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McPherson Engineering By: R.S. <br />Date: 4/8/26 <br />Seismic Design Parameters <br />Risk Category = 2 Per Table 1-5-1 R = 6.5 Response Modification Factor (Table 12-2.1) <br />Site Class = D Per 11.4.2 Ie =1 Seismic Importance Factor (Table 1.5-2) <br />Ss =1.50 Short Period P.G.A. <br />S1 =0.52 1-Sec Period P.G.A. <br />S.D.C. = D Seismic Design Category Per 11.6 <br />SDS =1.18 Short Period Design Parameter <br />SD1 =0.81 1-Sec Period Design Parameter <br />Approximate Fundamental Period (Per 12.8.2.1) <br />per Eq. 12.8-7 <br />hn = 80 ft <br />Ct =0.02 (per table 12.8-2) <br />x = 0.75 (per table 12.8-2) <br />T = 0.53 sec Approximate Fundamental Period <br />TL =8 sec Long-Period Transition Period per Figure 22-12 <br />Seismic Response Coefficient (Per 12.8.1.1) <br />CS = (SDS Ie)/R = 0.18 Seismic Response Coefficient Per Eq. 12.8-2 <br />Cs1 = 1.5*(SD1 Ie)/R T = 0.35 Max. Seismic Response Coefficient Per Eq. 12.8-3 if T ≤ TL <br />Cs2 =0.01 Min. Seismic Response Coefficient Per Eq. 12.8-5 <br />Cs2 = 0.044 SDS Ie =0.05 Min. Seismic Response Coefficient Per Eq. 12.8-5 <br />Cs3 = 0.5 S1 Ie/R =0.04 Min. Seismic Response Coefficient Per Eq. 12.8-6 if S1 ≥ 0.6g <br />CS =0.18 Design Seismic Coefficient <br />Check Additional Base Shear <br />Wexisting =1327 kips Weight of Existing Structure <br />Wpanels =5.6 kips Weight of Proposed Panels <br />Vexisting = Cs W existing =241.0 kips Roof Level Shear of Existing Structure <br />Vpanels = Cs Wpanels =1.0 kips Additional Roof Level Shear of Proposed Panels <br />T = Ct (hn)x <br />Lateral Loads <br />4/8/2026 12:25 PM <br />5 of 8 <br />©McPherson Engineering