Notably, the slab-supporting column connections have been shown to be vulnerable to high shear stresses and this might bring about brittle and sudden punching shear failures .
As a consequence, various researches have been conducted to investigate the applicability of existing empirical approaches and modify them to predict the punching shear capacity of FRP-reinforced slabs [1, 10, 15, 16].
Recently, machine learning has been proved to provide a feasible alternative for modeling the punching shear capacity of FRP-reinforced slabs [6, 9, 15, 17].
Thus, brittle punching shear failure can occur owing to stress concentration near the column-slab joint.
To assess shear performance, experiments were designed to induce a punching shear failure before bending failure.
Regan and Rezai-Jorabi (1988) point out that in the first case, it is assumed a constant shear distribution along the width of the slab, and that for punching shear, it is considered a polar-symmetric distribution of shear.
slab M-12-480, in which punching shear failure occurred with almost no flexural cracking.
The punching shear failure of the slab-to-column or the footing-to-column connection is undesirable, since it results in a brittle and catastrophic failure of the concrete structures.
This study focused on punching shear behavior of the footing-to-column connection.
This paper analyses the compliance of the design codes calculation methods for punching shear resistance in reinforced concrete slabs STR 2.05.05:2005, E DIN 1045-1, ENV 1992-1-1 EC 2, prEN 1992-1 [Final draft] EC 2, Model Code CEB-FIP 1990, BS 8110, ACI 318-99 to the experimental data.
It has been determined that almost in all cases the difference between the punching shear resistance results received experimentally and theoretically is statistically significant.