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Alliance Residence October 18,2016 <br />J.N.: 2530.00 <br />Page 5 <br />Name <br />Distance <br />(miles) <br />TABLE 3.1 <br />Summary of Faults <br />Slip Preferred <br />Rate Dip <br />(mni/yr.) (degrees) <br />Slip <br />Sense <br />Rupture Fault <br />Top Length <br />(km)(km) <br />San Joaquin Hills <br />Newport Inglewood <br />Connected alt 2 <br />Newport-Inglewood, alt 1 <br />Newport Inglewood <br />Connected alt 1 <br />Newport-Inglewood <br />(Offshore) <br />1.27 0.5 23 thrust 2 27 <br />8.05 1.3 90 strike slip 0 208 <br />8.16 1 88 strike slip 0 65 <br />8.16 1.3 89 strike slip 0 208 <br />9.03 1.5 90 strike slip 0 66 <br />4.0 ANALYSES <br />4.1 SEISMICITY <br />We have performed probabilistic seismic analyses utilizing the web-based U.S. Seismic Design <br />Maps web application by the U.S. Geological Survey (USGS), we obtain a PGA of 0.568 in <br />accordance with Figure 22-7 of ASCE 7-10. The FPGA factor for this PGA and site class D is 1.0. <br />Therefore, the PGAM = 1.0 x 0.568 = 0.568g. The mean event associated with a probability of <br />exceedance equal to 2% over 50 years to have a moment magnitude of 6.61 and the mean distance to <br />the seismic source of 7.8 miles. <br />4.2 STATIC SETTLEMENT <br />Review of the existing subsurface information indicates that the project area is predominantly <br />underlain by fine-grained soils. Compression of these soils under the applied footings loads causes <br />settlement. The results of laboratory consolidation tests reported in the two referenced geotechnical <br />reports were reviewed in order to establish consolidation parameters needed for settlement estimates. <br />Engineering analyses were then performed to evaluate total settlement for continuous footings and <br />spread footings. The continuous footing was analyzed with width of 1.0 foot, embedment depth of <br />1.5 feet, and applied bearing pressure of 2000 psf. The spread footings were analyzed with bearing <br />pressure of 3500 psf, embedment depth of 1.5 feet, and varying dimensions determined by certain <br />assumed column loads (50 kips to 400 kips, in 50 kips increments). In these settlement analyses, it <br />was first assumed that footings were founded upon the fine-grained soil without any compacted fill <br />placed beneath them. Where total settlement exceeded 1.0 inch, settlement analyses were performed <br />to determine the thickness of engineered compacted fill needed to reduce settlement below 1.0 inch. <br />Results of our analyses are summarized in Table 4.1. <br />ALBUS-KEEFE & ASSOCIATES, INC.