The URL can be used to link to this page

Home My WebLink About2018-05-01 Geotechnical Investigation Report WWW.RAMAKER.COM MADISON HOSPITALITY HIE MEMORIAL AVENUE NORTH OAK PARK HEIGHTS, WASHINGTON COUNTY, MINNESOTA 55082 PREPARED FOR: MADISON HOSPITALITY GROUP RAMAKER & ASSOCIATES, INC. JOB NUMBER: 33945 GEOTECHNICAL INVESTIGATION MADISON HOSPITALITY HIE RAMAKER & ASSOCIATES, INC. 33945 MADISON HOSPITALITY HIE GEOTECHNICAL INVESTIGATION.DOCX GEOTECHNICAL INVESTIGATION PROJECT: Madison Hospitality HIE Memorial Avenue North Oak Park Heights, Washington County, Minnesota 55082 PREPARED FOR: Madison Hospitality Group 770 Johnson Avenue South Bloomington, Minnesota 55435 PREPARED BY: Ramaker & Associates, Inc. 855 Community Drive Sauk City, Wisconsin 53583 Phone: (608) 643-4100 Fax: (608) 643-7999 RAMAKER JOB NUMBER: 33945 DATE OF ISSUANCE: May 1, 2018 Adam Sindermann Environmental Specialist Michael L. Pinske Vice President James R. Skowronski, P.E. President & CEO MADISON HOSPITALITY HIE RAMAKER & ASSOCIATES, INC. 33945 MADISON HOSPITALITY HIE GEOTECHNICAL INVESTIGATION.DOCX TABLE OF CONTENTS 1.0 INTRODUCTION .............................................................................................................. 1 1.1 PROJECT INFORMATION .......................................................................................................... 1 1.2 PURPOSE AND OBJECTIVES .................................................................................................... 1 1.3 SCOPE OF SERVICES ................................................................................................................ 1 1.4 LIMITATIONS ............................................................................................................................. 2 2.0 EXPLORATION PROGRAM RESULTS ............................................................................. 3 2.1 SUBSURFACE CONDITIONS ..................................................................................................... 3 2.2 GROUNDWATER ....................................................................................................................... 3 2.3 FROST DEPTH ........................................................................................................................... 3 3.0 RECOMMENDATIONS .................................................................................................... 4 3.1 FOUNDATION RECOMMENDATIONS ....................................................................................... 4 3.2 SITE GRADING .......................................................................................................................... 6 3.3 STORMWATER POND RECOMMENDATIONS .......................................................................... 7 3.4 OTHER PERTINENT DESIGN DATA AND RECOMMENDATIONS.............................................. 7 3.5 OBSERVATION AND TESTING .................................................................................................. 8 4.0 REFERENCES ................................................................................................................. 9 5.0 STUDY LIMITATIONS AND RESTRICTIONS .................................................................. 10 LIST OF FIGURES 1. Stillwater, Minnesota 7.5-Minute USGS Quadrangle 2. Site Plan 3. Boring Logs MADISON HOSPITALITY HIE RAMAKER & ASSOCIATES, INC. 1 33945 MADISON HOSPITALITY HIE GEOTECHNICAL INVESTIGATION.DOCX SECTION 1 INTRODUCTION 1.1 PROJECT INFORMATION Ramaker & Associates, Inc. (RAMAKER) was retained by Madison Hospitality Group to complete a geotechnical investigation for the proposed lease site summarized below. PROPERTY INFORMATION Address: Memorial Avenue North in Oak Park Heights, Washington County, Minnesota Topography: Topography at the site slopes slightly to the east Proposed Development: An approximately 225-foot by 80-foot building 1.2 PURPOSE AND OBJECTIVES The purpose of this geotechnical investigation was to obtain and provide Madison Hospitality Group with soil characteristics, engineering parameters, foundation design recommendations, and site development recommendations with respect to the proposed building. 