AISC LRFD 1.pdf

68 DESIGN RUPTURE STRENGTH [Sect. J4.R n = [0.6F u A nv + F y A gt ] [0.6F u A nv + F u A nt ]where = 0.75A gv = gross area subject to shear, in. 2 (mm 2 )A gt = gross area subject to tension, in. 2 (mm 2 )A nv = net area subject to shear, in. 2 (mm 2 )A nt = net area subject to tension, in. 2 (mm 2 )(J4-3b)J5. CONNECTING ELEMENTSThis section applies to the design of connecting elements, such as plates, gussets,angles, brackets, and the panel zones of beam-to-column connections.1. Eccentric ConnectionsIntersecting axially stressed members shall have their gravity axis intersect at onepoint, if practicable; if not, provision shall be made for bending and shearingstresses due to the eccentricity. Also see Section J1.8.2. Design Strength of Connecting Elements in TensionThe design strength, R n , of welded, bolted, and riveted connecting elements staticallyloaded in tension (e.g., splice and gusset plates) shall be the lower valueobtained according to limit states of yielding, rupture of the connecting element,and block shear rupture.(a) For tension yielding of the connecting element: = 0.90R n = A g F y(b) For tension rupture of the connecting element:(J5-1) = 0.75R n = A n F u(J5-2)where A n is the net area, not to exceed 0.85A g .(c) For block shear rupture of connecting elements, see Section J4.3.3. Other Connecting ElementsFor all other connecting elements, the design strength, R n , shall be determined forthe applicable limit state to ensure that the design strength is equal to or greater thanthe required strength, where R n is the nominal strength appropriate to the geometryand type of loading on the connecting element. For shear yielding of the connectingelement: = 0.90R n = 0.60A g F y(J5-3)If the connecting element is in compression an appropriate limit state analysis shallbe made.LRFD Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION