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Proposed Bridgestone April 20, 2011 NWC of Vance St. & W. Center Ave. PSI Project No. 532281 Lakewood, Colorado Page 3 of 15 sedimentary bedrock in the borings at depths of 5 ½ to 8 feet below the existing grade and consisted of brown, red, brown, and light brown, moist, hard, sandy claystone. The following table present the materials encountered during our investigation. Material / Property Thickness Encountered Dry Density (pcf) Moisture Content (%) *Percent Swell (%) Liquid Limit (%) Plastic Limit (%) Blows per foot Sandy Range 0 ft 100 – 112 13 – 20 1.6 – 11.2 54 – 60 21 – 22 21 – 58 Clay Average 0 ft 105 17 7.4 58 22 38 Sandy Claystone Bedrock Range 5 ½ - 8 100 – 107 19 – 26 0.3 – 1.2 - - 50+ Average 8 ft 103 22 0.9 - - 50+ PSI performed Denver Swell Testing on selected samples collected during our field investigation. The testing yielded swell percentages ranging from 0.3 to 11.2 percent when wetted under a 250, 500, or 1,000 psf surcharge pressure. Based on these swell percentages, PSI has classified this site as having “high” swell potential. The development at this site will need to be designed for high swelling soils. The Boring Logs illustrated in Figures 3 through 11 should be reviewed for specific information at individual boring locations. These records include soil descriptions, stratifications, penetration resistances, locations of the samples and laboratory test data. 3.2.2 Groundwater Conditions Groundwater was not encountered during our drilling operations. However, it should be noted that it is possible for the groundwater table to fluctuate during the year depending upon climatic and rainfall conditions and changes to surface topography and drainage patterns. Also, based on our laboratory data, the sandy claystone may be saturated. Discontinuous zones of perched water may also exist, or develop, within the overburden materials subsequent to the construction of the pump station. The groundwater levels presented in this report are the levels that were measured at the time of our field activities.
Proposed Bridgestone April 20, 2011 NWC of Vance St. & W. Center Ave. PSI Project No. 532281 Lakewood, Colorado Page 4 of 15 3.2.3 Laboratory Testing The soil samples obtained during the field exploration were transported to the laboratory and selected soil samples were tested in the laboratory to determine material properties for our evaluation. Laboratory testing was accomplished in general accordance with ASTM and other applicable procedures. Laboratory testing was performed on selected samples to evaluate the classification, swell and other engineering characteristics of the subsurface materials. Laboratory test data along with detailed descriptions of the soils can be found on the logs of borings and in Appendix A. The samples that were not altered by laboratory testing will be retained for 30 days from the date of this report and then will be discarded without further notice. 4.0 GEOTECHNICAL EVALUATION Based on the subsurface conditions observed and our experience with similar materials, it is PSI’s opinion that the on-site soils can generally be characterized as having “high” swell potential and the proposed development need to be designed to accommodate for swell potential. Due to the swell potential of the soils obtained during our site investigation, it is our opinion that the proposed structure may be supported on a drilled pier foundation system bearing within the sedimentary bedrock material encountered during our investigation. A structural floor system may also be utilized for the proposed structure. PSI provides recommendations for allowable bearing capacity and allowable skin friction for drilled pier foundations in Section 6.0 Recommendations of this report. Additionally, due to the swell potential of the on-site material, PSI recommends that the subgrade to receive pavement and slab-on-grades be overexcavated and replaced as moisture conditioned compacted fill material. PSI provides recommendations on depth and type of moisture conditioned fill material and the amount of movement that may be expected for each alternative. To minimize the potential for movement due to swelling soils in the pavement areas, PSI recommends that the subgrade be chemically treated with lime. The following geotechnical design recommendations have been developed on the basis of the described project characteristics and subsurface conditions encountered. Once final design/grading plans and specifications are available, a general review by PSI is required as a means to check that the recommendations presented in the following sections of this report are properly interpreted and implemented. 5.0 SITE GRADING RECOMMENDATIONS Prior to site grading or excavation for foundation construction, the site should be stripped of vegetation, topsoil, loose uncompacted fill, soil stockpiles, and debris. The stripped vegetation/topsoil may be re-placed as topsoil in designated landscape areas. The loose soils or stockpiled soils may be incorporated and placed as structural fill. Trash and debris should be disposed of in accordance with local and state regulations. 5.1 Overexcavation and Replacement – Swell Mitigation Due to the “moderate” to “high” swell potential of the existing site soils, swell mitigation through overexcavation and replacement should be performed to limit potential
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Page 546: Bridgestone Retail Operations, LLC
Page 549 and 550: Bridgestone Retail Operations, LLC
Page 592 and 593: REPORT OF GEOTECHNICAL ENGINEERING
Page 594 and 595: Proposed Bridgestone April 20, 2011
Page 611 and 612: FIGURE: 3 DATE STARTED: 4/5/11 DRIL
Page 619 and 620: FIGURE: 11 DATE STARTED: 4/5/11 DRI
Page 621 and 622: APPENDIX A Laboratory Test Results
Page 623 and 624: 12 SWELL-CONSOLIDATION TEST 10 8 6
Page 631 and 632: 10 SWELL-CONSOLIDATION TEST 8 6 4 2
Page 639 and 640: June 21, 2012 Bridgestone Retail Op
Page 641 and 642: Bridgestone/Firestone - Lakewood, C
Page 643 and 644: Bridgestone/Firestone - Lakewood, C
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