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' � Professional Service Industries, Inc• <br /> Inlormabun to BuJd On <br /> DEVELOPMENT SERVICES OF AMERICA � <br /> Project No. 745�85001-G <br /> �uly 2, 1999 <br /> Page 2 <br /> Horizontal foundation loads can be resisted by friction between the foundation base and Ihe <br /> supporting soils, and by passive earth p�essure acting on the face of the embedded portion of the <br /> foundation. For the latter, the foundati.m should be poured "neaP' against the undisturbed native <br /> soils or backfilled with properly compacted fill. For fridional resistance, a coefficient of 0.35 can <br /> be used. For passive earth pressure, the available resistance can be computed using an equivalent <br /> fluid weight of 250 pounds per cubic foot (pcfl• These values include a facror of safery of i.5 <br /> The foundation excavations should be observed by a representative of PSI prior to steel or concrete <br /> placement lo verify that tha (oundation materials are capable of supporting the design loads and are <br /> consistent with the maicr�a;. discussed in this repoh. Soft or loose soil zones encountered at the <br /> bottom of the foundation excavations should be removed as directed by the engineer. <br /> Seismic Design Considerations <br /> The project site is located within the Seismic Zone 3 specified by the 1997 Uniform Building Codi <br /> (UBQ. Based on the analysis of our subsurface exploretion, we interpret the subsurface site <br /> conditions to correspond to a seism�c soil pro(ile S�, which refers to a stiff'soil profile. The seismic <br /> soil profile is based on the definition stated in the Table 16-1 of the 1997 UBC. <br /> In general, structures are subject ro damage irom earthquakes due to either dired shaking or <br /> foundation soil failure. In our opinion, based on lack of high, stable groundwater table and loose, <br /> fine granular materials at the site, the risk to the site from seismic hazards is low. <br /> Floor Slab Support <br /> Based on the plans prepared by the Reid Middleron, the slab will be supported by 8 inche� of <br /> gravel above compacted fill or undisturbed nativc bearing soils. In freezer areas, a 10-inch layer o( <br /> insulation will be installed immediately below the slab. The proposed warehnuse site will be <br /> underlain by fill that has been properly placed and compacted. The warehouse floor will be raised <br /> about 3 feet to facilitate truck loading. It is our understanding that the slab subgrade will be <br /> -oosed for severel months after finished grade is achieved ���hile the (ootings and exterior walls are <br /> being consvucted. <br /> Construction activities and exposure ro the environment may cause deterioration of the prepared <br /> subgrade. Therefore, we recommend the placement of a minimum one-foot layer of select fiil <br /> above the rough grade to reduce the risk of damage to the subgrede. The seled fill should be a free- <br /> draining material with less than about 5 percent fines and should not contain organic matter. This <br /> fill should be compacted to a minimum o( 95 percent of the laboratory maximum dry densiry, <br /> determined in accordance with ASTM D-1557 (Modified Proctor). The select fill should be placed <br /> and graded in a manner to provide a positive drainage gradient. <br /> $pecific loading conditions for the slab were provided by Development Services of America (DSA). <br /> Dead loads will include structural self weight and permanently anchored facilities, live loads will <br /> include storege and stacked goods, and dynamic loading condit�uns will include 10,000-pound <br /> �IJ <br />