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<br /> <br />W Park Ln <br /> <br /> U.S. Office: <br />Canada Office: <br />77 Waldorf, Irvine, CA 92612 <br />550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 <br /> +1 949-979-5003 <br />+1 289-597-0455 <br />6 <br />3.2 Lateral Load <br />ASCE 7 hazard report is given in Appendix B. <br /> <br />3.2.1 Seismic Load <br />The wood seismic parameters are tabulated in Table 8. <br /> <br /> <br />Table 8. Seismic Parameters <br />S1 0.475 <br />Mapped acceleration <br />parameters <br /> <br />Ss 1.336 <br />TL 8 <br />Site Class D (Default) <br />Occupancy Category II <br />Height of Building (feet) 12.75 <br />Importance Factor (Ie) 1 <br />Overstrength Factor, Ω0 3 Table 12.2-1 <br />Deflection Amplification Factor, Cd 4 Table 12.2-1 <br />Response Modification Coefficient 6.5 Table 12.2-1 <br />Building Period Parameter Ct 0.02 Table 12.8-2 <br />Building Period Parameter x 0.75 Table 12.8-2 <br />Site Coefficient at Short Period (Fa) 1.2 (Table 11.4-1) <br />Site Coefficient at 1 Sec Period (Fv) 1.825 (Table 11.4-2) <br />Ta 0.135 Section 12.8.2 <br />SMS 1.603 Section 11.4.4, Eq. (11.4-1) <br />SM1 0.867 Section 11.4.4, Eq. (11.4-2) <br />SDS 1.069 Section 11.4.5, Eq. (11.4-3) <br />SD1 0.578 Section 11.4.5, Eq. (11.4-4) <br />T0 0.108 Section 11.4.6 <br />Ts 0.541 Section 11.4.6 <br />Seismic Design Category Based on Short-Period <br />Response Acceleration Parameter D Table 11.6.1 <br />Seismic Design Category Based on 1-s Period <br />Response Acceleration Parameter D Table 11.6.2 <br />Cs 0.164 Eq. (12.8-2). <br />Cs 0.988 Eq. (12.8-3) & Eq. (12.8-4) <br />Cs(min) 0.047 Eq. (12.8-5). <br />Cs(min) 0 Eq. (12.8-6). <br />Seismic Response Coefficient Cs 0.164 <br /> <br /> <br />Page 7 of 290