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BTIL <br />ENGINEERING <br />19011 Wood-Sno Road NE, Suitc 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'B' <br />Redundancy, p ! 1.0 <br />Design Base Shear <br />SMs = F,Ss <br />= 1.42 <br />S DS S Ms <br />= 0.95 <br />Seismic Design Category: <br />Short Period -- D <br />• I (Section 12.3.4) <br />(Eq. 11.4-1) SM1 = F„S1 (Eq. 11.4-2) <br />= 0.89 <br />(Eq. 11.4-3) SDI = P/3 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, T. = Ct (h„)" (Eq. 12.8-7) <br />T=T8=0.27 <br />TL = 6 (Figs. 22-14 thru 22-17) <br />Calculated design base shear <br />V = C S W (Eq. 12.8-1) <br />SDS <br />CS = (R) (Eq. 12.8-2) <br />7e <br />CS = 0.15 <br />The total design base shear need not exceed. <br />(Eq. 12.8-3) (Eq. 12.8-4) <br />SDI SDITL <br />for T s_ Tr CS = <br />7 \1, for T > TL CS = T2 rRN <br />Cs=0.34 CS=7.53t <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 1 _> 0.6g: <br />C S = 0.5S 1/(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 5 <br />