The EA 20×20×3 is a steel section with a mass of 0.885 kg/m, an overall depth of 20 mm and width of 20 mm. It has a cross-sectional area of 1.11 cm², a second moment of area Iᵧ of 0.381 cm⁴, an elastic modulus Wₑₗ,ᵧ of 0.271 cm³, tabulated by CivilAxis from EN 10056 · Continental Steel.
Mass
0.885 kg/m
Depth
20 mm
Width
20 mm
Area
1.11 cm²
Ask about capacity, buckling or detailing for EA 20×20×3.
Dimension symbols for Equal Angle sections. Not to scale.
EA 20×20×3 section properties to EN 10056 · Continental Steel.
Geometry
Depth of section
h
20
Width of section
b
20
Web thickness
tw
3
Flange thickness
tf
3
Root fillet radius
r
3.5
Toe radius
r2
2.4
Mass and area
Mass per metre
mass
0.885
Cross-sectional area
A
1.11
Bending about the major axis (y-y)
Area moment of inertia about y-axis
Iy
0.381
Elastic section modulus about y-axis
Wel,y
0.271
Radius of gyration about y-axis
iy
0.585
Bending about the minor axis (z-z)
Area moment of inertia about z-axis
Iz
0.381
Elastic section modulus about z-axis
Wel,z
0.271
Radius of gyration about z-axis
iz
0.585
Principal axes
Area moment of inertia about u-u (major principal) axis
Iu
0.601
Area moment of inertia about v-v (minor principal) axis
Iv
0.16
Radius of gyration about u-u axis
iu
0.735
Radius of gyration about v-v axis
iv
0.38
Elastic section modulus about u-u axis
Wel,u
0.271
Elastic section modulus about v-v axis
Wel,v
0.271
Detailing dimensions
Centroid distance from back of leg (y)
cy
0.593
Centroid distance from back of leg (z)
cz
0.593
Common questions about EA 20×20×3
EA 20×20×3 has a mass of 0.885 kg/m, tabulated to EN 10056. A 12 m length therefore weighs about 11 kg, which is the figure to use for a steel take-off or when checking a lift.
EA 20×20×3 has a depth of 20 mm, a width of 20 mm, a web thickness of 3 mm, a flange thickness of 3 mm, with a cross-sectional area of 1.11 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 0.271 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 0.381 cm⁴, and about the minor axis Iz is 0.381 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 0.585 cm about the major axis and iz is 0.585 cm about the minor axis. Column buckling is governed by the SMALLER value: the slenderness is lambda = L_cr / i, so with iz = 0.585 cm a 0.1 m effective length already gives lambda = 100. Minor-axis buckling almost always controls unless the weak axis is restrained.
