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19011 Wood-Sno Road NE,Suite 100 <br /> IL <br /> Woodinville,WA 98072-4436 <br /> Phone:425-814-8448 <br /> ENGINEERING Fax:425-821-2120 <br /> Benton Square TH Revision Date: 1/11/2021 <br /> Unit Type `C' <br /> Redundancy,p 1.0_ Iv (Section 12.3.4) <br /> Design Base Shear <br /> SMs = FBSs (Eq. 11.4-1) SM, = F,S, (Eq. 11.4-2) <br /> = 1.42 = 0.89 <br /> S os = %Sus (Eq. 11.4-3) S o,= Z/S M 1 (Eq. 11.4-4) <br /> = 0.95 = 0.60 <br /> Seismic Design Category: Structure Period and Weight: <br /> Short Period-- D <br /> 1-Second Period- D Ct = 0.020 Table 12.6-2 <br /> x = 0.75 <br /> Building Height(Mean Roof), h„ = 32 ft <br /> Approximate Fundamental Period, Ta = Ct (hj (Eq. 12.8-7) <br /> T= Ta = 0.27 <br /> T L = 6 (Figs. 22-14 thru 22-17) <br /> Calculated design base shear: <br /> V= CS W (Eq. 12.8-1) <br /> SDS <br /> CS = (R) (Eq. 12.8-2) <br /> `fe <br /> CS = 0.15 <br /> The total design base shear need not exceed: <br /> (Eq. 12.8-3) (Eq. 12.84) <br /> SDI SDiTi <br /> for T 5 TL CS = for T> Tt CS = <br /> T(7R- <br /> T 2(TR) <br /> CS = 0.34 CS = 7.53 <br /> CS = 0.34 T<TL <br /> CS = 0.51 1.5 times Cs in accordance with 11.4.8 <br /> The total design base shear shall not be less than: <br /> CS = 0.044SDsle ?0.01 (Eq. 12.8-5) <br /> CS = 0.04 <br /> nor where S, >_ 0.6g: <br /> CS = O.5S,/(Rile) (Eq. 12.8-6) <br /> CS = 0.00 <br /> CS = 0.15 <br /> V= 0.15W <br /> Date: 5/30/2023 <br /> Page: L1.3 C <br />