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t t <br /> 19011 Wood-Sno Road NE,Suite 100 <br /> BTE Woodinville,WA 98072-4436 <br /> Phone:425-814-8448 <br /> E NCIIEEE-RIPti G Fax:425-821-2120 <br /> Sage Homes Revision Date: 1/11/2021 <br /> Harbors Edge TH - 7-Plex <br /> Redundancy,p 1.o El(Section 12.3.4) <br /> Design Base Shear <br /> S Ms = F a S s (Eq. 11.4-1) S M 1 = F,S 1 (Eq. 11.4-2) <br /> = 1.42 = 0.89 <br /> S os = %S MS (Eq. 11.4-3) S D 1 = /3 S M 1 (Eq. 11.4-4) <br /> = 0.94 = 0.59 <br /> Seismic Design Category: Structure Period and Weight: <br /> Short Period -- D <br /> 1-Second Period-- D C t = 0.020 Table 12.8-2 <br /> x = 0.75 <br /> Building Height(Mean Roof),h = 30 ft <br /> Approximate Fundamental Period, Te = Ct (h„)" (Eq. 12.8-7) <br /> T = Ta = 0.25 <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 = /R1 (Eq. 12.8-2) <br /> le <br /> Cs = 0.15 <br /> The total design base shear need not exceed: <br /> (Eq. 12.8-3) (Eq. 12.8-4) <br /> SD1 SD1TL <br /> for T < TL C3 = T(Rl for T > TL CS = T (R\ <br /> J 2 <br /> le 1e <br /> CS = 0.36 CS = 8.53 <br /> C3 = 0.36 T<_ TL <br /> Cs = 0.54 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 Si >_ 0.6g: <br /> Cs = 0.5S1/(R/le) (Eq. 12.8-6) <br /> Cs = 0.00 <br /> Cs = 0.15 <br /> V= 0.15W <br /> Date:8/29/2022 <br /> Page: L1.3 <br />