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SEISMIC BASE SHEAR CALCULATIONS PER IBC 2015(ASCE 7-10) Page 3 of 21 <br /> Response Spectral Acc. (0.2 sec)Ss=135.00%g = 1.350g Figure 22-1 through 22-14 <br /> Response Spectral Acc.(1.0 sec)Si =51.00%g =0.510g Figure 22-1 through 22-14 <br /> Soil Site Class D Table 20-3-1, Default=D <br /> Site Coefficient Fa=1.000 Table 11.4-1 <br /> Site Coefficient Fa=1.500 Table 11.4-2 <br /> Max Considered Earthquake Acc.SMs=Fa.Ss = 1.350 (11.4-1) <br /> Max Considered Earthquake Acc. SM,=Fv.S, =0.765 (11.4-2) <br /> @ 5%Damped Design SDs=2/3(SMs) =0.900 (11.4-3) <br /> SD, =2/3(SM,) =0.510 (11.4-4) <br /> Building Occupancy Categories It Standard Table 1-1 <br /> Design Category Consideration: Flexible Diaphragm with dist.between seismic resisting system>40ft <br /> Seismic Design Category for 0.1 sec D Table 11.6-1 <br /> Seismic Design Category for 1.0sec D Table 11.6-2 <br /> S1<.75g NA Section 11.6 <br /> Since Ta<.8Ts(see below), SDC= D Control(exception of Section 11.6 does not apply) <br /> Comply with Seismic Design Category D IRC,Seismic Design Category=D2 T-R301.2.2.1.1 <br /> 12.8 Equivalent lateral force procedure <br /> A.BEARING WALL SYSTEMS T-12.2- <br /> Seismic Force Resisting Systems 13.Light-framed walls sheathed with wood structural panels rated for shear resistance or steel shee <br /> Ct=0.02 x=0.75 T-12.8-2 <br /> Building ht. Ha=20 ft Limited Building Height(ft)=65 <br /> Ca=1.400 for So,of 0.510g Table 12.8-1 <br /> Approx Fundamental period,Ta=C1(ha)x =0.189 12.8-7 TL=2.000 Sec <br /> Calculated T shall not exceed<_Cu.Ta Use T=01.1.89 sec. <br /> 0.8Ts= 0.8(So,/SDs) =0.453 Control(exception of Section 11.6 does not apply) <br /> Is structure Regular&<_5 stories? Yes 12.8.1.3 <br /> Response Spectral Acc.(0.2 sec)Ss=1.350g Max Ss 5 1.5g <br /> Fa=1.00 <br /> @ 5%Damped Design SDs=2/s(Fa.Ss) =0.900g (11.4-3) <br /> Response Modification Coef. R= 6.5 Table-12.2-1 <br /> Over Strength Factor O.= 2.5 foot note g <br /> Importance factor I = 1 Table 11.5-1 <br /> Seismic Base Shear V= CSW <br /> C = Sos =0.138 (12.8-2) <br /> s R/I <br /> or need not to exceed,C = SDI =0.415 For T<_T (12.8-3) <br /> s (R/I).T ` <br /> or Cs- SD1TL N/A For T>TL (12.8-4) <br /> T2(R/I) <br /> Cs shall not be less than= 0.01 (12.8-5) <br /> Min Cs= 0.5S1I/R N/A For Si>_0.6g (12.8-6) <br /> Use Cs=0.138 <br /> Design base shear V=0.138 W Control <br />