As a peculiarity of this structure, the building has an atrium that is ‘hung’ from the main structure by a sliding grip at the bottom. The decoupling of the inclined poles was chosen, because at the action of the earthquake in the longitudinal direction, in VE direction, through the great efforts, the long buckling length of the pole (approx. 30m) – and the absence of lateral connections (because it was desired to obtain an open architectural view), would have resulted in a very large section. Thus, by decoupling the columns, the size of the section resulted from a calculation to limit the vibrations to the action of the wind.

In the conditions of the short delivery term of the building, the optimal structural solution was the one in which the metal skeleton made up of pillars and beams was completed with walls and reinforced concrete floors. By combining the two materials, both the speed of execution of the metal structure and the lower price of the reinforced concrete elements were highlighted. Also in the sense of optimizing the resistance structure, we opted for an enclosure made with secant piles and with only a row of sprays arranged at the level of the canopy beam.

According to studies conducted for several buildings, it turned out that the optimal solution from a structural point of view with minimal implications on the architecture and functionality of the building, is the mixed solution reinforced concrete – rolled steel.