AISC LRFD 1.pdf

SYMBOLSxviistrength (for those steels that do not have a yield point) . . . . . . A5F yf Specified minimum yield stress of the flange, ksi (MPa). . . . . . B5.1F yr Specified minimum yield stress of reinforcing bars,ksi (MPa) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I2.2F yst Specified minimum yield stress of the stiffener material,ksi (MPa) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . App. G4F yw Specified minimum yield stress of the web, ksi (MPa) . . . . . . B5.1G Shear modulus of elasticity of steel, G = 11,200 ksi(77 200 MPa) . . . . . . . . . . . . . . . . . . . . . . . . . . . . F1.2H Horizontal force, kips (N). . . . . . . . . . . . . . . . . . . . . . C1H Flexural constant . . . . . . . . . . . . . . . . . . . . . . . . . . E3H s Length of stud connector after welding, in. (mm) . . . . . . . . . I3.5I Moment of inertia, in. 4 (mm 4 ). . . . . . . . . . . . . . . . . . . . F1.2I d Moment of inertia of the steel deck supported on secondarymembers, in. 4 (mm 4 ) . . . . . . . . . . . . . . . . . . . . . . . . K2I p Moment of inertia of primary members, in. 4 (mm 4 ). . . . . . . . . K2I s Moment of inertia of secondary members, in. 4 (mm 4 ) . . . . . . . K2I st Moment of inertia of a transverse stiffener, in. 4 (mm 4 ) . . . . . . . App. G4I yc Moment of inertia about y-axis referred to compression flange, or ifreverse curvature bending referred to smaller flange, in. 4 (mm 4 ) . . App. F1J Torsional constant for a section, in. 4 (mm 4 ). . . . . . . . . . . . . F1.2K Effective length factor for prismatic member . . . . . . . . . . . . B7K z Effective length factor for torsional buckling . . . . . . . . . . . . App. E3K Effective length factor for a tapered member . . . . . . . . . . . . App. F3L Story height or panel spacing, in. (mm). . . . . . . . . . . . . . . C1L Length of connection in the direction of loading, in. (mm). . . . . B3L Live load due to occupancy and moveable equipment . . . . . . . N4L b Laterally unbraced length; length between points which are eitherbraced against lateral displacement of compression flange or bracedagainst twist of the cross section, in. (mm) . . . . . . . . . . . . . F1.2L c Length of channel shear connector, in. (mm) . . . . . . . . . . . . I5.4L c Edge distance, in. (mm) . . . . . . . . . . . . . . . . . . . . . . . J3.10L p Limiting laterally unbraced length for full plastic bending capacity,uniform moment case (C b = 1.0), in. (mm) . . . . . . . . . . . . . F1.2L p Column spacing in direction of girder, ft (m) . . . . . . . . . . . . K2L pd Limiting laterally unbraced length for plastic analysis,in. (m) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . F1.2L q Maximum unbraced length for the required column force withK equal to one, in. (mm) . . . . . . . . . . . . . . . . . . . . . . C3L r Limiting laterally unbraced length for inelastic lateraltorsionalbuckling, in. (mm). . . . . . . . . . . . . . . . . . . . . F1.2L r Roof live load . . . . . . . . . . . . . . . . . . . . . . . . . . . . N4L s Column spacing perpendicular to direction of girder, ft (m) . . . . K2M A Absolute value of moment at quarter point of the unbracedbeam segment, kip-in. (N-mm) . . . . . . . . . . . . . . . . . . . F1.2M B Absolute value of moment at centerline of the unbracedbeam segment, kip-in. (N-mm) . . . . . . . . . . . . . . . . . . . F1.2M C Absolute value of moment at three-quarter point of theunbraced beam segment, kip-in. (N-mm) . . . . . . . . . . . . . . F1.2M cr Elastic buckling moment, kip-in. (N-mm) . . . . . . . . . . . . . F1.2LRFD Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION