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1722 100th St SW, Everett <br /> Glennbrook stock plans <br /> Structural Calculations <br /> KEVIEW <br /> TRUCTURAL <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. 2 =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 /> 7':=C,•h,' =0.125 Approximate Fundamental Period (sec) <br /> 7' 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 CS:= if Sds•IE<C,,,,,. =0.171 Seismic Response Coefficient <br /> if T>TL R <br /> SdI.TL.IE Sd,'IE <br /> T2 •R R <br /> else <br /> C ,,,:=0.044•Sd,•IE=0.049 Minimum response coeff. <br /> It;oof:=12•(wb+2.OH)•(1b+2.OH)= 16800 Roof weight for 12 psf DL and roof overhang (Ibs) <br /> 11% •= x +2.112•(2• )•h,+8•hz•(100)=19648 Approx weight of 2nd floor walls <br /> z„ b b (interior and exterior(Ibs) <br /> 1'VN.:=12•(2•wb+2•Ib)•hl+8•h,•(75)=20304 Approximate weight of 1 st floor walls <br /> (interior and exterior(Ibs) <br /> Ti'z f:=12•wb•lb=14208 Weight of 2nd floor diaphragm(Ibs) <br /> f,.qf:=CS•(R,,.+ " =1691 Seismic load to roof level (Ibs) <br /> 2 <br /> r <br /> V,:=C,- 1V2 + 1f 1'1' +ff'zt =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 />