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. . <br />� Forl connections at corners of cabinet <br />' Assume 4 bolts in a rectangular pattern <br /> 1.92 ft vertical x 8.75 ft horizontal <br /> i <br /> Bolt tension due to force on sign face=Vx/4 bolts= 56.8 Ib tension/bolt <br /> Bolt tension due to Mx=Mx/8J5 ft/2 bolts= 17.3 Ib tension/bolt ', <br /> Bolt tension due to My= My/1.92 ft/2 bolts= 17.0 Ib tension/bolt <br /> total 91.1 Ib tension/boit <br /> Weight of EMC= 538 Ibs ' <br /> vertical shear in bolts=wt of EMC/4 bolts= 134.5 Ib shear/bolt ' <br /> horiz shear in bolts=Vy/4 bolts= 12.3 Ib shear/bolt <br /> Resultant shear=( (vert shear)2+(horiz shear)z)1�2= 135 Ib shear/bolt <br /> For ASTM A307 bolts <br /> AISC Steel Manual, 13th ed,Table J3.2 <br /> Nominal tensile stress, Fnt= 45 ksi <br /> Nominal Shear Stress, Fnv= 24 ksi <br /> S2= 2.00 <br /> for bolt dia= 0.25 inch <br /> Bolt area= 0.0491 sq in <br /> ft=axial tension/bolt area/1000= 1.86 ksi <br /> fv=resultant bolt shear/bolt area/1000= 2.75 ksi <br /> For combined tension and shear <br /> F'nt=1.3 Fnt-S2Fnt fv/Fnv<=Fnt <br /> F'nt= 45 ksi <br /> F'nt/S2= 22.5 ksi>=ft;OK <br /> Fnv/S2= 12 ksi>=fv;OK <br /> I 3 of 6 9 12 16 <br />�� <br /> / / <br />