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19011 Wood-Sno Road NE,Suite 100 <br /> Woodinville,WA 98072-4436 <br /> Phone:425-914-8448 <br /> ENC1 NEE RIIti G Fax:425-821-2120 <br /> Pacific Ridge Homes Revision Date: 1/11/2021 <br /> Lennon (Elevations A& B) <br /> Redundancy,p 1-c (Section 12.3.4) <br /> Design Base Shear <br /> SMs = FeSs (Eq. 11.4-1) Sm, = F„S, (Eq. 11.4-2) <br /> = 1.80 = 0.90 <br /> S Ds = ,SMs (Eq. 11.4-3) S D, = 'S M 1 (Eq. 11.4-4) <br /> = 1.20 = 0.60 <br /> Seismic Design Category: Structure Period and Weight: <br /> Short Period— D <br /> 1-Second Period— D Ct = 0.020 Table 12.8-2 <br /> x = 0.75 <br /> Building Height(Mean Roof),h„ = 24 ft <br /> Approximate Fundamental Period, T. = Cf (h„)" (Eq. 12.8-7) <br /> T= Ta = 0.22 <br /> T1. = 6 (Figs- 22-14 thru 22-17) <br /> Calculated design base shear_ <br /> V= Cs W (Eq. 12.8-1) <br /> SDS <br /> Cs = (R) <br /> (Eq. 12.8-2) <br /> T. <br /> CS = 0.18 <br /> The total design base shear need not exceed: <br /> (Eq. 12-8-3) (Eq. 12.84) <br /> SDI <br /> for T s TL CS = (TR <br /> for T> TL CS = TDIR� 2 lle� <br /> CS = 0.43 CS, 11.78 <br /> Cs = 0.43 TSTL <br /> CS = 0.64 1.5 times Cs in accordance with 11.4.8 <br /> The total design base shear shall not be less than: <br /> CS = 0.044S os 1, >_0.01 (Eq. 12.8-5) <br /> CS = 0.05 <br /> nor where S 1 >_ 0.6g: <br /> Cs = 0.5S,/(Ri1e} (Eq. 12.8-6) <br /> CS = 0.00 <br /> Ca = 0.18 <br /> V= O.1SW <br /> Date: 3/31/2022 <br /> Page: L1.3 <br />