Portal Frame
Single-bay steel portal · 2D elastic analysis · automatic section selection (EN 1993-1-1)
Geometry
Loads (characteristic, kN/m² on plan)
Frame self-weight is added automatically. Get wind pressures from the Loads tool.
Member restraint (m)
Frame passes · columns HEA 300 · rafters HEB 280 · 3163 kg/frame · 2 iterations
Sections increased for deflection: columns HEA 280 → HEA 300, rafters IPE 360 → HEB 280.
3D view (three frames)
Member design
| Member | Section | kg/m | NEd | MEd | VEd | Governing util. |
|---|---|---|---|---|---|---|
| Columns | HEA 300 | 88.3 | 107 kN | 256 kNm | 43 kN | 0.73 |
| Rafters | HEB 280 | 103.1 | 62 kN | 256 kNm | 90 kN | 0.52 |
Member checks: columns
- OKBending resistance MEd 256.1 ≤ Mc,Rd 447.1 kNm (class 3)
- OKShear resistance VEd 42.7 ≤ Vpl,Rd 764.0 kN
- OKFlexural buckling NEd 107 ≤ Nb,Rd 1166 kN (λ̄y 0.92, λ̄z 1.57)
- OKLateral-torsional buckling MEd 256.1 ≤ Mb,Rd 404.3 kNm (Mcr 2174, λ̄LT 0.45, χLT 0.90)
- OKAxial + bending (conservative) NEd/Nb,Rd + MEd/Mb,Rd = 0.726 ≤ 1
Member checks: rafters
- OKBending resistance MEd 256.1 ≤ Mc,Rd 544.7 kNm (class 1)
- OKShear resistance VEd 90.0 ≤ Vpl,Rd 842.3 kN
- OKFlexural buckling NEd 62 ≤ Nb,Rd 2729 kN (λ̄y 0.54, λ̄z 0.92)
- OKLateral-torsional buckling MEd 256.1 ≤ Mb,Rd 517.9 kNm (Mcr 4827, λ̄LT 0.34, χLT 0.95)
- OKAxial + bending (conservative) NEd/Nb,Rd + MEd/Mb,Rd = 0.517 ≤ 1
Serviceability
- OKEaves sway (wind) 36.3 ≤ h/150 = 40 mm
- OKApex deflection (G + Q) 92.9 ≤ L/200 = 100 mm
Base reaction (1.35G + 1.5Q): H = 42.7 kN, V = 107.3 kN per column.
Scope: first-order elastic analysis (no frame stability amplification or plastic hinge analysis), single span, symmetric geometry, haunches and purlin restraint not modelled, simplified wind load cases. Results are an aid only and must be verified by a qualified, licensed engineer before use. National Annex presets are recommended values and must be checked against the official documents.