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BTIL <br />E NGINEERIN 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: 1/11i2021 <br />Unit Type 'B' <br />Redundancy, p ; 1.0 <br />Design Base Shear <br />SMS = F.SS <br />= 1.42 <br />S DS ` 7/3 S M5 <br />= 0.95 <br />Seismic Design Category: <br />Short Period -- D <br />(Section 12.3.4) <br />(Eq. 11.4-1) S M l= F S a (Eq. 11.4-2) <br />= 0.89 <br />(Eq. 11.4-3) S D 1= z/ S M 1 (Eq. 11.4-4) <br />= 0.60 <br />Structure Period and Weight: <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 = (7e <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 />SDI SD1TL <br />for T <_— T L C., = R for T> TL C S= QT�le�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 />Cs = 0.5S,/(R/1e) (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 5 <br />