1.3 SCOPE OF SERVICES RAMAKER completed the geotechnical investigation following generally accepted industry standards. The scope of work included the following: • Four borings were advanced to 26 feet below ground surface (BGS) near the footprint of the proposed building. In addition, one boring was advanced to 16 feet BGS in the area of the proposed stormwater pond. A sixth boring was proposed in the south of the project site but could not be drilled due to overhead power lines and piles of snow obstructing the location. Drilling was completed on April 5, 2018, using hollow stem augers. The boring(s) was/were advanced using an all-terrain, rotary drill rig. • Representative soil samples were obtained using a standard 2-inch diameter split spoon sampler in general accordance with ASTM D 1586, “Penetration Testing and Split-Barrel Sampling of Soils”. Sample intervals are recorded on the boring log in Figure 3. • Soil samples collected from each interval were classified using the Unified Soil Classification System in general accordance with ASTM D 2487 and ASTM D 2488. No laboratory testing was conducted for this site. • RAMAKER analyzed boring logs and assessed the engineering characteristics of the in situ soils. The included boring log(s) include a general subsurface profile, Standard Penetration Tests, soil density, internal angle of friction, and cohesion values for each soil layer. • RAMAKER reviewed available physical and chemical setting sources for pertinent soil data (e.g., local soil types, geology, corrosive properties, pH, and frost depth). MADISON HOSPITALITY HIE RAMAKER & ASSOCIATES, INC. 2 33945 MADISON HOSPITALITY HIE GEOTECHNICAL INVESTIGATION.DOCX 1.4 LIMITATIONS The scope of services for this report did not include any environmental assessment or investigation for the presence of hazardous or toxic materials in the soil, groundwater, or surface water within or beyond the subject site. Any statements in this report or on the test boring log regarding odors, staining of soils, or other unusual conditions observed are strictly for the information of Madison Hospitality Group. Data was obtained from sample locations identified in Figure 2; no other areas were investigated. The report summarizes subsurface conditions, only at specific locations and times, and only to depths penetrated. All recommendations contained herein are valid only for the described boring location(s) at the site investigated. This report was prepared on the assumption that soil conditions do not deviate from those investigated. Variations can occur between boring locations, the nature and extent of which may not become evident until after construction commences. These variations may not be represented by this report. The recommendations contained within this report were developed based on the identified sample locations, general project information provided by the owner, reference information, field observations, and laboratory testing data, as applicable. RAMAKER reserves the right to modify our recommendations should alterations to the proposed development occur. No other warranty, expressed or implied, is made. Soil samples obtained during field activities will be kept by RAMAKER at our Sauk City, Wisconsin office for a period of 60 days from report issuance. The soil samples will be available for examination during this time, if needed. RAMAKER will discard the soil samples after 60 days unless requested in writing by Madison Hospitality Group to retain the soil samples for a specified period of time. Study Limitations & Restrictions that apply to this geotechnical investigation are further detailed in Section 5. MADISON HOSPITALITY HIE RAMAKER & ASSOCIATES, INC. 3 33945 MADISON HOSPITALITY HIE GEOTECHNICAL INVESTIGATION.DOCX SECTION 2 EXPLORATION PROGRAM RESULTS 2.1 SUBSURFACE CONDITIONS A general subsurface profile describing subsurface conditions is included as Figure 3. Bedrock was not encountered during drilling operations. According to geologic references, bedrock is mapped as dolostone, sandy to silty dolostone and sandstone of the Lower Ordovician System. 2.2 GROUNDWATER Groundwater was encountered at approximately 18.5 feet BGS during drilling operations. Seasonal fluctuations are expected in the water table elevation. Submerged unit weights of soil and concrete should be used in all uplift resistance calculations below the water table. 