2014 W Hemlock Way & Unit #2 - Plan

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Page 4 SMs = FaSs = 1.551 (for the short period of 0.2 second) SM1 = FvS1 = null* (for the 1-second period) • Design Spectral Response Accelerations: SDs = 2/3 SMs = 1.034 (for the short period of 0.2 second) SD1 = 2/3 SM1 = null* (for the 1-second period) • PGA = 0.553 *Please see ASCE 7-16, Section 11.4.8. Please see APPENDIX C for additional seismic parameters, as needed. Note: In general, the structural consultant of record for this project should review the seismic parameters provided in this report and the 2022 CBC to evaluate the seismic design. Final selection of design coefficients should be made by the structural consultant based on the local laws and ordinances, expected structure response, and the desired level of conservatism. The civil/structural design engineer should consult with the project geotechnical consultant, if additional geotechnical information is needed for structural seismic design. Faults No active faults are known to exist within or near the site. The probability of primary surface rupture or deformation at the site is, therefore, considered very low. The site is not designated to be located within the Special Studies/Earthquake Zone under the Alquist-Priolo Special Studies Act. Liquefaction Potential As previously mentioned, for conservative purposes, the subject site is assumed to be subject to the liquefaction. Therefore, the owner(s) of this property should be aware of the risks associated with the potential liquefaction such as structural distress due to the potential differential settlement caused by the potential liquefaction. As previously mentioned, for conservative purposes, a strengthened / stiffened foundation system (having thicker slabs with more reinforcements and deeper and wider footings with more reinforcement as recommended in this report) should be used for support of the proposed structure.