H beam and IPE load capacity — span tables for HEA, HEB and IPE beams and columns
"Which beam for a 6 m span?" — this guide answers it for the European sections we stock: IPE for floor and roof beams, HEA/HEB for columns and heavy beams. Values are working (unfactored) loads for S275JR, calculated to EN 1993-1-1 with an overall factor of about 1.4 and deflection limited to L/250 (floors) — use them to size, then let the engineer check lateral restraint, connections and combined actions.
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IPE beams — working UDL (kN/m), simply supported, S275JR
Lateral-torsional buckling is assumed prevented by the floor or purlins (compression flange restrained). Deflection L/250 governs the longer spans; multiply short-span (bending-governed) values by 1.29 for S355J2.
| Section | Span 3 m | 4 m | 5 m | 6 m | 8 m | 10 m | 12 m |
|---|---|---|---|---|---|---|---|
| IPE 100 | 7.5 | 3.6 | 1.9 | 1.1 | — | — | — |
| IPE 120 | 13.9 | 6.8 | 3.5 | 2.0 | — | — | — |
| IPE 140 | 20.5 | 11.6 | 5.9 | 3.4 | 1.4 | — | — |
| IPE 160 | 28.6 | 16.1 | 9.5 | 5.5 | 2.3 | — | — |
| IPE 180 | 38.5 | 21.7 | 13.9 | 8.3 | 3.5 | 1.8 | — |
| IPE 200 | 51.0 | 28.7 | 18.4 | 12.3 | 5.2 | 2.7 | — |
| IPE 220 | 66.3 | 37.3 | 23.9 | 16.6 | 7.4 | 3.8 | 2.2 |
| IPE 240 | 85.2 | 47.9 | 30.7 | 21.3 | 10.4 | 5.3 | 3.1 |
| IPE 270 | 113 | 63.5 | 40.6 | 28.2 | 15.4 | 7.9 | 4.6 |
| IPE 300 | 146 | 82.4 | 52.7 | 36.6 | 20.6 | 11.1 | 6.4 |
| IPE 330 | 187 | 105 | 67.4 | 46.8 | 26.3 | 15.6 | 9.0 |
| IPE 360 | 238 | 134 | 85.5 | 59.4 | 33.4 | 21.4 | 12.5 |
| IPE 400 | 304 | 171 | 109 | 76.0 | 42.7 | 27.4 | 17.8 |
| IPE 450 | 395 | 222 | 142 | 98.7 | 55.5 | 35.5 | 24.7 |
| IPE 500 | 507 | 285 | 183 | 127 | 71.3 | 45.6 | 31.7 |
Guide values; for unrestrained beams (no floor connection) reduce by 20–40% depending on span — engineer to check per EN 1993-1-1 §6.3.2.
HEA / HEB beams — working UDL (kN/m), S275JR
| Section | Span 3 m | 4 m | 6 m | 8 m | 10 m | 12 m |
|---|---|---|---|---|---|---|
| HEA 100 | 19.0 | 10.7 | 3.5 | 1.5 | — | — |
| HEA 120 | 31.0 | 17.5 | 6.3 | 2.7 | — | — |
| HEA 140 | 45.4 | 25.5 | 10.2 | 4.3 | 2.2 | — |
| HEA 160 | 64.5 | 36.3 | 15.3 | 6.5 | 3.3 | — |
| HEA 180 | 84.7 | 47.6 | 21.2 | 9.5 | 4.8 | 2.8 |
| HEA 200 | 114 | 64.0 | 28.4 | 13.6 | 7.0 | 4.0 |
| HEA 220 | 150 | 84.4 | 37.5 | 19.2 | 9.8 | 5.7 |
| HEA 240 | 196 | 110 | 49.0 | 26.0 | 13.3 | 7.7 |
| HEA 260 | 245 | 138 | 61.3 | 34.5 | 17.7 | 10.2 |
| HEA 300 | 343 | 193 | 85.8 | 48.3 | 27.4 | 15.9 |
| HEA 400 | 630 | 354 | 158 | 88.6 | 56.7 | 36.9 |
| HEB 100 | 26.9 | 15.2 | 5.0 | 2.1 | — | — |
| HEB 120 | 43.5 | 24.5 | 9.0 | 3.8 | — | — |
| HEB 140 | 63.2 | 35.5 | 14.5 | 6.1 | 3.1 | — |
| HEB 160 | 91.9 | 51.7 | 22.4 | 9.5 | 4.8 | — |
| HEB 200 | 167 | 94.0 | 41.8 | 20.5 | 10.5 | 6.1 |
| HEB 220 | 217 | 122 | 54.3 | 29.0 | 14.8 | 8.6 |
| HEB 240 | 277 | 156 | 69.3 | 39.0 | 20.0 | 11.5 |
| HEB 260 | 343 | 193 | 85.8 | 48.3 | 26.4 | 15.3 |
| HEB 300 | 489 | 275 | 122 | 68.8 | 40.4 | 23.4 |
| HEB 400 | 882 | 496 | 220 | 124 | 79.4 | 51.7 |
Columns — working axial capacity (kN), pin-ended, S275JR
Buckling about the weak axis (curve c for HEA/HEB ≤ 100 mm flange thickness, curve b for IPE about the strong axis but weak axis governs). For S355J2 multiply by 1.25 (short) to 1.05 (slender).
