Checks steel tension members, compression columns, beams (flexure + shear) and beam-columns (combined axial + biaxial bending, H1 interaction with B1 amplification) per AISC 360, section properties entered directly. Ported equation-for-equation from the AISC Design Examples manual (v13.0 / 13th Edition), verified against its own worked examples. LRFD and ASD.
AISC 360-05AISC 360-16AISC 360-22
Member & method
Material
Geometry & stability
Load effects (unfactored D & L)
Section properties
Entered directly — read Ag/Ix/Iy/Sx/Sy/Zx/Zy (and, for a W-shape's LTB, J/rts/h0/kdes) off the AISC Manual for a cataloged shape, or compute them for a custom section.
Everything you have entered is in the address bar, so the link reproduces this exact calculation.
Cannot compute
Section properties missing: Ag, Ix (or rx), Iy (or ry). Results are invalid until provided.
Assumptions
Required strengths are built from the entered unfactored D and L effects as 1.2D + 1.6L (LRFD) or D + L (ASD), matching the load combinations used throughout the AISC Design Examples manual.
Section properties are entered directly rather than looked up from a shape designation — see the package README for how to read Ag/Ix/Iy/Sx/Sy/Zx/Zy/J/rts/h0 off the AISC Manual for a cataloged shape.
What this calculator does not check
E4 torsional and flexural-torsional buckling (double angles, WTs) is not checked — enter the governing Fcr from E4 as a manual override if it controls.
E6 (built-up member modified slenderness) and E7 (slender-element Q-factor reductions) are out of scope; a warning fires when a box HSS wall is slender.
F3 (W-shape flange local buckling), F5 and F10–F14 (channels, WT, angles, bars, Z-shapes) are not implemented.
F7/F8 slender-element flexure and round-HSS noncompact local buckling (0.07E/Fy < D/t ≤ 0.45E/Fy) are warned, not computed.
Box-HSS lateral-torsional buckling beyond Lp = 3.76·ry·√(E/Fy) is not implemented — a warning fires when Lb exceeds it.
G8 (plate girders, tension-field action) and H2–H6 (connection stress interaction, torsion) are out of scope.
Only the B1 (P-δ) amplifier of the Amplified First-Order Elastic Analysis procedure is implemented — no B2 sidesway / Direct Analysis Method. Moments already including second-order effects can be entered directly.
D9 staggered-hole net-area paths are not evaluated — U must be entered directly (Table D3.1 cases are not automated).
Block shear, bearing and pin/eyebar provisions are connection design, not covered here.
Results are for preliminary sizing and educational use. They are not a design and must be reviewed, verified and sealed by a licensed or registered engineer before being used in construction.