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2010-08-11 PACKET 04.M.
REQUEST OF CITY COUNCIL ACTION COUNCIL AGENDA MEETING ITEM # DATE 08/11/201 PREPARED BY Engineering Jennifer Levitt ORIGINATING DEPARTMENT STAFF AUTHOR COUNCIL ACTION REQUEST Adopt resolution approving the feasibility report, ordering the project, authorizing the preparation and acquisitions of land and easements, and authorizing the preparation of plans and specifications for the Ravine Parkway Extension. STAFF RECOMMENDATI Recommend thE! Council adopt resolution approving the feasibility report, ordering the project, authorizing the preparation and acquisitions of land and easements, and authorizing the preparation of pans and specifications for the Ravine Parkway Extension. ADVISORY COMMISSION ACTION SUPPORTING DOCUMENTS ® MEMO /LETTER: Jennifer Levitt, August 6, 2010. ® RESOLUTION: ❑ ORDINANCE: ❑ ENGINEERING RECOMMENDATION: ❑ LEGAL RECOMMENDATION: ® OTHER: Ravine Parkway Extension Feasibility. ADMINISTRATORS COMMENTS ity Administrator Date COUNCIL ACTION TAKEN: VAPPROVED ❑ DENIED ❑ OTHER pl DATE REVIEWED APPROVED DENIED ❑ PLANNING ❑ ❑ ❑ ❑ PUBLIC SAFETY ❑ ❑ ❑ ❑ PUBLIC WORKS ❑ ❑ ❑ ❑ PARKS AND RECREATION ❑ ❑ ❑ ❑ HUMAN SERVICES /RIGHTS ❑ ❑ ❑ ❑ ECONOMIC DEV. AUTHORITY ❑ ❑ ❑ ❑ ❑ ❑ ❑ SUPPORTING DOCUMENTS ® MEMO /LETTER: Jennifer Levitt, August 6, 2010. ® RESOLUTION: ❑ ORDINANCE: ❑ ENGINEERING RECOMMENDATION: ❑ LEGAL RECOMMENDATION: ® OTHER: Ravine Parkway Extension Feasibility. ADMINISTRATORS COMMENTS ity Administrator Date COUNCIL ACTION TAKEN: VAPPROVED ❑ DENIED ❑ OTHER pl RESOLUTION NO. 2010- RESOLUTION APPROVING THE FEASIBILITY REPORT, ORDERING THE PROJECT, AUTHORIZING THE PREPARATION AND ACQUISITIONS OF LAND AND EASEMENTS, AND AUTHORIZING THE PREPARATION OF PLANS AND SPECIFICATIONS FOR THE RAVINE PARKWAY EXTENSION. WHEREAS, on July 7, 2010, the City Council adopted the resolution ordering the preparation of a feasibility report for the Ravine Parkway Extension; and WHEREAS, the feasibility report has been prepared and does find the construction of said improvements necessary, cost effective and feasible; and WHEREAS, the Ravine Parkway Extension Project meets the criteria established in said public improvement policy; ana WHEREAS, the requested authorization to prepare plans and specifications for the Ravine Parkway Extension Project. NOW THEREFORE BE IT RESOLVED, by the City Council of the City of Cottage Grove, County of Washington, State of Minnesota, as follows: 1. The preliminary feasibility study which was prepared finds the improvements to be necessary, cost effective and feasible and is hereby approved. 2. The preparation of public roadway and /or utility easement and land acquisitions and agreements, including necessary appraisals, and legal descriptions are hereby authorized. 3. Such improvement is hereby ordered. 4. Short Elliot Hendrickson is hereby designated as the engineer for this improvement. The engineer shall prepare plans and specifications for the making of such improvement. Passed this 11th day of August, 2010. Attest: Myron Bailey, Mayor Caron M. Stransky, City Clerk From: Jennifer M. Levitt, P.E., City Engineer Date: August 6, 2010 Re: Ravine Parkway Extension for the Proposed PS /City Hall Facility Approve Feasibility Report Order Project Authorize Preparation of Plans & Specifications On July 7, 2010 the City Council authorized a feasibility report for the Ravine Parkway Extension. Discussion Preliminary Report: On the basis of the Council's previous action, a feasibility report has been prepared. Based upon this analysis, the project is felt to be physically and financially feasible. The feasibility report is attached for the Council's review. Order the Project: The next step in the public improvement process is to order the project. Public Easements and Land Acquisition: Land acquisition will be necessary for the right -of- way for the Ravine Parkway. Along with land acquisition there may also be permanent and temporary construction easements required for the project. Because of the lead -time typically associated with land acquisition and obtaining easements, staff is requesting authority to begin preparation of these items. Plans and Specifications: The next step in the engineering process is to order the preparation of plans and specifications. Detailed cost estimates have been prepared for the construction of the utilities and streets to serve the proposed Public Safety /City Hall facility. All costs are based on anticipated construction and include 30 percent additional for indirect costs associated with the project. Summary of Estimated Costs Estimated Cost Recovery Scenario Improvements City County Lateral Sanitary Sewer $48,000 Lateral Water Main $187,000 Street $2,215,000 $905,000 Storm Sewer $204,000 Lighting $342,000 Landscaping $450,000 Connection Charges* $18,000 Area Charges* $116,000 Subtotals $3,580,000 $905,000 Tot $4,485,000 Estimated connection and area charges for the proposed City of Cottage Grove Public Safety /City Hall facility. Actual charges will be computed using current City fees and areas once a plat is prepared for the facility. Funding for the City's portion of the project will be from MSA and area funds. Recommendation It is recommended the Council adopt the attached resolution approving the feasibility report, ordering the project, authorizing the preparation and acquisitions of land and easements, and authorizing the preparation of plans and specifications for the Ravine Parkway Extension. I r Crry of CoTTAGrz GROv MINNESOTA • - - • r Ravine Parkway Extension Cottage Grove, Minnesota S.A.P. No. 180- 120 -002 SEH No. COTTG 113281 August 11, 2010 Ravine Parkway Extension Feasibility Report Cottage Grove, Minnesota S.A.P. NO. 180 -120 -002 SEH No. COTTG 113281 August 11, 2010 I hereby certify that this 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. Chad E. Setterholm, PE Date: August 1 2010 Lic. No.: 40913 Reviewed by: (1tr 9 9/11110 Date Short Elliott Hendrickson Inc. 3535 Vadnais Center Drive St. Paul, MN 55110 -5196 651.490.2000 I MUM ESTMO =1 Certification Page Table of Contents Page 1 .0 Introduction .................................................................................. ..............................1 2.0 Proposed Improvements... ......... ........................................................................ .... 1 2.1 Sanitary Sewer ...................................................................... ..............................2 2 .2 Water Main ............................................................................ ..............................2 2.3 Storm Sewer and Drainage ................................................... ..............................2 2.4 Roadways ............................................................................. ..............................3 2.4.1 Ravine Crossing Structure: ........ ...................... - ............... 4 2.4.2 Geotechnical Analysis and Subsurface conditions, .... — .......... ....... ....... 4 2.4.3 Urban Design / Landscaping ....................................... ..............................5 2 .4.3.1 Lighting ..................................................... ..............................6 2.4.3.2 Urban Streetscape .................................... ..............................6 3.0 Required and Existing Easements ............................................. ..............................6 4.0 Required Permits and Approvals ............................................... ..............................7 5 .0 Estimated Costs ........................................................................... ..............................7 6 .0 Cost Recovery .............................................................................. ..............................7 7.0 Recommendations ....................................................................... ..............................8 8 .0 Project Schedule .......................................................................... ..............................9 List of Tables Table 1 Estimated Project Costs .............................................................. ..............................7 Table 2 Estimated Cost Recovery Scenario ............................................ ..............................8 List of Figures Figure 1 — Overall Site Layout and Location Map Figure 2 — Sewer and Water Utilities Figure 3 — Roadway and Drainage Improvements Figure 4 — Typical Sections — Parkway Figure 5 — Typical Sections — Keats Figure 6 — Bridge Options Figure 7 — Landscape Treatment Figure 8 — Landscaping Treatment (Typical Section) SEH is a registered trademark of Short Elliott Hendrickson Inc. Feasibility Report COTTG 113281 City of Cottage Grove Page i Table of Contents (Continued) Cost Estimate Cost Estimate List of Appendices Appendix A Water Main Analysis Appendix B Water Resources Memorandum Appendix C Traffic Study Appendix D Geotechnical Memorandum Feasibility Report COTTG 113281 City of Cottage Grove Page ii August 11, 2010 Feasibility Report Ravine Parkway Extension Prepared for City of Cottage Grove 1.0 Introduction The City of Cottage Grove is currently in the planning phase for its future Public Safety /City Hall building that is scheduled to be under construction starting the Fall of 2011. The facility is anticipated to be located on the undeveloped City Campus parcel of property located within the City of Cottage Grove's Upper Ravine District which previously has undergone master planning for future development. The overall plan identified Ravine Parkway as a new street proposed to traverse the entire development area starting in the northwest and meandering east and south. A segment of the most southerly portion of the parkway, between 90` Street and 85th Street, was identified to serve as a new trailhead to the regional park, provide access to the Washington County South Service Center, and also the future City of Cottage Grove public facility. The portion of Ravine Parkway south of the ravine, providing access to the County Service Center was constructed in 2006 in conjunction with the erection of the Service Center. Previously, a concept study for the Joint Facilities Campus was prepared for the City to address conceptual alignments and profiles for the roadway, review ravine crossing structure options, identify public sanitary sewer and water main needs for the properties abutting the parkway, and to identify costs. This feasibility report is an update to the original feasibility report for Ravine Parkway dated September 21, 2005. It addresses preliminary design Ravine Parkway from the existing dead end on Ravine Parkway (south of the ravine) to 85th Street, featuring landscaped boulevards, entrance, medians, ravine crossing structure, lighting, public utilities, and drainage. This report identifies existing conditions, provides recommendations for specific elements, such as alignment, geometries, typical sections, ravine crossing structures, storm sewer and drainage, sanitary sewer and water main improvements, access and right -of -way. The report includes an opinion of probable cost that can be used by the City to assist in evaluating the financial viability and funding sources for the project. The general location of the project is illustrated on Figure 1. COT"G 113281 Page 1 2.0 Proposed Improvements This project includes the construction of public sanitary sewer, water main, storm sewer, a ravine crossing structure, and public streets to service the proposed future City Campus and trail head. The proposed public utilities are shown on Figure 2. 2.1 Sanitary Sewer Sanitary sewer to serve the future City Campus is proposed to connect directly to the Metropolitan Council Environmental Services (MCES) South Washington County 54 -inch diameter gravity interceptor. A drop manhole was constructed on the interceptor line on the north side of the ravine in anticipation for future connection. An eight inch diameter lateral pipe is proposed to be extended to serve future buildings in this area. Prior to actual connection, the final design and plans will need to be reviewed and approved by the MCES group. 2.2 Water Main Currently, an 18 -inch diameter water main is located east of the MCES's 54 -inch diameter interceptor sewer and is fed from an existing 18 -inch water main located at 85` Street and Keats (CSAH 19). Because of the need for this water main to serve the County Service Center, future City Campus and eventually loop the water extension, the options for pipe size and fire flow were previously evaluated. The City had Bonestroo perform the evaluation for pipe sizing required and the conclusion was that an 18 -inch diameter main should provide adequate flow to any future development, for the future City Campus and the area south of TH 61. The memo prepared is included in the Appendix. As part of the utility improvements installed in 2006, a 12 -inch diameter main was also extended west of Keats where it dead -ends in front of the church and will have a future loop connection from 90 Street to Johansen Avenue. The diameter of the main to serve the City Campus was not sized in the model. For the purpose of this report, given the type of land use assumed for the land use immediately north of the ravine, a 12 -inch diameter pipe has been included in the estimate. Figure two illustrates the proposed alignment for the existing and proposed water mains. 