The EA 65×65×5 is a steel section with a mass of 5 kg/m, an overall depth of 65 mm and width of 65 mm. It has a cross-sectional area of 6.4 cm², a second moment of area Iᵧ of 25.5 cm⁴, an elastic modulus Wₑₗ,ᵧ of 5.39 cm³, tabulated by CivilAxis from EN 10056 · Continental Steel.
Mass
5 kg/m
Depth
65 mm
Width
65 mm
Area
6.4 cm²
Ask about capacity, buckling or detailing for EA 65×65×5.
Dimension symbols for Equal Angle sections. Not to scale.
EA 65×65×5 section properties to EN 10056 · Continental Steel.
Geometry
Depth of section
h
65
Width of section
b
65
Web thickness
tw
5
Flange thickness
tf
5
Root fillet radius
r
9
Toe radius
r2
2.4
Mass and area
Mass per metre
mass
5
Cross-sectional area
A
6.4
Bending about the major axis (y-y)
Area moment of inertia about y-axis
Iy
25.5
Elastic section modulus about y-axis
Wel,y
5.39
Radius of gyration about y-axis
iy
2
Bending about the minor axis (z-z)
Area moment of inertia about z-axis
Iz
25.5
Elastic section modulus about z-axis
Wel,z
5.39
Radius of gyration about z-axis
iz
2
Principal axes
Area moment of inertia about u-u (major principal) axis
Iu
40.3
Area moment of inertia about v-v (minor principal) axis
Iv
10.6
Radius of gyration about u-u axis
iu
2.51
Radius of gyration about v-v axis
iv
1.29
Elastic section modulus about u-u axis
Wel,u
5.39
Elastic section modulus about v-v axis
Wel,v
5.39
Detailing dimensions
Centroid distance from back of leg (y)
cy
1.77
Centroid distance from back of leg (z)
cz
1.77
Common questions about EA 65×65×5
EA 65×65×5 has a mass of 5 kg/m, tabulated to EN 10056. A 12 m length therefore weighs about 60 kg, which is the figure to use for a steel take-off or when checking a lift.
EA 65×65×5 has a depth of 65 mm, a width of 65 mm, a web thickness of 5 mm, a flange thickness of 5 mm, with a cross-sectional area of 6.4 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 5.39 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 25.5 cm⁴, and about the minor axis Iz is 25.5 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 2 cm about the major axis and iz is 2 cm about the minor axis. Column buckling is governed by the SMALLER value: the slenderness is lambda = L_cr / i, so with iz = 2 cm a 0.2 m effective length already gives lambda = 100. Minor-axis buckling almost always controls unless the weak axis is restrained.