2.3 FROST DEPTH The frost depth design criteria for Washington County is 42 inches (3.5 feet) BGS. RAMAKER recommends placing the foundation elements for unheated structures a minimum of 54 inches (4.5 feet) below the lowest exterior grade. MADISON HOSPITALITY HIE RAMAKER & ASSOCIATES, INC. 4 33945 MADISON HOSPITALITY HIE GEOTECHNICAL INVESTIGATION.DOCX SECTION 3 RECOMMENDATIONS 3.1 FOUNDATION RECOMMENDATIONS Exterior Foundation System The material from the surface to approximately 2 feet BGS consists of uncontrolled fill material. These materials are unsuitable for supporting a standard foundation system consisting of strip and spread footings; therefore, the material should be stripped and replaced with acceptable backfill material in accordance with the recommendations given in Section 3.2 prior to the placement of foundation elements. At least six (6) inches of acceptable backfill material should be placed beneath all foundation elements and compacted to a minimum of 98 percent of the Standard Proctor dry density (ASTM D698). RAMAKER recommends supporting the proposed building with conventional continuous strip footings and spread footings. The strip footings should have a minimum footing width of two feet. The spread footings should be a minimum of 4-feet by 4-feet in size. The finished floor elevation of the proposed building is proposed to be at 945 feet AMSL. The base of the proposed foundation system for the exterior walls should be placed at a minimum depth of 941 feet AMSL. A maximum allowable net bearing capacity of 2,400 psf is expected at this elevation. A foundation system designed for these pressures should experience total settlement of less than one inch and differential settlement of less than one half inch. A factor of safety of 2.0 has been assumed for these values. Other foundation design parameters are provided below. B1 Depth (ft) USCS Soil Type Effective Unit Weight (pcf) Cohesion (psf) Friction Angle (degrees) Top Bottom 0.0 2.0 FILL --- --- --- 2.0 4.5 CL 118 1600 --- 4.5 8.5 SP 115 --- 32 8.5 12.0 SP 115 --- 31 12.0 13.5 SP 115 --- 31 13.5 16.0 SP 115 --- 31 16.0 18.5 SP 115 --- 30 18.5 21.0 SP 64 --- 30 21.0 26.0 SP 64 --- 29 MADISON HOSPITALITY HIE RAMAKER & ASSOCIATES, INC. 5 33945 MADISON HOSPITALITY HIE GEOTECHNICAL INVESTIGATION.DOCX B2 Depth (ft) USCS Soil Type Effective Unit Weight (pcf) Cohesion (psf) Friction Angle (degrees) Top Bottom 0.0 2.0 FILL --- --- --- 2.0 4.5 CL 117 1300 --- 4.5 6.0 SP 115 --- 31 6.0 8.5 SP 115 --- 30 8.5 14.5 SP 115 --- 30 14.5 18.5 SP 115 --- 31 18.5 19.5 SP 68 --- 31 19.5 21.0 SP 69 --- 33 21.0 26.0 SP 68 --- 32 B3 Depth (ft) USCS Soil Type Effective Unit Weight (pcf) Cohesion (psf) Friction Angle (degrees) Top Bottom 0.0 2.0 FILL --- --- --- 2.0 4.5 CL 118 1600 --- 4.5 6.0 SP 117 --- 35 6.0 8.5 SP 116 --- 33 8.5 12.0 SP 115 --- 31 12.0 13.5 SP 115 --- 32 13.5 18.5 SP 115 --- 30 18.5 19.5 SP 68 --- 30 19.5 21.0 SP 68 --- 31 21.0 26.0 SP 64 --- 29 MADISON HOSPITALITY HIE RAMAKER & ASSOCIATES, INC. 6 33945 MADISON HOSPITALITY HIE GEOTECHNICAL INVESTIGATION.DOCX B4 Depth (ft) USCS Soil Type Effective Unit Weight (pcf) Cohesion (psf) Friction Angle (degrees) Top Bottom 0.0 2.0 FIILL --- --- --- 2.0 4.5 CL 118 1800 --- 4.5 6.0 SP 117 --- 36 6.0 8.5 SP 116 --- 33 8.5 12.0 SP 115 --- 30 12.0 13.5 SP 115 --- 31 13.5 16.0 SP 115 --- 31 16.0 18.5 SP 115 --- 30 18.5 21.0 SP 68 --- 30 21.0 26.0 SP 64 --- 29 The contractor shall be responsible for removal of all topsoil, debris and unsuitable soils and materials encountered during foundation excavation operations. In areas where existing fill is encountered, the contractor shall over excavate, if necessary, to completely remove all old topsoil layers and unsuitable soils from beneath proposed foundation areas and replace with acceptable backfill material in accordance with the recommendations in Section 3.2 below. These recommendations should be considered as general only. Alternate designs may be required due to specific loading conditions and local building code requirements. 