2.3 Storm Sewer and Drainage The portion of Ravine Parkway, north of the ravine to 85 " Street, will exclusively serve the property proposed for the regional park trailhead and the future City Campus. The drainage facilities (rain gardens and infiltration basins) will need to be sized to accommodate the flows from those sites, including the parkway. The parkway is proposed to be constructed with a conventional drainage conveyance consisting of concrete curb and gutter and storm sewer. The storm sewer will outlet to a system of bio- retention/infiltration basins before discharging overland into the ravine. Infiltration basins are proposed because the site is largely comprised of poorly graded sand soils, which have the ability to infiltrate water over a short period of time, effectively limiting the amount surface water runoff leaving the site. The basins will be planted with materials that will tolerate a wet environment for short periods of time. This will allow vegetation to establish on the bottom of the basin and enhance aesthetics while the basin is dry. Water will not be collected and "pond" in these basins. The drainage system is designed to meet the South Washington Watershed District's (SWWD) requirements; the MPCA NPDES permit requirements, and the City's requirements. The MPCA NPDES permit requires infiltration basins to infiltrate a water quality volume of 1/2 inch of runoff over the new impervious surfaces. It is desired to maximize the amount of Feasibility Report COTTG 113281 City of Cottage Grove Page 2 surface water discharge rate and volume that can be kept on -site to protect the downstream park to the extent possible from development runoff The goal for sustainable design previously used for the County Service Center and desire by the Washington Conservation District for infiltration on -site is to infiltrate the runoff from a 2.5 -inch event. The amount of new impervious surface for the future City Campus site is not known that this time, so the size and location of the infiltration basins are based on master planning exhibits for the area, using similar design methodology to the ones previously constructed along the existing Ravine Parkway and is conceptual. 2.4 Roadways Ravine Parkway currently exists from the intersection of 90' Street and Keats Avenue northerly to the dead end just south of the ravine and serves as the access to the County Service Center. The remaining portion of Ravine Parkway, needed to serve the City Campus area of the Upper Ravine District, is to extend Ravine Parkway northerly from the existing dead end across the ravine northerly to an extension of 85` Street. A traffic study was conducted in 2006 for these improvements to determine 2006 and 2026 traffic volumes, initial lane geometry and initial traffic. The entire traffic study memo can be found in the Appendix. The lane geometry for the intersections of 90` Street and 85` Street at Keats Avenue recommended in the study are illustrated on Figures 4 and 5. The west side of 85" Street must be reconstructed to match the lane configuration of proposed 85"` Street to the east. Part One roadway improvements were constructed in 2006 to serve as access to the County's Service Center. Keats Avenue (CSAH 19) is a Washington County arterial that has a current Average Daily Traffic (ADT) of 7,000. The improvements proposed for Keats Avenue include reconstruction of the 85 Street intersection to include left and right turn lanes and a traffic signal. The section would be rural with drainage conveyed by existing and reconstructed ditches. The County recognizes that the existing two-lane Keats Avenue may need to be expanded to four lanes in the future, but the expansion of Keats Avenue in this area is not currently in the County's 5 -year capital improvement plan. The traffic study specifically reviewed the need for a signal at the Keats Avenue /90` Street intersection. The traffic operations analysis indicated that this intersection should operate adequately with two -way stop control for the next 5 to 10 years. Based on the available information at the time of the study, the results of the signal warrant analysis concluded that a signal may be warranted as early as 2009. Due to the timing of the proposed Part 2 roadway improvements and the fact that a signal was not previously installed at the 90` Street intersection, it is recommended that the signal improvements be installed at the 85 Street intersection in conjunction with the proposed improvements outlined in this report. A signal warrant evaluation will need to be performed for the new signal location and timing of the improvements. The location of the existing parkway in front of the Washington County Service Center previously determined the location of the ravine crossing outlined in this report and the location of the parkway for the future City Campus on the north side of the ravine. The design done for the roadway improvements done in 2006 factored in a future ravine crossing and existing grades north of the ravine. The profile is still dependent on the type of structure chosen for the ravine crossing and will likely require revisions prior to any final roadway design for the proposed Ravine Parkway improvements north of the ravine to 85` Street. Feasibility Report COTTG 113281 City of Cottage Grove Page 3 2.4.1 Ravine Crossing Structure: To previously assist in setting the parkway profile in front of the County service building, the ravine crossing was addressed in the original Ravine Parkway feasibility report dated September 21, 2005 and also final design of the Ravine Parkway improvements done in 2006. Along with the soil boring information for 2006 parkway improvements, foundation borings at the proposed ravine crossing location were also taken to provide foundation options for this bridge, and discuss options for grading the approaches to the bridge. This work included two borings 35 feet deep and one boring 75 feet deep. Please be aware that these preliminary borings do not include all of the laboratory testing required by Mn/DOT for final design of the bridge. We recommend that the final soil borings and laboratory testing be completed prior to beginning any structural design of the crossing structure. At least one additional boring will be necessary for final design. We have identified two alternatives that best meet the recreational, transportation and drainage needs. These are a con -span type arch and a steel pony truss bridge. Figure 8 includes photos of example bridges and elevations sketches that illustrate the features of each bridge type. The analysis considered the hydraulic information available, the soil boring information and the trail alignment information to help identify the future structure pros and cons and cost alternates. The circular arch shape does not offer the needed headroom for the trail that is to pass underneath it. The box culvert would require two structures, one for the trail and one for the ravine drainage. Both the con -span arch and steel pony truss bridge ravine crossing options provide for a 14 foot wide trail and a channel for the watercourse within the same opening. The use of one large opening provides more light and an airy space for the trail user than could be obtained by the use of a box culvert. A vertical clearance of 12 feet would be provided over the trail to allow use by emergency and maintenance vehicles. The roadway surface would accommodate two 12 foot lanes with 4 foot shoulders plus a 12 wide trail. Pile foundations are anticipated for supporting both structure options. Neither ground water nor bedrock was encountered in the borings near the future ravine crossing area. The truss bridge option shown offers more visual interest for the roadway and trail user as they pass over the ravine than the con -span option. It also is less apt to be vandalized by graffiti artists because the wall surfaces are smaller than the side walls and retaining walls of the con -span. 2.4.2 Geotechnical Analysis and Subsurface conditions A geotechnical investigation was conducted for the project area in 2005 and in included in the Appendix. A number of borings were taken along the proposed alignment for Ravine Parkway south of the ravine, Keats Avenue and 90 Street. It is recommended that additional soil borings be taken on the proposed alignment for Ravine Parkway north of the ravine and include 85` Street prior to any roadway or utility design for improvements outlined in this report. The geotechnical report memorandum included in the Appendix reviews the finding of the geotechnical exploration and to provide recommendations for pavements sections and recommendations for utility installation associated with the project. It is anticipated that the recommendations in the memorandum can also be used for the improvements outlined in this report, but will need to be reviewed by a geotechnical engineer along with the additional geotechnical investigation previously mentioned in this report. The following summarizes the information of the geotechnical investigation and memorandum: The boring information collected in Keats Avenue in the southbound lane showed the existing pavement to consist of 8 inches of bituminous over 16 inches of fill consisting of Feasibility Report COTTG 113281 City of Cottage Grove Page 4 silty sand with gravel. Information provided by Washington County showed that the pavement section consists of the following: 4" Bituminous Wear Course • 1" Road Mix Bituminous Base • 5" Class 5 Aggregate Base • 12" Select Granular Borrow In areas outside of the existing pavement where the road will be widened, the existing fill and topsoil should be removed. The sub -grade recommendations for the reconstruction on Keats Avenue consists of placing 12 inches of select granular borrow below grading grade in the widened areas and rework 12 inches of the existing silty sand and compact in the area of the existing road core. An R -value of 40 can be used for pavements designed with this sub - grade. Two borings were performed along the alignment of Ravine Parkway constructed south of the ravine in 2006, The borings encountered 7 to 8 inches of topsoil, which was underlain by poorly graded sand. Groundwater was not observed in the borings in this area. It is anticipated that soil conditions north of the ravine will be similar to those south of the ravine, but will need to be verified by additional soil borings. Any silty sand encountered will need to be removed from beneath the proposed parkway extension prior to construction. The roadway can then be constructed on the poorly graded sand, which had an R -value of 68 identified in the geotechnical report included in the Appendix. The R -value is based on tests performed by Braun Intertec, and the laboratory test report is enclosed with the memo in the appendix. Sub -grade preparation for the parkway extension will consist of reworking and recompacting 2 feet of on -site soils below grading grade. The compacted volume of these soils can be expected to be 25 percent less than the volume of the soils prior to compaction, due to the loose and un- compacted nature of the on -site soils. The soils from grading Ravine Parkway can be utilized for general grading on the proposed City Campus site. The silty sand may be used as fill beneath parking lots, if it is placed more than 3 feet below grading grade. It may also be placed in landscaped areas, but it is not recommended to place infiltration basins or rain gardens. The silty sand should also not be placed beneath any buildings. The underlying poorly graded sand may be used as fill anywhere on the Service Center building and parking lot site. All of these soils encountered in the borings are suitable for utility trench excavation. The poorly graded sand encountered on site is suitable for use as pipe bedding, both underneath and around the sides and 6 inches above the top of the pipe. The other on -site soils, other than topsoil, are suitable for backfilling the pipe trench above the top of the pipe. Expect the compacted volume of these soils to be 25 percent less than the volume of the soils prior to compaction. 2.4.3 Urban Design /Landscaping This feasibility study not only addresses roadway design and utilities, but the urban design enhancements that are interrelated. Historically, the term parkway denotes a strip of land varying in width, which contains a roadway passing through park -like or landscaped surroundings. The roadway was meant for a pleasurable ride. With this goal in mind, the alignment of the roadway was one of gentle curves designed for speeds to allow a visual connection to the surrounding landscape. The Ravine Parkway has been designed to provide Feasibility Report COTTG 113281 City of Cottage Grove Page 5 a pleasurable driving experience with visual connections, and efficiency (moving large number of cars at a continuous speed) and recreational opportunities. Ravine Parkway can be broken out into two parts: Lighting and Urban Streetscape Improvements. 2.4.3.1 Lighting The fighting will be provided by one fixture type to illuminate the roadway and trails. The fighting is proposed to be the decorative light fixture of traditional design the City previously chose the parkway construction in 2006. The roadway fixtures are approximately 17 feet tall, running the length of the parkway, offset 4 feet from back of curb. 2.4.3.2 Urban Streetscane The parkway is characterized by incorporating informal tree plantings flanking the street within a varying width boulevard on the west side and behind the curb and gutter on the east side. This boulevard intermixes with deciduous and coniferous trees and glimpses of continuous cover of prairie grasses. Adjacent to the boulevard is a 10- footbituminous trail. The trail will have connections to a trail system within Ravine Regional Park, as well as the existing trail along Keats Avenue. Colored crosswalks along the new parkway will indicate safe crossing areas for pedestrians using the trail. Located at the parkway entry points at Keats Avenue and 85` Street will be stone cairns or bollards and a vertical element designed to provide a sense of arrival and enhance the park -like character of the area. The south entry of the parkway and entry off of Keats Avenue onto 85 " Street contain medians, intended to hold both the landscaping and stone cairns. These medians will be naturalized with shrubs, ornamental grasses and perennials. The inside edge of medians will be paved with a 2 -foot, 0 -inch colored concrete band. The parkway will, with all these elements, provide a pleasurable driving experience with strong visual connections to the surrounding natural landscape. 