond excavation cost is estimated at $30,000.00 and will be paid through the Water Quality Fund. SEPTIC SYSTEM CREDIT Included in the Orderly Annexation Agreement is a schedule outlining septic system credits. The agreement outlines credit amounts for septic systems that are less than 20 years of age. The amount of the credit is based upon age and compliancy of the system. The City will reduce the project assessment for any properties with septic systems that meet the requirements outlined in the orderly annexation agreement. Funds for this credit would come from the project levy. It should be noted that the majority of the properties in the project area contain septic systems that are over 20 years old. PROJECT SCHEDULE The following project schedule outlines an approach to complete the assessable project in 2014: ACTIVITY DATE Accept Feasibility Study/Call for Public Hearing Nov. 12, 2013 Hold Informational Meeting Nov. 21, 2013 Conduct Public Hearing�Accept Project/Order Plans and Specifications Dec. 9, 2013 Hold Second Informational Meeting January 2014 Approve Plans and Specifications/Order Advertisements for Bids February 2014 Open Bids/Authorize Amount to be Assessed/Schedule Assessment Hearing March 2014 G:\Recon_Projects\14-011 Mushtown\Feasibility Report�2014 Feasibility Report Mushtown.doc Page 13 Conduct Assessment Hearing/Adopt Assessment Roll/Accept Bids/Award Contract Apri12014 Begin Construction May 2014 Complete Base Course of Bituminous Pavement October 2014 Complete Final Course of Bituminous Pavement June 2015 CONCLUSION The proposed improvement is necessary, cost effective, and feasible from an engineering standpoint and should be made as proposed. The total estimated cost of the recommended improvements is $1,740,746.00. The estimated total project assessment amount is $1,217,294.00. The majority of the cost of this project is proposed to be assessed to the benefiting property owners with the remainder funded through tax levy, Street Oversize Fund, and Water Quality Fund. G:\Recon_Projects\14-011 Mushtown\Feasibility Report�2014 Feasibility Report Mushtown.doc Page 14 Conduct Assessment Hearing/Adopt Assessment Roll/Accept Bids/Award Contract Apri12014 Begin Construction May 2014 Complete Base Course of Bituminous Pavement October 2014 Complete Final Course of Bituminous Pavement June 2015 CONCLUSION The proposed improvement is necessary, cost effective, and feasible from an engineering standpoint and should be made as proposed. The total estimated cost of the recommended improvements is $1,740,746.00. The estimated total project assessment amount is $1,217,294.00. The majority of the cost of this project is proposed to be assessed to the benefiting property owners with the remainder funded through tax levy, Street Oversize Fund, and Water Quality Fund. 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REF DESCRIPTION UNIT UTV UNIT PRICE TOTAL PRICE 1 2021.501 MOBILIZATION LUMP SUM 1 $ fi5,000.00 S 65,000.00 2 2101.501 CLEAR AND GRUB ACRE 0.95 $ 9,000.00 S 8,550.00 3 2101.502 CLEAR AND GRUB TREE 10 $ 300.00 $ 3,000.00 4 2101.502 CLEAR AND GRUB (SHRUB) SHRUB 14 $ 80.00 $ 1,120.00 5 210{.505 REMOVE BITUMINOUS DRIVEWAV PAVEMENT SQ VD 1420 $ 3.50 S 4,970.00 6 2704.505 REMOVE CONCRETE WALK SQ VD 10 $ 8.00 $ 80.00 7 2104.505 REMOVE CONCRETE DRNEWAV PAVEMENT S� VD 1 f 0 5 8.00 S 880.00 8 2104.509 REMOVE SIGN POST EACH 11 $ 35.00 $ 385.00 9 2104.511 SAIMNG CONCRETE PAVEMENT (FULL DEPTH) LIN FT fi2 $ 5.00 $ 310.00 10 210{.513 SAIMNG BITUMINOUS PAVEMENT (FULL DEPTH) LIN FT 780 $ 4.00 5 3,120.00 11 2104.521 SALVAGE & REINSTALL FENCE LIN FT 100 $ 20.00 S 2,000.00 72 2104.521 SALVAGE 8 REINSTALL LANDSCAPE EDGING LIN FT 100 $ 5.00 S 500.00 13 2104.521 SALVAGE & REINSTALL SPRINKLER SVSTEb1 LIN FT 120 $ 30.00 S 3,600.00 14 2104.523 SALVAGE 8 REINSTALL MPJL60X EACH 24 $ 85.00 $ 2,040.00 15 2104.618 SALVAGE & REINSTALL RETAINING WALL SQ FT 120 5 25.00 5 3,000.00 16 2105.501 COMMON EXCAVATION CU YD 5981 5 12.00 S 71,772.00 17 2105.507 SUBGRADE EXCAVATION CU VD 400 S 13.50 S 5,400.00 18 2105.fi09 SELECT GRANULAR BORROW TON 6673 $ 10.00 $ 66,730.00 19 2105.526 SELECT TOPSOIL BORROW CU VD 2380 $ 28.00 $ 6fi,6�0.00 20 2105.604 GEOTEXTILE FABRIC TVPE V SQ VD 5194 $ 2.00 $ 10,388.00 21 2105.543 3'MINU5100%CRUSHEDQUARRYLIMESTONE TON 40 5 27.00 $ 840.00 22 2105.543 1 1l2' SCREENED CLEAN AGGREGATE TON 295 $ 26.00 $ 7,670.00 23 2112.501 SUBGRADE PREPARATION RS 18.3 $ 350.00 $ 6,�05.00 24 2130.501 WATER DUST CONTROL M GAL 27.5 $ 30.00 $ 825.00 25 2211.501 AGGREGATE BASE GLASS 5 TON 2950 $ 16.00 $ 47,200.00 26 2232.501 MILL BITUMINOUS SURFACE (STREET-FULL �EPTH) SQ VD 5800 $ 2.00 $ 11,600.00 27 2232.501 MILL BITUMINOUS SURFACE (1.5") SQ VD 30 $ 10.00 $ 300.00 28 2357.502 BITUMINOUS MATERIAL FOR TACK COAT GAL 290 $ 4.00 $ 1,ifi0.00 i 29 2360.501 NPE SP B.S VJEARING COURSE MIXTURE (3,6) TON 525 a 71.00 S 77,275.00 70 2J60.502 TVPE SP 12.5 NON-WEARING COURSE MIXTURE (3,B) TON 873 $ 60.00 $ 52,380.00 31 2J60.503 NPE SP 9.5 WEAR CRS MIX (3,8) 3' THICK DRNEWAY PAVEMENT SQ YD 1134 S 25.00 $ 28,350.00 32 2521.501 4" GONCRETE WALK SQ FT 5160 $ 5.00 $ 25,800.00 33 2531.507 6' CONCRETE DRIVEWAV PAVEMENT SQ VD 470 $ 38.00 $ 17,860.00 74 2531.501 CONCRETE CURB AND GUTTER, 8618 LIN FT 2500 5 10.50 S 26,250.00 15 2531.501 CONCRETE CURB AND GUTTER, MOUNTABLE LIN FT 1160 $ 9.50 $ 11,020.00 J6 2531.501 CONCRETE CURB AND GUTTER REPLACEMENT LIN FT 366 $ 16.00 $ 5,856.00 37 2510.601 TEMPORARV MAILBOXES LUMP SUM 1 $ 700.00 $ 700.00 38 2545.523 4" NON-METALLIC CONDUIT LIN FT 190 $ 8.00 $ 1,710.00 J9 25fiJ.601 TRAFFIC CONTROL LUMP SUM 1 $ 1.500.00 S 1,500.00 40 2564.537 INSTALL SIGN NPE SPECIAL (STREET NAME) EACH � 4 $ 250.00 $ 7,000.00 41 256I.537 INSTALI SIGN NPE SPECIAL (DYNAMIC SPEE� DISPLAI� EACH 2 $ 3,500.00 S 7,000.00 42 2564.602 INSTALL STEEL POST EACH 6 $ 55.00 $ 330.00 43 2571.502 TREE 2.5" CAL B&B (VARIEN- SEE SPEC) TREE 30 $ 350.00 $ 10,500.00 44 2571.505 SHRUB 18' HT (VARIEN - SEE SPEC) SHRUB 10 $ 60.00 S 600.00 45 2573.502 SILT FENCE, TYPE HEAW DUN LIN FT 900 $ 2.50 $ 2,250.00 46 257J.530 STORM DRAIN INLET PROTECTION EACH 16 $ 150.00 $ 2,400.00 47 2571.540 FILTER LOG NPE WOOD FIBER BIOROLL lIN FT 75 $ 4.50 $ 337.50 48 2573.602 TEMPORARY ROCK CONSTRUCTION ENTRANCE EACH 2 $ 1,200.00 $ 2,400.00 49 2575.501 SEED AND MULCH - SEED MIXTURE 260 (TURF MIX) ACRE 1.68 $ 3,200.00 S 5,376.00 50 2575.505 SODDING TYPE LAWN Sa VD 6750 $ 3.20 $ 27,600.00 51 2575.523 EROSION CONTROL BLANKETS, CATEGORV 3 SQ VD 4000 $ 1.]0 $ 5,200.00 T SCHEDULE t(STREET) TOTAL S 663,179.60 �� ENG EST 11/6/2013 SA SCXEDULE2-STORMSEWER-MUSHTOWN,MAPLE,PANAMA ITEM N SPEC. REF DESCRIPTION UMIT �TV UNIT PRICE TOTAL PRICE 1 2104.501 REMOVE SEWER PIPE (STORM CULVERT) LIN FT 320 $ 70.00 $ 3,200.00 2 2451.607 PIPE BEDDING MATERIAL CU VD 200 S 18.00 S 3,600.00 3 2501.515 18' RC PIPE APRON 1MTH TRASH GUARD EACH 0 S 800.00 $ 4 2501.515 21"RC PIPE APRON WITH TRASH GUARD EACH 0 $ 900.00 S 5 2502.541 4' PERF TP PIPE DRAIN (1MTH GEOTEXTILE FILTER SOCIQ LIN FT 520 S 17.00 S 5,720.00 6 2503.511 15' CS (GALVANIZED) PIPE SEVJER (STORM) LIN FT 0 $ 22.00 $ - 7 2503.541 15' RC PIPE SEWER CL V DESIGN 3006 (STORM) LIN FT 902 S 35.00 $ 31,570.00 8 2503.541 18' RC PIPE SEWER CL V DESIGN 3006 (STORM) LIN FT 560 S 39.00 5 21,610.00 9 2503.541 21' RC PIPE SEVJER CL V DESIGN 3006 (STORM) LIN FT 0 $ 42.00 $ 10 250].602 CONNECT TO EXISTING STORM SEWER EACH 1 $ 7,000.00 S 7,000.00 11 2506.502 CONST DRAINAGE STRUCTURE DES (2'X3') (PLATEX301) EACH 4 $ 1,600.00 S 6,400.00 12 250fi.502 CONST DRAINAGE STRUCTURE DES 461022 (PLATE%300) EACH 7 S 1,900.00 $ 13,300.00 13 2506.502 CONST DRAINAGE STRUCTURE DES 60-4022 (PLATEtl302) EACH 0 5 3,200.00 $ - 11 2506.502 GONST DRAINAGE STRUCTURE DES 6MO20 (PLATE�300) EACH 0 S 2.800.00 S 15 2506.502 CONST DRAINAGE STRUCTURE DES 72-4022 (PLATE#30]) EACH 0 $ 3.800.00 S - 16 2511.501 CLASS III RIPRAP CU VD 0 5 95.00 S - 17 2576.500 POND EXCAVATION LUMP SUM 1 S 30,000.00 S 30,000.00 T SCMEDULE 3(STORM SEWER� TOTAL S 116,630.00 SCHEDULE 3- SANITARY SEWER - MUSHTONM, MAPLE, PANAMA ITEM d SPEC. REF OESCRIPTION UNIT �TV UNIT PRICE TOTAL PRICE 1 2105.601 DEWATERING LUMP SUM 1 $ 2,000.00 S 2,000.00 2 2451.607 PIPE BEDDING MATERIAL CU VD 243 $ 16.00 $ 3,888.00 3 250J.fi02 CONNECT TO EXISTING MANHOLES (SAN) EACH 2 S 850.00 $ 1,900.00 4 2503.602 8'X4' WC SDR 26 WYE EACH 38 $ 160.00 S 6,080.00 � 5 2501.603 4" PVC SEWER SDR 26 LIN FT 1030 $ 30.00 5 J0,900.00 �,, 6 2503.603 4' SANITARY SERVICE DIRECTIONAL ORILL (HDD) LIN FT 420 S 80.00 S �3,600.00 ' 7 250].fiO3 8' PVC SEWER SDR 26 LIN FT 32fi5 S 46.00 $ 156,720.00 8 250].603 8" PVC SEWER SDR 35 LIN FT 0 $ 48.00 S , 9 2506.501 SANITARV MANHOLE EXTRA DEPTH (>8Fn lIN FT 65 S 150.00 S 9,750.00 � 10 2506.502 IB' DIAMETER SANITARY MANHOLE EACH 13 $ 2,500.00 $ J2,500.00 11 2506.602 TRACER WIRE ACCESS BOX DRIVEWAV CASTING ASSEMBLY EACH 5 $ 200.00 S 1,000.00 T SCXEDULE 6(SANITARY) TOTAL S 278,338.00 SCHEDULE/-WATERMAIN-MUSHTOWN,MAPLE,PANAMA ITEM # SPEC. REF DESCRIPTION UNIT QTV UNIT PRICE TOTAL PRICE 1 2105.601 DEWATERING LUMP SUM 7 $ 2,000.00 $ 2,000.00 2 2151.607 PIPE BEDDING MATERIAL CU VD 215 $ 16.00 $ 3,440.00 3 2504.602 CONNECT TO EXISTING WATER MAIN EAGH 3 $ 1,000.00 $ 3,000.00 4 2504.602 HVDRANT WITH 6' GATE VALVE 8 BOX EACH 8 $ 5,000.00 $ 40,000.00 5 2504.602 8' GATE VALVE AND BOX EACH 7 $ 1,900.00 $ 1�,300.00 6 2504.602 1' CORPORATION STOP EACH 38 $ 210.00 Z 7,980.00 7 2504.602 1' CURB STOP 8 BOX EACH 38 $ 280.00 $ 10,640.00 8 2504.603 8" WATERAIAIN DUCTILE IR�N CL 52 LIN FT 3270 $ 36.00 $ 117,720.00 9 2504.fiO3 6' WATERMAIN DUCTILE IRON CL 52 LIN FT 80 $ 31.00 $ 2,480.00 10 2504.fiO3 1" PE-4770 WATER SERVICE SDR-9 LIN FT 865 $ 20.00 $ 17,300.00 11 250{.603 1" WATER SERVICE DIRECTIONAL DRILL (HDD) LIN FT 400 $ 50.00 S 20,000.00 12 2504.603 WATER SERVICE TRENCH EXCAVATION LIN FT 200 $ 6.00 $ 1,200.00 13 2504.608 DUCTILE IRON FITTINGS LBS 2670 $ 4.20 $ 17,211.00 14 2506.602 CURB STOP BOX ORIVEWAV CASTING ASSEMBLV EACH 5 S 220.00 $ 1,100.00 T SCHEDULE6�VJATERMAIN) TOTAL S 257,774.00 TOTAL (13-011� SCHEDULEI-STREET-MUSHTOWN,MAPLE,PANAMA S 663,179.50 SCHEDULE Y- STORM SEWER -1AUSHTONM, MAPLE, PANAAAA S 716,61U.00 SCHEDULE 7• SANRARV SEWER - MUSHTONM, MAPLE, PANAMA S 278,738•00 SCHEDULE�-WATERMAIN-MUSHTONM,MAPLE,PANAGA f =`+�� TOTAL ESTIMATE s +.3oe,s2t•su ENG EST 11/6/2013 5A (+1 t+l M M t+l �'1 M M t+l t+l �. 