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19011 Wood-Sno Road NE,Suite 100 <br /> Woodinville,WA 98072-4436 <br /> Phone:425-814-8449 <br /> E NGINEE•RIN G Fax:425-821-2120 <br /> Benton Square TH Revision Date: 1/11/2021 <br /> Unit Type 'C' <br /> Redundancy,p ;�.o (Section 12.3.4) <br /> Design Base Shear <br /> SMs = Fe Ss (Eq. 11.4-1) SMI = F,,S1 (Eq_ 11.4-2) <br /> = 1.42 = 0.89 <br /> S DS = %S Ms (Eq. 11.4-3) Sat = %S M 1 (Eq. 11.44) <br /> = 0.95 = 0.60 <br /> Seismic Design Category: Structure Period and Weight: <br /> Short Period-- D <br /> 1-Second Period-- D Ct = 0.020 Table 12.6 2 <br /> x = 0.76 <br /> Building Height(Mean Roof),h„ = 32 ft <br /> Approximate Fundamental Period, Ta = Ct (h„f (Eq. 12.8-7) <br /> T= Ta = 0.27 <br /> T L = 6 (Figs. 22-14 thru 22-17) <br /> Calculated design base shear: <br /> V= CS W (Eq. 12.8-1) <br /> SDS <br /> CS = (Tile, <br /> R) (Eq. 12.8-2) <br /> CS = 0.15 <br /> The total design base shear need not exceed: <br /> (Eq. 12.8-3) (Eq. 12.8-4) <br /> SDI SD1TL <br /> for T < TL CS = T/R\ for T > TL CS = T (TR2 <br /> C S = 0.34 C S = 7.53 <br /> CS = 0.34 TsTL <br /> C S = 0.51 1.5 times Cs in accordance with 11.4.8 <br /> The total design base shear shall not be less than: <br /> C S = 0.044S Ds 1, >_0.01 (Eq. 12.8-5) <br /> CS = 0.04 <br /> nor where S, >_ 0.6g. <br /> CS = 0.5SI/(R/le) (Eq. 12.8-6) <br /> CS = 0.00 <br /> CS = 0.15 <br /> V= 0.15W <br /> Date:5/30/2023 <br /> Page: L1.3 C <br />