3.0 Required and Existing Easements The right -of -way needed for the Ravine Parkways extension to 85` Street is based on the alignment and an additional 10 feet either side of the curb and gutter. Where trail is proposed adjacent to the parkway, right -of -way will be needed 2 feet beyond the trail. Utility easements will be needed wherever public utilities will not be located in right -of -way. The right -of -way and utility easements should be considered part of a plat of the property of the future City Campus. Parts of the infiltration basins are located on top of sanitary sewer easement located on the east side of Keats Avenue ( CSAH 19). While the drainage improvements will not interfere with the operation of the deep sanitary sewer interceptor, there will need to be an agreement written to provide for access rights, maintenance and construction. The roadway and trail cross the gas easement located on the east side of Keats Avenue. The profile design of the parkway and location of the infiltration basins were carefully designed to avoid impact to the gas facility. Review of the design and an agreement with Northern Natural Gas will be required. The realignment of the west leg of the intersection at existing 85 Street and CSAH 19 will require additional right -of -way. This is illustrated on the attached roadway drawings for Part Two. Feasibility Report COTTG 113281 City of Cottage Grove Page 6 The sanitary sewer main extension and the trunk water main extension across County park property will require easements. 4.0 Required Permits and Approvals This project requires the following permits: • Department of Health for the water main extension • Metropolitan Council and Mn PCA for the sanitary sewer connection • Washington County Soil and Water Conservation • MPCA for NPDES permit This project will require the following agreements /approvals • Municipal State Aid ( MSA) for Part Two • Northern Natural Gas easement • MCES easement crossing • 3M water main easement crossing • Washington County review and plan approval 5.0 Estimated Costs Detailed cost estimates have been prepared for the construction of the utilities and roadway improvements for outlined in this report. All costs are based on anticipated 2011 construction costs and include a 30 percent addition for indirect costs associated with the project and 5 percent for contingencies. No costs have been included for capitalized interest, right -of -way, easements, or fees associated with the MCES trunk sanitary sewer. Total estimated project cost for the improvements outlined in this report is $4,351,400. These costs are estimated based upon preliminary design. The final costs will be based upon actual work completed by the contractor and unit prices bid for the project. Table 1 Estimated Project Costs Improvement Total Lateral Sanitary Sewer $48,000 Lateral Water Main $187,000 Street $3,120,000 Storm Sewer $204,000 Lighting $342,000 Landscaping $450,000 Total Project Cost $4,351,000 6.0 Cost Recovery The City will pay for 100 percent of the improvements the Ravine Parkway extension and the west leg (85` Street west of Keats Avenue). The current agreement for the roadway improvements is that there will be a 50150 split between the County and the City for the improvements to Keats Avenue (CSAH 19) which include right and left turn lanes and a traffic signal and also the ravine crossing structure on Ravine Parkway. Feasibility Report COTTG 113281 City of Cottage Grove Page 7 Cost recovery for the City's cost participation is expected to be funded through Municipal State Aid funds and City funds. Assessments to vacant properties adjacent to the north side of 85` Street will be deferred till future development of those properties occurs. Cost recovery for the trunk utilities is expected to be funded by City funds and utility charges to adjacent properties. Utility charges will consist of sewer and water connection fees along with area charges for sewer, water, and storm. The utility charges will be collected when development of adjacent properties occurs. Lateral water improvement costs are based upon the estimated cost of a 6 inch water main. Accordingly, City costs for the improvements have been estimated to be $3,580,000 for the improvements outlined in this report. County costs have been estimated to be $905,000. Table 2 Estimated Cost Recovery Scenario Improvements City County Lateral Sanitary Sewer $48,000 Lateral Water Main $187,000 Street $2,215,000 $905,000 Storm Sewer $204,000 Lighting $342,000 Landscaping $450,000 Connection Charges* $18,000 Area Charges* $116,000 Subtotals $3,580,000 $905,000 Total $4,485,000 Estimated connection and area charges for the proposed City of Cottage Grove Public Safety /City Hall facility. Actual charges will be computed using current City fees and areas once a plat is prepared for the facility. 7.0 Recommendations It is the finding of this study that the proposed improvements are necessary and cost - effective. The following are recommended: 1. Adopt this report as the guide for development of the proposed improvements as outlined in this report. 2. The City lets a project in early 2011 that implements the City sewer and water service, and roadway improvements as outlined in this report. 3. The City Council orders the preparation for plans and specifications for improvements as outlined in this report, including the associated required utilities and roadway improvements. Feasibility Report COTTG 113281 City of Cottage Grove Page 8 8.0 Project Schedule It is important that this schedule carefully consider the schedule for the proposed City of Cottage Grove Public Safety /City Hall project, to provide the site with the utilities and roadway access. Council receives Feasibility Report .... ............................... .........................August 11, 2010 . Council Accepts Report and Orders Plans and Specifications ...................August 1.1, 2010 Plans to State Aid for Review ... ............................... ..........................Early November 2010 Council Approves Plans and Specs and Order Bids... ..... ................... ..... January 19, 2011 Ad for Bid Published ........................................................ ............................... January 2011 Project Bid Date ....................................... ............................... .......................February 2011 Contract Award ....................................................... ............................... Mid - February 2011 Construction Begins. ................................................................................... April/May 2011 Construction Completed .............................................. ............................... September 2011 Feasibility Report COTTG 113281 City of Cottage Grove Page 9 List of Figures Figure 1 — Overall Site Layout and Location Map Figure 2 — Sewer and Water Utilities Figure 3 — Roadway and Drainage Improvements Figure 4 — Typical Sections — Parkway Figure 5 — Typical Sections — Keats Figure 6 — Bridge Options Figure 7 — Landscape Treatment Figure 8 — Landscaping Treatment (Typical Section) tl I w r z a f l "e I I � 7� f Z36H �� I 133tLLS H158 AI 133tl1S 158 'I � j E n � i itl € � i w L ¢ / tu f YI S 1 Itil G �� Iil It It 1 d5 J J 'fib illilll 1l dill Ilillltlit Q uutlttut L IL WAS 133111$ [ I II II $�a i I t « ,! ,! � \K i , | _ 2 ; i p 4 ® k | . � � ; § �( - / ( I § § A. \ R f \ 7 LO :! §� � k | - ;} ¢ � \ 7\ � / > ! .! ;( ,! <s< 2 \<� _ as \2•�� | \ \ Cost Estimate Cost Estimate ( \/ }(§ \ \\ oo\ , ; ;!! f! °r• !! >: ; : >! §! ) } )} \ ( \2z ) \ } }\ }2Z :::: :}\} } \ } } }} ( , !T (r §; ,. }\( [![4 \§ \} - \ - \Z / )))(((( ){ j \\ .... j)( ( n2l- .1 }} ( }( ( } }\ \ } !: :_ :_ ::! ° :! ! :t §§ §} : :: !, - )) }\ } \ }) i \\ Z: } \� = =4 \\ \\(} \! ( { (! _ -- �_ \!(§§! - -- \ {>:( ( - -- - -- - -- : /(\ § : § 0 § \ : /\ }\ \\ }\ !E (E Water Main Analysis To: Jennifer Levitt File No: 48 -05000 From: Mark Walils Date: July 12, 2005 Re: Water Main Analysis Jennifer: As requested, we have evaluated the pipe sizing required along Keats Avenue for service to the proposed South Service Center. Since we do not know the exact flow requirements and ground elevations for the facility, we have provided our results In the form of a table that will allow the Service Center designers to determine available flows and hydraulic grade Imes for various pipe sizes. We have also evaluated pipe sizes required for the future (trunk) needs of the City. The fire system designers should perform a hydrant flow test on 85 °t Streat and calculate pressure drop to the facility prior to final design of the fire suppression system. You should also review this document with your Fire Official, to determine what flows they require at the hydrants near the church and the South Service Center (both Phase 1 and Phase 2). Although the Service Center will be sprinkled, this memo assumes that you will want at least 2,000 gpm from hydrants near the facility. In summary, a minimum 18 inch pipe should be installed along Keats, from 85 Street to 90 Street. Existing Water System Pressures The proposed South Service Center Is in Cottage Grove's High Service Area. The elevation of the high water level for this pressure zone is 1093. It is not unusual for the tanks to be 20' down. Therefore, it Is reasonable to expect that the "static" hydraulic grade line at the facility will be between 1093 and 1073. Phase 1 Construction The attached drawing shows our understanding of the pipes that will be installed in Phase 1: a connection will be made to the existing 18" pipe on 85 St, then run south along Keats to the church on 90 St. The pipe will be dead -ended at 90 Street until the future loop from 90' to Johansen is made. A second pipe may be run through the Phase 2 portion of the Service Center, as shown on the attached drawing. Phase 1 Flows and Pressures The following table provides the expected hydraulic grade line at Keats and 90' for various flow rates, pipe sizes, and looping situations. Please note that these calculations are based on our computer model, which is still being calibrated as part of the ongoing water study. These calculations should give the designers adequate accuracy for preliminary design and site piping design. However, the fire suppression system designers should run their own flow test and calculate headlosses based on the final piping layouts, elevations, and building design flows. Ronestroc, Rosene, Anderltk and Associates, Arc. 2335 West Highway 36+ St. Paul, MN 55113+ Phone: 661 -636-4600 + Fax: 651-636-1311 Project Name: South Service Center Client; Cottage Grove Hydraulic Grade Line (ft) at Keats & 90 (J -8000) Based on tanks 10 feet down (at water elevation 1083) Pipe Size Flow = 2,000 qpm I Flow = 3,500 m 12" Dead End 1039 963 12" Looped on 90th -- 1061 .__.... 1025 18" Dead End 1063 1032 18" Loo ed an 90th 1067 1042 Phase 2 pipe Size Requirements Since the pipe serving Phase 1 must provide adequate fire flows to the South Service Center and the church, no additional analysis was performed for the Phase 2 pipe. The Phase 2 pipe size needs to be determined based on water consumption demands at the building plus: • Fire suppression (sprinkler) requirements • Minimum additional fire hydrant flows as required by City Fire Official Trunk Water Main Size Requirements The 1995 Water Supply and Distribution Plan called for a 24 inch pipe along Keats. This pipe was intended to provide flows to and from the proposed storage reservoir at the drive -in theater site. Since this site has been eliminated from consideration by City staff, this pipe can be downsized slightly. A minimum 18 inch pipe will be required to provide adequate flow to any proposed development south of Hwy 61. If you have any questions or need further Information, please contact me at (651) 604 -4842 or by email at mwallis a0bonestroo.com Thanks, Mark Cc: Sue Mason, Doug Klamerous -- SEI i, Inc. Harry Taylor, Rick Alt— City of Cottage Grove Tom Thompson, Chad Schwartz - Bonestroo Sonestroo, ftosene, Anderlik and Associates, Inc. _ 2336 West Highway 36 + St, Paul, NON 65113 r Phone: 651- 636 -4600 + Fax: 661- 636 -1311 Water Resources Memorandum r MEMORANDUM TO: Sue Mason, Chad Sctterholm FROM: Erin Krueger DATE: September 1, 2005 RE: Washington County South Service Center Drainage Design SEA No. A- ANKKE0502.00 The proposed Washington County South Service Center project in Cottage Grove, MN, includes construction of It service center, parking lot, and parkway. The proposed stormwater system for this site includes storm sewer, raingardens, and infiltration basins. The stormwater system is designed to meet the South Washington Watershed District's (SWWD)requirements, the MPCANPDES permit requirements, the City's requirements, and also to follow the project's Sustainable Design Goals as much as possible. The MPCA NPDES permit requires infiltration basins to infiltrate a water quality volume of %z inch of runoff over the new impervious surfaces created by the project. This water quality volume shall be infiltrated in 48 hours or less. The SW WD has water quality and water quantity requirements. For water quality, the post - development total phosphorous (TP) loads may only be 75% above pre - development TP loads, and rate control should be provided for the t00 -year storm event. The City's Surface Water Management Plan states the same water quality goal for total phosphorous loads as the SWWD. The Sustainable Design Goals state that there should be no net increase in rate and quantity of stormwater runoff from existing