Calculations › Timber Post
Timber Post
EN 1995-1-1
Checks a timber post under axial compression and combined bending to EN 1995-1-1.
Diagram
Example inputs
Height2700 mm
Axial load (NEd)30 kN
Width b97 mm
Depth h97 mm
Timber gradeC24
Service class1
Eff. length factor (y)1 —
Eff. length factor (z)1 —
National annexUK
Results
Timber Post — 97×97mm
C24 · SC1 · 2700mm height · EN 1995-1-1
Results
✓ Axial Compression PASS
util 0.253.19EN 1995-1-1 §6.1.4
| kmod (modification factor) | 0.8 | — | EN 1995-1-1 Table 3.1 |
| γM (partial factor) | 1.3 | — | EN 1995-1-1 Table 2.3 |
| fc,0,k (char. compressive strength) | 21 | N/mm² | EN 338 |
| fc,0,d (design compressive strength) = kmod × fc,0,k / γM | 12.92 | N/mm² | EN 1995-1-1 §2.4.1 |
| Cross-section area A = b × h | 9409 | mm² | |
| σc,0,d (design compressive stress) = NEd × 1000 / (b × h) | 3.19 | N/mm² | EN 1995-1-1 §6.1.4 |
✓ Buckling Y PASS
util 0.763.19EN 1995-1-1 §6.3.2
| Effective length Lcr,y = ky × height | 2700 | mm | EN 1995-1-1 §6.3.2 |
| Radius of gyration iy = h / √12 | 28 | mm | |
| Slenderness λy = Lcr,y / iy | 96.42 | — | |
| λrel,y (relative slenderness) = (λ/π) × √(fc,0,k / E0,05) | 1.635 | — | EN 1995-1-1 §6.3.2 |
| ky instability factor = 0.5 × (1 + βc × (λrel − 0.3) + λrel²) | 1.97 | — | EN 1995-1-1 §6.3.2 |
| kc,y (buckling factor) = 1 / (ky + √(ky² − λrel,y²)) | 0.326 | — | EN 1995-1-1 §6.3.2 |
| kc,y × fc,0,d (buckling capacity) = kc,y × fc,0,d | 4.21 | N/mm² | |
| σc,0,d (design compressive stress) = NEd × 1000 / (b × h) | 3.19 | N/mm² |
✓ Buckling Z PASS
util 0.763.19EN 1995-1-1 §6.3.2
| Effective length Lcr,z = kz × height | 2700 | mm | EN 1995-1-1 §6.3.2 |
| Radius of gyration iz = b / √12 | 28 | mm | |
| Slenderness λz = Lcr,z / iz | 96.42 | — | |
| λrel,z (relative slenderness) = (λ/π) × √(fc,0,k / E0,05) | 1.635 | — | EN 1995-1-1 §6.3.2 |
| kz instability factor = 0.5 × (1 + βc × (λrel − 0.3) + λrel²) | 1.97 | — | EN 1995-1-1 §6.3.2 |
| kc,z (buckling factor) = 1 / (kz + √(kz² − λrel,z²)) | 0.326 | — | EN 1995-1-1 §6.3.2 |
| kc,z × fc,0,d (buckling capacity) = kc,z × fc,0,d | 4.21 | N/mm² | |
| σc,0,d (design compressive stress) = NEd × 1000 / (b × h) | 3.19 | N/mm² |
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