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19011 Wood-Sno Road NE,Suite 100 <br /> Woodinville,WA 98072-4436 <br /> Phone:425-814-8448 <br /> 1111111111111111111111111111111111111111111111 <br /> E Nat NEE RIN G Fax:425-821-2120 <br /> Peterson Garage -ADU Revision Date: 2/28/2022 <br /> 22-696-02 <br /> Redundancy, p to (Section 12.3.4) <br /> Design Base Shear <br /> Sms = FaSs (Eq. 11.4-1) Smi = FvSi (Eq. 11.4-2) <br /> = 1.65 = 0.89 <br /> S Ds = % S ms (Eq. 11.4-3) SDI = %Smi (Eq. 11.4-4) <br /> = 1.10 = 0.59 <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), hn = 17 ft <br /> Approximate Fundamental Period, Ta = Cr (h )x (Eq. 12.8-7) <br /> T = Ta = 0.17 <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 /> C s = (R\ (Eq. 12.8-2) <br /> kle) <br /> Cs = 0.17 <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 = <br /> T(R for T > TL Cs = T2(R <br /> 7;) <br /> Cs = 0.54 Cs = 19.47 <br /> Cs = 0.54 T5 TL <br /> Cs = 0.81 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 Si 0.6g: <br /> Cs = 0.5S1/(R/le) (Eq. 12.8-6) <br /> Cs = 0.00 <br /> Cs = 0.17 <br /> V= 0.17 W Date: 5/6/2022 <br /> Page: L1.3 <br />