GNGTS 2024 - Atti del 42° Convegno Nazionale

Session 2.2 GNGTS 2024 Fig. 3 – Normalised displacements of the main South façade for Group 1 and Group 2 loading configuraCons in posiCve (a and b) and negaCve (c and d) direcCons. Furthermore, Table 2 shows the influence of the reinforcement on the maximum base shear F max and the maximum displacement d max of the control point in the center of mass of the top floor. The results were considered in terms of percentage variaCon compared to the TF-UR- NG case. The high displacements of the TF-UR-G case are due to the premature collapse of a shear wall, as already seen in Fig. 3. The effect is visible in the decrease in the total force at the base compared to the TF-UR-NG case. The reinforced cases exhibit a slight increase in the maximum base shear, due to the improved distribuCon of the seismic forces on the resistant structures. Furthermore, in most cases, the ulCmate displacement decreases. It is worth noCcing that this is not a decrease in the ducClity of the structure, which is low because its global response is governed by brible shear failures. The smaller displacement is due to the greater sCffness of the reinforced floors. As already seen in Fig. 3, the CLT case in the negaCve direcCon has an excellent performance. It limits the out-of-plane displacements of the south façade and, at the same Cme, the