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W W W} W O W O N O w 0 O W Z J O O u � w w O VI f�'1 �"� w l�D ~ W�� w � W t0 V1 tn J V1 J Vl U Vl d VI W f- Vl � U'-I 1 N 00 � Vf V'i Ol 00 V1 �"� N N N N Vf Q N fY1 � 01 O e-1 N M V ul l0 I� 00 Ql O z N M M M M M M M tYl M M � co � 0 00000000000 0 O O O O O O O O O O O O N � OOOOOOOOOO� �j �p� 1� EAOOOIc'�I�OO�ON � � Q� O�OCOO�O�ON � ~U t �H � fA fA EA E,9 N f,A iA N Y � j O > � � N � N � U � ��N N pp .n � � a � pM va�o°o c� � � (� r � � � ++ O N � N V� �c N co O � U � v 0 L w � �° c ° � � � aEfl M�� N � � �+ t� N �O L d � � I -a �N 000 � � Utn O�O N d � ER CO CO � M � V � d . L I a � M o ' � � o �co 000 0 � U � � � N � M � N EA N � r 11) r � � � � t0 C I � � a � � ° v ° ao o °° � �� cfl N o � G. � � � C O r t N � O U r t� y N � . O � � U � C y � O V L � � � � O � � �Q Q � �; � a '� � � � * -o - a a� d c o c � � p� o o � � @� L y C C� v N p� M 'O C — 7 w � � � tn •C y C t Ul �' o ��•� � V �rn��c5'c�'m• �E � : :� �`�' f6 � m �`� � o o�� ov � na� a� n cn� iiUQ �« � UmcncnmQa¢��w ASSESSMENTCALC�LAnON Mapk Lane/Mushtovm Road/Panama Avenue Total Project Costs Indirec[ Costs Total Schedule 1 Streeffi $663,179.50 5109.259.53 5772,439.03 Schedule 2 Storm Sewer $116,630.00 $19,211•92 $135,844.92 Schedule 3 Sankary Sewer $278,338.00 $45,856.48 5324,194.IB Schedule 4 Watermain 5251,374.00 $41.414.13 Sz92,788.13 Street Lighis MVEC 510,000.00 51.647.57 571,647.51 Property AcquiaiEon $175,000.00 528,671.N 5203,831.4{ Total f1,484,521.50 52/6,22�A0 51,710,7l6.60 SubVacOOns ham Stree[ and Storm Unil Price Tofal 2021.5Ut AAOBILIZATION LUMPSUM 0.3 S 65,000.00 $ 18,500.00 30%toruClily 2101.501 CLEAR AND GRUB ACRE 0.95 S 9,000.0� $ 8,550.00 Easemen[ area tor utilifies 2104.505 REMOVE BITUMINOUS DRIVEWAV PAVEMENT S� VD 660 $ 3.50 $ 2,310.00 6fi0 SY fo� utilNes on Panama 2104.513 SANANG BITLIMINOUS PAVEMENT (FULL DEPTH) UN FT 240 $ 4.00 $ 860.00 240' for utililies 2105.526 SELECT TOPSOIL BORROW CU VD 1350 $ 28.00 S 37,800.00 1350 for utllity 2360.503 NPE SP B.5 WEAR CRS MIX (3,B) 3" THICK DRIVEWAV P S� V� fi60 S 25.00 S 16,500.00 660 for ufilities 2571.502 TREE 2.5" CAL B8B (VARIETY- SEE SPEC) TREE 25 S 350.00 E 8,750.00 25 for ufiliy impad 2575.501 SEED AND MULCH - SEED MIXTURE 260 (TURF MIX) ACRE 1.68 S 3,200.00 $ 5,376.00 ll 2575.523 EROSION CONTROL 9LANKETS, CATEGORV 3 S� VD 4000 E 7.30 $ 5,200.00 U 2576.500 POND EXCAVA710N LUMP SUM 7 $ 30,000.00 $ 30,000.00 Water QuaGly ]521.501 4" CONCRETE WALK SQ FT 5160 S 5.00 $ 25,800.00 Other Fund 2531.507 B' CONCRETE DRIVEVJAV PAVEMENT 5� YD 1'10 S 39.00 S 4,180.00 110 SY to� sidewalk al Driveway 2105.501 COMMON EXCAVATION CU VD 866 $ 1�.U0 $ 10,392.00 666 CV street overei2e 21�5.609 SELECT GRANULAR 80RROW TON 1578 $ 10.00 $ 15,780.00 7578 Tons street overeize Tobl $ 191,098.00 Total Subtraclions 5197,098A0 Subtract Water Qualiry Pond And Street Oversize 5104,946.00 ToWI for Street end Storm $728,833.45 Assessable (�0°h) $291,533.38 Number of Unita for StreetlSmrm 26 Assessment per UnR $N;212.82 SubtoGl for Sanitary Sewer 5324,194.48 Addkional Utility Impacts (50%) 552,473.00 Properry Acq. (50%) 5101,915.72 Total $478,583.20 Number of Units for Sanitary Sewer 38 Assessment per Unil $72,59429 Sub[otal far Watettnain $292,788.13 Additional Ufility Impacts (50 h) 552,473.00 Property Acq. (50%) $701,915.72 Taql $447,17fi.85 Number ot Units for Watermain 38 Assessment per Unit $11,767.87 Ad Valorem SI37,300A7 Bond Amount 51,664,693.50 VJater Qualiry Fund 530,000.00 Assessments $1,217,293.43 Street Wervize Fund $56,152.00 51,740,745.50 � � � �, Euh ibit - Assessments � � : . / o . Minnesofa � i J� q\ �J� , �. �� .� � . w., .� 7,�� . , = SZ S ' -j „, . 2013 � , � ... . r � �� j '�' ; �-)„„,�,,.��„ �� VILLAGE LAKE DR SE �� i j // _ � VropouEFU�unAnna.NOnMe� /.�. � . 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I ! ) , . . � 4... -- -�' DEUTSCHROBERTEBJULIEA NEUB�4RTHANDf�EWG �� 1778/ PANAMAAVE SE - 17191 MAPLE LN SE `'.� I - ! , r � _. _W!1LSM AMES P L LV ETTE M + �\ J � � I 17�%MAPLE LN SE / i � � y �� SCOTTCOUNTYHWtlENGINEER 1 \ \�` � : ANOERSONGLENN I. �\ � �� 17275PANAMAAVESE � y / �.� �, : y � : + ,/ j �-, ' � c � � / , �__"_"' _-__'_" � �� 2 �,. ,'(� ° t 9 '� � SMEBYJOANNAB t /` � � ' ` - �/7233 PANAMAAVE SE .; / � O K D � AILENJONEEMORRI$SAL � // � 1722tiPANAMAAVE6E /� � � � .Q�� f I / � L CHAPMAN JAMES'' . . . 17240PANAMAAVE� � �...�.A ��......��.\`� I l0 \ KNOX ROGE R A 8 DOWNA L ��. � 17�OPANAMAAVESE i I, �` �� ' �4 DANIEl50N NANCY L ' t � 17200PANAMAAVE�,SE j /7255PANAMAAVELLC ��. � � � � 17255 PANAMAAVE SE . . . I �,, �� . � KP,UN RICHARD l , J 4 \ t]790PANAMAAVE';SE � '� � \� . . .. � � �' . '_'�"_` I . . . . . . ( . . '� HAUG EN ASHLEIGH E � 17300 PANAMAAVE SE; � � �--- �— -- - � - ---� � -- yD � � m _�_��.__ � � � Q �74 STE PEACOLKCAROLESBPEACOCKTRU i �� . � . 17325PANAMAAVE . . , � � � . __.._<u._... � I '. . - . . ( .. . .. � . .. �� ... � :� � . .. � . . i__.._.___ ...______" ' � . ______' --- �"l_l� � �l.f� � � I . i . t� . -.r � � l.__/ � � m� ��z_--,;�? r��. Element Materials Technology P 651 645 3601 element � 662 Cromwell Avenue F 651 659 7348 St Paul, MN T 888 786 7555 55114-1720 USA info.stpaul@element.com element.com Geotechnical Exploration Program City of Prior Lake 2014 Street Improvements Maple Lane, Mushtown Road, Panama Ave, Carriage Hills Parkway and Crest Avenue Prior Lake, Minnesota Element Materials Technology St. Paul Inc. Project No. ESP014696P Prepared for: City of Prior Lake November 1, 2013 Professional Certification: I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Engineer under the laws of the e od n . S P. . Engineer MN No.41658 This report shail not be reproduced, except in full, without prior pertnission of Element Materials Technology. EAR Controlled Data: This document contains technical data whose export and re-exporUretransfer is subject to control by the U.S. Department of Commerce under the Export Administration Act and the Export Administration Regulations. The Deparhnent of Commerce's prior written approval is required for the export or re-export/retransfer of such technical data to any foreign person, foreign entity or foreign organization whether in the United States or abroad. elemenf° November 1, 2013 City of Prior Lake Attn: Mr. Seng Thongvanh, P.E. 4646 Dakota Street SE Prior Lake, Minnesota 55372 RE: Geotechnical Exploration Program City of Prior Lake 2014 Street Improvements Maple Lane, Mushtown Road, Panama Ave, Carriage Hills Parkway and Crest Avenue Prior Lake, Minnesota Element Materials Technology St. Paul Inc. Project No. ESP014696P Dear Mr. Thongvanh: 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 refate to the proposed construction. The soil samples will be retained in our laboratory for 30 days, at which time we will dispose of them. If you desire Element Materials Technology St. Paul Inc. to retain the samples longer than 30 days, please notify us. 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 contact Mark Straight directly at (651) 659-7447 or by email at mark.straightCDelemerrt.com. RespectFully Submitted, ELEMENT MATERIALS TECHNOLOGY ST. PAUL, INC. � i't--��-t•2-r i �c_ .. Kevin Zalec, P.E. ht, .E. Staff Engineer Se r ct Engineer MN Reg. No. 47909 MN R. No. 41658 Project Number ESP014696P November 1, 2013 Page 2 of 22 elemenf° 1.0 INTRODUCTION This report concerns our recent geotechnical exploration program at the site of the proposed 2014 Street Improvement Project in Prior Lake, Minnesota. We understand a geotechnical exploration program was required to depict the subsurface conditions in the proposed pavement areas and provide boring logs depicting the subsurface conditions. This report presents the results of the field exploration, our laboratory testing, geotechnical review, and recommendations. 1.1 Scope of Work We recently performed a geotechnical exploration program in accordance with our proposal dated August 30, 2013 and subsequent authorization by the City of Prior Lake to proceed. The scope of our work for the project was as follows: 1. Arrange to have buried public utilities marked through the Gopher-State-One-Call System. 2. Explore the subsurFace conditions by performance of eighteen (18) standard penetration test borings to unit depths ranging from 10' to 20' in various roadway/pavement areas. ' 3. Visually classify the extracted soil samples and perform laboratory testing including moisture content, gradation tests and Atterberg Limit tests as needed to aid in soil classification and to determine engineering properties. � 4. Prepare a formal geotechnical report which includes the following information: a. Logs of the soil test borings showing the existing pavement profile where applicable, soil and groundwater data, including the N-values. b. A site plan showing the approximate boring locations. c. Written description of encountered soil and groundwater conditions. d. Results of any laboratory testing performed. Project Number ESP014696P November 1, 2013 Page 3 of 22 elemenf"' e. Pavement recommendations for bituminous pavement design for street reconstruction areas. f. Provide alternative concrete pavement design recommendations. The scope of our work is intended for geotechnical purposes only. This scope is not intended to explore for the presence or extent of environmental contamination at the site. 2.0 FIELD TESTING PROGRAM 2.1 Soil Borins�s A total of eighteen (18) soil test borings were drilled on Maple Lane, Mushtown Road, Panama Ave, Carriage Hills Parkway and Crest Avenue befinreen September 25 and October 1, 2013. The approximate boring locations are shown on the attached site plan. The borings were field staked by the City of Prior Lake and Element Materials Technology St. Paul Inc. It is our understanding that the elevations of the borings were to be performed by others during the project survey and provided at a later date. The standard penetration borings were perFormed with a truck mounted rotary drill rig using split-barrel sampling procedures. Water level observations were made in 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 boring logs are attached. After completion of the drilling operations, the boreholes were backfilled with auger cuttings to the existing surface. Soil borings drilled in existing pavement areas were patched at the surface with cold bituminous patch matching the thickness of the existing pavement. ProJect Number ESP014696P November 1, 2013 Page 4 af 22 . element" Sampling and classification of soils were pertormed in general accordance with American Standards for Testing and Materials (ASTM) procedures, and are described on an attached sheet. 