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4.7 BEARING CAPACITY <br /> It is anticipated the bearing capacity for this site will be on the order of 2,500 psf. This is a preliminary <br /> value based on available information, including an assumed near surface phi value of 34 degrees and <br /> density of 110 pcf. It is anticipated that standard design and construction procedures will allow <br /> foundations to be designed within this allowable bearing capacity; However, 2,500 psf should not be <br /> used as a design value. Kleinfelder reported an allowable bearing capacity of 3,000 in their 1993 Report <br /> titled Geotechnical Investigation Proposed Combustion Turbine Project No.I for the adjacent site. A more detailed <br /> bearing capacity analysis should be performed during the design level geotechnical investigations to <br /> generate design values for allowable bearing capacity. <br /> 4.8 OTHER GEOLOGIC HAZARDS AND CONCLUSIONS <br /> The preliminary assessment for geologic hazards was based on a study of recent stereoscopic aerial <br /> photographs,geological and geotechnical literature review, and the field mapping and reconnaissance of <br /> the site. Potential geologic problems which were considered in this assessment include the potential for <br /> ground rupture, landsliding, earthquake-induced flooding, tsunamis and seiches, and collapsible and <br /> expansive soils. <br /> Based on the available information, our recommendations and conclusions regarding the geologic and <br /> seismic hazards and site geotechnical site constraints at the project site are as follows: <br /> ■ Expansive or collapsible soil conditions may be present within the building areas based on the <br /> soils observed during the site reconnaissance and the general lithology of the underlying geologic <br /> unit. Additional investigations should be performed as part of the design level geotechnical <br /> investigations to determine if the expansive and collapsible potential is significant, and <br /> recommend standard design and construction techniques to mitigate the potential for damage to <br /> structures. <br /> ■ The potential for landslides or other slope failures is anticipated to be low because of the <br /> relatively flat topography. <br /> ■ The potential for future land subsidence due to this project is anticipated to be low at the site <br /> since water is proposed to be recycled from the City of Lodi's White Slough Water Pollution <br /> Control Facility(WPCF),instead of using water developed from groundwater resources. <br /> ■ No known faults or shear zones cross the site,and therefore the risk of ground surface rupture is <br /> anticipated to be low for the site. <br /> ■ Ground shaking caused by earthquake activity of faults in the region is possible and likely to <br /> occur. Appropriate structural design criteria to mitigate the effect of such ground shaking <br /> should be applied. <br /> ■ Based on available information, it is anticipated the maximum peak site acceleration for a <br /> maximum considered earthquake is 0.35g based on the proximity to nearby active faults and the <br /> results of our analysis using the United States Geologic Survey (USGS) Seismic Hazard Curves <br /> and Uniform Hazard Response Spectra program version 5.0.7. <br /> ■ The potential for liquefaction beneath the site is moderate due to the shallow groundwater table <br /> and subsurface conditions encountered. Liquefiable zones are anticipated to be restricted to <br /> isolated pockets of loose, near-surface, sandy soils. Geotechnical investigations, which will be <br /> completed to support project design and construction,should evaluate areas that may be subject <br /> to seismically induced settlement. Standard design and construction techniques can then be <br /> used to mitigate the potential for damage due to seismically induced settlement. <br /> Project No.5593-01-05 C A A LT O <br /> 7/29/2008 9 Engineering Inc . <br /> NCPA GFS.doc <br />