| Cross-Section Shape |
Wide flanges with a relatively large flange width compared with the section depth. The section resembles the letter “H”. |
Narrower flanges and a deeper web relative to flange width. The section resembles the letter “I”. |
H beams provide a wider bearing and connection surface; I beams are often more efficient when depth is available. |
| Typical Structural Role |
Suitable for columns, heavily loaded beams, portal-frame members, crane-support members, and major warehouse girders. |
Commonly used for floor beams, roof beams, joists, secondary framing, and members where bending efficiency is important. |
Select the section according to the structural system, span, connection details, buckling restraint, and applied loads. |
| Bending Strength About Major Axis |
High when the section has substantial flange area and depth. Wide flanges can provide high section modulus. |
High for its weight when the section is relatively deep, because more material is positioned away from the neutral axis. |
For the same steel grade, compare the required plastic or elastic section modulus rather than relying on the profile name alone. |
| Weak-Axis Resistance |
Generally better than a narrow-flange I beam of similar depth because the wider flanges distribute material farther from the weak axis. |
Usually lower than a wide-flange H beam of similar depth, although the exact value depends on the selected section. |
H beams are often advantageous for columns and members subject to biaxial bending or weak-axis buckling. |
| Axial Compression Capacity |
Often favorable because of greater cross-sectional area and improved weak-axis properties in comparable heavy sections. |
Can be adequate for lightly or moderately loaded columns, but slenderness and weak-axis buckling may govern. |
Column design must consider effective length, end restraints, local buckling, lateral-torsional effects, and the applicable design code. |
| Weight Efficiency |
Heavy H sections can carry substantial axial and bending loads, but may weigh more than a suitably deep I beam for a single-axis bending application. |
Often weight-efficient for long-span, gravity-loaded beams when lateral restraint is provided and depth is available. |
Compare strength and deflection at the required span; the lightest section is not automatically the most economical after connections and bracing are included. |
| Lateral-Torsional Buckling |
Wide flanges may improve lateral stability, but an unrestrained compression flange can still twist and buckle. |
Generally more sensitive to lateral-torsional buckling when the compression flange is unrestrained. |
Roof decking, purlins, floor slabs, and dedicated braces should be checked as sources of lateral restraint. |
| Connection and Bearing Surface |
Wide flanges make base plates, end plates, clips, seats, and beam-to-column connections easier to arrange in many layouts. |
Narrower flanges can require more compact connection detailing and careful checking of local flange and web stresses. |
Check bolt spacing, weld access, bearing length, web crippling, flange bending, and erection tolerances. |
| Deflection Performance |
Can provide high stiffness, especially in heavy sections with large second moments of area. |
Can provide excellent stiffness-to-weight performance when a deeper section is acceptable. |
Check serviceability limits for roof members, crane girders, mezzanine beams, cladding support, and vibration-sensitive areas. |
| Best General Use in a Warehouse |
Main columns, heavily loaded portal frames, crane runway supports, transfer beams, and members with significant weak-axis demands. |
Secondary roof beams, floor beams, joists, and long-span members where major-axis bending controls. |
Use a structural design calculation for final selection; shape alone does not determine load-bearing capacity. |
| Representative Standard Section |
HEA 300, European wide-flange H section |
IPE 300, European I section |
These standardized sections illustrate the difference in geometry and properties; they are not brand-specific products. |
| Overall Depth |
290 mm |
300 mm |
Similar overall depth allows a useful comparison of flange width, area, stiffness, and mass. |
| Flange Width |
300 mm |
150 mm |
The wider H-beam flange generally improves weak-axis behavior and provides more connection and bearing width. |
| Web Thickness |
8.5 mm |
7.1 mm |
Web thickness affects shear resistance, web buckling, concentrated-load resistance, and connection detailing. |
| Flange Thickness |
14.0 mm |
10.7 mm |
Flange thickness affects local buckling, compression resistance, flange bending, and connection capacity. |
| Cross-Sectional Area |
112.5 cm² |
53.8 cm² |
The larger area of the representative H section gives it greater axial resistance before buckling effects are considered. |
| Mass per Unit Length |
88.3 kg/m |
42.2 kg/m |
Transport, lifting, foundation reactions, and connection forces should be checked when using a heavier section. |
| Major-Axis Second Moment of Area |
18,260 cm⁴ |
8,356 cm⁴ |
A higher value generally indicates greater resistance to major-axis deflection for the same material and span conditions. |
| Minor-Axis Second Moment of Area |
6,310 cm⁴ |
604 cm⁴ |
The representative H section has substantially greater weak-axis stiffness, which is useful for columns and biaxial loading. |
| Major-Axis Elastic Section Modulus |
1,260 cm³ |
557 cm³ |
Section modulus is used with the design bending stress to evaluate elastic bending resistance. |
| Minor-Axis Elastic Section Modulus |
420.7 cm³ |
80.5 cm³ |
The difference demonstrates why wide-flange sections are often preferred where weak-axis bending or buckling is important. |
| Illustrative Steel Weight for a 12 m Member |
Approximately 1,060 kg |
Approximately 506 kg |
Calculated as mass per metre × 12 m; actual fabricated weight includes plates, stiffeners, welds, bolts, and connection components. |
| Load-Bearing Conclusion |
Generally the stronger and stiffer option in the representative comparison, particularly for axial load and weak-axis performance, but also substantially heavier. |
Generally the lighter and more material-efficient option for major-axis bending when lateral restraint and adequate depth are available. |
Final selection must be based on factored loads, span, support conditions, load combinations, steel grade, stability checks, deflection limits, and the governing structural design standard. |
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Note: The representative HEA 300 and IPE 300 values are nominal published geometric properties for standardized European sections. Actual design resistance depends on steel grade, section classification, unbraced length, shear, local buckling, connection behavior, fire requirements, corrosion allowance, and the applicable building code.
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