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This paper presents studies carried out on physical models and numerical analyses aimed at determining the equivalent pure torsion second moment of area of built-up steel columns laced in a single plane, with the lacing located on the symmetry axis of the column cross-section. Such columns are used in overhead contact line supporting structures and in industrial halls. In order to determine the spatial stability critical loads for such columns one needs to know their pure torsion rigidity. The experimental research were carried out on single-span column models fork-restrained at their ends and subjected to a concentrated twisting moment applied at the mid-span. Among other things, the dependence between the torsion angle of the column’s mid-section and the twisting moment load was determined. A similar column model was studied numerically using the finite element method and the ABAQUS software. The experimental and numerical results and the results obtained by solving a proper differential equation for the non-uniform torsion of the column, formulated in terms of the Vlasov theory, were found to be in good agreement. Also the effect of the lacing of the column with a solid web with an equivalent thickness was analysed. In addition, extensive parametric analyses of similar columns, but with a wider range of cross-sections, subjected to pure torsion were carried out using the SOFiSTiK software. The aim was to devise practical formulas for calculating the equivalent pure torsion second moment of area on the basis of the cross-section. These relations ( I T ‾ ) together with sectorial second moment of area allow to calculate the critical load capacity of spatial stability (lateral and flexural–torsional buckling) of the considered columns. Practical conclusions have been drawn. [ABSTRACT FROM AUTHOR]

The paper presents the results of experimental testing on specimens and numerical analysis aimed at determining the load-bearing capacity and the critical moment of elastic lateral-torsional buckling of bent two-chord steel columns with a single lacing plane, located in the symmetrical axis of their cross-section. Uses of such built-up members include columns in industrial halls. Experimental tests were carried out on approximately 1:2 scale models, supported by single-span forks with cantilevers, subjected to concentrated forces applied at their ends. In the model tests, the critical resistance to lateral–torsional buckling and the load-bearing capacity were determined for the elements subjected to pure bending. An equivalent bar model was used for numerical analysis using the finite element method supported by ABAQUS software. The results of experimental testing and numerical analysis were found to be well-aligned with one another. The equivalent torsion section constant for the two-chord section analysed was determined by comparing the results of experimental testing to numerical calculations. The results were obtained by solving the appropriate differential equation for lateral–torsional buckling as formulated in Vlasov's theory. The paper presents conclusions relating to implementation of the results in designing applications. • Lateral–torsional buckling of steel built-up columns with lacing in a single plane. • Load-bearing capacity of steel two-chord single laced columns subjected to bending. • Torsion section constant of steel built-up two-chord single laced members. • Comparison of numerical models made of solid and shell finite elements. [ABSTRACT FROM AUTHOR]