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1722 100th St SW, Everett <br /> Glennbrook stock plans <br /> Structural Calculations <br /> KEVIEVJ <br /> TRUCTURAL <br /> GINEE G <br /> Lateral Analysis -Seismic-ASCE 7-16. 12.8 Eauivalent Lateral Force_Procedure <br /> OC:=2 Risk Category from Table 1.5-1 (residential) <br /> Sd.,:= 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 /> 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,.T =0.125 Approximate Fundamental Period (sec) <br /> TL:=6 Long-period transition period, sec(Fig.22-12) <br /> C,,,a,.:= if T<TL =0.732 Maximum Value of response coefficient <br /> Sdr•IE <br /> T•R CS;= if 'Sds•IE<C,,.,, =0.171 Seismic Response Coefficient <br /> if T>TL R <br /> Shc•TL•IE Sds'IE <br /> TZ •R R <br /> else <br /> C ;,,:=0.044•Sds•IE=0.049 Minimum response coeff. <br /> Ti,.oaf:=12•(wb+2.OII)•(1b+2.OH)= 16800 Roof weight for 12 psf DL and roof overhang (Ibs) <br /> Approx weight of 2nd floor walls <br /> Ti2i,.:=12•(2•wb+2•1b)•h,+8•h,•(100)=19648 (interior and exterior <br /> TV,,,.:=12•(2•Nib+2•Ib)•hl+8•h,•(75)=20304 Approximate weight of 1 st floor walls <br /> (interior and exterior(Ibs) <br /> Ti2f:=12•"'b•lb=14208 Weight of 2nd floor diaphragm (Ibs) <br /> TV,,,. <br /> i;nof:=CS•(R,,.+ 2 =1691 Seismic load to roof level (Ibs) <br /> V,:=CS. Tf z" + Tf] +IT',f =5853 Seismic load to 2nd floor level (Ibs) <br /> ( 2 2 <br /> Wind governs roof& 2nd floor, Seismic governs lower level. <br /> Check both conditions for lower level walls <br /> By:J.Conner, PE,SE <br /> Page 4 <br />