HEB700 HEB — European Wide Flange Beam Section Properties

HEB700 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 = 250,796 cm⁴, the strong-axis flexural stiffness is suitable for preliminary sizing of beams and beam-columns.

At 700 mm deep and 241 kg/m, this is a heavy section for primary framing — transfer beams, long-span roof girders, and major bridge stringers.

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: Retail floor beam — heb700

Scenario: Retail space — higher live load for public occupancy per EN 1991-1-1. Simply supported I-section, 16.1 m span, 2.4 m tributary width. Service loads: 4.5 kPa dead + 5.0 kPa live (22.8 kN/m total).

Given:

• Span L = 16100 mm (16.1 m)
• Total service load w = 22.8 kN/m
• Live load portion w_L = 12.0 kN/m
• Section heb700: Ix = 2508.0 × 10⁶ mm⁴, Sx = 7,166,000 mm³, Zx = 8,132,000 mm³
• Steel: fy = 355 MPa, E = 210,000 MPa
• Design moment resistance: φMn = 0.9 × Zx × fy = 2,887 kN·m

Step 1 — Live load deflection:

Δ_LL = 5 w_L L⁴ / (384 E Ix)

Δ_LL = 5 × 12.0 × (16100)⁴ / (384 × 210000 × 2,507,960,000)

Δ_LL = 19.9 mm

Step 2 — Deflection limit (L/300):

Δ_limit = L / 300 = 16100 / 300 = 53.7 mm

Step 3 — Dead + live deflection:

Δ_total = 37.9 mm

Step 4 — Design check:

✓ Live load deflection is within the L/300 limit.

Verify the design moment M*_Ed (from factored loads 1.35G + 1.5Q per EN 1993) does not exceed φMn = 2,887 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.