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B <br /> rrir. 19011 Wood-Sno Road NE,Suite 100 <br /> Woodinville,WA 98072-4436 <br /> Phone:425-814-8448 <br /> ENGINEERIN G Fax:425-821-2120 <br /> Calvary Baptist Church Revision Date: 4/10/2023 <br /> Redundancy, p 1.0 v (Section 12.3.4) <br /> Design Base Shear <br /> SMSFBSS (Eq. 11.4-1) S M i = F v S l (Eq. 11.4-2) <br /> = 1.51 = 0.83 <br /> S Ds = 2/3 S Ms (Eq. 11.4-3) S o, = 2/3 S M i (Eq. 11.4-4) <br /> = 1.00 = 0.55 <br /> Seismic Design Category: Structure Period and Weight: <br /> Short Period-- D <br /> 1-Second Period-- D Cf = 0.020 Table 12.8-2 <br /> x = 0.75 <br /> Building Height(Mean Roof), h = 17 ft <br /> Approximate Fundamental Period, Ta = Ct (h„)x (Eq. 12.8-7) <br /> T = Ta = 0.17 <br /> TL = 6 (Figs. 22-14 thru 22-17) <br /> Calculated design base shear: <br /> V= CS W (Eq. 12.8-1) <br /> SDS <br /> CS = rR\ (Eq. 12.8-2) <br /> fe <br /> C5 = 0.29 <br /> The total design base shear need not exceed: <br /> (Eq. 12.8-3) (Eq. 12.8-4) <br /> SD1 SD1TL <br /> for T 0 TL C5 = <br /> T(R) for T > TL CS = T (—R, <br /> z <br /> e <br /> CS = 0.94 CS = 33.65 <br /> C5 = 0.94 T<_ TL <br /> CS = 1.41 1.5 times Cs in accordance with 11.4.8 <br /> The total design base shear shall not be less than: <br /> C5 = 0.044SDsla >0.01 (Eq. 12.8-5) <br /> CS = 0.04 <br /> nor where S 1 >_ 0.6g: <br /> CS = 0.5S1/(R/le) (Eq. 12.8-6) <br /> Cs = 0.00 <br /> C5 = 0.29 <br /> V= 0.29W <br /> Date: 4/11/2023 <br /> Page: ---4 <br />