The EA 150×150×19 is a steel section with a mass of 41.9 kg/m, an overall depth of 150 mm and width of 150 mm. It has a cross-sectional area of 53.8 cm², a second moment of area Iᵧ of 1109 cm⁴, an elastic modulus Wₑₗ,ᵧ of 105 cm³, tabulated by CivilAxis from EN 10056 · Continental Steel.
Mass
41.9 kg/m
Depth
150 mm
Width
150 mm
Area
53.8 cm²
Ask about capacity, buckling or detailing for EA 150×150×19.
Dimension symbols for Equal Angle sections. Not to scale.
EA 150×150×19 section properties to EN 10056 · Continental Steel.
Geometry
Depth of section
h
150
Width of section
b
150
Web thickness
tw
19
Flange thickness
tf
19
Root fillet radius
r
16
Toe radius
r2
4.8
Mass and area
Mass per metre
mass
41.9
Cross-sectional area
A
53.8
Bending about the major axis (y-y)
Area moment of inertia about y-axis
Iy
1109
Elastic section modulus about y-axis
Wel,y
105
Radius of gyration about y-axis
iy
4.54
Bending about the minor axis (z-z)
Area moment of inertia about z-axis
Iz
1109
Elastic section modulus about z-axis
Wel,z
105
Radius of gyration about z-axis
iz
4.54
Principal axes
Area moment of inertia about u-u (major principal) axis
Iu
1756
Area moment of inertia about v-v (minor principal) axis
Iv
462
Radius of gyration about u-u axis
iu
5.71
Radius of gyration about v-v axis
iv
2.93
Elastic section modulus about u-u axis
Wel,u
105
Elastic section modulus about v-v axis
Wel,v
105
Detailing dimensions
Centroid distance from back of leg (y)
cy
4.42
Centroid distance from back of leg (z)
cz
4.42
Common questions about EA 150×150×19
EA 150×150×19 has a mass of 41.9 kg/m, tabulated to EN 10056. A 12 m length therefore weighs about 503 kg, which is the figure to use for a steel take-off or when checking a lift.
EA 150×150×19 has a depth of 150 mm, a width of 150 mm, a web thickness of 19 mm, a flange thickness of 19 mm, with a cross-sectional area of 53.8 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 105 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 1,109 cm⁴, and about the minor axis Iz is 1,109 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 4.54 cm about the major axis and iz is 4.54 cm about the minor axis. Column buckling is governed by the SMALLER value: the slenderness is lambda = L_cr / i, so with iz = 4.54 cm a 0.5 m effective length already gives lambda = 100. Minor-axis buckling almost always controls unless the weak axis is restrained.
