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Seismic Analysis <br /> Design Per 2018 IBC &ASCE 7-16 <br /> Seismic Coefficients <br /> Soil Site Class D (assumed) <br /> Occupancy Category II <br /> Seismic Design Category D <br /> From Computer Program: <br /> Ss= 1s240 Lat. = 47.980 Short& 1-Sec Period Mapped <br /> S, = 0.440.. Long. _ -122.209_. Aceleration Parameters(MCE) <br /> Sn,s= FaSs = 1.49 Fa= 1.200 ASCE 7-16(Eq. 11.4-1) <br /> SM, =F S, = 0.84 F = Imo : . ASCE 7-16 (Eq. 11.4-2) <br /> SD,= (2/3)S,s = 0.992 ASCE 7-16(Eq. 11.4-3) <br /> Sp, _ (2/3)SM, = 0,557 ASCE 7-16 (Eq. 11.4-4) <br /> Ta= Cthnx= 0.10 Ct= 002 ASCE 7-16(Table 12.8-2) <br /> x= 0:75:'r:<" ASCE 7-16 (Table 12.8-2) <br /> R Factor= 1.5 (Cantilevered wood columns) ASCE 7-16(Table 12.2-1) <br /> IE Factor= .1.0. (Non-Essential Facility) ASCE 7-16 (Table 1.5-2) <br /> Seismic Base Shear <br /> V= 0.044SoSl = 0,044 W (Minimum Force) ASCE 7-16 (Eq. 12.8-5) <br /> V= (SpsIW)/R= 0.661 W (Governing Force) ASCE 7-16(Eq. 12.8-2) <br /> V= (SDIIW)/RTa= 3.575 W (Maximum Force) ASCE 7-16 (Eq. 12.8-3) <br /> Description Seismic Base Shear A\ AAL Dare 09/02/22 <br /> _ Ch,cked Daw <br /> 0 <br /> ENGINEERING 'Scale NTS Shcet No. <br /> 250 4th Ave.South Protect Ioh No. 18 <br /> Suite 200 Lie residence <br /> Edmonds,WA 98020 22280.10 <br />