Professional AISC 360-22 Analysis
Evaluate structural steel members using the AISC 360-22 calculator. This tool checks member stability, local buckling, shear, torsion for closed HSS, and combined interaction ratios for common steel section families.
Core Design Methodology
Our engine implements the Specification for Structural Steel Buildings (AISC 360-22), covering both LRFD (Load and Resistance Factor Design) and ASD (Allowable Strength Design). ASD is often preferred for foundation design and when coordinating with legacy codes, while LRFD provides more uniform reliability and is the modern standard.
The calculator handles geometric classification of sections into Compact, Noncompact, or Slender categories, which is essential for determining bending and compression capacities. The unbraced length (Lb) - the distance between points braced against lateral displacement or twist - is a key input that directly affects bending capacity through Lateral-Torsional Buckling provisions.
Clause Compliance Coverage:
- Section classification (Table B4.1): Compression and flexural element classes are reported separately where they affect member checks.
- Tension (D2/D3): Gross yielding and effective-net-section rupture are checked; detailed bolt-hole paths are not inferred.
- Compression (E3/E4/E5/E7): Flexural, torsional, flexural-torsional, single-angle, and slender-element paths are used where the section family supports them.
- Flexure (F2-F12): Yielding, LTB, local buckling, HSS, tee, and single-angle flexural paths are selected by section family and axis.
- Shear (G2-G6): Web, flange, HSS, tee-stem, and single-angle shear rows report the applicable local shear path.
- Combined actions and torsion (H1/H2/H3): Axial-plus-bending interaction is evaluated at member stations; closed-HSS torsion rows are reported when applied torsion is available.
Supported Section Types
Current Limitations
- Tension rupture follows D2/D3 using member-level shear-lag assumptions. For HSS tension rupture, connection geometry for Table D3.1 Cases 5/6 is not modeled; the member check uses U = 0.75 with An = Ag, and connection-region net sections should be checked separately where rupture can govern.
- Single member analysis only: no automatic frame buckling analysis or system-level effects.
- No connection design, no composite construction, and no seismic provisions (AISC 341).
- AISC J10 local checks are not performed or derived from point loads, reactions, or connection forces. Check flange local bending, web local yielding, web crippling, web sidesway buckling, bearing stiffeners, and doubler plates separately.
- Effective buckling lengths and unbraced length must be user-specified. In the FEA design tab, standalone KxL maps to AISC Kz and standalone KyL maps to AISC Ky.
- The calculator assumes the default section orientation shown in the preview. Major and minor axis inputs are relative to that orientation. Rotated or sideways mono-symmetric members, such as channels, tees, and angles, should be checked in the FEA workflow.
- Single angle moments are evaluated in the section principal axes. For equal-leg angles with bending that resolves to one leg-parallel geometric axis and no axial compression, the results also include the applicable F10 geometric-axis LTB and yielding rows.
- Applied torsion is not an input in the standalone calculator, so H3 torsion checks run in the FEA tool only. Compression-member E4 torsional buckling is still checked for supported section families. Warping torsion for open sections is not performed.