ABSTRACT
Previous studies have been carried out on a 3D finite element model of the tower (D’Ambrisi et al. 2012).
With the aim of performing analyses with SLA, a 2D plane stress model of the tower has been set up and preliminarily validated through NLFEA by comparing results of a pushover analysis with the results obtained from the 3D model. Firstly the nonlinear behavior of the masonry in tension is modeled by a Total Strain Fixed Crack Model (Feenstra et al. 1998).The behavior in compression is assumed as linear elastic. Subsequently, the nonlinear compressive behavior has been considered by assuming elastic-plastic behavior. In both cases, the comparison of the results obtained with the two different models has been done by considering the pushover curves and damage patterns and reasonable agreement has been found. All the performed analyses have shown a very brittle collapse, with no substantial softening branch and no convergence of the NLFEA after the attainment of the peak load (Fig. 2).
