AISC LRFD 1.pdf

SYMBOLSxxit s Web stiffener thickness, in. (mm) . . . . . . . . . . . . . . . . . . C3.4t w Web thickness of channel shear connector, in. (mm) . . . . . . . . I5.4t w Web thickness, in. (mm) . . . . . . . . . . . . . . . . . . . . . . B5.3w Leg size of the fillet weld, in. (mm). . . . . . . . . . . . . . . . . J2.2w Plate width; distance between welds, in. (mm) . . . . . . . . . . . B3w Unit weight of concrete, lbs/cu ft. (kg/m 3 ) . . . . . . . . . . . . . I2w r Average width of concrete rib or haunch, in. (mm). . . . . . . . . I3.5x Subscript relating symbol to member strong axisx o , y o Coordinates of the shear center with respect to the centroid,in. (mm) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E3x Connection eccentricity, in. (mm). . . . . . . . . . . . . . . . . . B3y Subscript relating symbol to member weak axisz Distance from the smaller end of tapered member used inEquation A-F3-1 for the variation in depth, in. (mm). . . . . . . . App. F3z Subscript relating symbol to member longitudinal axis Separation ratio for built-up compression members = h/2 r ib. . . E4 Reduction factor given by Equation J2-1 . . . . . . . . . . . . . . J2 T Brace stiffness requirement when there is no webdistortion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C3.4 Tb Required nodal torsional bracing stiffness . . . . . . . . . . . . . C3.4 br Required story or panel shear stiffness . . . . . . . . . . . . . . . C3 sec Web distortional stiffness, including the effect of web transversestiffeners, if any . . . . . . . . . . . . . . . . . . . . . . . . . . . C3.4 oh Translation deflection of the story under consideration,in. (mm) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C1 Depth tapering ratio . . . . . . . . . . . . . . . . . . . . . . . . App. F3 Subscript for tapered members . . . . . . . . . . . . . . . . . . . App. F3 Exponent for alternate beam-column interaction equation . . . . . App. H3 Exponent for alternate beam-column interaction equation . . . . . App. H3 c Column slenderness parameter . . . . . . . . . . . . . . . . . . . C1Equivalent slenderness parameter. . . . . . . . . . . . . . . . . . App. E3 e effEffective slenderness ratio defined by Equation A-F3-2 . . . . . . App. F3 p Limiting slenderness parameter for compact element . . . . . . . B5.1 r Limiting slenderness parameter for noncompact element . . . . . B5.1 Resistance factor . . . . . . . . . . . . . . . . . . . . . . . . . . A5.3 bResistance factor for flexure . . . . . . . . . . . . . . . . . . . . F1 c Resistance factor for compression . . . . . . . . . . . . . . . . . A5.1 c Resistance factor for axially loaded composite columns . . . . . . I2.2 sf Resistance factor for shear on the failure path . . . . . . . . . . . D3 t Resistance factor for tension . . . . . . . . . . . . . . . . . . . . D1 v Resistance factor for shear . . . . . . . . . . . . . . . . . . . . . F2.2LRFD Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION