AISC LRFD 1.pdf

24Chap. CDCHAPTER DTENSION MEMBERSThis chapter applies to prismatic members subject to axial tension caused by static forcesacting through the centroidal axis. For members subject to combined axial tension andflexure, see Section H1.1. For threaded rods, see Section J3. For block shear rupturestrength at end connections of tension members, see Section J4.3. For the design tensilestrength of connecting elements, see Section J5.2. For members subject to fatigue, seeSection K3.D1. DESIGN TENSILE STRENGTHThe design strength of tension members, t P n , shall be the lower value obtainedaccording to the limit states of yielding in the gross section and fracture in the netsection.(a) For yielding in the gross section: t = 0.90P n = F y A g(D1-1)(b) For fracture in the net section: t = 0.75P n = F u A e(D1-2)whereA e = effective net area, in. 2 (mm 2 )A g = gross area of member, in. 2 (mm 2 )F y = specified minimum yield stress, ksi (MPa)F u = specified minimum tensile strength, ksi (MPa)When members without holes are fully connected by welds, the effective net sectionused in Equation D1-2 shall be as defined in Section B3. When holes are presentin a member with welded-end connections, or at the welded connection in thecase of plug or slot welds, the net section through the holes shall be used in EquationD1-2.D2. BUILT-UP MEMBERSFor limitations on the longitudinal spacing of connectors between elements incontinuous contact consisting of a plate and a shape or two plates, see Section J3.5.The longitudinal spacing of connectors between components should preferablylimit the slenderness ratio in any component between the connectors to 300.LRFD Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION