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Madison Industries <br />Designed by: ML/JFB <br />August 4, 2016 <br />Job No: WCA17860-1 <br />Customer: Mobil Fueling Canopy <br />Structure: 65'-0" x 54'-4" (4) Column Canopy <br />Location: Tracy, CA 95377 <br />Sheet 30 <br />Girder G1: Moment Connection, cont. <br />Bolts Flange force (F) = M/(Nominal depth) = 114.1 k <br />Where: Nom. Eff. depth = 18.35 in <br />Bolt tension on bottom bolts (T) = F/4 = 28.5 k/bolt <br />Assume shear taken by bolts not subject to tension: <br />Bolt shear on four upper bolts (V) = 0.0 k/bolt <br />Therefore use V dia. A325 bolts <br />(Allowable tension = 34.6 k) <br />(Allowable shear = 16.5 k) <br />End Plates End plate moment (Me) = (T)(No. Bolts)(Lever Arm)/(2) = 78.4 in -k <br />Min. thickness (t,) _ (6M/Fbb)112 = 1.320 in <br />Where: Fb = 30 ksi <br />b = eff. flange width = min of 2.5(2Pf+tf) or actual pl. width = 9.0 in <br />Therefore use 1.375" thick A572Gr50 plate <br />Width = 9 in <br />Height = 24 in <br />Weld of End Plates to Beams <br />Try weld outline shown on following page <br />AW = 20.14 int <br />SW = 106.13 in' <br />Moment per weld (MW) = 174.4 ft -k <br />Shear per weld (V,) = 0.0 k <br />Actual stress in weld = Mme,/SW + VW/AW = 19.7 ksi <br />Allowable stress in weld = (0.3)(70ksi) = 21.0 ksi <br />Since actual < allowable, weld is OK <br />f �r <br />JUN 0 S 2017 <br />C11`'vT <br />