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BICIL <br />E NGINEERIl\ G <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 1.0 (Section 12.3.4) <br />Design Base Shear <br />S nos = F e S s (Eq. 11.4-1) <br />= 1.42 <br />S Ds = S/ S nos (Eq. 11.4-3) <br />= 0.95 <br />S m , = F S, (Eq. 11.4-2) <br />= 0.89 <br />S D I=% S M t (Eq. 11.4-4) <br />= 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 Roof), h„ = 32 ft <br />Approximate Fundamental Period, Ta = Ct (h„)" (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 = (Te <br />R) (Eq. 12.8-2) <br />CS = 0.15 <br />The total design base shear need not exceed., <br />(Eq. 12.8-3) (Eq. 12.8-4) <br />for T T C — SDI SD1TL <br />L S — T (Rl for T > TL CS = T2 (TR} <br />C5=0.344 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 = 0.044SDs/e ? 0.01 (Eq. 12.8-5) <br />CS=0.04 <br />nor where S t >_ 0.6g. <br />CS = 0.5S,/(R/le) (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 r_ <br />