3.2 SITE GRADING Grading for the site should be completed in accordance with the following: • Strip and dispose of any remains of previous improvements discovered within the areas to be graded. This shall include removal of all vegetation, debris, and other deleterious material. Any concrete and/or asphaltic rubble larger than six (6) inches in diameter should be removed and wasted in accordance with all applicable regulations. • Scarify the surface in areas where fill will be placed. • Strip at least six (6) inches of the of the subgrade soil beneath the floor slabs and all footings and replace any removed material with six (6) inch layers of on-site or imported compacted fill material meeting the criteria below. • Fill material should comply with the following minimum criteria: it should be non-expansive soil with limited fines which meets the following minimum standards: I. Less than 25% passing the No. 200 sieve (<25% fines), II. Plasticity index not more than 6 (PI<6), and III. Liquid limit below 20 (LL<20) • Thoroughly and uniformly moisten the soil and maintain soil moisture prior to placement of all concrete. • Fill should be placed in lifts of 6 to 9 inches. • Compact all soils, wherein the term “compact” and its derivatives mean a minimum of 98 percent of the Standard Proctor dry density (ASTM D698). MADISON HOSPITALITY HIE RAMAKER & ASSOCIATES, INC. 7 33945 MADISON HOSPITALITY HIE GEOTECHNICAL INVESTIGATION.DOCX • Utility trenches are to be backfilled and compacted to a minimum 98 percent of the Standard Proctor dry density (ASTM D698) under slabs or other improvements. In all other areas, utility trenches are to be backfilled and compacted to a minimum of 90 percent of the Standard Proctor dry density (ASTM D698). • Frozen material should not be used as fill material. Compacted fill should not be placed on frozen material or allowed to freeze. • The finished floor elevations should be graded to at least eight (8) inches above the surrounding areas and areas around the completed structures should be graded to insure positive drainage away from the foundations. The site should be graded such that storm water is directed away from all foundations. Water should not be allowed to pond next to any foundation elements. • Finished slopes should be graded to a minimum of a 3:1 ratio. 3.3 STORMWATER POND RECOMMENDATIONS RAMAKER advanced one boring (B5) to 16 feet BGS at the location of the proposed stormwater pond. Design parameters for boring B5 are provided below. B5 Depth (ft) USCS Soil Type Effective Unit Weight (pcf) Cohesion (psf) Friction Angle (degrees) Top Bottom 0.0 2.0 FILL 120 2200 --- 2.0 4.5 SP 115 --- 31 4.5 6.0 SP 115 --- 31 6.0 9.5 SP 115 --- 30 9.5 11.0 SP 115 --- 30 11.0 14.5 SP 115 --- 30 14.5 16.0 SP 115 --- 31 Design Infiltration Rates Infiltration rates were obtained from the Minnesota Stormwater Manual. Soils classified as SP were encountered at approximately 2 feet BGS in the area of the proposed stormwater pond. According to the Minnesota Stormwater Manual, soil classified as SP has an infiltration rate of 0.80 in/hr. 3.4 OTHER PERTINENT DESIGN DATA AND RECOMMENDATIONS Construction site safety is the sole responsibility of the Contractor. RAMAKER assumes no liability for Contractor’s construction activities, construction site safety, or interpretation of information provided within this report. Such responsibility shall neither be implied nor inferred. MADISON HOSPITALITY HIE RAMAKER & ASSOCIATES, INC. 8 33945 MADISON HOSPITALITY HIE GEOTECHNICAL INVESTIGATION.DOCX At least six (6) inches of acceptable backfill material should be beneath the footings and compacted to a minimum of 98 percent of the Standard Proctor dry density (ASTM D698). A water table was encountered at approximately 19.5 feet BGS while drilling and is assumed to be seasonally as high as 18.5 feet BGS. • Provisions may be necessary to prevent sidewall collapse and groundwater from entering the excavation during drilling operations. The foundation contractor should make necessary provisions to remove all standing groundwater from all foundation excavations prior to concrete placement. • Buoyant unit weights of soil and concrete should be used for all uplift resistance calculations below this depth. Concrete should be assumed to possess a maximum unit weight of 87 pounds per cubic foot. Fill material was encountered from the surface to approximately 2 feet BGS during drilling operations. It is possible that larger pieces of debris are present in this material that were not encountered during field exploration. The contractor should make all necessary provisions to accommodate large pieces of debris that may be encountered during construction. No foundation elements should be placed on fill