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. ' 19011 Wood-Sno Road NE,Suite 100 <br /> ETLWoodinville,WA 98072-4436 <br /> Phone.:425-814-8448 <br /> E NGINEERIN Fax:425-821-2120 <br /> Everett Residence Addition Revision Date: 3/27/2023 <br /> 625 93rd St. SW Everett, WA 98043 <br /> Redundancy, p 1.0 V (Section 12.3.4) <br /> Design Base Shear <br /> S Ms = F e S s (Eq. 11.4-1) S M I = F„S 1 (Eq. 11.4-2) <br /> = 1.65 = 0.89 <br /> S vs = 2/ S Ms (Eq. 11.4-3) S o 1 = 2/3 S M 1 (Eq. 11.4-4) <br /> = 1.10 = 0.59 <br /> Seismic Design Category: Structure Period and Weight: <br /> Short Period -- D <br /> 1-Second Period -- D Ct = 0.020 Table 12.8-2 <br /> x = 0.75 <br /> Building Height(Mean Roof), h = 11 ft <br /> Approximate Fundamental Period, Ta = Ct (h„)x (Eq. 12.8-7) <br /> T = Ta = 0.12 <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 /> C3 = /R1 (Eq. 12.8-2) <br /> ./e) <br /> C3 = 0.17 <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 = /R\ for T > TL CS T T (p.) <br /> 2 e <br /> C3 = 0.75 C3 = 37.34 <br /> C3 = 0.75 T<_ TL <br /> Cs = 1.13 1.5 times Cs in accordance with 11.4.8 <br /> The total design base shear shall not be less than: <br /> C3 = 0.044Sps1e >_0.01 (Eq. 12.8-5) <br /> Cs = 0.05 <br /> nor where S 1 >_ 0.6g: <br /> Cs = 0.5S 1/(R/le) (Eq. 12.8-6) <br /> Cs = 0.00 <br /> C3 = 0.17 <br /> V= 0.17 W Date: 3/27/2023 <br /> Page: L1.3 <br />