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EJS Engineering, PLLC 20230828BE EJS_DSchrader_Special Interest Autobody Roof- Calcs <br /> Eric J. Sniezak, P.E. <br /> Seismic Loads Job#20230828BE <br /> Diaphragms are considered flexible for wood framing [ASCE12.14.5], <br /> Simplified method used [AscE12.14.1.1 &table 12 e-1] <br /> Seismic Design Category= D [ASCE Tbl 11.6-1] <br /> E=Eh+E, [ASCE Eqn 1214-3] <br /> Eh=QE [ASCE Eqn 12 14-5] <br /> E =0.2*Sds*D [ASCE Eqn 1214-6] <br /> note: 0.2*Sds*D is the v.c. Structure is adequate for this load by inspection. <br /> QE = effective horz. Seismic force =V <br /> V= F*Sps*W/R-Seismic Base Shear [ASCE Eqn 1214-11]', <br /> where SpS = 2/3*FaSs 1.06 g <br /> Fa=Acceleration based Site Coefficient 1.2 [ASCE Tbl 11.4-1] <br /> SS = Mapped spectral accel. 132% [ASCE Fig 22-1] <br /> F =#of stories modifier, 1.0, 1.1, 1.2; 1, 2, 3 stories 1 [ASCE 12.14.8-1] <br /> R = Response mod factor 6.5 Rwood [ASCE Tbl 12.14-1] <br /> 1.25 Rcanti [ASCE Tbl 12.2-1] <br /> W =The Effective Seismic weight ** Ibs <br /> **Weights are as follows: <br /> Roofs 15 psf [ASCE 12.14.8-1 note 2] <br /> Floors 12 psf <br /> Walls 10 psf <br /> Basic Load Combination = 1.OD +0.7E [IBC 16-121 <br /> = 0.6D +0.7E [IBC 16-16] <br /> DESIGN SEISMIC LOADS: <br /> E = Eh=V= F*SDS*W/Rwood 0.162 *W <br /> E = Eh=V= F*SDS*W/Rcanti 0.845 *W <br /> 0.7E wood = 0.114 *W <br /> 0.7E cam! = 0.591 *W <br /> Based on SDS value and IRC Table R301.2.2.1.1 the IRC Seismic <br /> Design Category= D2 <br /> Seismic Loads 5 of 7 <br />