2.2 Surface Conditions The soil borings were drilled within existing roadway areas of Maple Lane, Mushtown Road, Carriage Hills Parkway, Crest Avenue and the boulevard area of Panama Avenue within the City of Prior Lake. All soil borings were drilled in areas of existing bituminous pavement except soil borings B14-B16 were drilled within existing base aggregate as depicted on the boring location plan. The majority of the street and boulevard topography was relatively level with slight inclines and declines. In several locations of Mushtown Road tree branches extended over the street. Wetlands were located to the west of Panama Avenue, east and west of Mushtown Road, and to the south of Carriage Hills Pkwy. Residential properties were located along Carriage Hills Pkwy, Crest Avenue, Panama Avenue, and Mushtown Road. Commercial property was also located to the east of Mushtown Road and Panama Avenue. The surface of the pavement of Maple Lane, Carriage Hills Pkwy, Crest Avenue, and Mushtown Road was in poor condition. The surface of the bituminous showed signs of medium to high severity weathering, with minor signs of pitting. Isolated portions of the pavement were observed to have fatigue (aAigator) cracking or rutting. Some sections of pavement that exhibited extreme fatigue (alligator) cracking included areas where the pavement was broken up. Some of the cracks observed in the pavement appeared to have been previously sea{ed. However, some cracks observed were not sealed or the previously sealed crack had expanded. We observed bituminous patches in several areas. Several utilities were observed overhead, mainly electric services. During the utility clearance process through the Gopher-State-One-Call system, several below grade utilities were identified and marked on the pavement or aggregate base by utility locate contractors. These included water, gas, sanitary sewer, storm sewer, phone and cable. Project Number ESP014696P November 1, 2013 Page 5 of 22 elemenf"' 2.3 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. 2�3.1 Subsurface Corulitions — Carriaae Hills Pkwv Borin�s B1 throuah B4 The boring logs indicate a generalized soil profile consisting of fill at the surface, extending to a depth of approximately 6' at boring locations 61 and B3 up to 13' deep at boring location B2, underlain by glacial till (borings B2 and B3) and glacial outwash (borings B1 and B4). Generally, the fill was comprised of a bituminous pavement/aggregate base section at the ' surface underlain by a mixture of clayey sand, sandy lean clay and silty sand with various amounts of gravel. The fill profile in boring B3 also included organic inclusions. The thickness values of the bituminous layer encountered varied from approximately 4'/" to 5'/2" at the boring locations. The thickness of the underlying base aggregate ranged from approximately 10" at boring location B2 to 19" at boring location B4. This base aggregate layer was mainly comprised of crushed limestone. In our opinion, different types of base aggregate within the street may be encountered during construction within patched areas as a result of previous repair work perFormed along the street. The base aggregate as observed in its current condition did not meet the current gradation requirements for Mn/DOT Specification 3138 Aggregate for SurFace and Base Courses. The fill was found to be in a loose to medium dense condition, based on the penetration values (N-values) obtained during drilling activities. The glacial till encountered below the fill within borings 62 and 63 was comprised of sandy lean clay with various amounts of gravel. The glacial till was in a soft to hard condition, based on the penetration values (N-values) obtained during drilling activities. Project Number ESP014696P November 1, 2013 Page 6 of 22 � �� '' elemenf" The glacial oufinrash encountered below the fill within borings B1 and B4 was mainly comprised of clayey sand and silty sand with various amounts of gravel. The glacial outwash was in a medium dense to dense condition, based on the penetration values (N-values) obtained during drilling activities. Based on normal human sensing, product odors were not detected within the borings at the time of drilling activities. This does not eliminate the possibility that petroleum based products may be present at other locations within the reconstruction project area away from our boring locations. 2.3.2 Subsurface Conditions — Carriaste Hill Road NE Borins�s B5. B6, and B7 The boring logs indicate a generalized soil profile consisting of fill at the surface, extending to a depth of approximately 2%2' at boring location B7 up to 4' deep at boring locations B5 and B6, underlain by glacial till (borings B6 and B7) and glacial outwash (boring B5). A fine alluvium layer of silty clay was encountered below the glacial till at the boring B7 termination depth. Generally, the fill was comprised of a bituminous pavemenUaggregate base section at the surFace underlain by a mixture of clayey sand and silty sand with various amounts of gravel. The thickness values of the bituminous layer encountered varied from approximately 4 to 5'/" at the boring locations. The thickness of the underlying base aggregate ranged from approximately 4" at boring location B7 to 7" at boring locations B5 and B6. This base aggregate layer was mainly comprised of crushed limestone. In our opinion, different types of base aggregate within the street may be encountered during construction within patched areas as a result of previous repair work performed along the street. The base aggregate as observed in its current condition may not meet the current gradation requirements for Mn/DOT Specification 3138 Aggregate for Surface and Base Courses. The fill was found to be in a medium dense condition, based on the penetration values (N-values) obtained during drilling activities. � Project Number ESP014696P November 1, 2013 Page 7 of 22 elemenf" The glacial till encountered below the fill within borings B6 and B7 was comprised of sandy lean clay with various amounts of gravel. The glacial till was in a firm condition, based on the penetration values (N-values) obtained during drilling activities. The glacial oufinrash encountered below the fill within boring B5 was mainly comprised of clayey sand with various amounts of gravel. The glacial outwash was in a medium dense condition, based on the penetration values (N-values) obtained during drilling activities. Based on normal human sensing, product odors were not detected within the borings at the time of drilling activities. This does not eliminate the possibility that petroleum based products may be present at other locations within the reconstruction project area away from our boring locations. 2.3.3 Subsurface Conditions — Crest Avenue Borin�s B7 throu�h B10 The boring logs indicate a generalized soil profile consisting of fill at the surface, extending to a depth of approximately 2%2' at boring location 67 up to the boring teRnination depth of 11' within boring B10, underlain by glacial till (boring B7) and glacial oufinrash (borings B8 and B9). Generally, the fill was comprised of a bituminous pavemenUaggregate base section at the surface underlain by a mixture of clayey sand, sandy lean clay and silty sand with various amounts of gravel. The thickness values of the bituminous layer encountered varied from approximately 4%" to 8" at the boring locations. The thickness of the underlying base aggregate ranged from approximately 4" at boring location B7 to 10" at boring locations 69 and 610. This base aggregate layer was mainly comprised of crushed limestone. However, sand and gravel aggregate base was encountered at boring location B10. In our opinion, the different types of base aggregate within the street may be encountered during construction especially within patched areas as a result of previous repair work perFormed along the street. The base aggregate as observed in its current condition may not meet the current gradation Project Number ESP014696P November 1, 2013 Page 8 of 22 b elemenf` requirements for Mn/DOT Specification 3138 Aggregate for Surface and Base Courses. The fill was found to be in a loose to medium dense condition, based on the penetration values (N- values) obtained during drilling activities. The glacial till encountered below the fill within boring B7 was comprised of sandy lean clay with various amounts of gravel. The glacial till was in a firm condition, based on the penetration values (N-values) obtained during drilling activities. The glacial outwash encountered below the fill within borings B8 and B9 was mainly comprised of clayey sand and silty sand with various amounts of gravel. The glacial outwash was in a medium dense to loose condition, based on the penetration values (N-values) obtained during drilling activities. Based on normal human sensing, product odors were not detected within the borings at the time of drilling activities. This does not eliminate the possibility that petroleum based products may be present at other locations within the reconstruction project area away from our boring locations. 