PSI - Issue 44

Romina Sisti et al. / Procedia Structural Integrity 44 (2023) 1116–1123 R. Sist et al./ Structural Integrity Procedia 00 (2022) 000 – 000

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Fig. 5. Cracks on the interface between the main facade and the vaults at the ground (a) and first floors (b). Vertical overturning mechanism (c). Vertical arch mechanism (d).

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Fig. 6. A crack that involves the entire thickness of a load-bearing walls (a, b). Damage of non-structural elements (c).

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Fig. 7. a) Damage of the connection of the wooden truss and the masonry wall. b) The collapse of the external layer of the masonry gable and the resulting collapse of the underlying roof structure. c) Collapse of the camorcanna vault of the gallery of Teatro Marchetti.

3.3. Numerical analysis Palazzo Comunale is a part of a masonry complex, however, given the historical evolution of the complex and the structural morphology of the units that made it up, it was possible to consider Palazzo Comunale disconnected from the rest of the complex. Thus it was possible to model it individually rather than considering the numerical analysis of the entire complex (Fig. 8). The structural interactions with neighboring structural units were considered by the introduction of corresponding loading and boundary conditions. A 3D frame macro-elements model was developed in 3MURI software (Lagomarsino et al 2013). Two different models were generated to assess the seismic response of Palazzo Comunale before the 1999 renovation works (Model 1) and after the 1999 renovation works (Model 2). In both cases the mechanical properties of masonry walls were