SLBB = Short legs back-to-back for double angles LLBB = Long legs back-to-back for double angles
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Ro(bar) = Polar radius of gyration about the shear center = SQRT(xo^2+yo^2+(Ix+Iy)/A) (in.) Yo = y-coordinate of shear center with respect to the centroid of the section (in.) Xo = x-coordinate of shear center with respect to the centroid of the section (in.) Y(bar) = Distance from outside face of outside face of flange of WT or angle leg to Y-axis (in.)Įo = Horizontal distance from the outer edge of a channel web to its shear center (in.) = (approx.) tf*(d-tf)^2*(bf-tw/2)^2/(4*Ix)-tw/2 X(bar) = Distance from outside face of web of channel shape or outside face of angle leg to Y-axis (in.) Qw = Statical moment at the mid-depth of the section (in.^3) Qf = Statical moment for a point in the flange directly above the vertical edge of the web (in.^3) Sw = Warping statical moment at a point on the cross section (in.^4) Wno = Normalized warping function at a point at the flange edge (in.^2) G = Shear modulus of elasticity of steel = 11,200 ksi J = Torsional moment of inertia of member (in.^4)Ĭ = Torsional constant for HSS shapes (in.^3)Ī = Torsional property, a = SQRT(E*Cw/G*J) (in.)Į = Modulus of elasticity of steel = 29,000 ksi Ho = Distance between centroid of flanges, d-tf (in.) Yp = vertical distance from designated member edge to plastic neutral axis (in.) Xp = horizontal distance from designated member edge to plastic neutral axis (in.) Zy = Plastic section modulus of member taken about Y-axis (in.^3) Zx = Plastic section modulus of member taken about X-axis (in.^3) Ry = Radius of gyration of member taken about Y-axis (in.) = SQRT(Iy/A) Sy = Elastic section modulus of member taken about Y-axis (in.^3) Iy = Moment of inertia of member taken about Y-axis (in.^4) Rx = Radius of gyration of member taken about X-axis (in.) = SQRT(Ix/A) Sx = Elastic section modulus of member taken about X-axis (in.^3) Ix = Moment of inertia of member taken about X-axis (in.^4) Gage = Standard gage (bolt spacing) for member (in.) (Note: gages for angles are available by viewing comment box at cell K18.) T = Distance between fillets for wide-flange or channel shape = d(nom)-2*k(det) (in.) K1 = Distance from web centerline to flange toe of fillet (in.) K = Distance from outer face of flange to web toe of fillet (in.) H = Depth of member, parallel to Y-axis (in.)īf = Width of flange of member, parallel to X-axis (in.)ī = Width of member, parallel to X-axis (in.) NOMENCLATURE FOR AISC VERSION 14.1 MEMBER PROPERTIES AND DIMENSIONS:Ī = Cross-sectional area of member (in.^2)ĭ = Depth of member, parallel to Y-axis (in.) Here is a link to the website where the source database file can be found:
AISC 14TH EDITION TABLE 3 10 MANUAL
From AISC Manual Table 3-2, the available flexural strength is: LRFD.This workbook is based on the "AISC Shapes Database" Version 14.1 (October 2013), and has the same look as the ones that I did based on earlier AISC shapes database/manual versions. In addition to the examples which demonstrate the use of the Manual tables, design examples are Example E.1B W-Shape Column Design with Intermediate Bracing. There are selection tables in the AISC Manual for standard beams in the commonly available The provisions of this section are illustrated in Example F.1(W-shape beam) and From AISC Manual Table 3-2, the available flexural strength is.
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Use Table 3-2 (Zx table) to find the lightest beam with ? Mp > 810 k-ft. Although the Manual includes two versions of some tables, one for Fy = 50 ksi and one for Fy Find the lightest W-shape beam of A992 steel for each situation below. The shapes listing and other member design tables in the AISC Manual also From AISC Manual Table 3-2, the available flexural strength is. manual properties table for W shapes.Example F.1-1A W-Shape Flexural Member Design in Major Axis Bending, Continuously Braced. In steel design it is often necessary to design a beam to resist bending See Manual Table 3-2, pages 3-19 to 27. W The shapes listing and other member-design tables in the Manual also include section with the required strength from the bold entries in Manual Table 3-2.
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Adapted from Steel Construction Manual, 14th ed., AISC, 2011. KL is determined from AISC Table C-A-7.1 or AISC Figures Cb.
AISC 14TH EDITION TABLE 3 10 MANUAL PDF
AISC MANUAL TABLE 3-2 W SHAPES > DOWNLOADĪISC MANUAL TABLE 3-2 W SHAPES > READ ONLINEĪisc steel manual 15th edition pdf aisc design examples v15 aisc table 3-10 pdf build with steel a companion to the aisc manual pdf aisc table 3-2 excel aisc table 3-6 aisc design examples v16aisc manual pdf