2.3.4 Subsurtace Conditions — Panama Avenue Borinas B14 throuah B16 The boring logs indicate a generalized soil profile consisting of fill at the surface, extending to a depth of approximately 3' at boring location B14 up to 6%z' at boring location B16, underlain by glacial till (borings B14 and 615) and swamp deposits/fine alluvium/glacial outwash (boring 616). Generally, the fill was comprised of an aggregate base section at the surface underlain by a mixture of clayey sand, sandy lean clay and silty sand with various amounts of gravel. Organic inclusions along with organic lean clay was also observed within the fill profile. The thickness of the surface aggregate base layer ranged from approximately 2" at boring location B14 to 24" at boring location 615. The base aggregate layer was mainly comprised of a mixture of sand/gravel and crushed limestone. In our opinion, the different types of base Project Number ESP014696P November 1, 2013 Page 9 of 22 elemenf° aggregate within the street may be encountered during construction especially within patched areas as a result of previous repair work performed along the street. The base aggregate as observed in its current condition may not meet the current gradation requirements for Mn/DOT Specification 3138 Aggregate for Surface and Base Courses. The fill was found to be in a loose to soft condition, based on the penetration values (N-values) obtained during drilling activities. The glacial till encountered below the fill within borings B14 and B15 was comprised of sandy lean clay with various amounts of gravel. The glacial till was in a soft to firm condition, based on the penetration values (N-values) obtained during drilling activities. Swamp deposits were encountered below the fill in soil boring 616 from a depth of 6%z' to 13' below the drilling surFace. The swamp deposits were comprised of sappric peat and were very soft, based on the penetration values (N-values) obtained during drilling activities. A very soft fine alluvium layer of silt was encountered below the swamp deposits to a depth of approximately 14%2' below the drilling surFace. The silt layer was also very soft. A wetland was located adjacent to soil borings 615 and B16. We anticipate that swamp deposits may be encountered along this stretch of Panama Avenue up to and possible through the intersection with Village Lake Drive SE. Additional soil borings may be warranted when more finalized utility plans become available for this portion of the improvement project to further define soil conditions along Panama Avenue. The glacial oufinrash encountered below the fill and swamp deposits within boring B16 was mainly comprised of sand with silt with various amounts of gravel. The glacial outwash was in a very loose condition, based on the penetration values (N-values) obtained during drilling activities. Based on normal human sensing, product odors were not detected within the borings at the time of drilling activities. This does not eliminate the possibility that petroleum based products Project Number ESP014696P November 1, 2013 Page 10 of 22 elemenf" may be present at other locations within the reconstruction project area away from our boring locations. 2.3.5 Subsurface Conditions — Maple Lane SE Borins� B17 The boring log B17 indicated a generalized soil profile consisting of fill at the surface, extending to a depth of approximately 6'/�', underlain by glacial outwash and terminating within fine alluvium. Generally, the fill was comprised of a bituminous pavement/aggregate base section at the surFace underlain by mostly silty sand with various amounts of gravel. The boring 617 profile also included minor organic inclusions. The thickness value of the bituminous layer encountered was approximately 2". The thickness of the underlying base aggregate was approximately 4". This base aggregate layer was mainly comprised of sand and gravel. In our opinion, different types of base aggregate within the street may be encountered during construction within patched areas as a result of previous repair work performed along the street. The base aggregate as observed in its current condition may not meet the current gradation requirements for Mn/DOT Specification 3138 Aggregate for Surface and Base Courses. The fill was found to be in a very loose to loose condition, based on the penetration values (N-values) obtained during drilling activities. The glacial oufinrash encountered below the fill was mainly comprised of silty sand and sand with various amounts of gravel. The glacial outwash was in a very loose to medium dense condition, based on the penetration values (N-values) obtained during drilling activities. Fine alluvium was encountered below the glacial outwash and was comprised of silUsilty clay and was in a soft condition based on the penetration values (N-values) obtained during drilling activities. Based on normal human sensing, product odors were not detected within the borings at the time of drilling activities. This does not eliminate the possibility that petroleum based products Project Number ESP014696P November 1, 2013 Page 11 of 22 elemenf° may be present at other locations within the reconstruction project area away from our boring locations. 2.3.6 SubsurFace Conditions — Mushtown Road SE Borin�s B18 throus�h B21 The boring logs indicate a generalized soil profile consisting of fill at the surface, extending to a depth of approximately 4' at boring locations B18 and B19 up to 9' deep at boring location B20, underlain by glacial outwash (borings 618-B21). A fine alluvium layer of silt was encountered below the glacial outwash at the boring termination depth of soil boring B18. Generally, the fill was comprised of a bituminous pavement/aggregate base section at the surface underlain by a mixture of clayey sand and silty sand with various amounts of gravel. Portions of the fill included organic inclusions. Pieces of bituminous were encountered at a depth of 2' within soil boring B21. The thickness values of the bituminous layer encountered varied from approximately 5" to 6" at the boring locations. The thickness of the underlying base aggregate ranged from little or no aggregate base encountered at boring locations 618-620 to 7'/z" at boring Iocation B21. The base aggregate layer was mainly comprised of crushed limestone where encountered. In our opinion, different types of base aggregate within the street may be encountered during construction within patched areas as a result of previous repair work performed along the street. The base aggregate as observed in its current condition may not meet the current gradation requirements for Mn/DOT Specification 3138 Aggregate for Surface and Base Courses. The fill was found to be in a very loose to medium dense condition, based on the ' penetration values (N-values) obtained during drilling activities. The glacial oufinrash encountered below the fill within borings B18-B21 was mainly comprised of clayey sand and silty sand with various amounts of gravel. The glacial outwash was in a very loose to medium dense condition, based on the penetration values (N-values) obtained during drilling activities. Project Number ESP014896P November 1, 2013 Page 12 of 22 elemenf" Based on normal human sensing, product odors were not detected within the borings at the time of drilling activities. This does not eliminate the possibility that petroleum based products may be present at other locations within the reconstruction project area away from our boring Iocations. 2.4 Water Level Conditions Water level observations were made during and after completion of the drilling operations. Groundwater was not encountered within borings B1-B10, B14-B15, and B18-620 at the time of drilling operations. Groundwater is most likely just beneath the depths of these shallow � borings. Groundwater was encountered within soil borings B16, B17, and B21 at depths ranging from 8.4' to 13.4' below the drilling surface. 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. Since the clayey and silty 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. 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 AND TESTING The soil samples obtained during the drilling operations were logged, labeled, sealed and delivered to our laboratory for further review. An Element Materials Technology geotechnical engineer classified the soil samples in general conformance with ASTM standards. Project Number ESP014696P November 1, 2013 Page 13 of 22 elemenf' Representative samples were submitted to the laboratory for Atterberg Limit, moisture content and gradation testing and the results are attached or shown on the boring logs. 4.0 REVIEW AND RECOAAMENDATIONS 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, Element Materials Technology St. Paul Inc. should be contacted immediately so we may review our recommendations. 4.1 Proiect Data We understand the 2014 improvement project will include street reconstruction on Maple Lane, Mushtown Road, and Panama Avenue. This project also includes street reconstruction on Rolling Oaks Circle and Maplewood Street (see previous report dated October 23, 2013 for information regarding these two streets). The project includes 0.7 miles of street reconstruction as well as installing storm sewer, water main and sanitary sewer construction at an estimated cost of $2.8 million. The 2014 improvement project will also include rehabilitation ' of Carriage Hills Parkway and Crest Avenue. This portion of the project includes 1.2 miles of street rehabilitation at an estimated cost of $2.4 million. The street reconstruction areas are shown on the attached boring location plans. Please see attached plans for additional information. It is our understanding that the reconstruction for street areas will include milling/excavating the existing pavement section where applicable and installing/repairing utilities as needed then placing a new pavement section upon approved subgrade. The exposed roadway subgrade would be test rolled and any soft areas detected by the test rolling would be corrected prior to continued construction. We were informed by the City that Rolling Oaks Circle and Maple Project Number ESP014696P November 1, 2013 Page 14 of 22 elemenf" Lane will be constructed to a 7-ton standard. We were also informed that Maplewood Street SE and Mushtown Road would be constructed to a 9-ton standard while Carriage Hills Parkway and Crest Avenue would be constructed to a 10-ton standard. Full street reconstruction for Panama Avenue is not planned at this time, however, utility installations are planned for portions of Panama Avenue. � 4.2 Utilitv Installation Utility plans were not available at the time of this report. Based on the borings, utilities placed within the upper 10' of subgrade will generally bear upon granular or cohesive fill or naturally deposited glacial outwash or glacial till. In many areas, the granular or cohesive fill could be found to be in a low density condition. In some areas, soft clays and/or soft existing fill may be encountered. If very soft soils or uncompacted fill soils are encountered at pipe invert elevatian, these soils may not be suitable for pipe support. This would also include if any organic soils and/or swamp deposits are encountered. In our opinion, the organic/swamp deposit soils where encountered (i.e. Boring B16, etc.) would be unsuitable for pipe support. We recommend unsuitable fill or very soft natural soil be over