Laserfiche WebLink
[� 5FA Design Group, LLC <br />®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS <br />Bankston Residence <br />PROJECT NO. ISHEET NO. <br />MFR23-236 <br />(Seismic Design Criteria ICAF <br />ASCE 7-16 Chapters 11 & 13 <br />Soil Site Class = D (Default) Tab. 20.3-1, (Default = D) <br />Response Spectral Acc. (0.2 sec) SS = 136.70%g = 1.367g Figs. 22-1, 22-3, 22-5, 22-6 <br />Response Spectral Acc.( 1.0 sec) S, = 48.50%g = 0.485g Figs. 22-2, 22-4, 22-5, 22-6 <br />Site. Coefficient Fa = 1.200 Tab. 11.4-1 <br />Site Coefficient Fv = 1.816 Tab. 11.4-2 <br />Max Considered Earthquake Acc. SMs= F,% = 1.640g (11.4-1) <br />Max Considered Earthquake Acc. SM, = F,.S, = 0.881g (11.4-2) <br />@ 5% Damped Design SDs = 2/3(SMs) = 1.094g (11.4-3) <br />SDI = 2/3(SM1) = 0.587g (11.4-4) <br />Risk Category = 11, Standard Tab. 1.5-1 <br />Flexible Diaphragm §12.3.1 <br />Seismic Design Category for 0.1 sec D Tab. 11.6-1 <br />Seismic Design Category for 1.0 sec D Tab. 11. 6-2 <br />S1 < 0.75g N/A §11.6 <br />Since Ta < .8Ts (see below), SDC =0 Exception of §11.6 does not apply <br />§12.8 Equivalent Lateral Force Procedure A. BEARING WALL SYSTEMS Tab. 12.2-1 <br />Seismic Force Resisting System (E-W) 15. Light -framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets <br />A. BEARING WALL SYSTEMS Tab. 12.2-1 <br />Seismic Force Resisting System (N-S) 15. Light -framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets <br />C1= 0.02 x = 0.75 Tab. 12.8-2 <br />Structural height h = 14.0 ft Structural Height Limit = 65.0 ft Tab. 12.2-1 <br />C = 1.400 for SDI of 0.587g Tab. 12.8-1 <br />Approx Fundamental period, TB = Ct(h )' = 0.145 (12.8-7) <br />TL = 6 sec Figs. 22-14 through 22-17 <br />Calculated T shall not exceed _< Cj. = 0.203 <br />Use T = 0.14 sec <br />0.8Ts = 0.8(Sp,/Sps) = 0.429 Exception of §11.6 does not apply <br />Is structure Regular & <_ 5 stories ? Yes §12.8.1.3 <br />Response Modification Coefficient R <br />Over Strength Factor E2. <br />Importance factor le <br />Seismic Base Shear V <br />Cs <br />or need not to exceed, Cs <br />or Cs <br />Min CS <br />Use CS <br />Design base shear V <br />E-W <br />= 6.5 <br />= 2.5 <br />= 1.00 <br />CsW <br />= S s = 0.168 <br />R/IQ <br />= so, = 0.624 <br />(R/le)T <br />S-IT, N/A <br />T2(R/le) <br />0.5S11e/R N/A <br />0.168 <br />0.168 W <br />Max <br />Sds 5 1.0g <br />N-S <br />6.5 <br />2.5 <br />1.00 <br />CSW <br />S s = 0.168 <br />R/le <br />S", = 0.624 F <br />(R/IjT <br />Sn,T, N/A F( <br />T2(R/le) <br />0.5S11e/R N/A For <br />0.168 <br />0.168 W <br />Tab. 12.2-1 <br />(foot note g) <br />Tab. 11.5.1 <br />(12.8-1) <br />(12.8-2) <br />or T 5 TL (12.8-3) <br />it T > TL (12.8-4) <br />S, z 0.6g (12.8-6) <br />