to developed conditions. They also state that the stormwater system shall provide removal of 80% Total Suspended Solids (TSS) and 40% TP. Tile requirement for the infiltration on -site is to infiltrate a water quality volume of I/z -inch of runoff over the new impervious surfaces. The goal of the infiltration on -site is to infiltrate the runoff from a 2.5 -inch event. The project site was divided into three main drainage areas: north drainage area, south drainage area, and west drainage area. Conceptual treatment systems were designed for each main drainage area. The north drainage area is approximately 2.4 acres. Approximately 1.1 acres of this drainage area wilt consist of new impervious surfaces. The runoff from the north drainage area will be treated by a series of raingardens and an infiltration basin. The north infiltration basin will provide treatment for the north end of the parkway. Raingardens located in the parking lot islands will provide treatment for the tot. The raingardens provide 1 1z foot of storage before overflowing into the storm sewer and discharging to the north infiltration basin. The south drainage area is approximately 2.5 acres. Approximately 2.1 acres of this drainage area wil I consist of new impervious surfaces. The runoff From the south drainage area will be treated by a series of raingardens and an infiltration basin. The south infiltration basin will provide treatment For the southwest parking lot and the future parking lot. The runoff from the middle and southeast parking lot will be treated by a series of raingardens. The raingardens provide %z foot of storage before overflowing into a storm sewer and discharging to the south infiltration basin. Shorl Elliott Hendrickson Inc., 3535 Vadnats Center ollVe. St Paul, FAN 55110-5196 SEH is ancgml opportunity employer l www.sehinc.conr 1 651.4002000 1 000.325.2055 1 Ost40 ,2150fax Washington County South Service Center Drainage Design September 1, 2005 Page 2 The west drainage area is approximately 2.8 acres. Approximately 1.1 acres of this drainage area will consist of new impervious surfaces. This drainage area will be treated by an infiltration basin, located at the southwest corner of the site. The stormwater system described in this memorandum is a conceptual design of a system that will meet the various water quality and water quantity standards for (lie project site. During final design we will be evaluating erosion control issues and the placement of BMPs to reduce erosion at (lie site, specifically at the discharge locations. Please contact me if you have any questions, x: \�cL niaN5p1901wxe, rcaiwcuN,xhikil ��et�ntxu4u,i mtiiu<ry6901ni,.6k Appendix C Traffic Study 1 , MEMORANDUML TO: Sue Mason FROM: George Calebaugh DATE: September 6, 2005 RE: Traffic Study for Keats Avenue & 90th Street SEH No. A- COTTG0501.00 A traffic study was conducted for the Keats Avenue (CSAH 19)/90 Street intersection to determine traffic data needed for the design of this intersection. Currently, the Keats Avenue /go Street intersection is a T- intersection. Washington County is proposing to construct a new County service center east of this intersection. The service center will have access on a new roadway, East Ravine Parkway, which will connect to the Keats Avenue /911 Street intersection opposite 9e Street. The purpose of the traffic study is to determine 2006 and 2026 traffic volumes, initial lane geometry, and initial traffic control for the Keats Avenue/90 Street intersection, Traffic Volumes In late July and early August, 2005, Washington County conducted turning movement counts at the Keats Avenue/90 Street intersection during the AM and PM peak periods. These counts were used to establish existing AM and PM peak hour volumes for the intersection. A three -part process was used to estimate 2006 and 2026 AM and PM peak hour volumes for the intersection. The three -part process involved determining "background" traffic growth, adding service center generated traffic, and adding traffic generated by the new East Ravine Parkway connection. For the 2006 forecasts, it was assumed that East Ravine Parkway would dead -end a short distance east of Feats Avenue and would only serve the County service center. For the 2026 forecasts, it was assumed that East Ravine Parkway would be completed to 70 Street (and beyond) and that this area of Cottage Grove would be substantially built out. Discussions with the Washington County staff indicated that a 23 % per year growth rate should be used for Keats Avenue. The 23 °lo annual growth rate was applied to existing traffic volumes in order to determine background traffic growth for the forecasts. Trip generation for the new County service center was based on trip rates determined for the existing County service center in Stillwater. Trip distribution of the site - generated trips was based on expected development patterns in the forecast year. Though normally trip generation rates from ITE's Trip Generation Manual would be used for estimating site-generated traffic, it was found that ITE's rates for this type of land use were based on only one or two studies. Therefore, with counting assistance from the County, it was decided to measure and use the trip rates from the existing Stillwater service center. Traffic generated by the new East Ravine Parkway connection was estimated based on traffic forecast information from the June 2005 Technical Memorandum, Secondary Traffic Impacts, East Ravine Community, prepared by Howard R. Green Company. (This memo shows a 2020 forecast ADT of 7500 for this section of East Ravine Parkway,) Hourly traffic volume information and directional splits for Short Elliott Hendrickson Inc., 353$ Vadnais Center nr[ve, St. Paul, PAN 55110 -5196 SEH is an squat opportunity employer I www.sehlno.coni 1 65tA90.2000 1 800.825.2966 1 661.490.2160tax Traffic Study for Keats Avenue & 90th Street September 6, 2005 Page 2 existing conditions on Keats Avenue south of 80 Street were used to determine and distribute traffic volumes associated with the new East Ravine Parkway connection. The 2006 and 2026 AM and PM peak hour volumes developed for the Keats Avenue /90 Street intersection are shown in Figure 1. Additional detail on the components for the forecasts is given in Table 1 (AM Peak Hour Volumes) and Table 2 (PM Peak Hour Volumes). Existing average daily traffic (ADT) volumes were obtained from Washington County for Keats Avenue (2003 count) and from the City of Cottage Grove for 90' Street (2005 count). To calculate 2026 forecast ADT volumes, it was assumed that the 2026 PM peak hour volume on each approach to the intersection represented 10% of the ADT volume. The existing and 2026 forecast ADTs are shown in the following table. Location Existing ADT 2026 Forecast ADT Ke ats Avenue 7,000 16,000 90 Street 1,900 4,600 East RavineParkwa 0 8,500 Lane Geometry An analysis was performed for the Keats Avenue/90 "Street intersection to determine the number of lanes and type of lanes on each approach and the lengths of any required turn lanes. Currently, Keats Avenue and 90 Street are 2 -lane roadways. The City of Cottage Grove wants the city street approaches (9C Street/East Ravine Parkway) to the intersection designed for 2026 conditions. Washington Comity recognizes that the existing 2 -lane Keats Avenue may need to be expanded to 4 -lanes in the future, but the expansion of Keats Avenue in this area is not currently in (lie County's 5 -year capital improvement program, As part of the analysis, level of service (LOS) and queuing for 2006 and 2026 conditions were examined, safety issues were reviewed, and City and County preferences were considered. The LOS and queuing analysis for 2026 conditions indicated that the Keats Avenue approaches would need a left turn lane, two thru lanes, and a right turn lane, that the eastbound 90" Street approach would need a left turn lane and a thru /right lane, that the westbound East Ravine Parkway approach would need a left turn lane, a thru lane, and a right turn lane, and that the intersection would need to be signalized. Discussions with the City indicated that, for safety and convenience reasons, a right turn lane should be added to the eastbound 90 Street approach, The initial proposed lane geometry and traffic control for the Keats Avenue /90 Street intersection is shown in Figure 2. This proposal indicates that left and right turn lanes should be provided on all approaches to the intersection. The turn lane lengths shown on Figure 2 should be adequate for 2026 conditions. The initial intersection configuration should be able to adequately accommodate conditions at the intersection for the next 5 to 10 years. In 5 to 10 years, it may be necessary to upgrade the traffic control at the intersection from the two-way stop control to traffic signal control, and, in approximately 15 years, it may be necessary to upgrade Keats Avenue to a 4 -lane roadway. The County should periodically monitor conditions at the intersection to determine the timing of the signal and 44ane upgrade improvements. Traffic Study for Keats Avenue & 90th Street September 6, 2005 Page 3 Intersection Traffic Control The analysis indicates that, initially, the Keats Avenue/90 Street intersection can operate adequately with two -way stop control (stop signs on the 90"' Street/East. Ravine Parkway approaches and no control on the Keats Avenue approaches). However, signal control will likely be needed in the future. Therefore, an analysis was performed to determine when the intersection may meet the signal warrants from the MMUTCD. Though the MMUTCD has eight signal warrants, most signals are installed based on meeting one or more of the three volume warrants, Warrant 1 (Traffic needs to meet certain volume criteria for at least eight hours of the day.), Warrant 2 (Traffic needs to meet certain volume criteria for at least four hours of the day.), or Warrant 3 (Traffic needs to meet certain volume criteria for at least one hour of the day.). Therefore, the signal warrant analysis only examined when future volumes may meet Signal Warrants 1, 2, or 3. To conduct the signal warrant analysis several assumptions were made. These assumptions include: • Used a straight tine interpolation between 2006 and 2026 hourly volumes to determine when volume criteria were met. • Used the % of ADT information from the hourly 2004 ADT count on Keats Avenue south of 80 " Street to calculate the 4 and e highest hour for the forecasts. • Assumed the speed limit on Keats Avenue would always remain above 40 mph. (The existing speed limit is 55 mph.) This allows the use of lower volume criteria for meeting the signal warrants. The results of the signal warrant analysis indicated that Signal Warrant i would be met in 2014 (113) or 2016 (1A), Signal Warrant 2 would be. met in 2010, and Signal Warrant 3 would be met in 2009. Though a signal warrant may be met at the intersection as early as 2009, this does not necessarily mean that a signal should be installed at that time. Meeting a signal warrant is only one of the factors that should be considered in the decision to install a signal. Traffic operations, safety, and funding are other factors that should be part of the decision. For the Keats Avenue/9e Street intersection, it is recommended that the County periodically monitor conditions at the intersection to determine the timing of the signal improvement. The traffic operations analysis indicates this intersection should operate adequately with two -way stop control for the next 5 to 10 years. Recommendations Based on the analysis, the following recommendations are made for the Keats Avenue /90 " Street intersection: • The initial lane geometry and traffic control for the intersection should be as shown in Figure 2. • Washington County should periodically monitor conditions at the intersection to determine when a traffic signal may be needed at the intersection and when Keats Avenue may need to be upgraded to a 4 -lane roadway. • The right of way needed for the signal improvement and 4 -lane upgrade improvement should be acquired as part of the 2006 project. if this is not possible, the City should consider these future right of ways needs when approving future development in the area. Attachments �:kokuubNSnI001xroMUafnc uuQYnx o40:A5.dw AM PEAK HOUR :z 4 U p h M u v n I N m f L 90TH ST. [53] 31 f [971 17• —►- [461 27---] XXX – 2005 VOLUME W /SERVICE CENTER [XXX] – 2026 VOLUME W /SERVICE CENTER PM PEAK HOUR 90TH ST. 40 [142] 8 [40] �31 [198] E. RAVINE PKWY rfr M M u u ate, N 55 [1 go] -+-- 11 [50] �44 [1633 E. RAVINE PKWY r a N U O M � � M u u m n [861 50 J [38] 7 —,..