| Section | 3 m | 4 m | 5 m | 6 m | 8 m |
|---|---|---|---|---|---|
| HEA 100 | 232 | 162 | 112 | 82 | 48 |
| HEA 120 | 342 | 257 | 188 | 140 | 82 |
| HEA 140 | 469 | 375 | 290 | 223 | 134 |
| HEA 160 | 618 | 515 | 418 | 331 | 204 |
| HEA 200 | 916 | 805 | 685 | 568 | 374 |
| HEA 240 | 1 380 | 1 260 | 1 120 | 970 | 684 |
| HEA 300 | 2 090 | 1 960 | 1 810 | 1 640 | 1 260 |
| HEB 100 | 331 | 234 | 162 | 118 | 69 |
| HEB 120 | 490 | 372 | 273 | 204 | 120 |
| HEB 140 | 665 | 537 | 418 | 323 | 195 |
| HEB 160 | 877 | 738 | 601 | 479 | 298 |
| HEB 200 | 1 330 | 1 180 | 1 010 | 845 | 563 |
| HEB 240 | 1 900 | 1 750 | 1 570 | 1 370 | 980 |
| HEB 300 | 2 830 | 2 680 | 2 490 | 2 270 | 1 780 |
| IPE 200 (weak axis) | 250 | 155 | 103 | 73 | 42 |
| IPE 300 (weak axis) | 520 | 352 | 244 | 176 | 103 |
Pinned both ends. Fixed base: use 0.7 × height. Braced frames only; unbraced frames need a frame analysis.
Worked examples
Mezzanine floor beam: 6 m span, joists at 2 m, floor load 5 kN/m² (storage) → 10 kN/m working → IPE 200 (12.3) works at L/250; choose IPE 220 for vibration comfort. Crane runway or heavy beam: 8 m, 30 kN/m → IPE 400 (42.7) or HEB 300 (68.8) if the flange width is needed for the rail. Lintel in a masonry wall: 4 m opening, wall load 15 kN/m → IPE 160 (16.1) or two UPN 140 back-to-back. Warehouse column: 6 m, 500 kN → HEB 200 (845) or HEA 240 (970) with room for moment; S355 lets HEA 200 do it.
Reading the tables correctly
- kN/m is per metre of beam; a beam supporting a 3 m wide strip of floor at 5 kN/m² carries 15 kN/m
- Point load at mid-span P ≈ UDL capacity × L / 2 (same moment)
- Continuous beams over two spans carry about 25% more; cantilevers a quarter of the span value
- Deflection L/250 for floors, L/200 roofs, L/360 under brittle finishes — the engineer sets it
- Self-weight of the beam is included only roughly; add it for long spans
Frequently asked questions
What size beam do I need for a 6 m span?
For a floor at 10 kN/m working load an IPE 200–220; for a roof at 5 kN/m an IPE 160–180; for a heavy beam at 30 kN/m an IPE 330 or HEB 240. See the tables and confirm with the engineer.
How much weight can an HEB 200 column carry?
About 845 kN (85 t) working load at 6 m pin-ended in S275, 1 330 kN at 3 m; 20–25% more in S355 for short columns.
IPE or HEA for the same load?
IPE carries a given bending load with 25–40% less weight; HEA is chosen when width, weak-axis stiffness or column action matters. Both are available cut and drilled from stock.
Are the tables safe to use for design?
They are preliminary sizing values with a factor of about 1.4; final design, lateral restraint, connections and combined loads must be checked by a structural engineer to EN 1993 or the local code.
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