Design Software
Steel Member Design
Axial, bending, shear and combined-action checks for W, S, HSS and pipe sections per AISC 360-22 (LRFD). Pick a rolled shape and grade, set the effective lengths and factored demands, and read every limit-state capacity, utilisation and governing clause. Imperial units (kips, ksi, in, ft).
TERCERO TABLADA
Civil & Structural Engineering Inc.
STEEL MEMBER DESIGNAISC 360-22 · LRFD
✓
Member adequateGoverning: Combined (H1-1a) — utilisation 0.58
58%
Section classification Table B4.1
| Flange (flexure) | noncompact | λ = 10.2 |
| Web (flexure) | compact | λ = 25.9 |
| Compression elements | non-slender |
Axial compression Ch. E
| Buckling mode | Flexural buckling (E3) | |
| Lc/r (governing) | 45 | |
| Fe (elastic) | 138.8 ksi | E3-4 / E4 |
| Fcr (critical) | 43.0 ksi | E3-2/E3-3 |
| φc·Pn | 1,025.6 kips | φc = 0.90 |
| Demand Pu | 400.0 kips |
Flexure — major axis Ch. F2/F3
| Mp = Fy·Zx | 654.2 k·ft | |
| Lp / Lr | 13.1 / 42.5 ft | F2-5 / F2-6 |
| Governing | Flange local buckling (F3) | |
| φb·Mn | 573.6 k·ft | φb = 0.90 |
| Demand Mux | 120.0 k·ft |
Flexure — minor axis Ch. F6
| Governing | Flange local buckling (F6-2) | |
| φb·Mn | 272.7 k·ft | |
| Demand Muy | 0.0 k·ft |
Shear Ch. G2
| Detail | Cv1 = 1.00, φv = 1.00 | |
| φv·Vn | 184.8 kips | φv = 1.00 |
| Demand Vu | 30.0 kips |
Combined axial + flexure H1-1 (H1-1a)
| Pr / Pc | 0.390 | 400.0 / 1,025.6 k |
| Mrx / Mcx | 0.209 | 120.0 / 573.6 k·ft |
| Interaction ratio | 0.576 | ≤ 1.0 |
AISC 360-22 (LRFD). Doubly-symmetric I-shapes, HSS and pipe. Effective lengths, Cb and demands are user inputs — verify bracing and load combinations independently. Custom sections use idealised sharp-corner properties. Engineering judgment and a licensed P.E. review remain required.