excavated, by a minimum of 1', to place a foundation or bedding for pipe support. Organic soils/swamp deposits should be completely excavated. Additional aggregate bedding material may be required if very soft wet conditions are encountered at the time of construction at the bottom of pipes/manholes, etc. Manholes or utility structures may require a minimum of 2' of aggregate bedding materials. Any organic materials and/or construction debris found during constn�ction should also be removed and replaced with suitable engineered fill. The foundation should be of coarse, granular material or pea gravel. The granular or aggregate materials may be separated from the subgrade by geotextile fabric, especially in loose/wet conditions. We recommend at a minimum that the exposed soils in the utility trenches be recompacted prior to new utility placement unless groundwater is present. Project Number ESP014696P November 1, 2013 Page 15 of 22 elemenf' 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 of the fill should be within 3% of the optimum as determined by the Standard Proctor test. Backfilling operations should be perFormed uniformly around structures as to not to damage them during construction. Selected on-site clays and silty soils may not be suitable for reuse as engineered �II within roadway areas due to their high moisture content and as a result their inability to obtain proper compaction during backfilling operations. As a result, some replacement of excavated soils with soils that can be readily compacted as structural backfill may be required. Based on the soil borings isolated dewatering may be required to facilitate utility placement, especially in the areas of soil borings B16, B17, and B21 where groundwater at depths ranging from 8.4' to 13.4' below the drilling surface was encountered. Proper shoring or sloping of the excavation for utility placements per OSHA guidelines should be provided for at all times. Care should be provided by the contractor as to not to damage surrounding structures/properties/or pavement areas. If exposed soils supporting the utilities are disturbed or become saturated they may no longer be able to support the utility. Care should be provided by the contractor as to not to disturb supporting soils otherwise additional corrective measures may be necessary. Once more finalized plans become available we should be contacted to review our recommendations and provide additional recommendations as needed. This is especially critical along Panama Avenue where buried swamp deposits were encountered and additional geotechnical borings and recommendations may be needed to further define existing soil conditions depending on actual design/type of utilities within this area. Project Number ESP014696P November 1, 2013 Page 16 of 22 elemenf" 4.3 Pavement Subs�rade Preparation Based on the borings, we recommend the subgrade preparation should consist of removing the existing pavement section where encountered. Any organic soils/construction debris where encountered within the upper 3' of existing road grade should also be excavated. Consideration should also be given to excavating clayey soils within the upper 3' of subgrade where encountered and replacing them with granular soils as described below to aid in increasing the R-value at these locations. Soil corrections may be required at boring locations B3, B14-B16, B19-B21 based on the soils encountered while drilling. These areas should be further evaluated during construction. Additional excavation may be required to allow for proper placement of the new pavement section where thinner/no existing pavement and aggregate base were encountered. Proper draintile systems would need to be incorporated into the design where more granular fill was placed/encountered at the surface underlain by relatively impervious clay soil types. Any contaminated soils encountered during construction should be properly tested and disposed of under standard construction practices per the Minnesota Department of Health (MDH) and Minnesota Pollution Control Agency (MPCA) guidelines. After the recommended excavation and ordinary surface compaction of exposed soils, engineered fill may then be placed to attain final grades. We recommend all exposed soils are thoroughly surtace compacted with a large vibratory self-propelled compactor. 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. Moisture conditioning the soil may be required to attain the proper soil compaction. We recommend where additional fill is required within the upper 3' of subgrade be granular soils meeting Mn/DOT Specification 3149.2B Select Granular having no greater than 12% fines passing the #200 sieve and preferably no greater that 50% passing the #40 sieve. Project Number ESP014696P November 1, 2013 Page 17 of 22 . elemenf" 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 proof-rolling the pavement subgrade to aid in detecting any loose or unstable zones. This proof-rolling should be pertormed with a fully loaded tandem axle dump truck. In those areas where deflection or rutting is obvious, additional excavation or reworking may be necessary. 4.4 Pavement Thickness Desi�n Assuming the pavement subgrade preparation is performed as recommended in the preceding section and the subgrade soils are judged suitable based on a proof-roll test, we recommend the following pavement design be used: Ma le Lane 7-Ton Street Section Thickness Mn/DOT S ec. 2360 T e LV4 Bituminous Wear Course 2" Mn/DOT S ec. 2360 T e LV3 Bituminous Non-wear Course 2" Mn/DOT S ec. 3138 Class 5 A re ate Base 6" Mn/DOT S ec. 3149.26 Select Granular Fill 18" Mushtown Road SE 9-Ton Street Section Thickness Mn/DOT S ec. 2360 T e MV4 Bituminous Wear Course 2" Mn/DOT S ec. 2360 T e MV3 Bituminous Non-wear Course 2" Mn/DOT S ec. 3138 Class 5 A re ate Base 8" Mn/DOT S ec. 3149.2B Select Granular Fill 18" Mn/DOT S ec. 3733 Geotextile Fabric — T e V —* Carria e Hills and Crest Avenue 10-Ton Street Section Thickness Mn/DOT S ec. 2360 T e MV4 Bituminous Wear Course 2" Mn/DOT S ec. 2360 T e MV3 Bituminous Non-wear Course 3" Mn/DOT S ec. 3138 Class 5 A re ate Base 8" Mn/DOT S ec. 3149.2B Select Granular Fill 24" Project Number ESP014696P November 1, 2013 Page 18 of 22 ` elemenf" * Geotextile fabric should be placed below the select granular fill layer 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 defiections were observed under wheel loads during proof-roll tests. Transition zone tapers should be constructed where newly reconstructed streets connect to adjacent streets to minimize differential movement befinreen different pavement sections, if encountered. The transition tapers should begin at the bottom of the lowest sand section and transition to the higher section at a grade of 20 horizontal to 1 vertical (20:1). The recommended street section thicknesses are based on a 20-year pavement life, 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 pavement placed and compacted to a minimum of 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. 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. Project Number ESP014696P November 1, 2013 Page 19 of 22 element'° We recommend placement of six inches of compacted aggregate base supporting a minimum concrete slab thickness of five inches for 7-ton, six inches for 9-ton, and eight inches for 10- roads after the subgrade is prepared as outlined above. The aggregate base provides a constructible base for concrete placement, reduces faulting, and helps dissipate loads. It is very critical for the proper 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. If the subgrade fails the proof-rolling tests and is not suitable additional corrections and evaluation of the pavement section thicknesses should be performed. Additional pavement section thicknesses along with subgrade corrections may be required to properly support the concrete rigid pavement. 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 a water-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". The concrete pavement should also be properly maintained through its life expectancy. 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. Project Number ESP014696P November 1, 2013 Page 20 of 22 elemenf 5.2 Qualitv Control Testin� We recommend that all geotechnical related work, including subgrade preparation, and engineered fill placement, be observed by the project geotechnical engineer or their representatives. The geotechnical engineer will perform appropriate testing to verify the geotechnical conditions that have been anticipated during preparation of this report. 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. 5.3 Cold Weather Conditions 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. 5.4 Soil Sensitivitv The silty and clayey soils at this site are susceptible to disturbance from construction traffic, especially in wet conditions. If the soils become disturbed, additional excavation may be required. Therefore, proper excavation equipment during construction should be used to minimize the potential for disturbance. 6.0 REMARKS This report is for the exclusive use of the parties to which it is addressed. The soil testing and geotechnical engineering services performed by Element Materials Technology 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. Project Number ESP014698P November 1, 2013 Page 21 of 22 ` elemenf" Attachments: -Soil Boring Location Plan (3 pages) -Soil Boring Logs #B1-#610, #614-B21 (18 pages) -Particle Size Distribution (Gradation) Reports (4 pages) -Symbols and Terminology on Test Boring Logs (1 page) -Field Exploration Procedures (1 page) -Prerequisites for Sound Engineering Practice (1 page) -Construction Observations and Testing (1 page) -Cold Weather Precautions (1 page) F:\BMC12013CME\GEO\ESP014696P 2014 Prior Lake Street Improvements Geo Report.doc Project Number ESP014696P November 1, 2013 Page 22 of 22 __ _ � � ` : *' � � ` ` �..� � � �� ,�>� � �` �� ' � ,}. �, �,�� !��t <�. ,� � �� ` �� s , �:.� � � �..�� . " ; ' � � p � �'�-a � ' �, � ,� � .' �;,. �� ,a .. � �,� � � �� ,� �`° � �� - � �� p � Q v�i � �� .�� ,� ' � z v� a� z � �� ; � � ; �� .. o v �/y "`��Xm�.. ��` � '� � °��`�`�� '� � ms�" CJ � � �, r u � # � �`` , t p. �' � � �� _. 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A„ � � ,�'-. . � „ � � �, � � �, �: � ' Y / 0 y � , , " � "`� � � "' � � �~ + �` s�, ' W ' aJ fi � _ $ '�'� ��„ �n V _� �, �- � � ' '" � '' �� c � � m .