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C SFA Design Group, LLC PROJECT NO. SHEET NO. <br /> 5Fi7 STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS <br /> MFR22-156 <br /> PROJECT DATE <br /> Kobuke Residence Underpinning 8/19/2022 <br /> SUBJECT BY <br /> Seismic Design Criteria MEK <br /> ASCE 716 Chapters 11&13 <br /> Soil Site Class= D Tab.20.3-1,(Default=D) <br /> Response Spectral Acc.(0.2 sec)Ss= 129.90%g =1.299g Figs.22-1,22-3,22-5,22-6 <br /> Response Spectral Acc.(1.0 sec)Si=46.10%g =0.461g Figs.22-2,22-4,22-5,22-6 <br /> Site Coefficient Fa =1.000 Tab. 11.4-1 <br /> Site Coefficient F„ =1.840 Tab. 11.4-2 <br /> Max Considered Earthquake Acc.SMs= Fe.Ss =1.299g (11.4-1) <br /> Max Considered Earthquake Acc.SMi= F,,.S1 =0.848g (11.4-2) <br /> @ 5%Damped Design SDs=2/3(SMs) =0.866g (11.4-3) <br /> SD1=2/3(SMi) =0.565g (11.4-4) <br /> Risk Category= II,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= D 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 /> Ct=0.02 x=0.75 Tab. 12.8-2 <br /> Structural height hn= 14.0 ft Structural Height Limit=65.0 ft Tab. 12.2-1 <br /> C = 1.400 for SDI of 0.565g Tab. 12.8-1 <br /> Approx Fundamental period,Ta=Ct(h„)" =0.145 (12.8-7) <br /> TL=6 sec Figs.22-14 through 22-17 <br /> Calculated T shall not exceed<_ CuTa =0.203 <br /> Use T= 0.14 sec <br /> 0.8Ts= 0.8(SD1/Sos) =0.522 Exception of§11.6 does not apply <br /> Is structure Regular&5 5 stories? Yes §12.8.1.3 <br /> Max Sds<_1.0g <br /> E-W N-S <br /> Response Modification Coefficient R= 6.5 6.5 Tab. 12.2-1 <br /> Over Strength Factor S20= 2.5 2.5 (foot note g) <br /> Importance factor le= 1.00 1.00 Tab. 11.5.1 <br /> Seismic Base Shear V= CS W CS W (12.8-1) <br /> C5= Sn', =0.133 Sne =0.133 (12.8-2) <br /> R/Ia R/I, <br /> or need not to exceed,Cs= Snt =0.601 Sr,, =0.601 For T 5 TL (12.8-3) <br /> (R/le)T <br /> 1R/le)T <br /> or Cs= Sn,T, N/A Sn,T N/A For T>TL (12.8-4) <br /> T2(R/le) T2(R/le) <br /> Min Cs= 0.5S11e/R N/A 0.5S1l,/R N/A For Si z 0.6g(12.8-6) <br /> Use Cs= 0.133 0.133 <br /> Design base shear V= 0.133 W 0.133 W <br />