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2717 Huckleberry Rd, Unit #2 Santa Ana, CA 92706 <br /> <br /> <br /> <br /> Maximum considered earthquake spectral response accelerations: <br /> <br />SMs = FaSs = 1.598 (for the short period of 0.2 second) <br />SM1 = FvS1 = null* (for the 1-second period) <br /> <br /> Design spectral response accelerations: <br /> <br />SDs = 2/3 SMs = 1.065 (for the short period of 0.2 second) <br />SD1 = 2/3 SM1 = null* (for the 1-second period) <br /> <br /> PGA = 0.566 <br /> <br />*Please see ASCE 7-16, Section 11.4.8. <br /> <br />For other parameters, please see the computer print-out for this project included in Appendix C. <br /> <br />Note: in general, the structural consultant of record for this project should review and evaluate the seismic <br />parameters provided in this report (and the current CBC and or other applicable building codes) for use in the <br />seismic design. final selection of design seismic parameters should be made by the structural consultant based <br />on the local laws and ordinances, expected structure response, and the desired level of conservatism. <br /> <br />The civil/structural design engineer should consult with the project geotechnical consultant, if additional <br />geotechnical information is needed for structural seismic design. <br /> <br />Faults <br />No active faults are known to exist within or near the site. The probability of primary surface rupture or <br />deformation at the site is, therefore, considered very low. <br />The site is not designated to be located within the Special studies/Earthquake Zone under the Alquist-Priolo <br />Special Studies Act. <br /> <br />Liquefaction <br /> <br />Potential consequences of liquefaction or secondary liquefaction included hazards generally consist of <br />differential settlement (vertical deformations), lateral movement/lateral spreading (horizontal deformations), <br />oscillation, and reduction in foundation soil-bearing capacity (bearing failure). <br /> <br />A sloping condition or drainage or stream channel does not exist at the site, therefore, lateral movement/ lateral <br />spreading, oscillation, etc, due to potential liquefaction are not anticipated to be credible hazards for the <br />proposed new structure. <br /> <br />Differential settlement due to liquefaction (and reduction in foundation soil-bearing capacity) is roughly <br />estimated to be about¼ inch (for a horizontal distance of 40 feet). This is only a rough estimate. <br /> <br />To reduce the potential adverse effects to the new structure due to potential liquefaction induced differential <br />settlement and/or reduction in foundation soil-bearing capacity, a strengthened foundation system with thicker <br />and stronger reinforcement slabs and deeper and wider and stronger reinforcement footings as compared to a <br />Page 4 of 22