The EA 20×20×3 is a equal angle with a mass of 0.882 kg/m, an overall depth of 20 mm and width of 20 mm. It has a cross-sectional area of 1.12 cm², a second moment of area Iᵧ of 0.392 cm⁴, an elastic modulus Wₑₗ,ᵧ of 0.279 cm³, tabulated by CivilAxis from BS EN 1993-1-1:2005 / BS EN 10056-1:1999 (SCI P363 Blue Book).
Mass
0.882 kg/m
Depth
20 mm
Width
20 mm
Area
1.12 cm²
Ask about capacity, buckling or detailing for EA 20×20×3.
EA 20×20×3 section properties to BS EN 1993-1-1:2005 / BS EN 10056-1:1999.
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
1.75
Mass and area
Mass per metre
mass
0.882
Cross-sectional area
A
1.12
Bending about the major axis (y-y)
Area moment of inertia about y-axis
Iy
0.392
Elastic section modulus about y-axis
Wel,y
0.279
Radius of gyration about y-axis
iy
0.59
Bending about the minor axis (z-z)
Area moment of inertia about z-axis
Iz
0.392
Elastic section modulus about z-axis
Wel,z
0.279
Radius of gyration about z-axis
iz
0.59
Principal axes
Area moment of inertia about u-u (major principal) axis
Iu
0.618
Area moment of inertia about v-v (minor principal) axis
Iv
0.165
Radius of gyration about u-u axis
iu
0.742
Radius of gyration about v-v axis
iv
0.383
Elastic section modulus about u-u axis
Wel,u
0.279
Elastic section modulus about v-v axis
Wel,v
0.279
Torsion and warping
Torsion constant (St Venant)
It
0.0382
Detailing dimensions
Centroid distance from back of leg (y)
cy
0.598
Centroid distance from back of leg (z)
cz
0.598
Common questions about EA 20×20×3
EA 20×20×3 has a mass of 0.882 kg/m, tabulated to BS EN 1993-1-1:2005 / BS EN 10056-1:1999. 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 1.12 cm². These are the nominal dimensions from BS EN 1993-1-1:2005 / BS EN 10056-1:1999; rolling tolerances apply to the delivered section.
The elastic section modulus about the major axis, Wel,y, is 0.279 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 0.392 cm⁴, and about the minor axis Iz is 0.392 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 0.59 cm about the major axis and iz is 0.59 cm about the minor axis. Column buckling is governed by the SMALLER value: the slenderness is lambda = L_cr / i, so with iz = 0.59 cm a 0.1 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 0.038 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.
