Scientific basis for determining the load-bearing capacity of pipe-concrete columns, taking into account the maximum permissible deformation

Introduction. Compressed concrete tube elements have already earned a well-deserved place in global construction practice. In Russia, there has also been increased interest in the practical application of concrete tube columns (CTC), particularly in the design of high-rise buildings. These structures possess valuable qualities such as high strength and ductile failure due to large axial deformations in the ultimate limit state. Current design regulations for CTC in Russia, as well as internationally, only contain instructions for calculating their strength using the ultimate limit method, and this calculation does not take into account the deformation properties of the structure. Bearing capacity must be determined not only by considering its strength but also the possible need to limit axial deformation. This paper addresses this issue using centrally compressed elements as an example.

Materials and methods. The strength calculation of short concrete tube columns under central compression using the ultimate limit method is considered. It is known that axial deformations of reinforced concrete columns can reach values that are unacceptable for the serviceability of the supporting framework. The calculation is performed with the option of limiting the ultimate axial deformations to a predetermined value.

Results. A formula was derived for determining the axial deformations of columns in the ultimate limit state, which are assumed to be equal to the deformations of the concrete core under maximum stress. The accuracy of this formula was verified by comparing the calculated deformation values with published experimental data.

Conclusions. The obtained relationships allow us to estimate the deformability of the calculated structure and expand the scope of application of the ultimate stress method to reinforced concrete elements in which the ultimate allowable deformation does not exceed 25 % of the concrete core deformation under maximum stress.

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