PSI - Issue 44

Gianmarco de Felice et al. / Procedia Structural Integrity 44 (2023) 2122–2127 G. de Felice / Structural Integrity Procedia 00 (2022) 000 – 000

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plane forces (Fig. 3c). As for capacity curves, the imposed acceleration values are plotted against the horizontal displacements of the control points, located on top of the structures. The central gable of the façade under in plane collapse loads fails by the overturning of its top right corner, due to the formation of a diagonal crack. Disaggregation phenomena are also observed behind the collapsing part (Fig. 3a). The appearance of an almost vertical crack between the façade and the lateral wall of the central nave, induces the façade to fail by the overturning of its top central part, gable included, when subject to out-of-plane loads (Fig. 3b). The verticality of the crack is an indication of a poor interlocking between the façade and the side walls. The SW lateral wall under out-of-plane loads fails by the overturning of its mid-high part (Fig. 3c), because of the formation of a diagonal crack at about one third of its height. A slight sliding phenomenon of the wooden roof at its upper support is also observed. As expected, the weakest failure mechanisms are those towards out-of-plane actions. The sensibly low capacity of the lateral SW wall is evidently dependent on its out-of-plumb.

Control point Collapsing blocks

(a)

(b)

(c)

Façade Central gable SW lateral wall

(d)

Fig. 3. Pushover analysis - local collapse mechanisms: (a) façade out-of-plane, (b) central gable in-plane, and (c) SW lateral wall out-of-plane, and (d) corresponding capacity curves.