� �� * � �� Z � � � �� x � '� � � � � : ��:,,-��.� � 0 Project No. ESP014696P LOG OF BORING NO . B� Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street Imp�ovement Project Carriage Hills Pkwy SAMPLES TESTS 0 � � o � O N w � w � z � DATA/ AL = p = m� w V� � p REMARKS � p a �> o � a � o N � LL � Surface Elev.: c� c� ° °° Z � z � ? ? � ° � 1 l.� �a.n�, �r �r or«�+� za , ss ,8 s u�d� b�s. st fh. wr�a by daysy sa�d w�h a liitlo �1/AI, �f�OWli, fl'10�5t 24 2 SS 24 4 � ��, � A1�X�tM@ OI !�l tM'K� M1� �Mjl�/ — — — �� 48 3 SS 18 5 60 � � �' OUTWASH �'i�f16d. If�0�1 OX� �. bfC711Mf1. ��C� 24 4 SS 18 18 33 5 SS 18 �� A�B WIMt � I�llb Qri'V�N� �e b – – – – — – – 10 11. � �ned, b�vwn, moiet, rr�edkirn d�nse 10 donse 3P End Boring � � a 2 WATER LEVEL OBSERVATIONS element STARTED 9/25/13 FINISHED 9125/13 w� None mateitals technology DRILL CO. Element DRILL RIG �7 662 Cromwell Ave. St. Paul, MN 55114 DRILLER DU111eavy ASST DRILLER CA Telephone: 651-645-3601 LOGGED BY MAS APPROVED MA Project No. ESP014696P LOG OF BORING NO . BZ Sheet 1 of 1 CLIENT ARCHiTECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street Improvement Project Carriage Hilis Pkwy SAMPLES TESTS 0 w � 0 W � � } � w � z AD DATA/ AL U � � _ � = N Q m w� � 0 REMARKS Surface Elev.: � � o m z� z �?? � o a ILL, 51/4" o bituminous pavement underlain by 10" of crushed limestone 16 1 SS 1s aggregate base at the surtace underlain by a mixture of clayey sand and sandy lean clay with a little gravel, 14 2 SS 24 dark brown to brown, moist 5 14 3 SS 18 6 - 5 ---------- ------- ---- � FILL, a mixture of sand and siity sand with a little gravel, lenses of silt, fine � 4 sS �8 grained, brown to dark brown, moist 5 5 SS 24 10 8 6 SS 24 13.0 8APIDY lEM�1 Y wlth a IlfiQ � �'� TILL ' 14.0 i�� + iron Oxide iZ8k1�1�, `110�, d�k t1f�0�w�110 E11'O�AIFi, {y,. � I < � � 0 a a WATER LEVEL OBSERVATIONS element STARTED 9/25/13 FINISHED 9/25/13 WL None mateita�s technol�gy DRILL CO. EI@ttleflt DRILL RIG �7 662 Cromwell Ave. St. Paul, MN 55114 DRILLER Dunleavy Ass DRILLER Cl� Telephone: 651-645-3601 LOGGED BY MAS APPROVED MAS I Project No. ESP014696P LOG OF BORING NO . B3 Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street Improvement Project Carriage Hills Pkwy SAMPLES TESTS 0 w � � � e � N W � Z w N ADDITIONAL U � � � � � O � ? W DATA/ = p = �n � w U— F � REMARKS Surface Elev.: � � c m z� z �?? � o a IIL. 1/2' of bihnMnoua unde�lak� by 15" of crushed limestone aggregate 17 1 SS 18 base at the surface underlain by a mixture of clayey sand and silty sand, trace of roots, with a little gravel, dark 23 2 Ss 24 brown to brown, moist 5 16 3 SS 18 SANDY CIAY a �tle TILL gravel, gray to brown mottled, moist, soft (CL) 7 a ss �s 8 5 SS 18 10 2.0 — ------- SANDY LEAN CLAY with a little 17 6 SS 24 gravel, iron oxide staini�g, brown mottled, moist, hard (CL) 14.0 End of Bonng � � s N � WATER LEVEL OBSERVATIONS element STARTED 9/25/13 FINISHED 9/25/13 w� No ne n�ace=,��, technology DRILL CO. EI8111@flt DRILL RIG 367 . .... 662 Cromwell Ave. St. Paul, MN 55114 DRILLER DUnleBV ASS'T DRILLER C Telephone: 651-645-3601 LOGGED BY MAS APPROVED MA . Project No. ESP014696P LOG OF BORING NO . g4 Sheet 1 of 1 CLIENT ARCHiTECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, MN Cit of Prior Lake 2014 Street Improvement Project Carriage Hills Pkwy SAMPLES TESTS 0 � � o � ADDITIONAL U � LL � j � O� � z DATA/ _ � = N Q m w� � o REMARKS Surface Elev.: � C7 � mz� z � ?? � �a FILL, 41 4 bituminous underlain by 6 19" of crushed limestone aggregate 21 1 SS 18 10 base at the surface unde�lain by sandy lean clay, clayey sand, lenses of silty sand from 4'-7' with a fittle gravel, fine 13 2 SS 24 P1= 9 grained, reddish brown to brown, moist �� = 22 PL=13 12 3 SS 18 5 7.0 ILTY with a little gravel, e to 37 4 SS 18 medium grained, reddish brown to :� ouTwASH brown, moist, medium dense to dense (SM) :' �' ,� 22 5 SS 18 t' 11 nd of Boring �, I I < ' � � WATER LEVEL OBSERVATIONS elemen L STARTED 9/25/13 FINISHED 9/25113 61 WL None mate�ia�s ter,hno�ngy DRILL CO. EI@�Y16flt DRILL RIG .367 662 Cromwell Ave. St. PaUI MN 55114 DRILLER Dunleavy ASST DRILLER C Telephone: 651-645-3601 LOGGED BY MAS APPROVED MA Pro ect No. ESP014696P LOG OF BORING NO . B5 Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER Cit of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street Improvement Project Carriage Hill Road NE sAnnP�es TESTS 0 o W ' � � } � `� W � Z � Z A� DATA/ L U _ � = N � m w ac � o REMARKS a p a 0>o g d � o �>-LL Surface Elev.: � � o m z� 'z �?? � o a FILL, " bituminous pavement underlain by 7" of crushed limestone 23 1 SS 18 aggregate base at the surface underlain by silty sand with a little gravel, lenses of clayey sand from 20 2 SS 24 2'-4', fine grained, brown, moist 4.Q a , (SC) ed, brown, moist, medknil dense OUTWASH 5 18 3 SS 18 19 17 4 SS 18 10 5 SS 18 10 nd o oring < .� s N 5 WATER LEVEL OBSERVATIONS element STARTED 9/26/13 FINISHED _9/26/13 WL None rnatextals technology DRILL CO. EleRlefll DRILL RIG .�7 662 Cromwell Ave. St. Paul, MN 55114 DRILLER DUtII@8Vy ASST ORILLER C Telephone: 651-645-3601 LOGGEO BY MAS APPROVED MA Project No. ESP014696P LOG OF BORING NO . Bs Sheet 1 of 1 CUENT ARCHITECT/ENGINEER City of Prfor Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street Improvement Project Carriage Hill Road NE sAnnP�es TESTS 0 w � � } � � W j Z LLj � ADDITIONAL �? C7 � `' � � O � � w DATA/ a � _ �¢ m w� E- � REMARKS ~ o a � Surface Elev.: � (� o m z� z � ?? � o a I, 1" o ituminous pavement underlain by 7" of crushed limestone 27 1 SS 18 aggregate base at the surface underlain by clayey sand with a little gravel, brown mottled, maist 17 2 SS 24 L LA wi� a 1ittl� gravel, grayish brown to brown TI�� 12 3 SS 18 20 mottled, moist, firm (CL) 6'�'— ----- SAIVDY LEAN aAYwith a little gravel, lenses of clayey sand at 10', 11 4 SS 18 18 iron oxide staining, brown mottled, moist, firm (CL) �� 11 5 SS 18 11.a End of Boring s 5 a � � WATER LEVEL OBSERVATIONS e ement'° STARTED 9/26/13 FINISHED 9/26/13 1 WL None maieria�s techn��oqy DRILL CO. Element DRILL RIG 367 662 Cromwell Ave. St. Paul, MN 55114 DRILLER DUflI2aV ASS'T DRILLER C/� "' Telephone: 651-645-3601 LOGGED BY MAS APPROVED MA � Project No. ESP014696P LOG OF BORING NO . 67 Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER Ci of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street Improvement Project Carriage Hill Rd NElCrest Ave SAMPLES TESTS 0 O � ° H � � j Z LLj t� ADDITIONAL �? � � � oC O � � z DATA/ a � = N Q m W� � � REMARKS o a p>� � a�G N �LL Surface Elev.: � � o m z o z � ?? � o a i�M'IdOf�t by 4` Ot t�llihed NIf�p101te 13 1 SS 18 �� bwM � l�k! fllf fa0e underlain by clayey sand with a little gravel, brown, moist 71 2 SS 24 PI = 11 Y LEAN with a little LL = 25 gravel, lenses of clayey sand, brown, TILL PL = 14 molst, firm (CL) 5 11 3 SS 18 15 4 SS 18 SIL1'Y L Y, iron oxide staining, brown to reddish brown, moist, firm ALLUVIUM '0 76 5 SS 18 (CL-ML) 11, End of Boring s WATER LEVEL OBSERVATIONS STARTED 9/26/13 FINISHED 9/26/13 element� _ maleifals technology o w� None 662 Cromwell Ave. oRi�� Co. Element DRILL RIG 367 �' St. Paul, MN 55114 DRILLER DUf11P.2VY ASST DRILLER CA Telephone: 651-645-3601 LOGGED BY MAS �PROVe� MAS Pro'ect No. ESP014696P LOG OF BORING NO . B8 Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street Improvement Project C�6St AVe11U8 SAMPLES TESTS � O � ° � V � � N W j z ui u� ADDITIONAL = p = � � w U? � w DATA/ � p REMARKS a p a �>� � a�� LL Surface Elev.: � � o m z o z �?? � o a , 4 ` inous pavement U s underlain by 6" of crushed limestone 15 1 SS 18 aggregate base at the surFace underlain by a mixture of silty sand and clayey sand, with a little gravel, fine 10 2 SS 24 grained, daric brown to brown, moist 5 16 3 SS 18 i. YE wifh a little qrevM, Mis grained, brown, moist, medium dense ourwnsH (SC) 17 4 SS 18 �_S_ CLAYEY SAND with a little gravel, �ne grained, lenses of lean ctay at 11', brown, moist, medium dense to loose 9 5 SS 98 (SC) 7a 8 6 SS 24 1 �. End o Boring * WATER LEVEL OBSERVATIQNS ST ARTED 9/27/13 FINISHED 9/ 27/13 elemenf" _. ,._ WL None matetials technology DRILL CO. Element DRILL RIG 367 662 Cromwell Ave. � St. Paul, MN 55114 pR��ER Dunleavy nss DRILLER C W Telephone: 651-645-3601 W LOGGED BY MAS APPROVED MA . LOG OF BORING NO. B9 Project No. ESP014696P Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street Improvement Project Crest Avenue SAMPLES TESTS 0 O � ° � -� � � z ui � ADDITIONAL a � = N Q m w� � W DATA/ F , � w N p REMARKS o a p>C � a �o �,� Surface Elev.: � � o m z� z � ?? � o a ous � E 6 underlain by 10" of crushed limestone 14 1 SS 18 aggregate base at the surface underlain by sandy lean clay with a �� little gravel mottled __�-- 18 2 SS 24 FILL, clayey sand, with a little gravel, lenses of fine grained silty sand at 5', iron oxide staining, brown, moist 5 23 3 SS 18 16 18 4 SS 18 a .' OUTWASH grained, reddish brown to brown, e moist, medium dense (SM) 10 2� 5 SS 18 11.0 End of Boring < . WATER LEVEL OBSERVATIONS element STARTED 9/27/13 FINISHED 9/27/13 WL None materials technology DRILL CO. EIePT1611t DRILL RIG 367 662 Cromwell Ave. St. Paul, MN 55114 DRILLER Dunleavy ASS'T DRILLER CA ' " Telephone: 651-645-3601 LOGGED BY MAS APPROVED MA Project No. ESP014696P LOG OF BORING NO . B� � Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street Improvement Project Crest Avenue SAMPLES TESTS 0 C9 � o } � } � W j z w N ADDITIONAL = O = �¢ m w � � W DATA! � � W N p REMARKS O a Surface Elev.: c� � o m z� 'z � ?? � o a L, o tuminous pavement underlain by 10" of sand and gravel 31 1 SS 18 aggregate base at the surface underlain by silty sand with a littie 2 5 grave�, brown, moist 23 2 SS 24 FILL, sand with a little gravel, l�leto medium grained, brown, moist 4 0_ FILL, a mixture of clayey sand and �� sandy lean clay, with a little gravel, 5 23 3 SS 18 brown, iron oxide staining, moist 9 4 SS 18 9_0 _ FILL, silty sand with e little gravel, �ne to medium grained, reddish brown to �� 7 5 SS 18 brown, moist 11, End of Boring a 0 N S WATER LEVEL OBSERVATIONS STARTED 9/27/13 FI NISHED 9I 27/13 . elementry ._.... w� None matertals technolo9y DRILL CO. Element DRILL RIG .