- [47] 28 r�r t�0 N O _ M � � � N N u FILE NO. PHOME: (661) 490 -2000 ACOTTGO501,00 CSAH 19 (KEATS AVE.) & 90TH ST. FICaURE SEH 35? V D21 M UNYE DR. DATE: PEAK HOUR TRAFFIC VOLUMES 8/15/05 COTTAGE GROVE, MINNESOTA 1 0 0 •o � O 4 T Y 7 vl � s w O £ m - �~ 2 o � �r da 0 £ } 0 s ro N p� da I� a r h m 0 0 o M L a ' 5 F 6 0 0 V M N U� C M J N N t N O o C O�MN o �D P M O rn 00 h t M X rn_ � N m a V U g r } °w ��n oom in o Z r �-• M �- M t L O Z K d N NO?OO NN a OO h �OMN O> J O O O tL r V 0 0 C N W W W 6 o4 N�m�� L � O O O M N M� y N yy J WW N � m o 4 a n n n W M 0 0 o n n n ,22 F- o Z ttt N LL{ d J m in u °O ren J U N N C �rg��ss £ guar d d a r x v 0 N 3 �U 3 sc� =oc � Ly £ } 0 s ro N p� da I� a E c d 4 V V N A N N 0 9 a� m O E C U V � C m � cn U W 4 9 T ¢a £2 N m c Y �' i� m _ �S � O S Ol T E E N N N N N N v m Y h m 0 0 o M L a 0 0 0 V M N M C M J N b y O o C O�MN o �D P M O rn � rn N a N V r } O Z K d J OO h �OMN O> 2 r o4 N�m�� � WW N � g o 4 M n n n W M y 0 y ,22 F- ttt d J �rg��ss 0 N E c d 4 V V N A N N 0 9 a� m O E C U V � C m � cn U W 4 9 T ¢a £2 N m c Y �' i� m _ �S � O S Ol T E E N N N N N N v m F"E N0. PHC,' : ( ssr7 490 -20DO ACOTTG0501,00 CSAH 19 (KEATS AVE.) & 90TH ST. FIGURE SEH ST. PAM, CENTER oR. PROPOSED LANE GEOMETRY AND TRAFFIC CONTROL ST. PAUL, !AN ss+to GATE: COTTAGE GROVE, MINNESOTA 2 8/15/05 0 •' � Geotechnical Memorandum -A SEH MEMORANDUM TO: Chad Setterhohn FROM: A.7. Schwidder DATE: September 7, 2005 RE: Washington County Service Center, Cottage Grove, MN SEII No. ACOTTG0501.00 14.00 The purpose of this memo is to discuss the findings of the preliminary geoteati nieal exploration and to provide recommendations for pavements, subgrade, and earthwork for the intersection improvements at 9Y" Street and Keats Avenue, to provide pavement recommendations for proposed Ravine Parkway, and to provide recommendations for utilities associated with the project. Project Description The project includes moving the intersection of 90' Street to the north, reconstructing and adding turn lanes on Keats Avenue and constructing a new road, Ravine Parkway, from Keats Avenue cast to the proposed Washington County Service Center. The project layout is shown on the boring location map enclosed with the boring logs. A parking lot will be constructed for Phase I of the Washington County Service Center on the cast side of the new road, and grading for a future Phase 11 parking lot and building addition will be performed to the south of the Phase I construction. Rain gardens will be constructed between the parking lot and Ravine Parkway, and three storm water ponds will be constructed. A new water main will be constructed on the east side of Keats Avenue. Geotechnical recommendations for the Service Center building and parking lot are not part of the scope of this geotechnical investigation /mcmo. Geotechnical Investigation Three borings, ST -1 through ST -3, were conduced along Keats Avenue, off of the existing pavement where new turn lanes will be constructed. Borings ST -4 through ST-6 were conducted on the proposed water main alignment. Borings ST -7 through ST -9 were performed along 90' Street west of Keats Avenue. These borings were off of the exiting pavement in areas where a turn lane will be added. Borings ST -10 through ST -12 were performed on the proposed alignment for Ravine Parkway and cover the portion that will be constructed in the current phase of this project. Borings 13 through 15 are on the alignment of Ravine Parkway that will be, constructed in the future tinder a separate contract. The purpose of Borings 13 through 15 is to provide preliminary geotechnical recommendations for a bridge that will be constructed across the ravine to the north of the Service Center building. Boring logs and a boring location plan are in the enclosed report from Braun lntertec. Laboratory testing included 7 moisture content, 3 sieve analysis, 2 Atterberg Limits, I R -value and Standard Proctor tests. The test reports are included in the enclosed report from Braun Intertec. 90 "' Street, West of Church Parking Lot Entrance The soils encountered in this portion of 9U" Street consist of highly plastic clay which is expected to be unstable for grading. This soil extends to a depth of 5 feet below the existing ditch and is underlain by Short Elliott Hendrickson loo., 3535 Vadnals Center Drive. St Paul, MN 55r10A5195 SEN is an equal opportunity employer i www.solilno.com 1 6514902000 1 800925.2055 1 6514902150tax Washington County Service Center, Cottage Grove, MN September 1, 2005 Page 2 low plasticity clay. The extent of the poor soil conditions is expected to correspond with the drainageway that slopes downward from north to south across 9U Street near Boring ST -7. For new pavement constructed in these soils, a 4 foot subcut below the bottom of the ditch will be necessary. Place a Type 3 geotextile separator fabric (Mn/DOT 3733) at the bottom of the subcut. Place granular borrow (Mn/DOT 3149.2B 1) from the bottom of the subcut to an elevation that is 3 feet below the bottom of the Class 5 aggregate base course. Compact the granular borrow to 95 percent of Standard Proctor maximum density (ASTM D698) in lifts of no more than 1 foot. Place select gra ndrit borrow (Mn /DOT 3149.2132) within 3 feet of grading grade, and compact it to 100 percent of Standard Proctor maximum density (ASTM D698) in lifts of no more than 12 inches. Place drain the at the bottom of the subcut, beneath the curb on each side of the road, and connect the drain tile to storm sewer structures, if there are structures that are deep enough. If the storm sewer structures are not deep enough, the drain tile will need to be discharged to the adjacent ditch along Keats Avenue or the existing ravine that drains to the south of 9d" Avenue. Use perforated PE drain tile wrapped in a Type I geotextile sock (Mn/DOT 3733). With this subgradc, the pavement can be designed using an R -value of 70 - Soils removed from this subcut may be used as fill behind the curb where structures, trails, or pavements are not supported. No groundwater was encountered in Boring ST -7, which extended to a depth of 15.5 feet below existing grade. 90" Street, East of Church Parking Lot Entrance Borings ST -8 and ST -9 were conducted in this area. These borings encountered poorly graded sand, and seams of lean clay with gravel were encountered within the sand in Boring ST -9. The lean clay in Boring ST -9 was encountered 4 feet below the ground surface. In this area, rework and recompact 2 feet of the on -site soils below grading grade. The soils need to be recompacted to 100 percent of Standard Proctor maximum density (ASTM D698) in lifts of no more than I foot. Expect the compacted volume of these soils to be 15 percent less than the volume prior to compaction. Pavements constructed on this subgrade may be designed for an R -value of 50. Feats Avenue (CSAH 19) Boring ST -3 was performed in the southbound traffic lane and showed the existing pavement to consist of 8 inches of bituminous over 16 inches of fill consisting of silty sand with gravel, Information provided by Washington County showed that the pavement section consists of the following: 4" Bituminous Wear Course I" Road Mix Bituminous Base 5" Class 5 Aggregate Base 12" Select Granular Borrow Boring ST -1 was performed in the bituminous shoulder south of 90" Street and on the west side of Keats Avenue. It showed that the shoulder consists of 5 inches of bituminous pavement over 2 inches of aggregate base over I I inches of fill consisting of poorly graded sand with silt. In areas outside of the existing pavement where the road will be widened, remove all existing fill and topsoil prior to widening the road embankment In Boring ST -2, the fill and topsoil extended to a depth of 2 feet below existing grade. Washington County Service Center, Cottage Grove, MN September 1, 2005 Page 3 The existing bituminous pavement and aggregate base course will be removed. Borings ST -1 and ST -3 showed a 6 -inch layer of topsoil buried 1.5 to 2 feet below the pavement surface. This layer of topsoil needs to be removed prior to constructing tite new pavement section. Borings ST -I through ST -3 did not encounter groundwater, and they extended to a depth of 15.5 feet below the existing road surface. Subgrade for the new pavement will consist of placing 12 inches of select granular borrow (Mtn /DOT below grading grade rework 12 inches of the existing silty sand and compact to 100 percent of Standard Proctor maximum density (ASI'M D698). Use an R -value of 40 for pavements designed with this subgrade. Ravine Parkway Borings ST -10 through ST -12 were performed along the proposed alignment of Ravine Parkway. The borings encountered 7 to 8 inches of topsoil, which was underlain by poorly graded sand in Borings ST- 10 and ST -11. There was 33 feet of silty sand between the topsoil and the poorly graded sand in Boring ST -11 Groundwater was not observed in Borings ST -10 through ST -12, and they extended to a depth of 15.5 feet below existing grades. Based on the grading plan available as of the writing of this tnelno, tl)e silty sand will be removed from beneath the road to achieve the desired road profile. Therefore, the pavement will be constructed on the poorly graded sand, which has an RRvah of 68 . This is based on an R -value test performed by Braun Intettec, and the laboratory test report is enclosed with this memo. Subgrade preparation for this road will consist of reworking and recompacting 2 feet of oil site soils below grading grade. Compact these soils to 100 percent of Standard Proctor maximum density (ASTM D698) in lifts of no more than 1 foot. Expect the compacted volume of these soils to be 25 percent less than the volume of the soils prior to compaction. We understand that the soils from grading Ravine Parkway will be used for general grading on the Service Center and parking lot site. The silty sand may be used as fill beneath the parking lot, if it is placed more than 3 feet below grading grade. It may also be placed in pond areas or landscaped areas, but do not place it in infiltration basins or rain gardens, Do not place the silty sand beneath the building. The underlying poorly graded sand may be used as fill anywhere or) the Service Center building and parking lot site. Water Main Borings ST -4 through ST -6 were performed for the water main that will be constructed along the east side of Keats Avenue. These soils encountered 0.7 to 1.0 foot of topsoil. Beneath the topsoil was poorly graded sand. Zones of poorly graded sand with silt were encountered in Boring ST -4, and a 1.5 foot thick zone of clayey sand was encountered beneath the topsoil in Boring ST -6. Groundwater was not encountered in these borings, which extended to a depth of 15.5 feet below existing grades. All of these soils are suitable for utility trench excavation. Trench excavations must be sloped in accordance with OSHA regulations. These soils cats be generally categorized as Type C soil that allows a maximum steepness of 1.5 horizontal ; I vertical for excavations less that) 20 feet deep. The poorly graded sand encountered on site is suitable for use as pipe bedding, both underneath and around the sides and 6 inches above the top of the pipe. The other on -site soils, other than topsoil, are suitable for backfilling the pipe trench above the top of the pipe. Expect the compacted volumc of these soils to be 25 percent less than the volume of the soils prior to compaction. Washington County Service Center, Cottage Grove, MN September 1, 2005 Page 4 Excavate the pipe trench to the bottom of pipe elevation, then scarify the 6 inches of soil at the bottom of the trench. Place the pipe on the prepared trench bottom and backfill around tile, pipe with the poorly graded sand to 6 itches above the top of the pipe. Maximum lift thickness in this zone shall be 8 inches, and the backfill shall be compacted to it minimum of 90 percent of Standard Proctor maximum density. Above this zone, compact pipe trench backfill to a minimum of 95 percent Standard Proctor maximum density in areas not supporting structures or pavements or to a minimum of 100 percent of Standard Proctor maximum density in areas supporting structures or pavements. This corresponds to Type 5 bedding in AW WA 0600 -99 and AW WA C605 -94. It also corresponds with Mn/13OT Type B bedding. Infiltration Basins/Rain Gardens There will be rain gardens or infiltration basins constructed between Ravine Parkway and the parking lots for the Washington County Service Centel'. The closest borhtgs to these rain gardens are ST -10 through ST -12. The grading plan shows that the silty sand encountered in Boring ST -12 will be removed during site grading. Therefore, the rain gardens will be constructed on the poorly graded sand soils. These soils are suitable for construction of the rain gardens, and a permeability of 0.01 em/second can be used to size the rain gardens. Future Ravine Crossing Borings ST -13 to ST -15 were conducted in the ravine north of the Service Center building on the proposed alignment for Ravine Parkway. These borings encountered alternating zones of poorly graded sand and silty sand. The on -site soils are loose from the ground surface to an elevation of 866 feet on the south side of the ravine and 851 feet in the bottom of the ravine. Below this, the soils were medium dense. On the north side of tine ravine, the soils are loose down to an elevation of 854.5 feet, where Boring ST -15 terminated. Groundwater was not observed in any of the three borings, which terminated at elevations 829.5, 829.5, and 854.5 feet. Bedrock was not encountered in the borings. Two options are being considered for the crossing. One is a steel bow truss bridge, and the other is a span concrete elliptical arch. For either option, deep foundations such as driven H -pile will be needed to support the structure at this location. This is due to the loose to medium dense condition of the soils encountered in the borings. Additional geotechnical investigation and analysis will be required during die final design phase to determine the length and number of piles required to support the structure. ajs Enclosure: Report from Braun Intertee (37 pages) c: Sue Mason ('©% /L u 7 ! NTE RTEC Letter of Transmittal Client: Kraus - Anderson Midwest Braun Intertec Project No: SP -05. 02884 -A Transmittal No: I Date: Augustf5,2005 To: Ron Farmer, PC Short Elliott Hendrickson, Inc 3535 Variants Center Drive 200 SEft Centel St. Paul, BIN 55110 -5108 Phone: 651.490.2000 Faxf 651- 490 -2150 Re: Washington County Service Center, South Location, Cottage Grove, bIN Braun Intertec Corporation 1626 Buerkie Road Saint Paul, MN 55110 This Transmittal is Being Sent: —Foryour approval As requested —�L— For your records For review Information Sent Copies I Reference Numbers Comments /Clarification Misc. Report I Transmittal List Information Sent Mark Kotten, Kraus- Anderson Midwest Misc. Report (1) Ron Farmer, PE, Short Elliott Hendrickson, Mo Misc. Report (1) Signature: Sent By: Phone: Charles D Hubbard (651) 487 -3245 Providing engineering and environmental schrtions shove 1957 ! 