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<br />SP86-009 <br />Printing Enterprises, Inc. <br /> <br />- 8 - <br /> <br />March 24, 1986 <br /> <br />by using an excavation/backfil.l approach. Floor slabs in the <br />pile portion would have to be structurally supported while the <br />remaining slabs could be co~structed on-grade. (Again, over- <br />sizing as previously defined would be required for the on-grade <br />portion of the structure.) <br /> <br />The thick layers of fill underlain by compressible peat will pro- <br />duce relatively high drag down loads thereby limiting the appli- <br />cability of timber piles. Based upon the data obtained from deep <br />boring ST-17, we estimate that 12-inch diameter steel pipe piles <br />driven 35 feet into the glacial outwash (sands) and glacial till <br />(clayey sand) will develop a working load capaci ty of 45 tons. <br />This working load includes a safety factor of at least two <br />against ~hear failure. Actual pile lengths must be determined in <br />the field at the time of driving. With the inplace fill and the <br />anticipated +5 additional feet of fill required to raise grade, a <br />negative skin friction (drag down) load of approximately 15 tons <br />per pile must be incorporated into the design. <br /> <br />By using a pile foundation on a portion of the build ing and <br />spread footings on the rest, there is a risk of some differential <br />settlement between the two portions. A control joint would be <br />necessary between the two different foundations and floor slabs. <br />Wi th footings designed for bearing pressures of 3000 psf, we <br />estimate that differential settlement may be on the order of 1/2 <br />inch. <br /> <br />C.4. Parking and Driveway Areas: We recommend that all sur- <br />ficial peat, topsoils and vegetation be stripped from areas to be <br />paved unless there is more than 4 feet of fill placed over these <br />organic materials. In those areas where more than 4 feet of fill <br /> <br />lORIIUD'j <br />