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19011 Wood-Sago Road NE,Suite 100 <br /> Woodinville,WA 98072-4436 <br /> w <br /> Phone:425-814-8448 <br /> IE NGI1 EER1Iti C Fax:425-821-2120 <br /> Pacific Ridge Homes Revision Date; 1/1 112 02 1 <br /> Lennon (Elevations C & D) <br /> Redundancy, p 1.0 . (Section 12.3.4) <br /> Design Base Shear <br /> SMs = FaSs (Eq, 11.4-1) SM, = FvS, (Eq. 11.4-2) <br /> 1.80 = 0.90 <br /> S os = %S ms (Eq. 11.4-3) SD 1 = %S M I .(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 = 0.76 <br /> Building Height(Mean Roof),h„ = 22 ft <br /> Approximate Fundamental Period, T, = Ct (h„)" (Eq. 12.8-7) <br /> T= T, = 0.20 <br /> TL = 6 (Figs. 22-14 thru 22-17) <br /> Calculated design base shear. <br /> V= Ca W (Eq. 12.8-1) <br /> SDs <br /> C a = R ll (Eq. 12.8-2) <br /> (7el <br /> C, = 0.18 <br /> The total design base shear need not exceed: <br /> (Eq. 12.8-3) (Eq. 12.8-4) <br /> SDI SDI TL <br /> for T TL C, = R for T> TL Ca = TZ (Rl <br /> T V;) l eJ <br /> C, = 0.46 C, 13.65 <br /> CS = 0.46 T5TL <br /> Ca = 0.69 1.5 times Cs in accordance with 11.4.8 <br /> The total design base shear shall not be less than: <br /> C, = 0.044S ns 1. ?0.01 (Eq. 12.8-5) <br /> C, = 0.05 <br /> nor where S 1 z 0.6g: <br /> C, = 0.5S,/(R/€e) (Eq. 12.8-6) <br /> C, = 0.00 <br /> R <br /> Ca = 0.18 <br /> V= 0.18 W Date: 3/26/2021 <br /> Page: L1.3 <br />