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19011 Wood-Sno Road NE,Suite 100 <br /> Woodinville,WA 98072-4436 <br /> JO <br /> Phone:425-814-8448 <br /> E NCI NEERIN C Fax:425-821-2120 <br /> Pacific Ridge Homes Revision Date: 1/11/2021 <br /> Hudson "Elevations A & B) <br /> Redundancy,p 1.0 • (Section 12.3.4) <br /> Design Base Shear <br /> SMs = F5Ss (Eq. 11.4-1) SM1 = F„S1 (Eq. 11.4-2) <br /> = 1.80 = 0.90 <br /> S as = Vs SMs (Eq. 11.4-3) Sal = s 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„ = 23 ft <br /> Approximate Fundamental Period, Ta = C (h„)x (Eq. 12.8-7) <br /> T= T8 = 0.21 <br /> TL = 6 (Figs. 22-14 thru 22-17) <br /> Calculated design base shear. <br /> V= Cs W (Eq. 12.8-1) <br /> SDS <br /> Cs = rRl (Eq. 12.8-2) <br /> le <br /> Cs = 0.18 <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 = for T> TLC =T( .) <br /> s T2 (p.) <br /> Cs = 0.44 Cs = 12.38 <br /> Cs = 0.44 T<- TL <br /> C s = 0.65 1.5 times Cs in accordance with 11.4.8 <br /> The total design base shear shall not be less than: <br /> Cs = 0.044SDsIe >_0.01 (Eq. 12.8-5) <br /> Cs = 0.05 <br /> nor where S 1 >_ 0.6g: <br /> Cs = 0.551/(R/le) (Eq. 12.8-6) <br /> Cs = 0.00 <br /> Cs = 0.18 <br /> V= 0.18 W Date:6/20/2022 <br /> Page: L1.3 <br />