Stability Analysis of Double Angles
Tips & Tricks
Diagonals of double angles are used for pipe bridge construction or for truss girders, among other things. They are usually subjected to tension, but it is necessary to transfer them in smaller compression forces with regard to the load application. Especially in the case of slender diagonals, you should consider also the bending due to self‑weight.
From a structural point of view, this usually concerns hinged members, so the stability analysis should be performed as the equivalent member design. However, it is not possible with these boundary conditions because EN 1993‑1‑1, Clause 6.3.3, allows only double-symmetric cross‑sections for members subjected to compression and bending.
In this case, RF‑/STEEL EC3 attempts to perform the analysis according to the General Method in compliance with Clause 6.3.4. However, this is also limited to certain shapes of cross‑sections, depending on the National Annex (for example only I‑section in Germany). Furthermore, the General Method does not take into account the design of buckling about the y‑axis, which represents the minor axis in the case of double angles.
Therefore, the analysis is usually performed as a cross‑section design with internal forces according to the second‑order analysis using imperfections. For this, deactivate the stability analysis in the “Details” dialog box of RF‑/STEEL EC3 and instead, select the “Use γM1 for determination of cross‑section resistances” check box in the “Ultimate Limit State” tab.
If you want to include the lateral-torsional buckling effect, enable the General Method for non I‑sections. You can adjust this setting under “National Annex.”
In the case of diagonals with low slenderness, the best option is the equivalent member analysis according to Clause 6.3.1. For this, it is necessary to change the member type to “Truss (only N)” in RFEM or RSTAB. In addition, the member must not include any imperfections.
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