Report of Geotechnical Exploration & Review-2013

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. Report of Geotechnical Exploration and Review 1105 Femdale Road West,Orono,Minnesota AMEWCAN June 21,2013 ENGINEEIZING ReportNo.01-05798 TESTING,INC. 6.2 Building Grading It is our understanding that the previous structure including foundations were removed. We don't anticipate that much grading will be required in the building footprint. Backfill against the grade beams, both inside and outside the building, should be granular soil for relative ease of compaction, and to contribute to the lateral resistance of the grade beams and pile caps. The fill should be placed in loose lifts and mechanically compacted to at least 95% of the maximum Standard Proctor dry density(ASTM: D698). For exterior fill such as in the garage approach area, we recommend using granular soil with less than 20% passing the No. 200 sieve, compacted to a muumum of 95% of Standard Proctor density. 6.3 Driven Pipe Pile One alternative is to support the proposed building on a driven pile foundation. The floors should also be structurally supported on piles. The swamp deposits are judged to be compressible and may continue to consolidate under existing and any additional loads, creating a potential for negative load (down drag) on the piles. To resist potential negative load, an amount is reserved based on the diameter of the pile. Using an 8-5/s inch O.D. pipe pile, we recommend reserving 20 tons per pile to resist potential negative load. These diameter p'ipe piles should be suitable for 15 tons of building load capacity, or a working load capacity of 35 tons per pile, when driven to a tip elevation of about 858 (about 75 feet below existing grade at Boring 1). The same diameter pipe piles should be suitable for 10 tons of building load capacity, or a working load capacity of 30 tons per pile, when driven to a tip elevation of about 865 (about 68 feet below existing grade). The working capacities incorporate a safety factor of 2.0 against pile failure. � Page 6 of 10