4 BRAUN INTERTEC August 15, 2006 Mr. Mark Kotten Kraus- Anderson Midwest 8625 Rendova Street P.O. Box 358 Circle Pines, MN 55014 Re: Geoteehnical Evaluation Report Washington County Service Center Utilities Cottage Grove, Minnesota. Dear Mr. Kotten: aravn Intedc< corporolton 1826 Bveekk Rood SOW Pout, MN 55110 Project SP- 05- 02884A Phone: 651-487.3245 for.: 651.487-1812 Web: b:ovnie'eneccom We are pleased to present the attached Geotechnical Evaluation Report for the Washington County Service Center Utilities Project, A summary of our findings is presented on the following pages. If you have questions about our findings, please call its at 651.487.3245. Sincerely, 13RAUN INTERTEC CORPORATION 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 Registered Professional Engineer tinder the laws of the State of Minnesota. Charles D. Hubbanl, PE, PG Associate Principal /Senior Technical Consultant License Number: 21153 Steven D. Gerber, PE Senior Engineer Attachment: Gemeehnical Evaluation Report c: Mr. Ron Farmer, SEH, Inc. Providing engineering and environmental solutions since 1957 Geotechnical Evaluation Washington County Service Center Utilities Cottage Grove, Minnesota Situation Kraus- Anderson Construction Company (K -A), Midwest Division, retained Braun Intertec Corporation to perform borings and laboratory tests, and obtain factual information, to help in the design of utilities, roadway improvements, and a bike path associated with a new public service center in Cottage Grave, Minnesota. The service center will be located east of Keats Road at W h Street, as shown in Figure 1, attached. Figure 1 is a partial copy of a site map provided to us by Short Elliott Hendrickson, Ino. (SEED. Scope of Services Based on our project goals, vie developed a scope of services for this project and submitted it in the form of a Cost Estimate to Mr. Mark Kotten o €K -A on June 17, 2005, who provided verbal authorization to proceed. Our scope of services was performed Linder the terms of our March 1, 2003, General Conditions, and was limited to the tasks described below. Reconnaissance and Utility Clearance We performed a cursory reconnaissance of the site primarily to evaluate equipment access to prospective boring locations, and clear those locations of existing underground utilities with Gopher State One Call, Penetration Test Borings We drilled a total of 15 penetration test borings. Twelve borings were drilled to a depth of about 15 feet, two to about 35 feet, and one to about 70 fact. The borings were performed in accordance with ASTM Test Method D 1586, so that penetration tests could be performed and relatively undisturbed samples obtained for classification. Penetration test samples were taken at 2 I /2- foot intervals in the upper 15 feet, and then at 5 -foot intervals at greater depths. Boring Surveying SER staked the boring locations. Braun Intertec attempted to drill borings as close as practical to the staked locations, except as required to avoid underground utilities. Borings ST -6, ST -9, and ST -10, specifically, were offset to avoid utilities. Boring locations are described on the attached Log of Boring sheets, and reflect our best understanding of the actual boring locations. Boring elevations were estimated from topography provided to us. Boring Log Preparation Penetration resistance samples were returned to our laboratory and were visually classified and logged by a geoteclnical engineer. Material samples were visually and manually classified in accordance with ASTM Test Method D 2488, A chart explaining the classification system is attached. Log of Boring sheets classifying and describing the materials encountered, and presenting the results of penetration resistance tests and groundwater measurements, were then generated. The boring logs follow Figure 1. Geologic origins assigned to the strata shown on the boring logs were detenuined from a review of material classifications, penetration resistance tests, and geologic publications pertinent to the area. Kraus-Auderson Midwest Project SP- 05- 02884A August 15, 2005 Page 3 Laboratory Testing Laboratory tests were performed on select penetration test and bulk samples, as directed by SEI-I. Braun Intertec performed a total of seven moisture content tests, two Atterberg limits tests, three particle size analyses (sieve analyses), one standard proctor test, and one R -value test. The results of the laboratory tests follow the Log of Boring sheets. Results Subsurface Conditions Two of the borings, Borings ST -1 and ST -3, were drilled through existing pavement, Boring ST -1 encountered about 5 inches of bittuminous over 2 inches of aggregate base. Boring ST -3 encountered about 8 inches of bituminous pavement alone (no aggregate base was discernable). Underlying the pavement materials at Borings ST -1 and ST -3, and from the surface at Boring ST -2, existing fill, consisting of poorly graded sand or silty sand, was encountered. The existing fill was about I foot thick, was brown and was moist. The remaining borings initially encountered about one -half to one foot of topsoil consisting of silty sand and poorly graded sand with silt. Topsoil was also encountered beneath the existing fill at norings ST -1 and ST -3. The topsoil was dark brown to black, and was moist. Upon penetrating the existing fill and topsoil, the borings generally encountered and terminated in glacial outwash consisting of poorly graded sand, poorly graded sand with silt, and silty sand. The glacial outwash was brown and moist. A few of the borings, however (Borings ST -G, ST -7 and ST -9), also encountered localized deposits of alluvium `sandwiched' between the topsoil and the glacial oulwash. The alluvium consisted of lean clay and clayey sand that were brown to black, and moist. Penetration Resistance Testing Penetration tests in the glacial outwash ranged from 4 to 20 blows per foot (BPF), with most values between 5 and 12 BPF, indicating that the outwash was generally loose to medium dense but locally very loose. Penetration resistances in the scattered alluvial deposits ranged from 4 to 9 BPF, indicating that it was rather soft to rather stiff. Groundwater Groundwater was not observed in any of the borings, suggesting that the groundwater surface is deeper than the depths explored by our borings. It is possible, however, that perched water could develop on the contacts between soil types with significantly different penneabilities (sand over clay, for example). Also, on existing ditch, located in the vicinity of Borings ST -13, ST -14, and ST -15 could act as an ephemeral stream. Kraus - Anderson Midwest Project SP- 05- 02884A August 15, 2005 Page 4 Remarks Variations in Subsurface Conditions Note that our borings provide only a limited amount of subsurface information. It is not standard engineering practice to retrieve material samples from borings continuously with depth, and therefore strata boundaries and thicknesses must be inferred to some extent. Strata boundaries may also be gradual transitions, and can be expected to vary in depth, elevation and thickness away from the boring locations. Variations in subsurface conditions present among borings may not be revealed until additional exploration work is completed, or construction commences. Such variations can increase construction costs, and a contingency should be provided to aceormrrodate them. Groundwater Precautions Groundwater rneasuretuents were made under the conditions reported herein and shown on the boring logs, and interpreted in the text of this report. It should be noted that the observation period was relatively short, and groundwater can be expected to fluctuate in response to rainfall, floodin& irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. Level of Care This report is for the exclusive use of the parties to which it has been addressed. Without written approval, Nye assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. Braun Intertee Corporation's services for this project were performed in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in this area under similar budget and time restraints. No warranty, express or implied, is made. R 43 INTERTEC LOG OF BORING Braun Project SP -05 -02884 BORING: S'I'_I Geoteelimical Evaluation LOCATION: Keats Rd., 36V S. of 90th St., 22 of Washington County Service Center Centerline. See attached sketch. South Location Cottage Grove, Minnesota DRILLER: E. Milton METHOD: 3 l W' FtSA, Autolnnr DATE: 716/05 SCALE: 1" = 4' Elev. Depth feet feet ASTM Description of Materials BPF WL Tests or Notes 900.0 0.0 Symbol (ASTM D2488 or D2487) 0.4 ?AV S' Bitumin 2" A re ate Base _ R9,6 $99.4 06 FILL 898.5 1.5 FILL FILL: Poorly Graded Sand with Sift, fine- to medium - mined brown moist. CLAYEY SAND, bCack moist. 1 4 898.0 2.0 SC P Buried Topso `- P ORLY GRAD D SAND, fine - to medium-grained, brown, moist, loose to medium dense. (Glacial Outwash) I I A 5 n 0 o t7 m 0 � 11 tt N O O c 9 8 4. M5 END OF BORING. Water not observed with 14 feet of hollow -stem auger in the ground. R v Water not observed to cave -in depth of 12 feet N immediately after withdrawal of auger. Boring immediately backfilled. ri 0 y z m i v 0 N C1 U _ K 0 SP45 -02354 Braun Interim CeTporation ST4 pagelorI iNTERTEC LOG OF BORING Braun Project SP -05 -02884 BORING: ST-2 Geoteehnieal Evaluation LOCATION: Keats Rd, 445'N. of 90th St., 25' W. Washington County Service Center of eentertine. See attached sketch. South Location Cottage Grove, Minnesota DRILLER: E. Milton METHOD: 3 114" HSA, Autchn r DATE: 7!6!05 SCALE: V = 4' Elev. Depth feet feet ASTM Description o €Materials BPF WL Tests or Notes 900.0 0.0 Symbol (ASTM D2488 or D2487) FILL FILL: Poorly Graded Sand, fine- tomedium- grained, 49.0 t.0 brown moist. CL SANDY LEAN CLAY, dark brown, moist to wet. 898.0 2.0 GlacialOutwash 9 SP- :' POORLY GRADE SAND with SILT, fine- to SM �'. medium- grained, brown, moist, loose. (Glacial Outwash) 89 5 .0, 5.0 19 SP ': POORLY GRADED SAND, fine- to mcdiunrgmined, brown, moist, loose to medium dense. S (Glacial Outwash) 7 , 10 i� i o _ s 7 i 5 u 6 7 884,5 1 15.5 v _ END OF BORING. Water not observed with 14 feet of hollow -stem auger in The ground. 8 Water not observed to cave-in depth of 12 feet - immediately after withdrawal of auger. Boring immediately backfilled. e P U a m_ V N 4 ry 6 Z m C m SP -05 -02884 Braun Interim Cortw ation s'r.2 page i or i iNTERTEC LOG OF BORING Braun Project SP -05 -02884 BORING: Sr-3 Geoteehnica! Evaluation LOCATION: Keats Rd., 930'N. of 90th Sc, at Washington County Service Center centerline. See attached sketch. South Location Cottage Grove, Minnesota DRILLER: E. Milton METHOD: 3 1/4" HSA, Autohmr DATE: 716/05 SCALE: 1 Elev. Depth feet feet ASTM Descriptionoftvtawria €s BPF WL MC P200 Tests or Notes 900.0 0.0 Symbol (ASTM D2488 or D2487) % % 8993 0.7 PAV 8" Bituminous FILL FILL: Silty Sand, fine- to medium- grained, trace of 898.0 2.0 Gravel, brown, moist. 14 97.5 2.5 SC CLAYEY SAND, fine- to medium - grained, black, moist. Buried To soik SM "': SILTY SAND, tine- tom ium-gtained, brown, moist, ' medium dense. (Glacial Outwash) 20 9 32 13 I 891. 9.011 SP t; ":" POORLY GRADED SAND, fine- to medium - grained, i brown, moist, loose to medium dense. t i (Glacial Omwash) i ' 7 14 S 4.5 15.5 END OF BORING. Water not observed with 14 fleet of hollow-stem auger in the ground. Water not observed to cave -in depth of 12 feet immediately after withdmwat of auger. Boring immediately backfitled. v a a n J u N 'X. 2 � K 9 SP -03 -02884 Braun Intalm C.0tr ration - - - -- S W-3 page l of l BRAUN 1NTERTEC LOG OF BORING Braun Project SP -05 -02884 BO RING: ST -4 Geoteehnieal Evaluation LOCATION: Pedestrian Trull, 1400'S. of 85th St., Washington County Service Center 220` S. of Keats Rd. centerline. See attached sketch. South Location Cottage drove, Minnesota DRILLER: E. Milieu METHOD: 3 lt4" NSA, Autolunr DATE: 7/7105 SCALE: I" =4' Elev. Depth feet feet ASTM Description of Materials BPF WL TestsorNotes 90010 0.0 Symbol (ASTM D2488 or D2487) SM SILTY SAND, fine- to medium- grained, dark brown, 894.0 1.0 moist. FOORLY GRADED SAND, fine- to me nmt- grained, '. brown, moist, loose. 5 (Glacial Outwash) 896.01 4.0 SP- .` POORLY GRADED SAND with SILT, fine- to _ SM :. medium- graincd,brown, moist, very loose. 4 (GlacialOutwash) 894.0 6.0, 1 , SP POORLY GRADED SAND, fine to medium- grained, .' dark brown, moist, very loose to loose. (Glacial Outwaslr) 4 i i i s 5 's i 888.0 12.0 6 SP- : POORLY GRADED SAND with SILT, fine- to a 887.0 1340 SC SP - medium- grained, dark brown, moist, loose. lG%_1Outwa POORLY GRADED SANll, tine- to medium- grained, `. = moist, loose. 6 884.5 15.5 (GlacialOuhvash) END OF BORING. x 3 Water not observed with 14 feet of hollow -stem auger in -, the ground. a X Water not observed to cave -in depth of 13 feet inunediately after withdrawal of auger. Boring immediately backfitled. 0, 13 N � m U d Ell V h O V N R :J c SP-oS -02884 nraun lalcnec Corporarbn ST-4 gaga I of i INTERTEC ]LOG OF BORING Braun Project SP -05 -02884 BORING: ST-5 Geoteelmical Kvaluation LOCATION: Pedestrian Trail, 900'& of 85th St., Washington County Service Center 190'8, of Keats Rd. centerline. See attached sketch. South Location Cottage Grove, Minnesota DRILLER: E. Milton METHOD; 3 1/4' HSA, Autohmr DATE: MoS SCALE: 1".4 Elev. Depth feet feet ASTM Description ofMateriafs BPF 1VL TestsorNotes 885.0 0.0 Symbol (ASTM D2488 or D2487) . 884.31 0.7 SM SILTY SAND, fine- to medium - grained, dark brown, moist. SP _(TOpSnfl POORLY GRADED SAND, f ne- to medium - grained, `{ trace of Gravel, brown, moist, loose. 