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Yakoviev Residence 5 <br /> Remodel <br /> Structural Calculations <br /> Lateral Analysis-Seismic-ASCE 7.16,12 8 Equivalent Lateral Force Procedure <br /> OC:= 2 Risk Category from Table 1.5-1 <br /> Sds:= 0.966 MCE ground motion 0.2 and 1.0 second <br /> Sd1 0.429-1.85.3 =0.529 <br /> accelerations based on site location(g) <br /> := <br /> IE:= 1.0 Seismic Importance Factor from Table 1.5-2 <br /> DC:_ "D" Seismic design category from 11.6-1 &2 <br /> R:= 6.5 Response Modification factor Table 12.2-1 (Light <br /> frame wood walls) <br /> Ct:= 0.02 x:= 0.75 Parameters used to cal;fundamental period- <br /> Table 12.8 2 <br /> T:= Ct•hpx T=0.16 Approximate Fundamental Period(sec) <br /> TL 6 Long-period transition period,sec(Fig.22-12) <br /> Cmax:_ Shc'IE if T<_TL <br /> T-R <br /> Cmax=0.509 Maximum Malue of response coefficient <br /> Shc TL I� if T>TL <br /> T"-R <br /> Cs:= SdLE if SL <Cmax Cs=0.149 Seismic Response Coefficient <br /> Cmax otherwise <br /> Cmin:= 0.044-Sds-IE=0.043 Minimum response coeff. <br /> Rw:_ (12)-(w+ 2-OH)•(1 +2-OH) = 17679 Roof wei htfor 12 psf DL and 2'roof overhang(Ibs) <br /> Ww:= I2-(2-w+ 2.1)-h+ 8-h-150 =22848 Approx weight of walls(Ibs) <br /> W <br /> Vroof Cs'(Rw+ w =4325 Seismic bad to roof level{!bs} <br /> 2 <br /> Seismic loads govem. <br /> By:J. Conner, PE,SE Tsaruk Structural Calcs.xmcd <br /> 3/9/2022 <br />