material. All unsuitable material encountered should be removed and replaced with acceptable backfill material in accordance with the recommendations in Section 3.2. Due to the variability of depth of the fill material, it is possible that fill material with low bearing capacities are present at the site that were not encountered during field exploration. The fill material should not be utilized to support the foundations of structures or buildings. All unsuitable material encountered should be removed and replaced with acceptable backfill material in accordance with the recommendations in Section 3.2. Occasional cobbles and boulders were encountered from approximately 12 to 14.5 feet BGS during drilling operations in boring B3. No indications of cobbles and boulders were encountered in the other boring locations. These cobbles and boulders may cause potential complications during the foundation construction. The contractor should make all necessary provisions to accommodate cobbles and boulders encountered during the foundation construction. The recommendations in this report should be considered as general only. Alternate designs may be required due to specific loading conditions and local building code requirements. 3.5 OBSERVATION AND TESTING The conclusions and recommendations in this report are predicated on observation of footing excavations, and observation and testing of grading by a qualified party. These services must be performed by an engineer licensed to practice in Minnesota. The party should accept RAMAKER’s recommendations in writing or modify them as deemed necessary. Additionally, the qualified party must perform sufficient observations and tests to support an opinion as to the compliance of the work, and prepare and submit a compliance report to document the same. The absence of a satisfactory compliance report relieves RAMAKER of responsibility for its recommendations, and unless RAMAKER concurs, any modification of its recommendations by others relieves RAMAKER of responsibility for its recommendations. MADISON HOSPITALITY HIE RAMAKER & ASSOCIATES, INC. 9 33945 MADISON HOSPITALITY HIE GEOTECHNICAL INVESTIGATION.DOCX SECTION 4 REFERENCES 1. Stillwater, Minnesota 7.5 - Minute Series United States Geological Survey Quadrangle. 2. ASTM International, ASTM D1586-11: Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils 3. ASTM International, ASTM D2487-11: Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) 4. ASTM International, ASTM D2488-09a: Standard Practice for Description and Identification of Soils (Visual-Manual Procedure) 5. Telecommunications Industries Association, Structural Standard for Antenna Supporting Structures and Antennas, TIA Standard ANSI/TIA-222-G-2009, Washington, D.C. 6. United States Department of Agriculture National Resources Conservation Service, National Cooperative Web Soil Survey (http://websoilsurvey.sc.egov.usda.gov/App/HomePage.htm). 7. National Pipeline Mapping System (www.npms.phmsa.dot.gov) 8. Dan A. Brown, Ph.D, P.E., John P. Turner, Ph.D, P.E., and Raymond J. Castelli, P.E., Drilled Shafts: Construction Procedures and LRFD Design Methods NHI Course No. 132014, Geotechnical Engineering Circular No. 10, Federal Highway Administration Publication No. FHWA-NHI-10-016, May 2010 9. Reese, Lymon C., Ph.D., P.E. and Michael W. O’Neill Ph.D., P.E., Drilled Shafts: Construction Procedures and Design Methods, Publication Nos. FHWA-IF-99-025, August 1999 10. Das, Braja M., Principles of Geotechnical Engineering, 7th Edition, 2010 11. Bowles, Joseph E., Foundation Analysis and Design, 5th Edition, 1997 12. Terzaghi, Karl; Peck, Ralph B; Mesri, Gholamreza; Soil Mechanics in Engineering Practice, 3rd Edition, 1996 13. Reese, Lymon C.; Isenhower, William M.; Wang, Shin-Tower; Analysis and Design of Shallow and Deep Foundations, 2006 14. NAVFAC DM-7.1, Soil Mechanics, Design Manual 7.1, Department of the Navy, Naval Facilities Engineering Command, Alexandria, VA, 1986 15. NAVFAC DM-7.2, Foundations & Earth Structures, Department of the Navy, Naval Facilities Engineering Command, Alexandria, VA, 1986 16. Google Earth 17. United States Geological Survey, The National Geologic Map Database, ngmdb.usgs.gov 18. Design Infiltration Rates, Minnesota Pollution Control Agency, stormwater.pca.state.mun.us MADISON HOSPITALITY HIE RAMAKER & ASSOCIATES, INC. 