10 (Glacfal Outwash) 8 i 5 J ] 5 3 i i 6 i' S 869.5 15.5 - END OF BORING. Water not observed with M feet of hollow -stem auger in tit ground. Water not observed to cave -in depth of 12 feet immediately after withdrawat of auger. Boring immediately backfitied. U � C m R V 0 a N U R 4 e m z 4 L { n a 4� Sr- 05 Nan Wenaa Conwtatfon ST -5 page I of 1 BRAUN INTERTEC LOG OF BORING Braun Project SP -05 -02884 BORING: ST -6 Geoteehnical Evaluation LOCATION: Pedestrian Trail, 200' S. of 85th St„ Washington County Service Center 240'S. of Keats Rd. centerline. See attached sketch. South Location Cottage Grove, Minnesota DRILLER: E. Milton METHOD: 3 1 /4" IISA, Autolunr DATE: 717105 SCALE—% t" =4 Elev. Depth feet feet ASTM Description ofMatedals BPF WL Tests arNotes 910.0 0.0 Symbol ASTM D2488 or D2487) IM SITIfY SAND, fine- to medium - grained, dark brown, 909.0 LO moist. (Topsoil SC 907.5 2.5 CLAYEY SAND, brown, moist. (Alluvium)6 SP POORLY GRADED SAND, fine- to medium- grained, brown, moist, loose to medium dense. (Glacial Outwash) 7 r i i 11 3 i i 3 i 7 i i I1 'a i ' 10 s 8 4.5 5.5 END OF BORING. j Water not observed with 14 feet of hollow -stem auger in i the ground. Water not observed to cave -in deptl of 13 feet immediately after withdrawal of auger. Boring immediately backtilled, a c U N x m SP- 05.02884 nrann tmcrlec Corporation ST-6 page I of 1 BRAUN VA INTERTEC Braun Project SP -05 -02884 B BORING: ST-7 Geotechnical Evaluation L LOCATION: 90th St., 619 W. of Keats Rd., 20'N. Washington County Service Center o of centerline. See attached sketch. South Location Cottage Grove, Minnesota DRILLER: E. Milton M M) ITiOD: 31/4" HSA, Autobmr D DATE: 7/6/05 S SCALE: 1" = 4' Elev. D Depth feet f feet A ASTM D Description ofMaterials U UP W WL M MC T Tests or Notes 900.0 0 0.0 S Symbol ( (ASTM D2488 or D2487) % % 899.4 0 0.6 S SM -_ ; ;. S SILTY SAND, dark brown, moist. — S Sir ( POORLY GRADED SAFD, trace of Gravel, brown, 95.0 2 2p P anoint, Alluvium 9 9 3 34 L LL =57 PI =27 CL-`' a LEAN CLAY, dark brown, moist. 896.0 4 4.0 ( (Alluvium) CL L LEAN CLAY with SAND, black, moist, medium. 895.0 5 5.0 ( (Alluvium) 7 7 4 43 CL L LEAN CLAY, brown, moist, rather soft. (Alluvium) SP-05-028: t Braun tntcocc Corporation ST -7 Pap I of I (NTERTEC :�.. i 9 S Braun Project SP -05 -02884 BORING: ST -8 Geotechnicai Lvahtation LOCATION: 90th St., 320' W. of Keats Rd., 42' N. Washington County Service Center of centerline. Sce attached sketch. South Location Cottage Grove, Minnesota DRILLER: 8, Milton MMiOD: 31/4" HSA, Autoivnr DATE: 7/6/05 SCALE: 1".4 Elev. Depth feet feet ASTM Description of Materials BPF WL Tests or Notes 900.0 0.0 Symbol (ASTM D2488 or D2487) 899.5 0.5 SM ` '_- SILTY SAND, fine- to medium - grained, dark brown, moist. SP POORLY GRADED SAND, fine - tome rum- grained, brown, moist, loose to medium dense. 8 (Glacial Gutwash) 15 s i 12 a > 891.0 9.0 SP POORLY GRADED SAND, fine- to medium- grained, brown, moist, very loose to loose. 4 (Glacial Outwash) s u u $ Y END OF BORING. Water not observed with 14 feet of hollow -stcm auger in 9 the ground. 8 Water not observed to cave -in depth of 13 feet immediately after withdrawal of auger. Boring immediatelybackfilled. F E- U z 4 0 2 U N O u N V N Z a 0 SF�05A2884 nraun iarcnel c:onwranon 51 =s page t of 1 INTERTEC LOG OF BORING Braim Project SP -05 -02884 BORING: ST -9 Geotechnical Evaluation LOCATION: 90th St.,100' W. of Keats Rd., 30'N. Washington County Service Center of centerline. See attached sketch. South Location Cottage Grove, Minnesota DRILLER: E. Milton METHOD: 3 1 /4" HSA, Autolmv DATE: 7!6105 SCALE: 1" -4' Elev. Depth feet feet ASIM Description of Materials BPP WL MC Tests or Notes 90010 0.0 Symbol (ASTM D2488 or D2487) % 899.5 0.5 SM - SILTY SAND, fine - to medium - grained, dark brown, moist. SP (Topsoil) POORLY GRADED SAND, fine- to medium - grained, brown, moist, loose. 8 (Alluvium) 896.0 4.0 CL LEAN CLAY with GRAVEL, brown, moist to wet, stiff. (Alluvium) 9 20 894.0 6.0 SP POORLY GRADED SAND, fine - grained, brown, moist, very loose. (Glacial Outwash) 4 I" i 891.0 9.0 CL LEAN CLAY with GRAVEL, brown, moist to wet, rather soft. 4 i (Alluvium) 888.0 12.0 5 j SP < POORLY GRADED SAND, fne� to medium- grained, brown, moist, loose. (Glacial Outwash) i i 6 884.5 15.5 END OF BORING, Water not observed with 14 feet of hollow -stem auger in .. the ground. Water not observed to cave -in depth of 13 feet immediately after withdrawal of auger. Boring inunediately backfilled, x x `o u z L? 6 ( O U C K C m SP- OM2334 Oman lntenca Corporation ST -9 page t or t 9 INTERTEC LOG OF BORING Brawn Project SP -05 -02884 BORING: ST -10 Geafeehnieal Evaluation LOCATION: Bike Path, S. of Keats Rd., STA 2 +30. Washington County Service Center See attached sketch. South Location Cottage Grove, Minnesota DRILLER: E. Milton METHOD: 3 I /4" HSA, Autohtur DATE: 716/05 SCALE: 1 Elev. Depth feet feet ASTM Description of Materials BPF WL Tests or Notes 9004 0.0 Symbol (AM D2498 or D2487) 899.4 0.6 SM ;: :- SILTY SAND, fine- to medium- grained, dark brown, moist. SP (Topsoil) POORLY GRADED SAND, fine- grained, brown, moist, IOOSe. 8 (Glacial Ouhvash) r 8 i 8 I I 9 i 7 I '3 7 884.5 15.5 END OF BORING. Water not observed with 14 feet of hollow -stem auger in tilt ground. Water not observed to cave -in depth of I3 feet immediately after withdrawal of auger. Boring immediately backfilled. z— z n d u h V ro z a m 4 6 L { C t E SPA5-02884 Braun lnterteo Corporaiton sT µage 1 of I INTERTEC i 6 i i Braun Project SP -05 -02884 BORING: ST-1 Geoteehnical Evaluation LOCATION: Bike Path, E. of Keats Rd., STA 5 +50. Washington County Service Center See attached sketch. South Location Cottage Grove, Minnesota DRILLER: E. Milton METHOD: 9 i /4^ NSA, Autohmr DATE: 7/7/05 SCALE: I =4' Elov. Depth feet feet ASTM Description of Materials BPF WL Tests or Notes 905.0 0.0 Symbol (ASTM D2488 or D2487) 90 4.4 0.6 SM`, SII TY SAND, fine- to medium- grained, dark brown, moist. SP !To soil POORLYGRADEDSAND - tomedium- grained, .• Z, ,fine trace of Gravel, brown, moist, loose to medium dense. 9 (Glacial Outwash) t0 i 0 9 3 a 6 K U y V ti N O O tl 7 889.5 I5.5 END OF BORING. - Water not observed with 14 feet of hollow -stem auger in 'v the ground. 8 Water not observed to cave -in depth of 12 feet immediately after withdrawal of auger. ' Boring immediately backfilled. "e 0 r a w a U U V G G m 5 I _ sp-oi -=84 Braun Intenw corpormion - St-!l page t of I INTERTEC LOG OF BORING Braun Project SP -05 -02884 BORING: ST -12 Geoteehnical Evaluation LOCATION: Bike Path, E. of Keats Rd., STA 9-x50, Washington County Service Center See attached sketch. South Location Cottage Grove, Minnesota DRILLER: E. Milton METHOD: 3 I!4" HSA, Aatohmr DATE: 7/7/05 SCALE: V =4 Elev. Depth feet feet ASTM Description of Materials BPP WL MC P200 Tests or Notes 910.0 0.0 Symbol (ASTM D2488 or D2487) % % 0 SM SILTY SAND, fine- to medium - grained; dark brown, moist. SM : SILTY SAND, fine- to medium- grained, brown, moist, T very loose. (GlacialOutwash) 3 10 40 906.0 4.0 SP > POORLY GRADED SAND, fine- to medium- grained, brown, moist, loose, 10 (Glacial Outwash) i i 7 e 8 i i 7 0 0 B 5 b Y 7 7 5 894,5 15.5 END OF BORING. Water not observed with 14 feet of hollow -stem auger in 0 the ground. Z Water not observed to cave-in depth of 12 feet immediately after withdrawal of auger. Boring then backfilled. N a 0 b V � O V N SP -05 -02384 Braun inicrtec Corpetaron ST -12 page 1 of I INTERTEC LOG OF BORING Braun Project SP -05 -02884 BORING: ST-13 Geoteehnieal Evaluation CA ON: Bike Path, E. of Keats Rd., STA 12 +00 Washington County Service Center (W. Bridge abutment). See attached sketch. South Location Cottage Grove, Minnesota DRILLER: R Milton METHOD: 3 174" HSA, Autolvnr DATE: 7/11/05 SCALE: 1".4 Elev. Depth feet feet AS'1'M Description of Materials BPF IWL TestsorNotes 90010 0.0 Symbol (ASTM D2488 or D2487) SP- POORLY GRADED SAND with SILT, fine- to 899 0 1.0 SM $P medium - grained, brown, moist. O soil - POORLY GRADED SAND, tine- to the iurn•gmine , 9 brown, moist, loose. (Glacial Outwash) i 7 i 's , 7 i 7 9 7 i 7 14.0 --Imo SP- POORLY GRADED SAND, fine- to coarse - grained, brown, moist, loose. 7 (Glacial Outwash) u a n 7 "a $76.0 0 4.0 SP POORLY GRADED SAND, fine- to medium - grained, .. brown, moist, loose. 5 m (Glacial Gutwash) v T 0 $ w a SPAS -0288-0 Brow Interim Corporation sr- 13 page I ot3 p I q{ U N" INTERTEC LOG OF BORING Braun Project SP -05 -02884 BORING: ST-13 (cont. Geotechnical Evaluation LOCATION: Bike Path, E. of Keats Rd., STA 12 +00 Washington County Service Center (W. Bridge abutment). See attached sketch. South Location Cottage Grove, Minnesota DRILLER: E. Milton METHOD: 3 1t4" HSA, Autohmr DATE: 711V05 SCALE: 1" =4 Elov. Depth feet feet ASTM Description of Materials 13PP WL Tests or Notes 868.0 32.0 Symbol (ASTM D2488 or D2487) POORLY GRADED SAND, fine- to medium - grained, brown, moist, loose. (Glacial Outwash) (continued} 866.0 34.0 SM ' SILTY SAND, fine- grained, brown, moist, medium dense. 13 (Glacial Outwash) 862.0 38.0 SP.. J POORLY GRADED SAND, fine- grained, brown, moist, ` mediumdense. 's (Glacial Outwash) i 11 S i 3 14 e a "a 11 N V n 846.01 54-0 SP POORLY GRADED SAND, fine- grained, light brown, moist, medium dense, 19 5 (Glacial Outwash) F O u 842.0 SSA SM SILTY SAND, fine- grained, brown, moist, medium dense. s (Glacial Outwash) 17 U _ O J ti 2 m 836.0 64.0 SVA5A2884 [3roun lntmcc Cogwration S1' -13 pagc2 oP'3 BRAU (NTERTEC LOG OF BORING Brauxl Project SP- 05- 02884 BORING: ST - 13 (cont.) Geotechnical Evaluation LOCATION: Bike Path, E, of Feats Rd., STA 12 +00 Washington County Service Center (W. Bridge abutment). See attached sketch. South Location Cottage Grove, Minnesota DRILLER: E. Milton METHOD: 3 1/4" HSA, Autohner DATE: 7/11/05 SCALE: 1" =4' Elev. Depth feet feet ASIM Description of Materials BPF WL Tests or Notes 836.0 64.0 Symbol (ASTM D2488 or D2487) SP POORLY GRADED SAND, fine- to medium-grained, brown, gist, medium dense 21 (Glacial Omwash) 12 829.51 70.5 I i END OF BORING. Water not observed with 70 feet of hollow -stem auger in ' the ground. 3 Water not observed to cave-in depth of 20 feet '- immediatelyatter withdrawal of augen i i f Boring invttediataly backfilled. i 3 z 3 u u , J ll } i! A V s F U � 4 V 6 V N O U 6 m x m SI'AS.02884 Bmun Intent Coq rdon 5413 pagc 3 of 3 INTERTEC Braun Project SP -05 -02884 BORING: ST -1 Geotechnicat Evaluation LOCATION: Bike Path, E, of Keats Rd., STA A c00 Washington County Service Center (Bridge Center). See attached sketch. South Location Cottage Grove, Minnesota DRILLER: E. Milton METHOD: 3 t /4" HSA, Aotohmr DATE: 7/7/05 SCALE: 1" = 4' Elcv. Depth feet feet ASTM Description of Materials BPF WL MC P200 I TestsorNotes 86$.0 0.0 Symbol (ASTMD2488orD2487) % % 864.5 0.5 SM SILTY SAND, fine- to medium - grained, dark brown, SM moist. S1liI'Y SAND, file- to medium•grained, dark brown, .: _., moist, very loose to loose. 4 9 20 (Glacial Outwash) 8 854.0 6.0 - 2 $Pi POORLY GRADED SAND, fine- to medium - grained, p _ brown, moist, loose. _ (Glacial Outwash) $ i i 's 7 R k u a 3 8 a 851.0 1 140 c SM :; SILTY SAND, fine-grained, brown, moist, loose to ' medium dense. 16 " (Glacial Outwash) c V U U n 10 e 842.0 23.0 a SP.: :. POORLY GRADED SAND, Fine- to medium - grained, brown, moist, medium dense. (Glacial Outwash) 17 m V P W N u 0 16 834.0 31.0 4 0 (, SP- .'. SP- 05.02384 6" inteneo 6avranon ST -14 pave l oft BRA INTERTEC LOG OF BORING Bratnl Project; SP -05 -02884 BORING: ST -14 (cont. Geotechnical Evaluation LOCATION: Bike Path, E. of Keats Rd., STA 14 +00 Washington County Service Center (Bridge Center). See attached sketch. South Location Cottage Grove, Minnesota DRILLER: E Milton METHOD: 3 1/4" HSA, Autohmr DATE: 7/7/05 SCALE: 111=4' Elev. Depth feet feet ASTM Description of Materials BPF WI, MC P200 Tests or Notes 833.0 32.0 Symbol (ASTMD2488orD248`l )i % % SM :: POORLY GRADED SAND with SILT, fine - grained, light brown, moist, medium dense. (Glacial Ontwash) (continued) 20 829.5 35.5 END OF BORING. Water not observed with 34 feet of hollow -stem auger in 1 the ground. Water not observed to cave-in depth of 30 feet immediately after withdrawal of auger. Boring immediately backfilled. 5 1 3 i x i i i J t J a J Q C Q Z V S K m C u v m m 5P -05.02884 Braun tnurtec Corp=don S'f -14 pagc2of2 BRA (NTERTEC Braun Project SP -05 -02884 BORING: ST - 15 Geotechnieal Evaluation LOCATION: Bike Path, E. of Keats Rd., STA16 +00 Washington County Service Center (E.Bridgeabutmem). Seeattachedsketch. South Location Cottage Grove, Minnesota DRILLER: E. Milton METHOD: 3114" HS& Autohmr DATE: 7/7/05 SCALE: 1" =4' Elev. Depth feet feet ASTM Description of Materials BPP WL Tests or Notes 89010 0.0 Symbol (ASTM D2489 or D2487) SP- :- POORLY GRADED SAND with SILT, fine- to 88 .0 1.0 SM '` �: medium- wined dark brown moist. SP `. POORLY GRADED SAND, fine- to medium- grained, : trace of Gravel, brown, moist, very loose to loose. (Glacial Outwash) 6 4 5 i 3 S a 3 4 5 U Y V a N n 4 IJ 866.01 24.0 4 SP- POORLY GRADED SAND with SILT, fine - grained, z SM i - brown, moist, looser 7 (Glacial Outwash) a u n. N U O 1 u q m Z SP05 -02384 - - nrnun LUenec Corporation ST45 pago I of 14 i A INTERTEC I • i•' Braun Project SP -05 -02884 BORING: ST -15 coat. Geotecltnicat Evaluation LOCATION: Bike Path, E. of Keats Rd., STA16+00 Washington County Service Center (E. Bridge abutment). See attached sketch. South Location Cottage Grove Minnesota DRILLER: E. Milton METHOD: 3 114" HSA, Autohmr DATE: 717105 SCALE: V = 4' Elev. Depth feet feet ASTM Description of Materials BPF W'VL Tests or Notes 858.0 32.0 Symbol (ASTM D2488 or D2487) POORLY GRADED SAND with SILT, fine- grained, brown, moist, loose.f (Glacial Outwash) (conlrnued) * * SPT not recorded 854.5 35.5 END OF BORING. Water not observed with 34 feet of hollow -stem auger in the ground. Water not observed to cave -in depth of 30 feet '• immediately after withdrawal of auger. i Boring immediately back#illed. i i i i i i u 2 J u i '3 a n N P 3 4 X. m u s N O 4 h 2 m a� m SP- 05.02334 Nam treaty rotWwion S'r -15 page?ot2 Descriptive Terminology Ray.10.94 P Standard D 2487 - 00 j Classification of Soils for Engineering Purposes —`� (Unified Soil Classification System) criteria for Assigning Group Symbols and Solis Ciassificagon Group I Symbol Group Name ^ Group Names Using Laboratory Tests 4 c Gravels Clean Gravels C,24 and 1S0 <3° GW Weti- graded gravel° in Mom than 50% of Loss than 6% if.. ' C„ <4 andoori�C >3 a -' GP Poorly graded grave[ a r$,`�c' - v 3 coarse fraction relanedon Gravels YA(h Fines Fines ch GIA Say g ravel 'rs Fines dassity as CL Or CH GC Cia )eygmvel my c - a No.4 sieve More than l2 % finds ^ q.v Sands Clean Sands C flood <C, : 3V SW WeLgraded sand RZ6 60 % Or more of Less than 5% lines' C„<6 and/or l >C >3 SP Poody graded sand' V B coarse Sands with Fines Fines Uastu N no ML Or t4H SM Slily sad' E No.4 sieve More than 12 % Pines classify as 01-or CH SC CI a sand 10 o « Inorganic Pt> 7 and plots an orabove'A' fineI CL Lean clay x i m PI <4 or plots be'ow'A'linel 44L Silt %, aid Sills and Clays pv m N g . Liquid limit less Than 50 Organic Lfquidfimht evendded < 0.75 01. Org anicclay` r m e '$ hi uid limit -not dried OL lt organic si d' Pl plots an or above - Kfire CH Fat cW rn E$ Slits and tie s mor ant, g Plpiots bebvr "A "ti MHBlaslics d`o >- 4a Liquid iimity 50 or mom Organic Liquid limit -oven dried < 0 Y ep organs day LI uid /bulb -not used pH Organic $El "`n Highly organic Sells Pdmardy organic matter, dark in color and organic odor PT Peat Booed not the material passing Na 4-in {7&nm) tine. II lieu aemP§ wmafood wLuca w bookers, or bo1b, add "with co66ias at boulders a both' to gravp name. Q. a O , D. C,= to t° O, If sea tanlsiw re15 %serve. add'vdth sad' ib grade oamo. Gravakt+dth 5 b 12% Laos require dusisymbois: Gw -GM vm8- graded gravel vrim sin Gw -GC we @yatlod gravel with clay GP.GM poorly graded grcvettuth sit 4PAC pobdy graded yravat tom Gay /trues c as G.•ML, use tleai symLO1 GC -G64 or SCSSi. It not areorganic, ad d`wah ard to groupname. If soold contains 216% gravel, add Vn1h WaY gravel' l0 41ap name. sWs w elv a iralso mo sgl sp- c sm t a dad sarWw114Cey SP -Sh.1 poofiy graded semi vrial silt SPSC powiY graded sand vial eta t. If I C i 1 p 29% hatched area k. if $* oatek o 0Plo$0 2,V N O. 20 ft 1. If sad olita> fe f Vic No, o 2 00 r m fi sW d l solit 230% offs HO.20e 1 n. P 4 and plots oft w boftv-X bs V. PI e 'n'Ine. o. PI piss Or above ` bbv"A'8n. Pats boar A' lino. n. Pt p "nts below 'A' line. 60 0 40 a 30 'o G a U 20 L- a to ,rd' or'wiin gmvor wdici3O wt is prodamFners. $and, aMd sandy' to group name. g,evei, Wd'9,ave5y togroup name. 0 0 10 16 20 30 40 50 60 70 80 0o 100 110 Gravel 4 to68PF Liquid Limit (LL) Film- .... .......... .. ............ No. 4 to 314" Laboratory Tests Do Orydenskyyper OC Organic content, % We Weldonsaypcf 5 Percent of saturation, % MC Natural moisture content, % SG Spedficgravily LL Lktivid fimt,% C Gomskordpsf PL Plastic limit, % 0 Angie of internal friction Pt Piasgcitybndex,% qu Unconfined compressive strength, pat P2000 V. passing 200 sieve qp Pocket penetrometersbengfl, Isf ,rd' or'wiin gmvor wdici3O wt is prodamFners. $and, aMd sandy' to group name. g,evei, Wd'9,ave5y togroup name. Particle Size identification Boulders .............................. over 12" Cobbles ........... ............ -- .... 3" to 12" Gravel 4 to68PF Coarse ............................ 314" to 3' Film- .... .......... .. ............ No. 4 to 314" Sand 131016 BPF Coarse ............................ No. 4 to No. 10 Medium ........................... No. 10 to No. 40 Pine .. ............................... No. 40 to No. 200 Sift ....... .._ ............................ <No. 200, PI <4 of belav'A"line Clay .. ............................... < No. 200, P124 and on orabove °A" Eire + ' G i i V d' MH rOH MH or OH Particle Size identification Boulders .............................. over 12" Cobbles ........... ............ -- .... 3" to 12" Gravel 4 to68PF Coarse ............................ 314" to 3' Film- .... .......... .. ............ No. 4 to 314" Sand 131016 BPF Coarse ............................ No. 4 to No. 10 Medium ........................... No. 10 to No. 40 Pine .. ............................... No. 40 to No. 200 Sift ....... .._ ............................ <No. 200, PI <4 of belav'A"line Clay .. ............................... < No. 200, P124 and on orabove °A" Eire Relative density of Cohesionless Solis Verybooss ... .....................•........0 to 4 SPF Loose .......... ..............................5 to 10 BPF Mediumdense ..........................11 to 30 BPF Dense.— ................................... 31 to 50 BPF Verydense ..... ...........................over 50 SPF Consistency of Cohesive Solis Very soft ..... ............................... 0 to 1 BPF Soft .. ..... ............................... 2 to 3 BPF RathOr SOA ............................... 4 to68PF Medium ....... ..............................6 to 6 BPF Rathersfiff .. ..............................5 to 12 BPF Stiff ......... ............................... 131016 BPF Verystiff ..... ............................... 17 to 30 BPF Hard ..... ............... .................... ever 30 ELT Drilling Notes Standard penetration test boringswere advanced by3p "or6D'10 hOSOW -sten augers unless noted Otherwise, Jelling water as used to Uaanou[augerpnorto sampling onlywnere irWieatedonlegs, Standard penetration test bode qS are designated by the prefix "ST" (Split Tube). All samples were taken with the standard 2" On split -tube sampler, ex- aeptirri noted. Power auger borings were advanced by 4' or 6' diameter continuous. Eight, solid -stem augers. Soil classifications and strata depths were In. ferred from disturbed samples sugared to the surface and are, therefore, somewhat approximate. Pourer auger Borings are designated by the prefix'e Hand auger borings were advanced manually with a 1 or 30' clam- star auger and were limited to the depth from which the auger could be manuailywithdrawn. Hand auger borings are indicated by the prefix "HY BPF: Numbers indicate blows per foot recorded in standard penetration test, also knovm as'N "value. ThR Samplervss set6'Intp undtslum¢tl soli betowtha ho low -stem auger, Otidng msistances were lhenccunted for second and third 6" increments and added to get BPF. Where they differed signuicanfiy, they are reported in the folov ing (or= 2112 for the second and third 6" tncremeres, respectively. WH: WH Indicates the sampler penetrated soil under weight of hammer slid rods alone; driving rot required. We, WR indicates the sampler penetrated soil under weight of rods alone; hammerwaight and driving not required. TW Indicates thin- wailed (undisturbed) tube sample. NOW AN tests were run in general accordartee with applicable ASTM standards. ,A 0.' ,SP.05•01$$4A waun imenec �arpocmmi _ Slice[ _.. .�_ t of 1 Borehole Depih Liquid Plastic Plasticity Ltdex /o <tf200 Sieve C {ass- ideation Water Content Dry Density Organic Goment Spectfic Gravity Gleclricaf Resistivity feet Limit Limit (%) (ensi 1p ) (ohm -an) ST -12 2.5 40.1 9.8 _ ST -14 2,5 20.0 9.3 _ ST -3 5 32.0 _ 8.5 ST -7 2.5 57 27 30 33.7 ST -7 S ST -7 7.5 37 24 13 J 43,2 28, ST -9 5 20.3 c a u i n u y d y F+ Braun Project SP- 05- 02884A LABORATO RESULTS .S UMMARY l snt >: 6Vaslzittgfon County Sez vice Contnt e SouthLocation H Cottage Grove, MN y ��� � r� � E € 5 { 1 6 4 ,SP.05•01$$4A waun imenec �arpocmmi SP-05-0894A fi,akm inlevmcorpofama 60 CL Cfl 50 L A 3 40 T I C Z. 30 y I N D E X 10 ° 0 20 40 60 90 too LIQUID LIMIT Specimen Identification LL I PLI Pi Fines I Classification 4D • ST-7 2.5 57 27 30 30 M ST-7 7.51 24 13 F37 O Braun Project SP-05-02884A ATTERBE RG LIMITS RESULTS Washington Conlity Service Center SIR A U sm KI South Location Cottage Grove, MN INTERTEC SP-05-0894A fi,akm inlevmcorpofama O O Q 3 U Q G o� M U 4 �{ H to �y U W U w e o � V _ (1 Kr d oo U i > ;n N O ri 2i by U' N V LU LU gas , I — -- �>russva .Er�aaaa�t 9 u G >a fi O ro 2. Cie LU fi / / \ — ` / U )/\ /t - / a » ) � ƒ\ �� � 0 ` , k §«§ \ - -- - - LU LU ^ mS , , / / \ I2 -Value of Soil Date: 7/2=005 Client; Mr. Mark Kotten Kraus - Anderson Midwest 8625 Rendova Street P.O. Box 158 Circle Pines MN 55014 Project Number: SP- 05- 02884A Project : Washington Co Service Center South Location Cottage Grove MN ST -9 1AMOT 1307 Eddie Milton 124.3 9.0 0 , _._,- --- ...;.....- ..... -_ —,._ 0 100 200 300 400 500 600 700 800 900 Exudation Pressure, psi t — Remarks: Copies: Sincerely, Braun Lttertec Corporation Charles D. Hubbard PE, PG Principal Lnginear Background Information Lab ID : 12015 Sample Number : Date Sampled : 7/6/2005 Test Method Date Submitted : 7/12/2005 Sampled by: Date Tested : 7/28/2005 Maximum Density, pef Sample Location : Boring ST -9, 2' -6' depth Optimum Moisture, % : ST -9 1AMOT 1307 Eddie Milton 124.3 9.0 0 , _._,- --- ...;.....- ..... -_ —,._ 0 100 200 300 400 500 600 700 800 900 Exudation Pressure, psi t — Remarks: Copies: Sincerely, Braun Lttertec Corporation Charles D. Hubbard PE, PG Principal Lnginear Test Results Trial 1 2 3 Molding Moisture, ° 10 8.7 9.s 7.6 Exudation Pressure, psi 306 226 512 Expansion Pressure, psi 0.00 U0 0.00 R -Value 71 67 77 ST -9 1AMOT 1307 Eddie Milton 124.3 9.0 0 , _._,- --- ...;.....- ..... -_ —,._ 0 100 200 300 400 500 600 700 800 900 Exudation Pressure, psi t — Remarks: Copies: Sincerely, Braun Lttertec Corporation Charles D. Hubbard PE, PG Principal Lnginear Moisture-Density Relationship 127 _ �! -_� ! I I ! _ ._ _. _. � I ! 1 _ L F 123 U — — --� -- -_ — — — -_ � ' III � - — _ t 121 ZAV for 2.65 117 2 4 6 8 10 12 14 Water content, % Test specification: MnDorr 5-692.222 Standard EIGVI Depth Classification Nat. Moist . SP� G. LL PI %> :3 14 in , No.200 USCS AASHTO SPA 2.65 TEST RESULTS MATERIAL DESCRIPTION I-Ariximum dry density -- 124.3 pof Silty Sind, fine - medium grained, brown Optimum moisture = M % Project No.: SP-05-02894A Client: Kraus - Anderson Midwest Remarks: Project: Washington County Service Center Cottage Grove, NN Specific Gravity was assumed. ST-9,2-6 CDH Source: Sample No.: ST-9 B RAU N' INTERTEC J Minneapolis Lab Sieve Analysis Date : 7114/2005 Client : Mr. Mark Kotten Kraus- Anderson Midwest 8625 Rendova Street P.O. Box 158 Circle Pines MN 55014 Project Number: SP- 05.02884A Project: Washington Cc Service Center South Location Cottage Grove MN Lab ID : 12015 SarnpleNumber: ST -9 Date Sampled : 7/6/2005 Background Information Date Submitted : 7/12/2005 Date Tested : 7/1312005 Sample Location : Boring ST -9, 2' -6' depth Specification Classification Test Method Sampled by: Source : Project Subgrade MnDOT Eddie Milton Soil boring Test Results General Specifications Sieve Analysis -% Passing MOOT 1202 -1201 3" (75mm) 2" (50mm) 1.5" (37.5nmt) I" (25mm) 100 3/4" (19mm) 98 518 (16mm) 1 12 (12.5mm) 96 3/8" (9.5mm) 95 114 (4,75mm) 92 #10 (20111m) 88 #20 (.85mm) 78 440 (.425mm) 50 980 (.18mm) 17 9200 (.07Smm) 10.2 #200 /1" Ratio (.075/25mm) 10.2 Remarks: Sincerely, Braun Intertec Corporation Cop ies: Charles D. Hubbard PF, PG Principal Engineer R -Value of Soil Date: 7/28/2005 Project Number: SP- 05- 02884A Client : Mr. Mark Kotten Kraus - Anderson Midwsst Project: Washington Co Service Conter 8625 Rendova Street South Location P.O. Box 158 Cottage Grove MN Circle Pines MN 55014 Test Results Trial 1 2 3 Molding Moisture, % 8.7 9.8 7.6 Exudation Pressure, psi 306 226 512 Expansion Pressure, psi 0.00 0.00 0.00 R -Value 71 67 77 ST -9 MnDOT 1307 Eddie Milton 124.3 9.0 0 100 200 300 400 500 600 700 800 900 Exudation Pressure, psi �, tltlsn R_'VAInna 68 Remarks: Copies: Sincerely, Braun Intertec Corporation Charles D. Hubbard PE, PG Principal Engineer Background Information Lab ID ; 1 12015 S Sample Number : Date Sampled : 7 716/2005 T Test Method: Date Submitted: 7 7/12/2005 S Sampled by: Date Tested : 7 7/28/2005 M Maximum Density, pef Sample location : : Boring ST -9, T -6' depth O Optimum Moisture, yo Test Results Trial 1 2 3 Molding Moisture, % 8.7 9.8 7.6 Exudation Pressure, psi 306 226 512 Expansion Pressure, psi 0.00 0.00 0.00 R -Value 71 67 77 ST -9 MnDOT 1307 Eddie Milton 124.3 9.0 0 100 200 300 400 500 600 700 800 900 Exudation Pressure, psi �, tltlsn R_'VAInna 68 Remarks: Copies: Sincerely, Braun Intertec Corporation Charles D. Hubbard PE, PG Principal Engineer ST -9 MnDOT 1307 Eddie Milton 124.3 9.0 0 100 200 300 400 500 600 700 800 900 Exudation Pressure, psi �, tltlsn R_'VAInna 68 Remarks: Copies: Sincerely, Braun Intertec Corporation Charles D. Hubbard PE, PG Principal Engineer Moisture - Density Relationship 127 125 123 121 11f 11 2 4 is u to ie - 14 Water content, % Test specification: MnDOT 5- 692.222 Standard ZAV for Sp.G. = 2.65 Elect Classification Nat. Sp .G LL P! ° I° > I % < Depth USCS A ASH - ro Moist. 314 i n. No.200 Sivi _ 2.65 2 TEST RESU MATERIAL_ DESCRIPTION Maximum dry density = 124.3 pef I Silty Sand, fine - medium grained, brown i optimw mois - 9.0 % Project No.: SP- 05- 02884A Client: Kraus- Anderson Midwest Remarks: Project: Wasfiington Connty Senice Center Cottage Grove, NM Specific Gravity was assumed. CDH ST -9 2-b' I® SOUrco: Sample No.: ST -9 Minn eapolis Lab _ I EE Minn eapolis Lab Sieve Analysis Date : 7/14/2005 Client; Mr. Mark Kotten Kraus- Anderson Midwest 8625 Rendova Street P.O. Box 158 Circle Pines MN 55014 ProjectNnmber: SP- 05- 02884A .Project : Washington Co Service Center South Location Cottage Grove MN Lab ID : 12015 Sample Number : ST -9 Date Sampled: 7/6/2005 Date Submitted : 7/12/2005 Date Tested : 7/13/2005 Background Information Sample Location: Boring ST -9, 2' -6' depth Specification Classification Test Method : Project Subgrade MaDOT Sampled by: Eddie Milton Source : Soil boring Test Results General Specifications Sieve Analysis -% Passing MaDOT 1202.1203 3" (75mm) 2" (50mm) 1.5" (37.Smm) I" (25mm) 100 3/4" (19mm) 98 5/8" (I6mm) 1/2" (12.5nnn) 96 3/8" (9.5mm) 95 #4 (4.75mm) 92 I10 (2.0mm) 88 #20 (.85mm) 78 #40 (.425mm) 50 480 (18mm) 17 #200 (075mm) 10.2 9200/1" Ratio (.075 /25mtn) 10.2 Remarks: Copies: Sincerely, Braun Lttertee Corporation Charles D. Hubbard PE, PG Principal Engineer .. OId3LYtJld p�w z �a ro N 0 00 A H � r � 'I I :I y � II ' V i Oc