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<br />SP86-009 <br />Printing Enterprises, Inc. <br /> <br />- 5 - <br /> <br />March 24, 1986 <br /> <br />At the present time, we have no information concerning the anti- <br />cipated structural loads. For purposes of this report, we have <br />assumed that structural loads will be relatively light, with <br />perimeter wall loads on the order of 3 kips per lineal foot and <br />maximum column loads on the order of 100 kips. Proposed floor <br />grade has not yet been finalized. However, it was indicated to <br />us that the finished floor slab elevation would likely be +1 foot <br />above street elevation (elevation 101+ on our assumed datum). <br /> <br />C.2. Ground Water: Based upon the data obtained from the <br />borings, it appears that the current ground water level is <br />approximately 4 to 7 feet below existing grade. This corresponds <br />to an elevation of approximately 89. Depending upon the type of <br />construction approach employed, ground water may be of signifi- <br />c an c e . <br /> <br />C.3. Foundation Design: The fill materials encountered in the <br />borings are of variable density and the swamp deposits (peat) are <br />considered highly compressible. It is our opinion that the fill <br />and buried organic materials (peat) are not sui table for foun- <br />dation support. To reduce the risk of settlement an <br />excavation/backfill approach, pile foundation, or combination <br />thereof is recommended. <br /> <br />C.3.a. Excavation/Backfill Approach: With an excavation/backfill <br />approach all inplace fill and organic materials would be exca- <br />vated from the building area and replaced wi th compacted fill. <br />Anticipated excavation depths at the borings are as follows. It <br />must be noted that the excavation depths between the borings may <br />vary. <br /> <br />lORIIUD'i <br />