Laserfiche WebLink
• • <br /> Langford Residence 6 <br /> 7507 E Heather Way <br /> Structural Calculations <br /> Lateral Analysis-Seismic-ASCE 7-10,12.8 Equivalent Lateral Force Procedure <br /> OC:= 2 Risk Category from Table 1.5-1 (residential) <br /> Sds := accelerations <br /> MCE ground motion 0.2 and 1.0 second <br /> accelerations based on site location(g) <br /> Shc := 0.523 <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 calc fundamental period- <br /> Table 12.8-2 <br /> T:= Ct•hrx T=0.202 Approximate Fundamental Period(sec) <br /> TL:= 6 Long-period transition period,sec(Fig.22-12) <br /> Shc IE <br /> Cmax if T <br /> T-R <br /> Cmax=0.398 Maximum Value of response coefficient <br /> Sd TLIE if T>TL <br /> T2.R <br /> C Sds'IE if Sds'IE <Cmax Cs=0.141 Seismic Response Coefficient <br /> s R R <br /> Cmax otherwise <br /> Cmin 0.044•Sds•IE=0.04 Minimum response coeff. <br /> Rom,:= 12•(wb + 2.OH).(lb + 2.0H) =22096 Roof weight for 12 psf DL and 2'roof overhang(Ibs) <br /> W2w:= 12•(2•wb+ 2•l4h2 + 8•h2•(100) = 22624 Approx weight of 2nd floor walls(interior <br /> and exterior(Ibs) <br /> Wig,:= 12•(2•wb+ 2•1b)•h1 + 8•h1•(75) = 18396 Approximate weight of 1st floor walls(interior <br /> and exterior(Ibs) <br /> VroofC • Rw+ W2w =4703 Seismic load to roof level(Ibs) <br /> ' s 2 <br /> (W.W Wlw <br /> Seismic load to 2nd floor level(Ibs) <br /> V2:= Cs. + 2 =2887 <br /> Seismic loads do not govern.Use wind loads for diaphragm and shear wall check <br /> By: J. Conner, PE, SE Langford Structural Calcs.xmcd <br /> 2/26/2020 <br />