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BrFE1 <br />ENGINEERING <br />19011 Wood-Sno 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: 1/11/2021 <br />Unit Type 'C' <br />Redundancy, p :1.a ] (Section 12.3.4) <br />Design Base Shear <br />SMS = Fa Ss <br />= 1.42 <br />SDs=%SMS <br />0.95 <br />Seismic Design Category: <br />Short Period -- D <br />(Eq. 11.4-1) S M i= F,, S i (Eq. 11.4-2) <br />= 0.89 <br />(Eq. 11.4-3) S D j: 2/ S M j (Eq. 11.4-4) <br />= 0.60 <br />Structure Period and Weight: <br />1-Second Period -- D C, = 0.020 Table 12.8-2 <br />x = 0.75 <br />Building Height (Mean Roof), h„ = 32 ft <br />Approximate Fundamental Period, T. = Ct (h„)x (Eq. 12.8-7) <br />T=Ta=0.27 <br />Tt = 6 (Figs. 22-14 thru 22-17) <br />Calculated design base shear., <br />V = Cs W (Eq. 12A-1) <br />SDS <br />C S = (TR <br />(Eq. 12.8-2) <br />e <br />CS=0.15 <br />The total design base shear need not exceed: <br />(Eq. 12.8-3) (Eq. 12.8-4) <br />SD1 SDITL <br />for T < TL CS = T JR for T > Tr Cs = Tz (TR� <br />CS=0.34 CS=7.53 <br />Cs=0.34 T_<TL <br />C s = 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 = 0.044SDsl8 >_ 0.01 (Eq. 12.8-5) <br />CS=0.04 <br />nor where S z 0.6g: <br />CS = 0.5S,/(R/le) (Eq. 12.8-6) <br />Cs = 0,00 <br />C$ = 0.15 <br />V= 0.15W <br />Date: 5/30/2023 <br />Page: L1.3C <br />