Calculations › RC Column
RC Column
EN 1992-1-1
Checks a short RC column under axial load and biaxial bending to EN 1992-1-1.
Diagram
Example inputs
Width b300 mm
Depth h300 mm
Clear height3000 mm
Axial load (NEd)400 kN
Moment My,Ed20 kNm
Moment Mz,Ed0 kNm
Concrete gradeC25/30
Main bar diameter20 mm
Bars per face3 —
Link diameter8 mm
Cover35 mm
National annexUK
Results
RC Column — 300×300mm
C25/30 · 3000mm height · EN 1992-1-1
Results
✓ Slenderness PASS
util 0.9724.25EN 1992-1-1 §5.8.3
| l0 effective length = 0.7 × h_clear (braced) | 2100 | mm | EN 1992-1-1 §5.8.3.2 |
| i radius of gyration = h / √12 | 86.6 | mm | |
| λ slenderness ratio = l0 / i | 24.25 | — | EN 1992-1-1 §5.8.3.1 |
| n relative axial force = NEd / (Ac × fcd) | 0.314 | — | |
| λlim slenderness limit = 20 × A × B × C / √n | 25 | — | EN 1992-1-1 §5.8.3.1 |
✓ Axial Capacity PASS
util 0.19400.00EN 1992-1-1 §6.1
| fcd design concrete strength = 0.85 × fck / γC | 14.17 | N/mm² | EN 1992-1-1 §3.1.6 |
| fyd design steel strength = fyk / γS | 434.78 | N/mm² | EN 1992-1-1 §3.2.7 |
| As total steel area | 1884.96 | mm² | |
| NRd axial resistance = Ac × fcd + As × fyd | 2068.13 | kN | EN 1992-1-1 §6.1 |
✓ Combined PASS
util 0.4520.00EN 1992-1-1 §5.8.9
| d′ cover to bar centre = cover + link + φ/2 | 53 | mm | |
| zs lever arm (steel to steel) = h − 2d′ | 194 | mm | |
| MRd moment resistance = As/2 × fyd × zs | 79.5 | kNm | EN 1992-1-1 §5.8.9 |
| NEd / NRd | 0.193 | — | |
| Meff / MRd | 0.252 | — | |
| Interaction ratio = NEd/NRd + Meff/MRd | 0.445 | — | EN 1992-1-1 §5.8.9 |
✓ Min. Eccentricity PASS
util 0.0020.00EN 1992-1-1 §6.1(4)
| e0 minimum eccentricity = max(h/30, 20mm) | 20 | mm | EN 1992-1-1 §6.1(4) |
| Meff effective moment = max(My,Ed, NEd × e0) | 20 | kNm |
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