EHS 500×250×10 - Section Properties

EHS 500×250×10 has a mass of 90 kg/m, tabulated to BS EN 10210-2:2006. A 12 m length therefore weighs about 1080 kg, which is the figure to use for a steel take-off or when checking a lift.

EHS 500×250×10 has a depth of 500 mm, a width of 250 mm, a wall thickness of 10 mm, with a cross-sectional area of 115 cm². These are the nominal dimensions from BS EN 10210-2:2006; rolling tolerances apply to the delivered section.

The plastic section modulus about the major axis, Wpl,y, is 1,590 cm³, and the elastic modulus Wel,y is 1,140 cm³. Wpl,y is what sets the moment capacity of a Class 1 or 2 section: M_pl,Rd = Wpl,y x f_y / gamma_M0, so at S355 with gamma_M0 = 1.0 this section reaches about 564 kNm before any stability check.

The second moment of area about the major axis, Iy, is 28,500 cm⁴, and about the minor axis Iz is 9,680 cm⁴. Iy is the value deflection depends on - for a simply supported beam under a uniform load, the midspan deflection is 5wL⁴/384EIy - so on spans where a deflection limit governs rather than strength, this is the number that decides the section.

iy is 15.8 cm about the major axis and iz is 9.19 cm about the minor axis. Column buckling is governed by the SMALLER value: the slenderness is lambda = L_cr / i, so with iz = 9.19 cm a 0.9 m effective length already gives lambda = 100. Minor-axis buckling almost always controls unless the weak axis is restrained.

The St Venant torsion constant It is 29,000 cm⁴. Closed sections carry torsion in a shear flow around the perimeter, which makes them far stiffer in torsion than an open section of the same weight and is usually why one is specified.