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40-01.1 BOE/NG �, <br /> BEAM WELD CAPACITY P.o. Box37o7 <br /> Seattle,Washington 98124-2207 > <br /> PROJECT Instali Pallet Racks for 40-05 JOB NO. W4963253 <br /> FIG. BY C. Rossell CHECKED BY M. Abdi DATE 01/10/18 REV'D <br /> BEAM GEOMETRY AT WELDS <br /> BEAM: LBF576 <br /> THICKNESS= 0.075" <br /> (1) (2) (3) (4) (5) (6) (�) (8) (9) (10) <br /> ITEM HEIGHT WIDTH A A (bh^3)/12 d Ad^2 (7) + (9) <br /> 1 1.500 0.075 5.000 0.113 0.563 0.021 2.125 0.508 0.529 <br /> 2 4.250 0.075 2.125 0.319 0.677 0.480 -0.750 0.179 0.659 <br /> 3 5.750 0.075 2.875 0.431 1.240 1.188 0.000 0.000 1.188 <br /> 4 0.075 0.000 0.000 0.000 0.000 0.000 -2.875 0.000 0.000 <br /> 5 0.075 0.000 4.250 0.000 0.000 0.000 1.375 0.000 0.000 <br /> 6 0.075 0.000 5J50 0.000 0.000 0.000 2.875 0.000 0.000 <br /> TOTALS 0.863 2.480 1.689 0.687 2.376 <br /> COG Y= 2.875 in <br /> A= 0.863 in2 Beam Shear Area= Item 1 + Item 2+ Item 3= <br /> I = 2.376 in4 = 1.500 x 0.075 = 0.113 sq in <br /> Yt= 2.750 in = 4.250 x 0.075 = 0.319 sq in <br /> Yb= 2J50 in = 5J50 x 0.075 = 0.431 sq in <br /> St= 0.864 in3 Total Beam Shear Area= 0.863 sq in <br /> Sb= 0.864 in3 <br /> r= 1.660 in <br /> ALLOWABLE BEAM STRESS= 0.60" Fy = 0.60 * 42.00 ksi " 1.33= 33.60 ksi <br /> ALLOWABLE BENDING = 33.60 ksi * 0.864= 29.03 "k <br /> Allowable Beam Web Shear: <br /> Beam h/t= 76.67 , less than 547/Fy^2 = 84.40 <br /> 83200/(h/t)^2= 12.85 ksi and 0.40* Fy= 16.80 ksi <br /> therefore Fv= 12.85 ksi * 1.33= 17.13 ksi <br /> ALLOWABLE SHEAR= 17.13 ksi * 0.863= 14.78 k OK BY INSPECTION <br /> 'ILENAME: Rack#W1337528.x1s Page 5 of 27 1/11/2018 9:10 AM <br />