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19011 Wood-Sno Road NE,Suite 100 <br /> BTILWoodinville,WA 98072-4436 <br /> Phone:425-814-8448 <br /> E 1:TGINEER.IIN G Fax:425-821-2120 <br /> Benton Square TH Revision Date: 1/11i2021 <br /> Unit Type 'B' <br /> Redundancy,p ; 1.0 (Section 12.3.4) <br /> Design Base Shear <br /> S MS = F e S S (Eq. 11.4-1) S M 1 = F S a (Eq. 11.4-2) <br /> = 1.42 = 0.89 <br /> S DS -/.S MS (Eq. 11.4-3) S D 1 = 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 Cr = 0.020 Table 12.8-2 <br /> x = 0.75 <br /> Building Height(Mean Roof),h„ = 32 ft <br /> Approximate Fundamental Period, Te = 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 = (R) (Eq. 12.8-2) <br /> r <br /> Cs = 0.15 <br /> The total design base shear need not exceed.- <br /> (Eq. 12.8-3) (Eq. 12.8-4) <br /> SDI SD1TL <br /> for T <_— T L C., = for T > TL CS = QR_) <br /> T(R� <br /> Tz <br /> Cs = 0.34 Cs = 7.53 <br /> Cs = 0.34 T :5TL <br /> C 5 = 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 s = 0.044S DS 1, >_0.01 (Eq. 12.8-5) <br /> C 5 = 0,04 <br /> nor where S I >_ 0.6g: <br /> C s = 0.5S,/(R/le) (Eq. 12.8-6) <br /> C$ = 0.00 <br /> Cs = 0.15 <br /> V= 0.15W <br /> Date:5/30/2023 <br /> Page: 1-1.3 g <br />