The EA 150×150×8 is a steel section with a mass of 18 kg/m, an overall depth of 150 mm and width of 150 mm. It has a cross-sectional area of 23.8 cm², a second moment of area Iᵧ of 518 cm⁴, an elastic modulus Wₑₗ,ᵧ of 46.9 cm³, tabulated by CivilAxis from EN 10056 · Continental Steel.
Mass
18 kg/m
Depth
150 mm
Width
150 mm
Area
23.8 cm²
Ask about capacity, buckling or detailing for EA 150×150×8.
Dimension symbols for Equal Angle sections. Not to scale.
EA 150×150×8 section properties to EN 10056 · Continental Steel.
Geometry
Depth of section
h
150
Width of section
b
150
Web thickness
tw
8
Flange thickness
tf
8
Root fillet radius
r
16
Toe radius
r2
4.8
Mass and area
Mass per metre
mass
18
Cross-sectional area
A
23.8
Bending about the major axis (y-y)
Area moment of inertia about y-axis
Iy
518
Elastic section modulus about y-axis
Wel,y
46.9
Radius of gyration about y-axis
iy
4.66
Bending about the minor axis (z-z)
Area moment of inertia about z-axis
Iz
518
Elastic section modulus about z-axis
Wel,z
46.9
Radius of gyration about z-axis
iz
4.66
Principal axes
Area moment of inertia about u-u (major principal) axis
Iu
820
Area moment of inertia about v-v (minor principal) axis
Iv
215
Radius of gyration about u-u axis
iu
5.87
Radius of gyration about v-v axis
iv
3.01
Elastic section modulus about u-u axis
Wel,u
46.9
Elastic section modulus about v-v axis
Wel,v
46.9
Detailing dimensions
Centroid distance from back of leg (y)
cy
3.97
Centroid distance from back of leg (z)
cz
3.97
Common questions about EA 150×150×8
EA 150×150×8 has a mass of 18 kg/m, tabulated to EN 10056. A 12 m length therefore weighs about 216 kg, which is the figure to use for a steel take-off or when checking a lift.
EA 150×150×8 has a depth of 150 mm, a width of 150 mm, a web thickness of 8 mm, a flange thickness of 8 mm, with a cross-sectional area of 23.8 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 46.9 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 518 cm⁴, and about the minor axis Iz is 518 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 4.66 cm about the major axis and iz is 4.66 cm about the minor axis. Column buckling is governed by the SMALLER value: the slenderness is lambda = L_cr / i, so with iz = 4.66 cm a 0.5 m effective length already gives lambda = 100. Minor-axis buckling almost always controls unless the weak axis is restrained.
