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19011 Wood-Sno Road NE,Suite 100 <br /> Woodinville,WA 98072-4436 <br /> s v Phone:425-814-8448 <br /> Fax:425.821-2120 <br /> E l°ICI[`IEEkfi1:t�G <br /> Pacific Ridge Homes Revision Date: 1/11/2021 <br /> Lennon (Elevations A & B) <br /> Redundancy,p 1.0 ® (Section 12.3.4) <br /> Design Base Shear <br /> S MS = F.S s (Eq. 11.4-1) 5 M i = F,,S t (Eq. 11.4-2) <br /> = 1.80 = 0.90 <br /> S Ds = Z/S Ms (Eq. 11.4-3) SDI = z/S M t (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. = Ct (h„)x (Eq. 12.8-7) <br /> T = Ta = 0.22 <br /> Tt, = 6 (Figs. 22-14 thru 22-17) <br /> Calculated design base shear. <br /> V= C S W (Eq. 12.8-1) <br /> SDS <br /> Ca = g (Eq. 12.8-2) <br /> (re <br /> CS = 0.18 <br /> The total design base shear need not exceed. <br /> (Eq. 12.8-3) (Eq. 12.84) <br /> SDl SDIFL <br /> for T s TL CS = T Q-) for T > TL CS = T2[Rl <br /> e J <br /> CS = 0.43 CS = 11.78 <br /> CS = 0.43 T5TL <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 Ds 1, >_0.01 (Eq. 12.8-5) <br /> CS = 0.05 <br /> nor where S t 0.6g: <br /> CS = 0.5S1/(R/1e) (Eq. 12.8-6) <br /> Ca = 0.00 <br /> Ca = 0.18 <br /> V= 0.18 W Date:3/31/2022 <br /> Page: L1.3 <br />