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double girder box type eot crane design v2.0

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General Input SI FPS Length,L 26.88 m 88.20 ft Member Dimension Fy 50 ksi Hw, h 200 !"0 !#e$tro%es &w, tw 25 '##ow(b#e she(r stress 2) ksi *f, wf 2000 +nbr($e% Length Me or 88.20 ft &f, tf )2 +nbr($e% Length Minor 88.20 ft M(-im m Moment 56/0 k ft M(-im m She(r 250 1i ' Selection of the Web Plate (3 4e$ommen%e% heightof *eb L )2 ". 5 ft 74 88.20 Pro i%e% heightof *eb .5) ft 74 ))/.)" Fin(# heightof *eb, hw h ". 5 ft 74 88.20 b3 h tw 2/2." in So tw 0. 6 in $3 For $#ose#y s ($e% sti9ner h tw 282.8/ in So tw 0. ) in Fin(# thi$kness of *eb 0.50 in %3 hw 88.20 in tw 0.50 in Sin$e the $om ression :(nge $(rries ( niform #o(%, (ss me th(t it is restr(ine% (g(inst rot(tion. h tw ;

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Hook Crane BeamGeneral InputSIFPSLength, L26.88m88.20ftMember DimensionFy50ksiHw, h2900mm114.17in9.51ftE70 ElectrodesTw, tw25mm0.98in0.08ftAllowable shear stress21ksiWf, wf2000mm78.74in6.56ftUnbraced Length Mejor88.20ftTf, tf12mm0.47in0.04ftUnbraced Length Minor88.20ftSince the compression flange carries a uniform load, assume that it is restrained against rotation.Maximum Moment5640k-ftMaximum Shear250KipASelection of the Web Platea)Recommended height of WebL/127.35ftOR88.20in2204.99605mmProvided height of Web9.51ftOR114.17in2854.3307086614mmFinal height of Web, hw /h7.35ftOR88.20in2204.99605mmb)h/tw h/tw242.79inSo tw0.36inc)For closely spaced stiffnerh/tw282.84inSo tw0.31inFinal thickness of Web0.50ind)hw88.20intw0.50inAweb44.10in2h/tw176.40Allowable bending stress Fb0.6 Fy30ksicheck if reduction of the allowable bending stress137.18hw/tw176.40So Allowable bending stress must be reducedFb = 0.6 Fy30ksiReduced allowable bending stress, Fb'27.93ksiBSelection of Flange PlatesAf = bf*tf20.13in2The minimum flange thickness in order to prevent flange local buckling isKc0.38& h/tw> 70 i.e176.40tf1.11but use1.12inSo bf = Af/tf18.20but use20.00inCDesign for bending stress, Moment of InertiaFinal Section DimentionWeb h88.20in7.35ftWeb t0.50in0.04ftFlange w20.00in1.67ftFlange t1.12in0.09ftI, Moment of Inertia145299.6in4S, Section Modulus3257.8in3rT5.0inh/tw176.40M14600k-ftM25640k-ftM1/M20.82Cb2.81But max value is 2.3So Cb2.3Lu88.20ftlu/rT211.2468.50153.17fb20.77ksiFb'27.93ksiOkDIntermediate stiffenersA584/SQRT Fy77.50380/SQRT Fy53.74h/tw176.40So Fv2.67Developed Shear Stress250So Intermediate Stiffeners are requiredBFind the location of the first stiffener from each end.B.1At LeftRa250kipAw88.20in2fv2.83ksiSubstitute for Fv = fvCv0.161.25OK

WeightBeam WeightBeam Length96.73ftUnit wt0.49kip/ft3mminA, in2V, ft3Wt, kipTotal NoWt, kipWt, Tonhw220088.0042.2428.3713.9kip455.6125.28tw120.48bf100040.0044.8027.3813.4kip453.6624.39tf281.12Beam Stiffener Weight 1Stiffener Width170.00mmUnit wt0.49kip/ft3Stiffener S1500mm5.00Stiffener 1 No19nomminA, in2V, ft3Wt, kipTotal NoWt, kipWt, Tonbs2300.0092.0036.800.140.1kip191.370.62ts10.000.40Beam Stiffener Weight 2Stiffener Width150.00mmUnit wt0.49kip/ft3Stiffener S1500mm5.00Stiffener 1 No19nomminA, in2V, ft3Wt, kipTotal NoWt, kipWt, Tonbs606.0024.249.700.030.0kip190.320.15ts10.000.40Beam Stiffener Weight 3Stiffener Width96.73ftUnit wt0.49kip/ft3Stiffener 1 No16mminA, in2V, ft3Wt, kipTotal NoWt, kipWt, Tonbs75.003.000.720.480.2kip163.791.72ts6.000.24Column WeightBeam Length107.00ftUnit wt0.49kip/ft3mminA, in2V, ft3Wt, kipTotal NoWt, kipWt, Tonhw160064.0025.6019.029.3kip874.5733.89tw100.40bf100040.0035.2015.647.7kip861.3327.88tf220.88Column Stiffener Weight 1Stiffener Width170.00mmUnit wt0.49kip/ft3Stiffener S2000mm6.67Stiffener 1 No16nomminA, in2V, ft3Wt, kipTotal NoWt, kipWt, Tonbs1600.0064.0020.480.080.0kip160.630.29ts8.000.32Column Stiffener Weight 2Stiffener Width107.00ftUnit wt0.49kip/ft3Stiffener 1 No16mminA, in2V, ft3Wt, kipTotal NoWt, kipWt, Tonbs100.004.000.960.710.3kip165.592.54ts6.000.24Secondary Beam 1 WeightBeam Length8.24ftUnit wt0.49kip/ft3mminA, in2V, ft3Wt, kipTotal NoWt, kipWt, Tonhw100040.009.600.550.3kip41.080.49tw60.24bf45018.0010.803.001.5kip45.882.67tf150.60Secondary Beam 2 WeightBeam Length11.12ftUnit wt0.49kip/ft3mminA, in2V, ft3Wt, kipTotal NoWt, kipWt, Tonhw100040.009.600.740.4kip41.450.66tw60.24bf45018.0010.803.001.5kip45.882.67tf150.60Secondary Beam 3 WeightBeam Length14.02ftUnit wt0.49kip/ft3mminA, in2V, ft3Wt, kipTotal NoWt, kipWt, Tonhw100040.009.600.930.5kip41.830.83tw60.24bf45018.0010.803.001.5kip45.882.67tf150.60Column BracingBeam Length82.00ftUnit wt0.49kip/ft3mminA, in2V, ft3Wt, kipTotal NoWt, kipWt, Tonhw135054.0012.967.383.6kip414.466.57tw60.24bf60024.0014.405.402.6kip410.584.81tf150.60Total151.81ton

2 ndLTTop Plate200025Web285010Bottom plate200025Stiffner 1Stiffner 2Offset15K2900C2887.5B2875W1950T10PartAreax Dist.MomentCG to NADist 2x AreaI ea. PartTop Pl5000012.562500028.8830.550000Web "57000287516387500012.5156.357000Bott "500002887.51443750002846.28100746.850000Total15700064870690D41.3E119824.8ScSt


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