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19011 Wood -Soo Road NE, Suite 100 <br />Woodinville, WA 98072-4436 <br />Phone: 425-814-8448 <br />Fax: 425-821-2120 <br />Benton Square TH Revision Date: 1/11Q021 <br />Unit Type 'B' <br />Redundancy, p ! 1.0 <br />Design Base Shear <br />SMs = F,Ss <br />= 1.42 <br />SOS = %SMs <br />= 0.95 <br />Seismic Design Category: <br />Short Period — D <br />_� (Section 12.3.4) <br />(Eq. 11.4-1) S M,= F � S j (Eq. 11.4-2) <br />= 0.89 <br />(Eq. 11.4-3) Sol = % S M 1 (Eq. 11.4-4) <br />= 0.60 <br />Structure Period and Weight: <br />1-Second Period -- D Ct = 0.020 Table 12.8-2 <br />x = 0.75 <br />Building Height (Mean Roof), h = 32 ft <br />Approximate Fundamental Period, Te = C, (h )x (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= C, W (Eq.12.8-1) <br />SDS <br />C, = (R) (Eq. 12.8-2) <br />j <br />C, = 0.15 <br />The total design base shear need not exceed. <br />(Eq. 12.8-3) (Eq. 12.8-4) <br />Sol SDiTL <br />for T s Tr C, = TT (R) for T > TL Cs = T le z Ie <br />C,=0.34 C,=7.53 <br />C, = 0.34 T <_TL <br />C, = 0.51 1.5 times Cs in accordance with 11.4.8 <br />The total design base shear shall not be less than: <br />C, = 0.044SoS/e >_ 0.01 (Eq. 12.8-5) <br />C, = 0.04 <br />nor where S , >_ 0.6g: <br />C, = 0.5S,/(R/1e) (Eq. 12.8-6) <br />C, = 0.00 <br />C, = 0.15 <br />V= 0.15W <br />Date: 5/30/2023 <br />Page: L1.3 5 <br />