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Kraus-Anderson Construction Company <br /> Project BL-11-01014A <br /> March 13, 2012 <br /> Page 2 <br /> topsoil and existing fill soils underlain by glacially deposited poorly graded sands and lean clays. Swamp <br /> deposits were also encountered outside of the building footprint in areas of the site underneath fill soils. <br /> As a part of our evaluation we recommended that the fill soils be removed from the building pad and <br /> oversize area. During grading a drain field was encountered in the area of the building's southern wing.The <br /> aggregate trenches for the drain line were also removed from within the building pad during soil <br /> corrections.Soil corrections for the building pad ranged from about 1 to 5 feet below existing grades during <br /> removal of fill soils. In the area of the building canopy on the east side of the building, the canopy footings <br /> will be supported by helical anchors or drilled piers which extend through fill and swamp deposits to a <br /> depth of 15 feet. <br /> Soils exposed at structure subgrade elevations and in excavations were visually evaluated, while those <br /> below subgrade elevations and excavation bottoms were evaluated using hand auger borings, dynamic <br /> cone penetrometers and/or static cone penetrometers.These tasks were performed to determine if the <br /> observed and tested soils were consistent with those encountered by the geotechnical borings performed <br /> for the project, and suitable for support of the design structural loads. <br /> The hand auger borings were drilled with a 1 1/2-inch-diameter hand auger.The borings were advanced in <br /> 2-to 4-inch increments to depths of 2 to 4 feet below subgrade elevations or excavation bottoms <br /> (shallower penetrations typically occurred where larger gravel,cobbles and boulders were present).The <br /> auger was then withdrawn from the borehole to obtain cuttings.The soils encountered in the borings were <br /> classified in general accordance with ASTM D 2488, "Description and Identification of Soils(Visual/Manual <br /> Procedures)." Preliminary estimates of soil consistency and density were also evaluated based on resistance <br /> to penetration of the hand auger, and the turning resistance. <br /> Soil exposed at footing subgrade elevations were tested, observed, and judged suitable for support of the <br /> design allowable soil bearing capacity of 2,000 pounds per square foot(PSF). <br /> Concrete Reinforcement <br /> We initially reviewed the reinforcement and dowel requirements on the project structural drawings and <br /> shop drawings, if available. Information reviewed included bar size, bar length, bar spacing, bar location, <br /> splice lengths and dowel placement. This information was then used to determine if the inplace <br /> reinforcement was placed in accordance with the requirements of the project plans and specifications. <br /> We also noted if the inplace reinforcement was free of rust, scale and soil. <br /> Concrete Placement Observations <br /> Concrete placement observations were performed to monitor the procedures being used by the <br /> contractor and to determine if they were consistent with typical industry standards. <br /> Fresh Concrete Testing <br /> Routine tests to determine the plastic concrete's slump, temperature and air content were done during <br /> each pour. In addition, concrete cylinders were cast at rates specified in the project specifications to <br /> evaluate the concrete's compressive strength. <br />