Structures react differently to wind action depending on stiffness, mass, and damping. A basic distinction is made between buildings that are prone to vibration and those that are not.
In the case of plate structures, it is always necessary to consider realistic definition support conditions. Depending on the way of defining the flexibility of the supports, clear differences may occur in the results.
In the case of a post-critical failure, a substantial change occurs in the geometry of a structure. After reaching the instability of the equilibrium, a stable, strength position is reached again. The post-critical analysis requires an experimental approach. It is necessary to manually load the structure in increments, step by step.
For the ultimate limit state design, EN 1998-1 Section 2.2.2 and 4.4.2.2 [1] requires the calculation considering the second-order theory (P-Δ effect). This effect may be neglected only if the interstory drift sensitivity coefficient θ is less than 0.1.