Equal Angles - Back to Back (EA) - Section Properties Table

What is in the EA table

This page lists every Equal Angles - Back to Back size to BS EN 1993-1-1:2005 / BS EN 10056-1:1999, with the full set of section properties for each one. The table is sortable on any column and searchable by designation, and each size links to its own page with the complete property set, a worked capacity check and dimensions for detailing.

Sizes in this table

33

Mass range (kg/m)

6.1 to 142.0 - from EA 50×50×4 BtB up to EA 200×200×24 BtB

Major-axis stiffness, I (cm⁴)

17.9 to 6,660 - a factor of 372 across the range

Published to

BS EN 1993-1-1:2005 / BS EN 10056-1:1999

The spread is worth noticing: the heaviest EA weighs 23.2x the lightest but carries roughly 372x the major-axis stiffness. Bending stiffness grows far faster than weight, which is the whole reason the range is shaped this way - going deeper buys stiffness much more cheaply than going heavier.

How to read an EA designation

An equal angle is called out as leg × leg × thickness in millimetres - EA 90×90×12 BtB. Both legs are the same length, so the section is symmetric about its 45° axis.

An angle's strong and weak axes are NOT the axes of its legs. Its principal axes (u-u and v-v) are rotated, and v-v is the true weak axis that governs buckling - which is why the table above publishes u-u/v-v properties alongside the rectangular y-y/z-z set.

What each column in the table means

The table above publishes 8 properties for every EA Back to Back size. These are the ones that decide a design:

Mass per metre

Self-weight of the section, and the basis on which steel is bought - so it is the first cost signal when comparing two sections that both pass.

Cross-sectional area, A

Governs axial capacity and, with mass, tells you how efficiently the shape uses its steel.

Second moment of area, I (major axis)

Resistance to bending about the strong axis. It is what deflection is proportional to, so a serviceability check is driven by this number rather than by strength.

Second moment of area about the minor axis

The weak-axis stiffness. It sets lateral-torsional buckling behaviour and matters whenever the compression flange is not continuously restrained.

Elastic section modulus, Wel

Moment capacity while the extreme fibre stays elastic - the value to use for a Class 3 section, and for any check where yielding is not permitted.

Radius of gyration, i

The slenderness term: effective length divided by i gives the slenderness that drives buckling. The minor-axis value normally governs a column.

Every one of these is a property of the shape alone. None of them depends on the steel grade - grade enters only when a property is multiplied by a design strength to give a capacity, which is what the Capacity tab above does.

Choosing an EA size

Which property governs depends on what is being checked, and it is rarely the one people reach for first:

Bending strength

Compare plastic modulus Wpl for Class 1 and 2 sections, elastic Wel for Class 3. Depth buys this cheaply.

Deflection

Compare second moment of area I. A section that passes strength can still fail serviceability, and this is usually the check that decides the size.

Compression

Compare the MINOR-axis radius of gyration. A deep section with a narrow flange is efficient in bending and poor as a column.

Torsion

Compare J. If the load is genuinely torsional, a closed section beats an open one so decisively that the comparison is rarely close.

Cost

Compare mass per metre first, then surface area per metre - protective treatment is charged by area, not weight.

Elastic section modulus

$W_{el} = \frac{I}{c}$

Radius of gyration

$i = \sqrt{\frac{I}{A}}$

Slenderness

$\lambda = \frac{L_{cr}}{i}$

Open the Capacity tab above with a size selected to run these as a full EC3 check rather than comparing the raw properties by eye.

Common questions about EA sections