Abstract
The article deals with failure analysis of collapsed parking garage building due to punching shear failure of the roof slab. Overloading of the roof slab-column connections led to the progressive collapse of the five-story building. The reason of the failure is known however, answer how the structure could withstand such a high level of overloading for 8 months when the ratio of design values of shear force vs. punching capacity βVEd/VRd reached a value of 3.9 provides the article. The design equations for prediction punching capacity, e.g. the EC2 or ACI 318–19 model, are empirical models calibrated using results of the tests carried out on isolated slab specimens. Therefore, they do not allow take into account the favourable effect of membrane forces and redistribution of bending moments in continuous flat slabs. Application of the Critical Shear Crack Theory (CSCT) in combination with non-linear finite element analysis has shown actual punching shear capacity of the system.
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