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The geologic and engineering analyses performed concerning site preparation and the <br />recommendations presented herein, have been completed using the information provided. <br />In the event that any significant changes are made to proposed site development, the <br />conclusions and recommendations contained in this report shall not be considered valid <br />unless the changes are reviewed and the recommendations of this report are verified or <br />modified in writing by this office. The following general recommendations are preliminary <br />and will require updating subsequent to review offinal sitegrading and development plans. <br />FOUNDATION DESIGN <br />General <br />This report presents minimum design criteria forthe design of slabs, foundations and other <br />elements possibly applicable to the project. These criteria should not be considered as <br />substitutes for actual designs by the structural engineer. The structural engineer should <br />analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil <br />influence, and strength, stiffness and deflections in the various slab, foundation, and other <br />elements in order to develop appropriate, design-specific details. As conditions dictate, it <br />is possible that other influences will also have to be considered. The structural engineer <br />should consider all applicable codes and authoritative sources where needed. If analyses <br />by the structural engineer result in less critical details than are provided herein as <br />minimums, the minimums presented herein should be adopted. It is considered likely that <br />some, more restrictive details will be required. If the structural engineer has any questions <br />or requires further assistance, please do not hesitate to call or otherwise transmit his <br />requests. <br />Bearing Capacity of Existing Footinas <br />An allowable bearing value of 2,000 psf may be used for existing exterior continuous <br />footings with footing dimensions of 15 inches wide and 36 inches deep. Since the existing <br />footing width is 1'-9" (as per the plan, dated 11/17/72), the bearing value maybe-increaidd <br />to a maximum of 2,200 psf. -The above values may be increased by one-third when <br />considering shdnduration seismic or wind loads. <br />For lateral sliding resistance, a coefficient of friction of 0.30 may be utilized for a concrete <br />to soil contact when multiplied by the dead load. <br />Ftssive earth pressure may be computed as an equivalent fluid having a density of 250 <br />psfper foot of depth, to a maximum earth pressure of 2,000 psf. <br />When combining passive pressure and frictional resistance, the passive pressure <br />component should be reduced by one-third. <br />Pacific Development Group <br />1307 West Sunflower Avenue, Santa Ana <br />File:\se,verandreeW;904976al.foundshopctr <br />W.O. 4976-Al-OC <br />November 2,2005 <br />Page 8 <br />GeoSoils, Inc.