The EA 250×250×25 is a steel section with a mass of 93.7 kg/m, an overall depth of 250 mm and width of 250 mm. It has a cross-sectional area of 120 cm², a second moment of area Iᵧ of 7030 cm⁴, an elastic modulus Wₑₗ,ᵧ of 394 cm³, tabulated by CivilAxis from EN 10056 · Continental Steel.
Mass
93.7 kg/m
Depth
250 mm
Width
250 mm
Area
120 cm²
Ask about capacity, buckling or detailing for EA 250×250×25.
Dimension symbols for Equal Angle sections. Not to scale.
EA 250×250×25 section properties to EN 10056 · Continental Steel.
Geometry
Depth of section
h
250
Width of section
b
250
Web thickness
tw
25
Flange thickness
tf
25
Root fillet radius
r
20
Toe radius
r2
4.8
Mass and area
Mass per metre
mass
93.7
Cross-sectional area
A
120
Bending about the major axis (y-y)
Area moment of inertia about y-axis
Iy
7030
Elastic section modulus about y-axis
Wel,y
394
Radius of gyration about y-axis
iy
7.67
Bending about the minor axis (z-z)
Area moment of inertia about z-axis
Iz
7030
Elastic section modulus about z-axis
Wel,z
394
Radius of gyration about z-axis
iz
7.67
Principal axes
Area moment of inertia about u-u (major principal) axis
Iu
11170
Area moment of inertia about v-v (minor principal) axis
Iv
2891
Radius of gyration about u-u axis
iu
9.67
Radius of gyration about v-v axis
iv
4.92
Elastic section modulus about u-u axis
Wel,u
394
Elastic section modulus about v-v axis
Wel,v
394
Detailing dimensions
Centroid distance from back of leg (y)
cy
7.14
Centroid distance from back of leg (z)
cz
7.14
Common questions about EA 250×250×25
EA 250×250×25 has a mass of 93.7 kg/m, tabulated to EN 10056. A 12 m length therefore weighs about 1124 kg, which is the figure to use for a steel take-off or when checking a lift.
EA 250×250×25 has a depth of 250 mm, a width of 250 mm, a web thickness of 25 mm, a flange thickness of 25 mm, with a cross-sectional area of 120 cm². These are the nominal dimensions from EN 10056; rolling tolerances apply to the delivered section.
The elastic section modulus about the major axis, Wel,y, is 394 cm³. Angles are tabulated about their principal (u-u and v-v) axes rather than a plastic major-axis modulus, so the elastic value is the one to design from unless you are working from the principal-axis properties directly.
The second moment of area about the major axis, Iy, is 7,030 cm⁴, and about the minor axis Iz is 7,030 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 7.67 cm about the major axis and iz is 7.67 cm about the minor axis. Column buckling is governed by the SMALLER value: the slenderness is lambda = L_cr / i, so with iz = 7.67 cm a 0.8 m effective length already gives lambda = 100. Minor-axis buckling almost always controls unless the weak axis is restrained.
