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� <br /> :� <br /> c� <br /> � Columns <br /> �Cotumn: HS510X10X1/4 16-1845R0 <br /> � Calumn Wt: 32.6 pff <br /> � Fascia Height: 4 ft k= 2.1 Catc width(Pj= 10 ft <br /> Height: 19.5 ft kl/r= 2.1 x 234 = 123.8 in Calc length(P)= 23 ft <br /> Column Width: 0.83 ft 3.97 <br /> 'Crib Area: 230 ft^2 Calc horiz,l.{Mj= 11.5 ft <br /> 0.7pQeOm= 0.13 kJcai Wv= 2.55 kjcol <br /> Tabie B4.1 Compression Bending(ft-kj <br /> Typ Shape Flanges Webs Fe(ksi) Qa Fcr(ksi;Pa(k) Mpx Mflbx Mwlbx Max <br /> HSS SQR Siender Comp 18.7 0.9fi 9.8 88 75 61 -- 61 <br /> Check: D+{Lr or Sj <br /> � P= 10.00 x 23.00 x 0.025 = 5.8 k <br /> Pa= 88.1 k <br /> P/Pa= 5.78 / 8$.1 = 0.07 <= 1.00 OK <br /> Check: D+.BW <br /> + P= 10.00 x 23.00 x 0.028 = 6.51 k Pdelta(ft-kj <br /> s <br /> M= 11.5 x 4 x 0.055 x 19.5 = 49.70 k-ft 1.45 <br /> Pa= 88 k Ma= 61.01 ft-k <br /> AISC H1.1 0.04 + 0.815 = 0.85 <= 1.00 , QK. ; , <br /> cneck: n+a.�s(.6W+(Lr orS)) <br /> ; P= za.00 X Zs.ao X o.ass = �.sc� k <br /> ,, <br /> �,� M= 49J0 x OJ5 - 37.3 ft-k 1.44 <br /> � Pa= 88.08 k Ma= 61A1 ft-k - <br /> � AISC H1.1 0.05 + 0.611 - 0.66 <- 1.00 : �OK_'„ <br /> ,; Check: D+JE <br /> 'i, P= 20.00 x 23A0 x 0.006 = 1.3 k <br /> M= 0.13 x 19.50 = 2.51 k-ft 0.01 <br /> Pa= 88.1 [c Ma= 5LQ ft-k <br /> AISC H1.1 0.07. + 0.04 = 0.05 <= 1.00 �'OK. <br /> OK <br /> Check: D+.75(JE+(Lr orS)) <br />; P= 10.00 x 23.00 x OA20 = 4.7 k <br />� M= 0.10 x 19.50 = 1.88 k-ft 0.04 � <br /> Pa= 88.1 k Ma= 61.0 ft-k • <br /> AISC H1.1 0.03 + 0.03 = 0.06 <= 1.00 , 'OK, � <br /> OK <br /> Lateral Drift: <br /> deflectian= H x h3 = 2.55 x 19.5 3 = 2.66 h/60 <br /> , 3 x E x 1 3 x 29000 x 141 <= 3.9 i44 `C3K . <br /> 4�12f 2016 Re.:iat�t�s <br /> , j <br />