�7 662 Cromwell Ave. St. Paul, MN 55114 DRILLER Dunleav ASST DRILLER C Telephone: 651-645-3601 LOGGED BY MAS APPROVED MA Project No. ESP014696P LOG OF BORING NO . B'�4 Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street Improvement Project Panama Ave SE SAMPLES rESTs 0 w o � � � ADDITIONAL J � � N jZ W lA a � _ �¢ m w� � W DATA! � � W N p REMARKS o a Surface Elev.: � � o m z� z �?? � o a , iu to t 4 a�spa�e �!M aarht� underlain by a mi� of s�nd and organfc lean clay with gravel, dark brown to black, moist , 6 2 SS 24 LEAN AY with a little gravel, lenses of fine grained sand Ti�L from 4'-6', iron oxide staining, brown mottled, moist, soft (CL) 9 3 SS 18 5 7 4 SS 24 �� 10 5 SS 24 1. End of Boring a s n WATER LEVEL OBSERVATIONS element START 9/3�/1 FINISHED 9/30/13 � w� None materials technology DRILL CO. EIe�'1@I1t DRILL RIG ',�7 662 Cromwell Ave. St. Paul, MN 55114 DRILLER Dunleavy Ass 'T DRILLER C Telephone: 651-645-3601 LOGGED BY MAS APPROVED MA . Project No. ESP014696P LOG OF BORING NO. B15 Sheet 1 of 1 CLIENT ARCHITECTIENGINEER City of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street improvement Project Panama Ave SE SAMPLES TESTS 0 o � ° � J N � Z w N ADDITIONAL U � � � � O � � Z DATAI � � w U- � o REMARKS a p a 0>❑ � a�� N�LL Su rtace E lev,: � � o m z� z � ?? � o a , 4 san and gravel 7 1 7 aggregate base at the surface underlain by a mixture of sandy lean clay and clayey sand with a little gravel, iron oxide staining, dark brown 11 2 SS 24 to brown, moist 11 3 SS 18 wlltt a 5 gravel, iron oxide staining, brown TILL mottled, moist, firm (CL) 15 4 SS 18 10 �4 5 SS 18 20 6 SS 24 14. End of Boring < . WATER LEVEL OBSERVATIONS element'" STARTED 9/30/13 FINISHED 9/30(13 1 w�. None matecials techno�ogy DRILL CO. EI@�'1@flt DRILL RIG 367 662 Cromwell Ave. St. Paul, MN 55114 DRILLER Dunleavy ass DRILLER C; Telephone: 651-645-3601 LOGGED BY MAS APPROVED MA Project No. ESP014696P LOG OF BORING NO . B� s Sheet 1 of 1 CIIENT ARCHITECTlENGINEER City of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street Improvement Project Panama Ave SE SAMPLES TESTS 0 o � ° � � } � � W j Z w y ADDITIONAL �? � � � O � � W DATA/ REMARKS a w w �>� � a �� O o Surface Elev.: � c� o m z� z � ?? � o a �, 3' 1 1 4 aggregate base at the surface underlain by a mixture of silty sand and clayey sand with a little gravel, dark brown with some black, moist 13 2 SS 24 4 �— --- FILL e 1NX�1f� Of 19�f CI�/ i11d illly 5 7 3 SS 18 22 clay, bnss� of 1� pnhted send, dark grayish brown, moist, soft �. ' T � � � �� f DEPOSIT waterbearing at 9.8', black, very soft ,.� �, 3 4 SS 24 �PT) ,� �, �� . .� �. .� �. . 10.0 � ' `�=' SAPPRIC PEAT with lenses of fne -- 1= 10 2 5 SS 24 grained sand, waterbearing, black, , ,� �, very soft (PT) �, � � . .� �, — 3 6 SS 18 ,� �, . SfCTwi�h fenses ofwaterbearing sand, wet, grayish brown, very soft (ML) ALLUVIUM 14.5 SAND with ILT, witF� a fittle gravel, 4 7 SS 18 fine to medium grained, waterbearing, ourwnsH 15 Q � grayish brown, very loose (SP-SM) o End of Boring � WATER LEVEL OBSERVATIONS STARTED 9/30/13 FIN ISHED 9/3 0/13 element" .__,_ WL SZ 9,$ 9:30 AM matectals technology DRILL CO. Element DRILL RIG �7 662 Cromwell Ave. _ St. Paul MN 55114 DRILLER Dunleavy ASST DRILLER C Telephone: 651-645-3601 LOGGED BY MAS APPROVED MA Project No. ESP014696P LOG OF BORING NO . B� 7 Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street Improvement Project Meple La116 SE SAMPLES TESTS 0 0 � � e � � - � z ui N ADDITIONAL = p = in � w U� � w DATAI � w N REMARKS H p a � �>o � a �o �� Surface Elev,: � � o m z� z � ?? � o a FILL, 2" bituminous paveme�t U E 6 underlain by 4" of sand and gravel 7 1 SS 18 aggregate base at the surtace underlain by siity sand with a little gravel, fine to medium grained, dark 5 2 SS 24 10 brown to brown, moist 5 4 3 SS 1 B .3 SILTY wNh a trace of gravel, with roots, fine grained, daric brown to �� oUTwnsH 4 4 SS 78 brown, moist, loose to very loose (SM) :' ��------ ---- SAND with a trace of gravel, fine b �� 12 5 SS 18 medium grained, brown to light brown, t1.o moist, medium dense (SP) SILTY SAND with a trace of gravel, fine grained, brown, moist to waterbearing, loose (SM) 9 6 SS 18 � 14. ILT with lenses of grained silty sand, wet, brown, soft (ML) ALLUVIUM 15 7 � SS 18 1 .0 SILTY CLAY, moist, gray, so(t(Cl-ML) 0 20 5 8 SS 18 N 21. End o orfng WATER LEVEL OBSERVATIONS element STARTED 10/1/13 FINISHED 10/1/13 WL 4 13.4 9:00 AM materlals lechriology DRILL CO. EI8f11@flt DRILL RIG 367 662 Cromwell Ave. J St. Paul, MN 55114 DRILLER Dunleavy ASS 'T DRILLER C Telephone: 651-645-3601 LOGGED BY MAS APPROVED MA Project No. ESP014896P LOG OF BORING NO . B� $ Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street Improvement Project � Mushtown Rd SE SAMPLES TESTS 0 o W ° � ADDITIONAL V � � r' � � p w � z DATAI = O x N Q m W� � p REMARKS � p d �>� � a �0 N �u. Surface Elev.: c� � c m z� z � ?? � o a , pY N. 1" of cxushed limestone aggregate �5 1 SS 18 base, then silty sand with a little gravel, dartc brown to brown, moist 6 2 SS 24 4. YEY a Iktle gravel, fine grained, lenses of fine grained sand ou�wASH 5 6 3 ss 18 18 and silt from 9.5'-11', brown, moist, loose (SC) 4 4 SS 18 I 8 5 SS 18 10 11.5 S LT e � ALLUVIUM moist, brown, soft to firm (ML) 9 6 SS 24 ' 14. End of Boring a a 0 � WATER LEVEL OBSERVATIONS element STARTED 10/1/13 FINISHED 10/1113 vv� None materials technolagy pRILL CO. EIef11G'11t DRILL RIG 367 662 Cromwell Ave. St. Paul, MN 55114 DRILLER DUf11@8Vy ASST DRILLER C Telephone: 651-645-3601 LOGGED BY MAS APPROVED MA Projec� No. ESP014696P LOG OF BORING NO. B19 Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street lmprovement Project Mushtown Rd SE SAMPLES TESTS 0 � � o � ADDITIONAL U � � N� � O� � Z DATA/ a O = �� m W� � p REMARKS Surface Elev.; � � o m z� z � ?? � o a �■ �t «y� U 6 o e n SurfaCe underlain by fNly 5and with 21 1 SS 18 aggregate base gravel, dark brown to brown, moist layer. 14 2 SS 24 4.0 S�TY SAND with a little gravel, dark brown with some black, moist, medium '� oU�w'�SH 5 13 3 sS �e dense (SM) ' ` 14 4 SS 18 ' a - 5 — -- ----- SAND with SILT and a little gravel, fine to medium grained, lenses of sand from 10'-12', brown, moist, medium dense (SP-SM) �� 17 5 SS 24 120 End of Boring a a � � WATERLEVELOBSERVATIONS element STARTED 1011/13 FINISHED 10/1/13 � WL None materials technology DRILL CO. EI@I112f1t DRILL RIG 367 0 662 Cromwell Ave. � St. Paul MN 55114 DRILLER Dunleavy ASST DRILLER C � Telephone: 651-645-3601 � LOGGED BY MAS APPROVED MA w Project No. ESP014696P LOG OF BORING NO . BZ� Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SI7E PROJECT Prior Lake, MN City of Prior Lake 2014 Street Improvement ProJect Mushtown Rd SE sAnnP�es TESTS 0 � ° � - � z ui � ADDITIONAL V � � � � � � � � w DATA/ z a � � ?� m W w� N o REMARKS � o a SurfaCe E1ev.: c� c� o m z� z' �?? � o a , paveme o de ned surtace underlain by a mixture of 8 1 sS 1S aggregate base clayey sand and silty sand with a little �eYe�• gravel, dark brown with some black, trace of roots, moist 5 2 SS 24 5 11 3 SS 18 4 4 SS 18 .0 wim a trace af geavoi '� OUTWASH fine grained, brown, moist, loose (SM) � 7 5 SS 18 11.5 SAIVD with a trace of gravel, wNh ;:t ;;. laminations of siit, mostly fine grained, 7 6 SS 18 brown, moist, Ioose (SP) �' �• 9 7 SS 18 15 18A � f ' End of Boring . WATER LEVEL OBSERVATIONS element STARTED 10/1/13 FINISHED 1011113 vv� None matecials technology DRILL CO. EletTleflt DRILL RIG 367 662 Cromwell Ave. � � St. Paul, MN 55114 DRILLER DUfll@8Vy ASST DRILLER CA � Telephone: 651-645-3601 W LOGGED BY MAS APPROVED MA . Pro'ect No. ESP014696P LOG OF BORING NO . BZ'� Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER City of Prior Lake SITE PROJECT Prior Lake, MN City of Prior Lake 2014 Street Improvement Project Mushtown Rd SE SAMPLES TESTS 0 o -- � ° � � � � Z w � ADDITIONAL U � � j � O� � Z DATA! = 0 = `n a m w� �.�- o REMARKS Surface Elev.: � � o mz� z � ?? � oa FILL, 5 1 bituminous underlain by 7 1!2" of crushed limestone aggregate 30 1 SS 18 base at the surtace underlain by silty sand with gravel, pieces of bituminous at 2' 47 2 SS 24 4 � �Il.L, a�ix�s of sif4y ssnd an� c�oysy --- sand v�tffi a Ifine �ravet. daric Ix'own �0 5 _ � a ss �e brown, moist 7. CLAYEY SAPID with a little gravel, 4 4 SS 18 grayish brown, moist to wet, lenses of • ou7wASH waterbearing sand at 8.4', very loose Q �-�—� -------- SAND with a Iittle pravel, Ilne to medium grained, lenses of silt, wet to 10 10 5 SS 18 waterbearing, grayish brown, loose (SP) 10 6 SS 24 � 14. End of Boring WATER LEVEL OBSERVATIONS element STARTED 10/1/13 FINISHED 10/1/13 WL Q $,4 8:00 AM mnierials technology DRILL CO. Elef11@ftt DRILL RIG 367 662 Cromwell Ave. St. Paul, MN 55114 DRILLER DUfll@aVy ASST DRILLER C Telephone: 651-645-3601 LOGGED BY MAS APPROVED MAS Particle Size Distribution Report < < g �� < < < <�� # ,00 � �� I t � � � I � -- 1 � I 1 f I I I I I 90 I I I1 I C 1 I I I I I 80 1 1 I�I I I� I i I I I I �o � � I I I V I I I I I I I I Z 60 I I I I� I I � I I I I I I � 1 I I I I � I I ( I I I Z � w I I I I I I I I I I I I U W � a I I I I I I �l 1 I 1 I 30 � � I I I I 1 I f I I I 1 I I I I I � I � I I I I ( I I I I � I I I�I I I 20 I I I I I I \� 1 I� I 10 I I 1 I I I ( 1 I �-J 0 10 1 0.7 0.01 0.001 GRAIN I�E - mm. %+3 % Gravel 96 Sand _� � _ � °� Fines Coarse Fine Coarse Medium Fine � Silt Cla 0.0 5.2 403 15.1 20.1 9.4 9.9 Test Results (ASTM C 13B 8 A3TM C 117) Materlal Descrlption Opening Percent Spec:' Pass? Crushed limestone aggregate Size Finer (Percent) (x�Fail) 2" 100.0 1-1/2" 98.6 Atterberg Limits (ASTM D 43182 1" 96.2 100.0 X p�. LL= PI= 3/4" 94.8 90.0 - 100.0 1/2" 83.7 Classification 3/8" 71.2 50.0 - 90.0 USCS (D 2487)= AASHTO (M 145} #4 54.5 35.0 - 80.o Coefficients #10 39.4 20.0 - 65.0 #30 23.5 Dgp= 15.1674 DSS= 13.1239 Dgp= 6.4480 #40 19.3 10.0 - 35.0 �50- 3.6758 Dgp= 1.0179 D� 5= 0.2782 #50 15.7 D10= 0.0857 C�= 75.22 C�= 1.87 #100 11.1 Remarks #200 9.9 3.0 - 10.0 As received moisture content: 4.6% Date Received: 10/1/13 Date Tested: 10/2/13 Tested By: C. Anderson � Checked By: M. Straight, PE p Title: Sr. Project Engineer II� Mn/DOT Class S J p Location: B-1 Date Sampled: 10/1/13 � • 4 063 • 6"- . ' Z Element Materials Client: City ofPrior Lake � Tech nolo ProjBCt: 2014 Street Impmvements � gy Prior Lake, Minnesota w St. Paul MN Particle Size Distribution Report �: � � o o g N � ` � � � � � � � � � � � � �oo � � I � ! i 1 I I 1 -- I I� '� I I I I I I I I 90 I I I\ I I I I ( 1 I I 80 I I I\ I i� I I 1 1 I I 70 \ � i i� y i i i i i i i � Z � � i i �� i i � i � i i i i � � i i i � i ` � � i � i i z � W I t I I t I t I I I i I � w � a I I I I 1 I �1 I I I I 30 I I I I I I I I 1 I 1 I I I i t I i I `t I i f I I I i I I � I I I�I I i zo I I I I I I \� I I !