Steel Plate Design
Minor-axis bending and shear capacity of flat plates and rectangular bars per AISC 360-22 (LRFD). Set the plate width, thickness and grade, and read the flexural strength (Section F11 — yielding, with major-axis lateral-torsional buckling) and shear strength (Section J4.2 — yielding and rupture), with utilisations and the governing limit state. US units (kips, kip·ft, ksi, in).
Section properties rectangle
| Area A = b·t | 4.000 in² | |
| Sy = b·t²/6 | 0.333 in³ | |
| Zy = b·t²/4 | 0.500 in³ | shape factor 1.5 |
| I (bending) | 0.083 in⁴ |
Flexure Ch. F11.1
| My = Fy·S | 1.00 kip·ft | |
| Mp = Fy·Z ≤ 1.6My | 1.50 kip·ft | |
| Governing | Yielding, Mp (F11-1) | |
| φMn | 1.35 kip·ft | φb = 0.90 |
| Demand Mu | 1.00 kip·ft |
Shear Ch. J4.2
| Agv / Anv | 4.00 / 4.00 in² | |
| Yielding 0.6FyAgv | 86.4 kips | φ = 1.00 |
| Rupture 0.6FuAnv | 104.4 kips | φ = 0.75 |
| Governing | Shear yielding (J4-3) | |
| φVn | 86.4 kips | |
| Demand Vu | 30.0 kips |
Lateral-torsional buckling F11
Minor-axis (flatwise) bending of a solid rectangle has no lateral-torsional buckling and no local buckling — the nominal moment is the plastic yield moment Mp. Switch to major-axis to see the F11.2 LTB curve.
AISC 360-22 (LRFD). Solid flat plates and rectangular bars — flexure per Section F11 (yielding F11-1; major-axis lateral-torsional buckling F11-3/F11-4 in the Lb·d/t² regions; φb = 0.90) and shear per Section J4.2 (yielding 0.6·Fy·Agv, φ = 1.00; rupture 0.6·Fu·Anv, φ = 0.75). Minor-axis bending of a solid rectangle has no LTB or local buckling. Bearing, block shear, connection and stability effects are not included — verify independently. A licensed P.E. review remains required.