1001 E MARINE VIEW DR SITE WORK AND UTILITIES 2018-01-01 MF Import

Ste�fen Jacobson JN 98313 Page 4 Auy ist 17, 1998 Lateral loads due to wind or seismic forces may be resisted by friction between the fcundalion and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil, or surrounded by level, structural fill. We recommend using the following design values for the foundation's resistance to lateral loading: Parnmetcr Design Vnluc CoeFficient of Friclion 0.50 ....................._...... _�................................._..._........ Passive Earth Pressure 300 pcf Whnre:(1)pct Is pounds per cubic tool,and(I1)passivu earth pressure Is computed using lhe equivalenl llufd density. If the ground in front oF a 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 lhe above design values. Seismi� Considerations The site is located within Seismic Zone 3 as illustrated on Figure No. 16-2 of the 1997 Uniform Building Code (UBC). In accordance with Table 16-J of the 1997 UBC, the site soil profile is best represented by Profile i ype S� (Very Dense Soil). The glacial till soils which underlie the site are not susceptible to liquefaction during an earlhquake. Slabs-on-Grade The building floors may be constructed as slabs-on-grade atop competant native soil or on structural fill. The subgrade soii must be in a firm, non-yielding condition :,t the time of slab construction or undersiab fill placement. Any soft areas encountered should be excavated and replaced with setect, imported structural fili. Ail slabs-on-grade should be underlain by a capillary break or drainage layer consisting of a minimum 4-inch thickness of coarse, free-draining structural fill with a gradation similar to that discussed later in Permanent Foundation and Retaininq Walls. In areas where the passage of moisture through the slab is undesirable, a vapor barrier, such as a 6-mil plastic membrane, should be placed beneath the slab. Additionally, sand should be used in the fine-grading process to reduce damage to the vapor barrier, t� provide uniform support under ihe slab, and to reduce shrinkage cracking by improving the concrete curing process. Permanent Foundation and Retai�inq Walls Retaining walls backfilled on only one side should be designed to resist the later�l earth pressures imposed by the soil they retain. The following recommended design paramelers are for walis that restrain level backfill: i�r��ri ri i r�i�,i i rn�i s.i��