310 W Carriage Dr Unit# B - Plan

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By: J.P. Date: 8/21/24 Seismic Design Parameters Risk Category = 2 Per Table 1-5-1 R = 6.5 Response Modification Factor (Table 12-2.1) Site Class = D Per 11.4.2 Ie =1 Seismic Importance Factor (Table 1.5-2) Ss =1.28 Short Period P.G.A. S1 =0.46 1-Sec Period P.G.A. S.D.C. = D Seismic Design Category Per 11.6 Fa =1.20 Site Coefficient per Table 11.4-1 ASCE 7-16 Supplement #1 Tables used for Fa and Fv Fv =1.70 Site Coefficient per Table 11.4-2 (note: section 11.4.8 Exception #2 calc used) SMS = SDS Fa =1.53 Short Period M.C.E. Per Eq. 11.4-1 SM1 = SD1 Fv =0.78 1-Sec Period M.C.E. Per Eq. 11.4-2 SDS = 2/3 (SMS) =1.02 Short Period Design Parameter Per Eq 11.4-3 SD1 = 2/3 (SM1) =0.52 1-Sec Period Design Parameter Per Eq 11.4-4 Approximate Fundamental Period (Per 12.8.2.1 per Eq. 12.8-7 hn = 20 ft Ct =0.02 (per table 12.8-2) x = 0.75 (per table 12.8-2) T = 0.19 sec Approximate Fundamental Period TL =8 sec Long-Period Transition Period per Figure 22-12 Seismic Response Coefficient (Per 12.8.1.1) CS = (SDS Ie)/R = 0.16 Seismic Response Coefficient Per Eq. 12.8-2 Cs1 = 1.5*(SD1 Ie)/R T = 0.63 Max. Seismic Response Coefficient Per Eq. 12.8-3 if T ≤ TL Cs2 =0.01 Min. Seismic Response Coefficient Per Eq. 12.8-5 Cs2 = 0.044 SDS Ie =0.04 Min. Seismic Response Coefficient Per Eq. 12.8-5 Cs3 = 0.5 S1 Ie/R =0.04 Min. Seismic Response Coefficient Per Eq. 12.8-6 if S 1 ≥ 0.6g CS =0.16 Design Seismic Coefficient Check Additional Base Shea Wexisting =105.2 kips Weight of Existing Structure Wpanels =1.4 kips Weight of Proposed Panels Vexisting = Cs W existing =16.5 kips Roof Level Shear of Existing Structure Vpanels = Cs W panels =0.2 kips Additional Roof Level Shear of Proposed Panels Vpanels Vexisting Lateral Loads T = Ct (hn)x = 1.37% < 10%PER C.E.B.C. 502.5 EXCEPTION, STRUCTURE DOES NOT REQUIRE SEISMIC RETROFIT, PANELS OK! 8/21/2024 9:00 AM 5 of 7 ©McPherson Engineering 310 W Carriage Dr Unit# B11/18/2024