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19011 Wood-Sno Road NE,Suite 100 <br /> f Woodinville,WA 98072-4436 <br /> Phone:425-814-8448 <br /> E NGINEERIN G Fax:425-821-2120 <br /> Pacific Ridge Homes Revision Date: 1/11/2021 <br /> Lennon (Elevations A & B; <br /> Redundancy,p 1.0 V (Section 12.3.4) <br /> Design Base Shear <br /> S Ms = F a S s (Eq. 11.4-1) S M I = F„S 1 (Eq. 11.4-2) <br /> = 1.80 = 0.90 <br /> S Ds = /3 S MS (Eq. 11.4-3) S D 1 = %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, Ta = Ct (h„)" (Eq. 12.8-7) <br /> T= Ta = 0.22 <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 /> Ce = ( 1 (Eq. 12.8-2) <br /> 1e <br /> Cs = 0.18 <br /> The total design base shear need not exceed: <br /> (Eq. 12.8-3) (Eq. 12.8-4) <br /> SD1 SD1TL <br /> for T :_ TL Cs = T(i .) <br /> for T> TL Cs = T (R) <br /> e 2 le <br /> Cs = 0.43 Cs = 11.78 <br /> Cs = 0.43 Ts TL <br /> C s = 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!e ?0.01 (Eq. 12.8-5) <br /> Cs = 0.05 <br /> nor where S, >_ 0.6g: <br /> Cs = 0.5S1/(R/le) (Eq. 12.8-6) <br /> Cs = 0.00 <br /> Cs = 0.18 <br /> • V= 0.18 W Date: 3/31/2022 <br /> Page: L1.3 <br />