HEB340 HEB — European Wide Flange Beam Section Properties

HEB340 is a European HEB (Wide Flange Beam) per EN 10365 (successor to DIN 1025 / EN 10034) hot-rolled structural steel section. Standard European HEB dimensions per EN 10365. Verify against ArcelorMittal / Tata Steel section catalog.

Dimensions (Metric)

Elastic Section Properties (Metric)

Torsional Properties

Section Profile Summary

This is a standard hot-rolled I-section profile covered by EN 1993. The tabulated section properties are computed from the nominal dimensions per the governing material standard. With Ix = 35,385 cm⁴, the strong-axis flexural stiffness is suitable for preliminary sizing of beams and beam-columns.

At 340 mm deep, this section is common for floor beams, portal frame rafters, and columns in commercial and industrial buildings.

Key Design Checks (EN 1993)

Design Notes

• Compactness: Verify flange and web slenderness against EN 1993 Table B4.1 classification limits for the governing load case (pure compression, pure flexure, or combined).
• Combined loading: For members under simultaneous axial force and bending, use the interaction equations in EN 1993 Section H. The governing equation depends on the ratio of required to available axial strength.
• Connection limit states: Check bolt bearing, tear-out, block shear, and weld strength at all connections. The governing connection limit state often controls the member size selection.

Verification (EN 1993): All designs using this section must be verified by a licensed Professional Engineer. Before finalizing member selection, check beam-column interaction (P-M), lateral-torsional buckling, serviceability deflections, and all connection limit states. See Engineering Disclaimer.

Worked Example: Roof beam (flat roof) — heb340

Scenario: Flat roof with services — allowance for mechanical units and drainage. Simply supported I-section, 6.8 m span, 3.6 m tributary width. Service loads: 2.0 kPa dead + 1.5 kPa live (12.6 kN/m total).

Given:

• Span L = 6800 mm (6.8 m)
• Total service load w = 12.6 kN/m
• Live load portion w_L = 5.4 kN/m
• Section heb340: Ix = 353.9 × 10⁶ mm⁴, Sx = 2,081,000 mm³, Zx = 2,319,000 mm³
• Steel: fy = 355 MPa, E = 210,000 MPa
• Design moment resistance: φMn = 0.9 × Zx × fy = 823 kN·m

Step 1 — Live load deflection:

Δ_LL = 5 w_L L⁴ / (384 E Ix)

Δ_LL = 5 × 5.4 × (6800)⁴ / (384 × 210000 × 353,850,000)

Δ_LL = 2.0 mm

Step 2 — Deflection limit (L/250):

Δ_limit = L / 250 = 6800 / 250 = 27.2 mm

Step 3 — Dead + live deflection:

Δ_total = 4.7 mm

Step 4 — Design check:

✓ Live load deflection is within the L/250 limit.

Verify the design moment M*_Ed (from factored loads 1.35G + 1.5Q per EN 1993) does not exceed φMn = 823 kN·m. Also confirm shear resistance and bearing details at the supports.

Related Resources

• Steel Beam Capacity Calculator
• Column Capacity Calculator
• Beam Deflection Calculator
• Section Properties Calculator
• Steel Grades Reference
• Section Comparison Tool

Design Resources

• Section Properties Lookup — Compare with similar sections
• Steel Beam Sizes Reference — Standard beam dimensions

Educational reference only. Verify all section properties against the current EN 1993 Manual and mill certificates before design. Results are PRELIMINARY — NOT FOR CONSTRUCTION.