� I 10 I I I I f l I I I i- _( 0 10 1 . : 1 . 1 fTi. g6 +3 " °�6 Gravel °h Sand °k Fines Coarse Fine Coarse Medium Fine Sik Cla 0.0 4.4 38.6 12.0 25.9 10.3 8.8 Test Results (ASTM C 13B & ASTM C 177) Material Description , Opening Percent Spec." Pass? Crushed limestone aggregate I Size Finer (Percent) (X=Fail) 1-1/2" 100.0 1" 98.7 100.0 X ptterberA Limits (ASTM D 4318� 3/4" 95.6 90.0 - 100.0 p�_ LL= PI= 1/2" 85.5 � 3/8" 76.8 50.0 - 90.0 Classification #4 57.0 35.0 - 80.0 USCS (D 2487)= AASHTO (M 145)= #10 45.0 20.Q - 65.0 #30 27A Coefficients #40 19.1 10.0 - 35.0 Dgp= 14.8543 D85= 12.4769 D60= 5.3881 #50 13.6 D50= 3.1438 D30= 0.6904 D� 5= 0.3356 #100 10.4 D10= 0.1244 C 43.31 C�= 0.71 #200 8.8 3.0 - 10.0 Remarks As received moisture conten� 10.4% Date Received: 9/25/13 Date Tested: 10/2/13 Tested By: C. Anderson � Checked By: M. Straight, PE ` Title: Sr. Project Engineer Mn/DOT Class 5 Location: B-4 Date Sampled: 9/25/13 Q 4 ' 6"-1 ' � Element Materials c��e�t City ofPrior Lake Technolo Project 2014 Street Improvements gy Prior Lake, Minnesota W St. Paul MN , Particle Size Distribution Report N=� �` �� s � o #�� 700 ( �( 1 � � � I( � __ I I�1 I I I 1 I i I 1 90 I I I\ ) I I I I I I I 80 I I i\ I ( I� ( I I I i I � I I i Y I � I I I 1 I i Z � I I i I� I I � I I i I I I � ( I I I I I I I i l I I Z 50 W I I 1 I I I ( I I I I I U W 40 d I I I I I I �l I I I I 30 I I I I I I I I I I I I 1 I ( l I I 1 �. I I I I I I I I �� I I I�I 20 I I I I I I �� 1 t I� I 10 I I I I I I l 1 I i-- J 0 1 1 0.1 0.01 0.001 -m . �/, +3" °� Gravel °� Sand % Fines Coarse Fine Coarse Medium Fine Silt Cla 0.0 0.6 26.9 11.4 19.8 203 21.0 Test Results (ASTM C 136 $ ASTM C 117) Material Description Opening Percent Spec."` Pass? Silty sand with gravel, fine to medium grained, brown (SM) Size Finer (Percent) (X=Fail) 1" 100.0 100.0 3/4" 99.4 90.0 - 100.0 Atterberg Limits (ASTM D 4318) 1/2" 93.2 PL= LL= PI= 3/8" 87.5 50.0 - 90.0 #4 72.5 35.0 - 80.0 Classification #10 61.1 20.0 - 65.0 USCS (D 2487)= SM AASHTO (M 145)= #30 46.6 #40 413 10.0 - 35.0 X Coefficients #50 363 �90- 10.7690 D85= 8.4890 Dgp= 1.8044 #100 27.1 �50°0.7621 D30=0.1906 D�g= #200 21.0 3.0 - 10.0 X �10 Cu Cc Remarks As received moisture content: 7.2% Date Received: 9/30/13 Date Tested: 10/2/13 Tested By: C. Anderson F Checked By: M. Straight, PE p Title: Sr. Project Engineer � Mn/DOT Ctass 5 a Location: B-15 Date Sampled: 9/30/13 � • 2 SO 59 • "-2' Z Element Materials Client: City of Prior Lake Technolo ProjeCt: 2014 Street Improvements � gy Prior Lake, Minnesota W St. Paul MN 4 , Particle Size Distribution Report N�� 100 I 1 I I I I I 1 I I I so 1 I I I 1 I t I ( 1 I 80 I I I I I 1 I I I 1 I � 1 I I I 1 I I I I I 1 I � 1 ( 1 I I I t I I ( 1 I W 1 I I I I I I I I 1 I Z so LL k I 1 I I I I I I I t I Z 50 W 1 I 1 I I I I I I I I I U � qp W I I I I I I I I I I I a I I I I I I I I 1 I I 30 I 1 I I I I I I I I I I 20 I I I ( I I I I I I I I 10 I I I I I 1 I I I I I I p I I 1 I I I I I I I I I t0 t o.1 .ot 0.001 IN - m. % Gravel � Sand % Fines % ----- -- ___.—_____ . _ .__.__.__._ ___. �__ __ ..______ _. _.._—..�._ ._ Coarse Fine Coarse Medium Fine Silt Cla 0.0 0.0 3.9 3.9 15.0 46.0 31.2 Test Results (ASTM C 136 8 ASTM C 117) Material Description Opening Percent Spec.` Pass? Silty sand with a little gravel, fine to medium grained, brown Size Finer (Percent) (X=Fa11) (SM) 1/2" 100.0 3/8" 99.2 Atterberg Limits (ASTM D 43181 #4 96.1 pL= LL= PI= #10 92.2 #30 82.6 Classification #40 77.2 USCS (D 2487)= SM AASHTO (M 145)= #50 69.2 #100 42.9 Coefficients #200 31.2 D90= 1.3221 D85= 0.7269 Dgp= 0.2334 Dsp= 0.1827 D30= D� g= D�p= C�= C�= Remarks As received moisture content: 9:6% Date Received: 10/1/13 Date Tested: 10/2/13 Tested By: C. Anderson a cne�k.a ay: M. s�� PE � p Title: Sr. Project Engineer � W (no specification provided) J p Location: B-17 Date Sampled: 10/1/13 � r SO 61 • 2'-4' Z Element Materials Clfent: CityofPriorLake � Technolo ProjeCt: 2014 Street Improvements � gy Prior Lake, Minnesota W St. Paui MN , LIQUID AND PLASTIC LIMITS TEST REPORT 60 � Dashed line indicates the approxlmate � uppe� limit boundary for natural sdis i i 50 �� G i i 40 � X � W � � � Z / / V 30 � � � /� a � � v 20 � O / i i G i i i � �o � • ML or OL MH or OH I 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT SOIL DATA NATURAL SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY SYMBOL SOURCE NO. CONTENT LIMIT LIMIT INDEX USCS % % °G % � -4, 50905 2'-4' 13 22 9 CL ■ -7, S0905 3'-5' 14 25 11 CL F Q � � O z Element Materials Client: CityofPriorLake Tech nolo P�oject: 2014 Street Improvements � gY Prior Lake, Minnesota w St. Paul MN Pro'ect No .: ESP014696P F� ure Tested By: T. Keelev Checked By: M. Straiqht, PE • element" Element St. Paul SYMBOLS AND TERMINOLOGY ON TEST BORING LOGS SYMBOLS DriIN� and Tisti Symbol Descrlofion gvmbol Descriotlon HSA 3-1/4" I.D. holbw stem auger W Water content, %(ASTM:D2216)" FA 4', 8" or 10" diameter flight auger D Dry densily, pcf IiA 2", 4" or 8" hand auger LL Liquid limit (ASTM:D4318) DC 2-1/2", 4", 5" or 6" steel drive casing PL Plastic limit (ASTM:D4318) �C Size A, B or N rotary casing PD Pipe drill or cleanout tube -- Insarts In Last Column (Qu or RQD) — CS Conti�uous split barrei sampling DM Drilling mud Qu Unconfined compressive sirength, psf (ASTM:D21B6) JW Jeriing 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 finer sample G Specific gravity (ASTM:D854) T 2" or 3" thin walled tube sample SL Sh�nkage limits (ASTM:D427) 3TP 3" thin walled tube using pitcher sampler OC Orgenic content – Combustion met�wd (ASTM:D2974) TO 2" or 3" thin walled tube suing Osterberg sampler SP Swell pressure, tsf (ASTM:D4546) W Wash sample PS PerceM swell under pressure (ASTM:D4546) B Bag sample FS Free swell, �o (ASTM:D4546) P Test pit sample SS Shrink swell, %(ASTM:D4546) � BQ, N�, or PQ wireline system pH Hydrogen lon content – Meter Method (ASTM:D4972) )C AX, BX, or NX double tube bartel SC Sulfate coMent, partslmillion or mgll N Standard peneUation test, blows per foot CC Chloride conte�t, partslmillion, or mg/I CR Core recovery, percent C• One dimensional consolidatan (ASTM:D2435) WL Water level Qc' Triaxial compression (ASTM:D2850 and D4787) = Water level D.S' Direct shear (ASTM:D3080) NMR No measurement recorded, primarily due to the K' Coeiflcient of pertneabiUty, cm/sec (ASTM:D2434) presence of drilling or coring fluid P' Pinhole test (ASTM:D4847) DH' Double hydrometer (ASTM:D4221) MA' Particle size analysis (ASTM:D422) R Laboratory electrical resistivity, ohm�m (ASTM:G57) E' Pressuremeter defortnation modulus, ts1(ASTM:D4719) PM• Pressuremeter test (ASTM:D4719) VS' Fleid vane shear (ASTM:02573) IR' Infiltrometer test (ASTM:D3385) RQD Rock quality designation, percent • Results shown on attached dala sheet or graph •• ASTM desi nates American Socie for Testin and Materials TERMINOLOGY Particle Sizes Soil La rin and Moisture Tygg Size Ranae Term Visual Observation Boulders > 12" Lamination Up to 1/4° thick stratum Cobbles 3" –12" Varved Altemating laminations of any combination of Coarse gravel 3/4" – 3" day, sik, flne sand, or cobrs Fine gravei #4 sieve – 3!4" Lenses Small pockets of different soils in e soil mass Coarse sand #4 -#10 sieve Stretified Altemating 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°k passing #200 sieve and > 0.005 mm Moist Damp, below saturation Clay 100°k passing #200 sieve and < 0.005 mm Waterbearing Pervious soil below water Wet Saturated above li uid limit Gravel Content Standard Penetration Resistance Coarse-Grained Soils Fine-Grained Soils Cohesionless Soils Cohesive Soils % Gravel Qescrlotlon 96 Gravel DescAotlon N-Value RelsUve Densitv N-Value Consistencv 2-15 A little gravel < 5 Trace of gravel 0– 4 Very loose 0– 4 Very soft 16 – 49 Wi� 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 1 B– 30 Hard > 50 Ve dense > 30 Ve hard Form GEO 004 elemenf' Element St. Paul FIELD EXPLORATION PROCEDURES Soil Samplin� 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. Form GEO 005 . element" Element St. Paul PREREQUISITES FOR SOUND ENGINEERING PRACTICE In order to properly evaluate the foundation soils at a building site, it is imperative for our firm to know exactly where the building will be placed, its size, and the elevation of the foundation elements. Without this information, a judgment regarding the adequacy of the preparatory foundation earthwork is not possible. This project data is especially critical in situations when the excavation extends below the footing grade and compacted fill is required to attain building elevations. In these situations, the excavation would require lateral oversizing to provide suitable lateral distribution of the footing loads. Offset batter boards of the building lines stakes provide the best on-site verification of the building location and size. It must be recognized that Element St. Paul does not practice in the fieid of surveying. Therefore, we must rely on staking by others. If Element St. Paul is required to perform the survey, we will retain a licensed surveyor and invoice our client for the amount per our current fee schedule. Provision of the building foundation plans is also impo�tant so that we may properly perform our engineering judgments. If the construction is redesigned or otherwise moved subsequent to our work, we should be informed so our firm can assess if additional engineering observation is required or suggest sound engineering alternatives. We cannot be responsible for any soil foundation system if the structure has been relocated with respect to the excavation subsequent to our observations. Form GEO 007 •� element" Element St. Paul 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 be taken 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 2,500 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. Form GEO 009 element' Element St. Paul 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 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 perforrned 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 ovemight 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 fr�ost 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, a full- 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 conceming other construction materials is required, please contact us. Form GEO 011