Calculations › CHS Beam
CHS Beam
EN 1993-1-1
EN 1993-1-1 CHS beam — bending, shear, deflection
Example inputs
Section114.3x5CHS
Steel gradeS275
Span (mm)4000 mm
Ultimate UDL (kN/m)5 kN/m
Characteristic UDL (kN/m)3.5 kN/m
National annexUK
Results
CHS Beam — 114.3x5CHS
S275 · 4000mm span · EN 1993-1-1
Results
✓ CROSS SECTION PASS
util 0.331.00EN 1993-1-1 §5.5 Table 5.2
| ε = √(235/fy) = √(235/fy) | 0.924 | — | EN 1993-1-1 §5.5 |
| ε² | 0.855 | — | |
| d/t ratio = d/t | 22.86 | — | |
| 50ε² (Class 1 limit) | 42.73 | — | |
| 70ε² (Class 2 limit) | 59.82 | — | |
| 90ε² (Class 3 limit) | 76.91 | — | |
| Section class | 1 | — |
✓ BENDING PASS
util 0.6110.00EN 1993-1-1 §6.2.5
| Section class | 1 | — | |
| fy yield strength | 275 | N/mm² | EN 1993-1-1 Table 3.1 |
| MEd design moment = wEd × L² / 8 | 10 | kNm | |
| Wpl plastic modulus | 59.7 | cm³ | |
| MRd moment resistance = Wpl × fy / γM0 | 16.42 | kNm | EN 1993-1-1 §6.2.5 |
✓ SHEAR PASS
util 0.0610.00EN 1993-1-1 §6.2.6
| VEd design shear = wEd × L / 2 | 10 | kN | |
| Av shear area (CHS) = 2A/π | 1093.08 | mm² | EN 1993-1-1 §6.2.6(3) |
| VRd shear resistance = Av × fy / (√3 × γM0) | 173.55 | kN | EN 1993-1-1 §6.2.6 |
✗ DEFLECTION FAIL
util 1.6221.63EN 1993-1-1 §NA
| I second moment of area | 256.9 | cm⁴ | |
| δ deflection = 5wkL⁴ / (384EI) | 21.63 | mm | |
| δ_limit L/300 = L / 300 | 13.33 | mm |
Try it yourself
Run this calc with your own inputs