WILLIAM T.SEGUI
moment arm for plastic moment internal couple dnnq e u ssouo jo usnds [eupug pression member distance from support toload depth of equivalent pressive stress distri- bution in concrete at ultimate load clear spacing ofintermediate web stiffeners in a plate girdera constant used in puting plate girder strength- reduction factorA A bearing area of a bearing plate or base plateAy A full areaof support for abearingplate orbase plate cross-sectional area of the unthreaded part of a boltA area of concrete flange in a posite beam areaA effective area of concrete in a posite columnA Ac flange area area of pression flangeAi Ax net area of flange gross area of flangeA A area of tension flange gross arcaA gross area in shear for block shear putationA A net area in tension for block shear putation net areaA Ao net area in shear for block shear putation bearing area of a plate girder stiffenerA area of reinforcing steel within the efctive width of a posite beam slabA area of steel cross sectionA A cross-sectional area of a steel hcaded stud anchor cross-sectional area of a stiffenerA 5 web area width of a plate width of cross-sectional element to be used in width-to-thickness ratio effective flange width of a posite beamb b width of a beam flange or flange plate effective edge distance for a pin-connectedmember effective width of a slender stiffenedb flange width pression elementbe ba width of pression flange width of tension flangeB width of an HSS width of bearing plate or base plate factor used in puting bending strength ofB B- amplification factors for beam-columns double-angle and tee shapesB. bolt tensile foree (including effects of prying)distance from elastic neutral axis to extreme fiber in bending constant in equation for critical lateral-torsional buckling stress
C C constants used in determining the elastic localC buckling stress pressive force in an internal resisting coupleC of an encased posite column coefficient in equation for effective flexural rigidlityC coefficicnt in cquation for pressive yield load C P for a pact flled posite column coefficient in equation for effective flexural rigidityC of a filled posite column moment gradient factor for lateral-torsionalCx buckling strength bending factor for braced beam-columnsCv coefficient for puting shear strength when no tension field is presentCv; coeficient for puting shear strength when a tension field is presentC warping constantd total depth of a rolled or built-up steel beam dis- tance between axes (for use in the parallel axisd' reduced diameter of a staggered bolt hole theorem) bolt diameter bolt hole diameterdp df beam depth bolt diameter column depthD service dead load effect to be used in putation of factored load binations outer diameter of a hol-low circular steel shape fillet weld size in sixteenths q ue joD ratio of mean actual bolt pretension to specifiedminimum pretension eccentricity of load in a connectionE modulus of elasticity (29 000 ksi for structural steel) service earthquake loadEI* flexural rigidity of a frame member F modulus of clasticity of a column for determiningE effective length factor modulus of elasticity of structural steel = 29 000 ksiE tangent modulus of elasticityf stress direct shear stress in an eccentric welded shearf connection torsional shear stress in an eccentric welded shearf. axial pressive stres connectionf f flexural stress flexural stress in concretef 28-day pressive strength of concrete bearing stresfn required shear strength (stress) in a bolt subjeet tofa shear and tension flexural stress at bottom of steel shapefx flexural stress at top of steel shape
moment connectionf moment of inertia of ponent area about its moment of inertia (second moment of area)Moment of inertia of the concrete section about centroidal axisthe elastic neutral axis of the posite section moment of inertia of a girder cross sectionlomer-bound moment of inertia of a posite beam moment of inertia of steel section moment of inertia of a stiffener cross section I moments of inertiaabout and y-axes moment of inertia of transformed sectionJ distance from outer face of flange to toe of fillet in torsional constant polar moment of inertiak the web of a rolled shape factor used in puting the flexural strength of ak multiplier for bolt slip-critical strength when ten- plate girderfactor used in puting shcar strength sion is presentk K effective length factor for pression membersK effective length factor for a ponent in a built. up pression memberK K K effective length factors for x- y and z-axes KL K L K L effective lengths for buckling about x length of a connection length of end welds factor y and z-axesfor puting column base plate thicknesse. distance from edge of bolt hole to edge of con- length of bearing of a beam bearing platee. nected part or to edge of adjacent hole bolt edge distanceL. factored load binations member length story service live load effect to be used in putation ofhcight length of a weld segment unbraced beam length unbraced length of a col-umn in the equation for required bracing stiffness effective length of a pression memberlength of a column for determining effective length I- factor effective lengths with respect to the x- y length of girder and z-axeslargest unbraced beam length for which lateral- torsional buckling will not occurlargest unbraced beam length for which plastic analysis can be used.service rof liveld ffect tobe usedinputain of factored load binations unbraced beam lengthat which elastic lateral-torsional buckling will occurbearing plate and column base plate design) length of unit width of plate in bending (for beamM bending moment
f. shearing stressF' nominal bolt tensile strength (stress) in the presence of shearFa F. allowable axial pressive stress critical pressive or bending stress used to de-F flexural buckling strength corresponding to the termine nominal strengthaxis of symmetry in a structural tee or double-angleF.. pression member stress used in puting torsional or flexural-torsional buckling strength of a structural tee or double-angle pression memberF. Eulerbucklingstress critical lasticbuckling stress in an unsymmetrical pression member (tor-elastic local buckling stress sional or flexural-torsional buckling stress)FaFF Fx stresses used in puting torsional orF. nominal strength (stress) flexural-torsional buckling strengthFa F.. nominal bolt tensile strength (stress) nominal bolt shear strength (stress)Fe. F stres at proportional limit ultimate shearing stress of weld electrodeF allowable member tensile stress ultimate tensileF. ultimate tensile stress stress of a bolt allowable bolt tensile stress F F allowable member shcar stress yield stressFnF Fpr yield stress of reinforcing steel yield stresses of flange and webFy yield stress of a stiffener yield strength of tension flangeg F gage distance for bols (transverse spacing)G shear modulus of elasticity structural steel 11.200 ksi forG.G factors for use in nomographs for effective length factor Kwidth of web from te f flange fillet to toe of flange fillet for a rolled shape width of web from inside offlange to inside of flange for a welded shape bolt hole diameterh twice the distance from the elastic neutral axis to theinside face of the pression flange of a built-up flex- ural member (same as h for girders with equal flanges)hy h filler factor for slip-critical connections distance between W-shape flange centroidsh twice the distance from the plastic neutral axis to the inside face of the pression flange of a built-upflanges) flexural member (same as h for girders with equalH depth of an HSS factor used in putation offlexural-torsional buckling strength of pression
Steel IDesign
WilliamT.SeguiThe University of Memphis
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