10 33945 MADISON HOSPITALITY HIE GEOTECHNICAL INVESTIGATION.DOCX SECTION 5 STUDY LIMITATIONS AND RESTRICTIONS In preparing this Report, Ramaker & Associates, Inc.’s professional services were provided in a manner consistent with that level of skill, care, and judgment ordinarily exercised by similar professionals providing services in this locality under similar conditions, all as measured as of the time Ramaker & Associates, Inc. services were rendered. The findings, opinions, conclusions, analysis and recommendations presented herein constitute the professional opinions of Ramaker & Associates, Inc. These opinions are based upon the prevailing and accepted hydrogeologic, scientific, engineering, and environmental consulting professional practices in this locality, all as measured as of the time Ramaker & Associates, Inc.’s services were rendered. No other warranty or guarantee, express or implied, is made as to Ramaker & Associates, Inc.’s findings, opinions, conclusions and recommendations included in this assessment. Information provided to Ramaker & Associates, Inc. by individuals familiar and/or associated with the subject property and/or facility or adjacent land parcels and/or facilities has been accepted by Ramaker & Associates, Inc. in good faith and is assumed to be accurate. Similarly, information provided to Ramaker & Associates, Inc. by database search services or governmental or regulatory records, or databases, has been accepted by Ramaker & Associates, Inc. in good faith and is assumed to be accurate. Client has neither requested nor paid Ramaker & Associates, Inc. to independently verify the truthfulness, accuracy or completeness of the information provided to Ramaker & Associates, Inc. by database search services, governmental or regulatory records or databases, or by individuals. Ramaker & Associates, Inc. assumes no responsibility for and provides no certification, warranty or guarantee of the truthfulness, validity, accuracy or completeness of governmental or regulatory records or databases, database search services, or information provided by others to Ramaker & Associates, Inc. The information reported herein may trigger for the Client certain obligations pursuant to local, state or federal ordinances, laws, rules or regulations to report the discovery of environmental releases or conditions to local, state or federal regulatory or governmental authorities or to take other action. Client has not requested and Ramaker & Associates, Inc. has not provided herein any advice, recommendation or conclusion regarding the reportable nature of any of the findings or observations described herein. The determination of Client's reporting requirements or obligations, if any, under law is a legal conclusion for which Ramaker & Associates, Inc. assumes no responsibility and about which Ramaker & Associates, Inc. provides no opinion, conclusion, finding or certification. Client is advised to seek the advice of legal counsel to determine Client's obligations should environmental releases or conditions be noted herein. The scope of work reflected in this Report was approved by Client and has inherent limitations regarding the amount of data or evidence collected. Because professional judgments incorporated into this Report are based on limited evidence, there is inherent uncertainty in the conclusions drawn and reported herein. The Client has, after consultation, approved the level of effort for Ramaker & Associates, Inc. to undertake and, therefore, has determined the corresponding degree of uncertainty as acceptable for Client's purposes. This report was prepared for the exclusive use of Client and not for use or reliance by any third party. Any third party necessarily has different interests, purposes, concerns, and motives than the Client with regard to this report or assessment. Therefore, use of this report by any third party is expressly prohibited without the joint written authorization of the Client and Ramaker & Associates, Inc., which shall necessarily include the precondition that the third-party agree to accept Ramaker & Associates, Inc.’s "Terms and Conditions of Agreement," including the limitation of liability and indemnification protections. This Report is intended to be presented and reproduced only in its entirety, complete with all supporting data, assumptions, limitations, and, if applicable, recommendations. This report shall not be used by Client or any party in any form other than its entirety, and all abridged or altered versions are prohibited. Project Number:Boring Number:B1 Project Name:Drill Start Date:04/05/18 Address:Drill End Date:04/05/18 City, State:Boring Depth (ft BGS):26 County:GW Depth (ft BGS):18.5 Sample Method:Depth of Collapse (ft BGS):Not Reported Elevation (ft AMSL): = Water Level Sample NumberSample From (ft)Sample To (ft)Recovery (in)MoistureN-ValueUSCS ClassificationWater2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Dark brown clayey silt and fine to coarse sand with trace fine to coarse gravel, and trace plant debris CL SP 7 14.5 16 3 4.5 6 12 Blow Counts33945 Oak Park Heights Hotel Memorial Avenue North Oak Park Heights, Minnesota Washington Split Spoon Approx. 942 (per Survey)Depth (ft) BGS1 Description M --- ---FILL Brown silty clay with some fine to coarse sand and trace fine to coarse gravel M 4 7 8 15 7 14 1 0 1.5 --- --- --- 2 2 3.5 14 M 4 6 7 13 4 7 8.5 12 M 4 7 8 15 12 M 3 6 7 13 5 9.5 11 12 M 4 6 7 13 6 12 13.5 13 M 5 7 33945 Oak Park Heights Hotel Boring Logs Project Number:Boring Number:B1 Project Name:Drill Start Date:04/05/18 Address:Drill End Date:04/05/18 City, State:Boring Depth (ft BGS):26 County:GW Depth (ft BGS):18.5 Sample Method:Depth of Collapse (ft BGS):Not Reported Elevation (ft AMSL): = Water Level Sample NumberSample From (ft)Sample To (ft)Recovery (in)MoistureN-ValueUSCS ClassificationWaterBlow Counts33945 Oak Park Heights Hotel Memorial Avenue North Oak Park Heights, Minnesota Washington Split Spoon Approx. 942 (per Survey)Depth (ft) BGSDescription 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 SP 9 24.5 26 12 W 3 3 2 5 21 12 W 3 4 5 9 Brown fine to coarse sand with trace fine gravel, trace silt, and occasional lenses of clayey silt (<4 mm)8 19.5 33945 Oak Park Heights Hotel Boring Logs Project Number:Boring Number:B2 Project Name:Drill Start Date:04/05/18 Address:Drill End Date:04/05/18 City, State:Boring Depth (ft BGS):26 County:GW Depth (ft BGS):18.5 Sample Method:Depth of Collapse (ft BGS):Not Reported Elevation (ft AMSL): = Water Level Sample NumberSample From (ft)Sample To (ft)Recovery (in)MoistureN-ValueUSCS ClassificationWater2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 SP 7 14.5 16 12 M 2 6 12 13.5 13 M 3 4 5 9 5 9.5 11 13 M 4 4 5 4 7 8.5 13 M 4 5 5 10 3 4.5 6 13 M 3 6 6 12 2 2 3.5 14 M 3 5 6 11 1 0 1.5 --- M --- --- --- --- 7 7 14 9 FILL 33945 Oak Park Heights Hotel Memorial Avenue North Oak Park Heights, Minnesota Washington Split Spoon Brown silty clay with some fine to coarse sand and trace plant debris Brown fine to coarse sand with trace fine to coarse gravel Approx. 943 (per Survey)Blow CountsDepth (ft) BGSDescription 1 CL Dark brown fine to coarse sand with some silty clay, little fine to coarse gravel, and trace plant debris 33945 Oak Park Heights Hotel Boring Logs Project Number:Boring Number:B2 Project Name:Drill Start Date:04/05/18 Address:Drill End Date:04/05/18 City, State:Boring Depth (ft BGS):26 County:GW Depth (ft BGS):18.5 Sample Method:Depth of Collapse (ft BGS):Not Reported Elevation (ft AMSL): = Water Level Sample NumberSample From (ft)Sample To (ft)Recovery (in)MoistureN-ValueUSCS ClassificationWater33945 Oak Park Heights Hotel Memorial Avenue North Oak Park Heights, Minnesota Washington Split Spoon Approx. 943 (per Survey)Blow CountsDepth (ft) BGSDescription 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 SP Brown fine to coarse sand with trace fine to coarse gravel, trace silt, and occasional lenses of clayey silt (<4mm) 10 18 9 24.5 26 12 W 2 7 8 8 19.5 21 12 M 4 8 15 33945 Oak Park Heights Hotel Boring Logs Project Number:Boring Number:B3 Project Name:Drill Start Date:04/05/18 Address:Drill End Date:04/05/18 City, State:Boring Depth (ft BGS):26 County:GW Depth (ft BGS):18.5 Sample Method:Depth of Collapse (ft BGS):Not Reported Elevation (ft AMSL): = Water Level Sample NumberSample From (ft)Sample To (ft)Recovery (in)MoistureN-ValueUSCS ClassificationWater2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 7 14.5 16 12 M 3 6 12 13.5 12 M 5 8 8 16 5 9.5 11 13 M 4 6 7 6 12 M 6 12 15 27 13 4 7 8.5 12 M 6 9 12 21 5 6 11 1 0 1.5 --- M --- --- --- --- 2 2 3.5 14 M 3 6 7 13 3 4.5 FILL Brown fine to coarse sand with little fine to coarse gravel and occasional cobbles and boulders Brown fine to coarse sand with trace fine gravel 33945 Oak Park Heights Hotel Memorial Avenue North Oak Park Heights, Minnesota Washington Split Spoon Brown clayey silt and fine to coarse sand with trace fine to coarse gravel and trace plant debris Brown silty clay with trace fine to coarse sand and trace fine to coarse gravel Brown fine to coarse sand with trace fine gravel Approx. 942 (per Survey)Blow CountsDepth (ft) BGSDescription 1 CL SP 33945 Oak Park Heights Hotel Boring Logs Project Number:Boring Number:B3 Project Name:Drill Start Date:04/05/18 Address:Drill End Date:04/05/18 City, State:Boring Depth (ft BGS):26 County:GW Depth (ft BGS):18.5 Sample Method:Depth of Collapse (ft BGS):Not Reported Elevation (ft AMSL): = Water Level Sample NumberSample From (ft)Sample To (ft)Recovery (in)MoistureN-ValueUSCS ClassificationWater33945 Oak Park Heights Hotel Memorial Avenue North Oak Park Heights, Minnesota Washington Split Spoon Approx. 942 (per Survey)Blow CountsDepth (ft) BGSDescription 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 7 13 9 24.5 26 12 W 1 2 3 8 19.5 21 12 W 3 6 5 SP Brown fine to coarse sand with trace fine gravel (continued) Brown fine to coarse sand with trace fine gravel, trace silt, and occasional lenses of clayey silt (<4mm) 33945 Oak Park Heights Hotel Boring Logs Project Number:Boring Number:B4 Project Name:Drill Start Date:04/05/18 Address:Drill End Date:04/05/18 City, State:Boring Depth (ft BGS):26 County:GW Depth (ft BGS):18.5 Sample Method:Depth of Collapse (ft BGS):Not Reported Elevation (ft AMSL): = Water Level Sample NumberSample From (ft)Sample To (ft)Recovery (in)MoistureN-ValueUSCS ClassificationWater2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 SP Brown fine to coarse sand with trace fine gravel, trace silt, and occasional lenses of clayey silt (<4mm) Dark brown silty clay with trace fine to coarse sand, trace fine to coarse gravel, and trace plant debris Brown silty clay and fine to coarse sand with little fine to coarse gravel FILL CL 7 14.5 16 12 M 4 6 12 13.5 12 M 4 6 8 14 5 9.5 11 12 M 4 5 6 4 7 8.5 12 M 5 9 10 19 3 4.5 6 12 M 4 12 17 29 2 2 3.5 14 M 4 6 9 15 1 0 1.5 --- M --- --- --- --- 33945 Oak Park Heights Hotel Memorial Avenue North Oak Park Heights, Minnesota Washington Split Spoon Brown fine to coarse sand with trace fine gravel Approx. 943 (per Survey)Blow CountsDepth (ft) BGSDescription 1 6 6 12 11 33945 Oak Park Heights Hotel Boring Logs Project Number:Boring Number:B4 Project Name:Drill Start Date:04/05/18 Address:Drill End Date:04/05/18 City, State:Boring Depth (ft BGS):26 County:GW Depth (ft BGS):18.5 Sample Method:Depth of Collapse (ft BGS):Not Reported Elevation (ft AMSL): = Water Level Sample NumberSample From (ft)Sample To (ft)Recovery (in)MoistureN-ValueUSCS ClassificationWater33945 Oak Park Heights Hotel Memorial Avenue North Oak Park Heights, Minnesota Washington Split Spoon Approx. 943 (per Survey)Blow CountsDepth (ft) BGSDescription 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 SP 9 24.5 26 12 W 3 2 3 8 19.5 21 12 W 4 5 Brown fine to coarse sand with trace fine gravel, trace silt, and occasional lenses of clayey silt (<4mm) (continued) 5 6 11 33945 Oak Park Heights Hotel Boring Logs Project Number:Boring Number:B5 (Stormwater Pond) Project Name:Drill Start Date:04/05/18 Address:Drill End Date:04/05/18 City, State:Boring Depth (ft BGS):16 County:GW Depth During (ft BGS):Not Encountered Sample Method:GW Depth After (ft BGS):Not Encountered Elevation (ft AMSL):Depth of Collapse (ft BGS):Not Reported = Water Level Sample NumberSample From (ft)Sample To (ft)Recovery (in)MoistureN-ValueUSCS ClassificationWater2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Brown fine to coarse sand with trace fine to coarse gravel Brown fine to coarse sand with trace silt and trace fine to coarse gravel SP Dark brown silty clay with trace fine to coarse sand, trace fine to coarse gravel, and trace plant debris FILL Approx. 945 (per Survey)Blow CountsDepth (ft) BGSDescription 1 33945 Oak Park Heights Hotel Memorial Avenue North Oak Park Heights, Minnesota Washington Split Spoon 18992M161.501 12575M123.522 13 4 7 8.5 13 M 4 5 5 10 3 4.5 6 13 M 3 6 7 4 5 9612 13.5 13 M 3 5 9.5 11 13 M 4 5 6 11 7 14.5 16 13 M 4 5 7 12 33945 Oak Park Heights Hotel Boring Logs