6500 MERRILL CREEK PKY BASE FILE 2016-01-01 MF Import

. . � � , ^ �-. The Quadrant Corporation JN 95292 September 28, 1995 Page 3 mine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints,this may require removing the disturbed soil by hand. An allowable bearing pressure of 3,000 pounds per squaze (ps� is appropriate for footings constructed a rding to the above recommendations. A one-third increase in this design bearing pr� may be used when considering short-term wind or seismic loads. For the above dc � iteria, it is anticipated that the total post-construction settlement of footings founded � � mpetent, native soils, or on structural fill, will be about one-half inch, with differentia lements on the order of one-half inch in a distance of 100 teet along a continuous tooting. Lateral loads due to wind or seismic forces may be resisted by friction between the founda- tion and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the to�indation rnust be either poured directly against relatively level, undisturbed soil, or surroun�ed by level, structural fill. We recommend using the following design values for the foundation's resistance to lateral ' loading: Parameter __ esign Val�p Coefficient of Friction 0.45 Passive Earth Pressure 350 pcf Where: (1) pcf is pounds per cubic foot. . (2) Passive earth pressure is computed using the equivalent fluid density. If the ground in front of the foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above design values. Seismic Considerations The site is located within Seismic Zone 3 as illustrated on Figure No. 23-2 of the 1991 Uniform Building Code (UBC). In accordance with Table 23-J of the 1991 UBC, the site soil profile is best represented by Profile Type S2. GHOltiC1I CONSUI;li\NIS,ING