The EA 200×200×20 is a steel section with a mass of 59.9 kg/m, an overall depth of 200 mm and width of 200 mm. It has a cross-sectional area of 76.6 cm², a second moment of area Iᵧ of 2877 cm⁴, an elastic modulus Wₑₗ,ᵧ of 201 cm³, tabulated by CivilAxis from EN 10056 · Continental Steel.
Mass
59.9 kg/m
Depth
200 mm
Width
200 mm
Area
76.6 cm²
Ask about capacity, buckling or detailing for EA 200×200×20.
Dimension symbols for Equal Angle sections. Not to scale.
EA 200×200×20 section properties to EN 10056 · Continental Steel.
Geometry
Depth of section
h
200
Width of section
b
200
Web thickness
tw
20
Flange thickness
tf
20
Root fillet radius
r
18
Toe radius
r2
4.8
Mass and area
Mass per metre
mass
59.9
Cross-sectional area
A
76.6
Bending about the major axis (y-y)
Area moment of inertia about y-axis
Iy
2877
Elastic section modulus about y-axis
Wel,y
201
Radius of gyration about y-axis
iy
6.13
Bending about the minor axis (z-z)
Area moment of inertia about z-axis
Iz
2877
Elastic section modulus about z-axis
Wel,z
201
Radius of gyration about z-axis
iz
6.13
Principal axes
Area moment of inertia about u-u (major principal) axis
Iu
4569
Area moment of inertia about v-v (minor principal) axis
Iv
1185
Radius of gyration about u-u axis
iu
7.72
Radius of gyration about v-v axis
iv
3.93
Elastic section modulus about u-u axis
Wel,u
201
Elastic section modulus about v-v axis
Wel,v
201
Detailing dimensions
Centroid distance from back of leg (y)
cy
5.7
Centroid distance from back of leg (z)
cz
5.7
Common questions about EA 200×200×20
EA 200×200×20 has a mass of 59.9 kg/m, tabulated to EN 10056. A 12 m length therefore weighs about 719 kg, which is the figure to use for a steel take-off or when checking a lift.
EA 200×200×20 has a depth of 200 mm, a width of 200 mm, a web thickness of 20 mm, a flange thickness of 20 mm, with a cross-sectional area of 76.6 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 201 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 2,877 cm⁴, and about the minor axis Iz is 2,877 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 6.13 cm about the major axis and iz is 6.13 cm about the minor axis. Column buckling is governed by the SMALLER value: the slenderness is lambda = L_cr / i, so with iz = 6.13 cm a 0.6 m effective length already gives lambda = 100. Minor-axis buckling almost always controls unless the weak axis is restrained.
