PSI - Issue 78

Franco Braga et al. / Procedia Structural Integrity 78 (2026) 285–292

291

Fig.6 . R for buildings without a stiffening core (a and c) and with a stiffening core (b and d) when varying the number of storeys and PGA for different configurations of the structural mesh.

With reference to the tension states of the decks evaluated with the procedure illustrated up to now, Tab.1 shows the values of the parameter ∆ d which represents the difference, in percentage, between the displacements calculated considering the real stiffness of the decks in their own storey and the displacements resulting from the hypothesis of an infinitely rigid floor; in order to obtain a precautionary estimate of ∆ d, the stiffness of the concrete slab was evaluated assuming the concrete section to be 50%.

∆ d (%) (max) (slab 4 cm)

∆ d (%) (floor no. 1) (slab 4 cm)

∆ d (%) (max) (slab 3 cm)

∆ d (%) (floor no. 1) (slab 3 cm)

R= τ c /f ctd (max) 419.5% 377.6% 301.2% 285.7% 275.5% 151.0% 145.6% 113.2%

R= τ c /f ctd (%) (floor no. 1)

pillars mesh no. floors

3.51% 3.79% 3.35% 4.61% 4.12% 5.32% 4.55% 4.69%

20x5 20x5 10x5

8 4 8 8 6 8 6 2

41.8% 73.9% 40.2% 56.5% 53.7% 64.9% 55.1% 47.9%

2.63% 4.02% 2.51% 3.46% 3.09% 3.99% 3.41% 4.90%

2.63% 3.51% 2.84% 5.36% 2.51% 3.35% 3.46% 4.61% 3.09% 4.12% 3.99% 5.32% 3.41% 4.55% 3.52% 6.53%

8x4 8x4 4x3 4x3 4x3

Tab.1 . Values of the parameter ∆ d recorded in the various cases investigated.