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Design strength is 680.35 kips and local buckling is not aproblemGiven Data: WT 12 xx88{:[" Leff "-x=25ft],[" Leff "-y=15ft],[" leff "-z=20ft]:}Propenties of WT 12 xx88 [WT sted section table Reference]{:[" Anea "=25.8" in "^(2)quad k=2.25],[" depth "=12.6inquadr_(x)=3.51in". "],[" flange width "(b_(f))=12","9in.quadr_(y)=3.04in.],[" flangethicknesty "=1.34in.quadI_(x)=319in^(4)],[" Thickwen of web "(t_(omega))=0.75in.quadS_(y)=240in^(4)],[S_(x)=32.2in^(4)quad y(bax)=2.74in.],[5y=32*sin 4]:}SIEP I Buckling strength about x-awisDesign strength for x-axis buckling,{:[q_(p_(n))=0.9Ag],[fer_(r)=0.9 xx29.3 xx25.8=680.35kips]:}compare this with Table 4-7 design stranth for Buckeling values.STEP 2: Flexural - torsiond bucklng asout y &z arets. calculate Fery &ifirz, then for & P. Pn as same above calculated ion about x-aris.डनी 3:{:[F_(cr2)=(GJ)/(A_(J ... See the full answer