EHS 250×125×6.3 - Section Properties

EHS 250×125×6.3 has a mass of 28.2 kg/m, tabulated to BS EN 10210-2:2006. A 12 m length therefore weighs about 338 kg, which is the figure to use for a steel take-off or when checking a lift.

EHS 250×125×6.3 has a depth of 250 mm, a width of 125 mm, a wall thickness of 6.3 mm, with a cross-sectional area of 35.9 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 246 cm³, and the elastic modulus Wel,y is 176 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 87 kNm before any stability check.

The second moment of area about the major axis, Iy, is 2,210 cm⁴, and about the minor axis Iz is 742 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 7.84 cm about the major axis and iz is 4.55 cm about the minor axis. Column buckling is governed by the SMALLER value: the slenderness is lambda = L_cr / i, so with iz = 4.55 cm a 0.5 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 2,220 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.