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1722100th St SW, Everett <br /> Glennbrook stock plans <br /> Structural Calculations <br /> K E V I E W <br /> TR UCTURAL <br /> G <br /> Lateral Analysis-Seismic-ASCE 7-16, 12.8 Equivalent Lateral Force Prncedurp <br /> OC:=2 Risk Category from Table 1.5-1 (residential) <br /> Sds:=1.113 MCE ground motion 0.2 and 1.0 second <br /> accelerations based on site location (g) <br /> Shc:=0.495.1.8• =0.594 <br /> 3 <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 /> C,:=0.02 x:=0.75 Parameters used to calc fundamental period- <br /> Table 12.8-2 <br /> T:=C,•h,x =0.125 Approximate Fundamental Period (sec) <br /> TL:=6 Long-period transition period, sec(Fig.22-12) <br /> C,,,:= if T<TL =0.732 Maximum Value of response coefficient <br /> Shc•IE <br /> T•R C,:= if Sds•IE<C,, =0.171 Seismic Response Coefficient <br /> if T>TL R <br /> ,S'dI•T'L'IE Sds•IE <br /> T' •R R <br /> else <br /> 11 Cm <br /> Cm;,,:=0.044•Sds•IE=0.049 Minimum response coeff. <br /> Woof:=12•(wb+2.OH)•(Ib+2.OH)=16800 Roof weight for 12 psf DL and roof overhang (Ibs) <br /> 12•(2•wb+2•I b)•h,+8•h,•(100)=19648 Approx weight of 2nd floor walls <br /> (interior and exterior(Ibs) <br /> Wl,,:=12•(2•x'b+2•Ib)•hl+8•hl•(75)=20304 Approximate weight of 1 st floor walls <br /> (interior and exterior(Ibs) <br /> W,f:=12•wb•lb=14208 Weight of 2nd floor diaphragm (Ibs) <br /> W,,,, <br /> Vroof`=Cs•(R_+ =1691 Seismic load to roof level (Ibs) <br /> V,:=Cs• + WI" +W,f =585; Seismic load to 2nd floor level (Ibs) <br /> 2 2 ) <br /> Wind goof&2nd floor—, governs lower level. <br /> Check both conditions for lower level walls <br /> By:J.Conner, PE,SE <br /> Page 4 <br />