AISC LRFD 1.pdf

xviiiSYMBOLSRequired flexural strength in member due to lateral frametranslation only, kip-in. (N-mm) . . . . . . . . . . . . . . . . . . C1M max Absolute value of maximum moment in the unbracedbeam segment, kip-in. (N-mm) . . . . . . . . . . . . . . . . . . . F1.2M n Nominal flexural strength, kip-in. (N-mm) . . . . . . . . . . . . . F1.1M ltM nx ,M nyM ntFlexural strength defined in Equations A-H3-7 and A-H3-8 for usein alternate interaction equations for combined bending and axialforce, kip-in. (N-mm) . . . . . . . . . . . . . . . . . . . . . . . . App. H3Required flexural strength in member assuming there is no lateraltranslation of the frame, kip-in. (N-mm) . . . . . . . . . . . . . . C1M p Plastic bending moment, kip-in. (N-mm) . . . . . . . . . . . . . . F1.1M p Moment defined in Equations A-H3-5 and A-H3-6, for use inalternate interaction equations for combined bending and axialforce, kip-in. (N-mm) . . . . . . . . . . . . . . . . . . . . . . . . App. H3M rM uM yM 1Limiting buckling moment, M cr , when = r and C b = 1.0, kip-in.(N-mm) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . F1.2Required flexural strength, kip-in. (N-mm). . . . . . . . . . . . . C1Moment corresponding to onset of yielding at the extreme fiberfrom an elastic stress distribution (= F y S for homogeneoussections), kip-in. (N-mm) . . . . . . . . . . . . . . . . . . . . . . F1.1Smaller moment at end of unbraced length of beam orbeam-column, kip-in. (N-mm) . . . . . . . . . . . . . . . . . . . F1.2M 2 Larger moment at end of unbraced length of beam orbeam-column, kip-in. (N-mm) . . . . . . . . . . . . . . . . . . . F1.2N Length of bearing, in. (mm). . . . . . . . . . . . . . . . . . . . . K1.3N Number of stress range fluctuations in design life . . . . . . . . . App. K3.3N r Number of stud connectors in one rib at a beam intersection. . . . I3.5P brRequired story or panel bracing shear force, kip (N) . . . . . . . . C3P e1 , P e2 Elastic Euler buckling load for braced and unbraced frame,respectively, kips (N) . . . . . . . . . . . . . . . . . . . . . . . . C1P n Nominal axial strength (tension or compression), kips (N). . . . . D1P p Bearing load on concrete, kips (N) . . . . . . . . . . . . . . . . . J9P u Required axial strength (tension or compression), kips (N) . . . . B5.1P y Yield strength, kips (N) . . . . . . . . . . . . . . . . . . . . . . . B5.1Q Full reduction factor for slender compression elements . . . . . . App. E3Q a Reduction factor for slender stiffened compression elements . . . App. B5Q n Nominal strength of one stud shear connector, kips (N) . . . . . . I5Q s Reduction factor for slender unstiffened compression elements . . App. B5.3R Nominal load due to initial rainwater or ice exclusive of theponding contribution . . . . . . . . . . . . . . . . . . . . . . . . N4R PG Plate girder bending strength reduction factor . . . . . . . . . . . App. GR e Hybrid girder factor . . . . . . . . . . . . . . . . . . . . . . . . App. F1R n Nominal strength . . . . . . . . . . . . . . . . . . . . . . . . . . A5.3R v Web shear strength, kips (N) . . . . . . . . . . . . . . . . . . . . K1.7S Elastic section modulus, in. 3 (mm 3 ) . . . . . . . . . . . . . . . . . F1.2SSS x Spacing of secondary members, ft (m) . . . . . . . . . . . . . . . K2Snow load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N4Elastic section modulus of larger end of tapered member about itsmajor axis, in. 3 (mm 3 ) . . . . . . . . . . . . . . . . . . . . . . . . App. F3LRFD Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION