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r 19011 Wood-Sno Road NE,Suite 100 <br /> Woodinviile,WA 98072-4436 <br /> Phone:425-814-8448 <br /> Farr.425-821-2120 <br /> G1°7QjNJEE.R1K'C <br /> Pacific Ridge Homes Revision Date: 1/11/2021 <br /> Hudson (Elevations C & D) <br /> Redundancy,p 1.0 v (Section 12.3.4) <br /> ppsigrj Base Shear <br /> Sms = FaSs (Eq. 11.4-1) SM1 = F1,S1 (Eq. 11.4-2) <br /> = 1.80 = 0.90 <br /> S DS = V.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 Roofl,h„ = 23 ft <br /> Approximate Fundamental Period, Ta = C, (h„)" (Eq. 12.8-7) <br /> T= Ta = 0.21 <br /> f <br /> TL = 6 (Figs. 22-14 thru 22-17) <br /> Calculated design base shear. <br /> V= CS W (Eq. 12.8-1) <br /> Sns <br /> C e = \ (Eq. 12.8-2) <br /> e <br /> CS = 0.18 <br /> The total design base shear need not exceed. <br /> (Eq. 12.8-3) (Eq. 12.8-4) <br /> Sal SU1 TL <br /> for T < TL CS = T for T> T1, CS = (R1 <br /> �J� Tz \let <br /> CS = 0.44 CS = 12.38 <br /> CS = 0.44 T<_ TL <br /> CS = 0.65 1.5 times Cs in accordance with 11.4.8 <br /> The total design base shear shall not be less than: <br /> C a = 0.044S Ds 1. >0.01 (Eq. 12.8-5) <br /> Cs = 0.05 <br /> nor where S 1 0.69: <br /> CS = O.SS1/(R/le) (Eq. 12.8-6) <br /> CS = 0,00 <br /> CS = 0.16 <br /> V= 0.18 W Date:4/27/2021 <br /> Page: t-1.3 <br />