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w + <br /> BTL 19011 Wood Sno Road NE,Suite 100 <br /> \\Woodinville,WA 98072-4436 <br /> Phone: 425-814-8448 <br /> E NCINEERIN G Fax:425-821-2120 <br /> Armstrong Residence Revision Date: 4/8/2019 <br /> 19-077-07 <br /> Redundancy, p 1.0 . (Section 12.3.4) <br /> Design Base Shear <br /> SMs = Fa S s (Eq. 11.4-1) S M 1 = F„S 1 (Eq. 11.4-2) <br /> = 1.35 = 0.74 <br /> S as = 2/3 SMs (Eq. 11.4-3) S D I = 2/3 S M t (Eq. 11.4-4) <br /> = 0.90 = 0.49 <br /> Seismic Design Category: Structure Period and Weight: <br /> Short Period -- D All other structural systems V <br /> 1-Second Period -- D C, = 0.020 Table 12.8-2 <br /> x = 0.75 <br /> Building Height, h„ = 25 ft <br /> Approximate Fundamental Period, Ta = C, (hn)x (Eq. 12.8-7) <br /> T = Ta = 0.22 <br /> TL = 6 (Figs. 22-12 thru 22-16) <br /> Calculated design base shear: <br /> V= Cs W (Eq. 12.8-1) <br /> SDS <br /> Cs = 12 (Eq. 12.8-2) <br /> '.1e) <br /> Cs = 0.14 <br /> The total design base shear need not exceed: <br /> (Eq. 12.8-3) (Eq. 12.8-4) <br /> SD1 SD1TL <br /> for T O TL Cs = T(R) for T > TL CS = TZ (R) <br /> le le) <br /> Cs = 0.34 Cs = 9.09 <br /> Cs = 0.34 <br /> The total design base shear shall not be less than: <br /> Cs = 0.044S Ds!e >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 /> Cs = 0.14 <br /> Date: 4/8/2019 <br /> Page: L1.2 <br />