PSI - Issue 78

Giuseppe Brandonisio et al. / Procedia Structural Integrity 78 (2026) 2147–2153

2152

bars), the index ranges from ζ E,SLV-Pushover 7 = 0.759 (Pushover 7, +Y, mass) to ζ E,SLV-Pushover 1 = 1.170 (Pushover 1, +X, modal). For Body 5 (green bars), the range is ζ E,SLV-Pushover 3 = 0.628 (Pushover 3, +Y, modal) to ζ E,SLV-Pushover 7 = 1.464 (Pushover 7, +Y, mass). For Body 6 (blue bars), it ranges from ζ E,SLV-Pushover 4 = 1.387 (Pushover 4, - Y, modal) to ζ E,SLV Pushover 5-6 = 1.464, associated with Pushovers 5 and 6 (±X, mass). For Body 7 (dark gray bars), the index varies from ζ E,SLV-Pushover21 = 1.387 (Pushover 2, - X, modal) to ζ E,SLV-Pushover 7-8 = 1.464, associated with Pushovers 7 and 8 (±Y, mass).

Fig. 5 Comparison of the Seismic Vulnerability Indexes

Conclusions This paper deals with the problems of modelling and analysing of complex masonry monumental buildings for the seismic vulnerability assessment: the case stud of Garibaldi Barracks in Naples is analyzed to this aim. Over time, this historical building has been modified with the addition of parts in plan and/or in elevation, alteration of walls with new openings misaligned in the vertical direction, the substitution of the system floors, etc. Therefore, it isn't easy to establish how to model it since the current structure is different from a simple masonry building, characterized by a box-type behavior; at the same time, it cannot be analyzed like masonry buildings aggregate since it does not derive from the expansion of structural units over the time. To, assess seismic vulnerability of such complex structure, the results of non-linear analyses are discussed. Pushover analyses have been performed using the equivalent frame modelling with global and local models. As results, smaller and similar seismic vulner ability (ξ E ) values were observed for global model, greater than those carried out from the individual isolated models. The displacement capacities (d Rd ) are like those of the individual models: this result is mainly due to the greater displacement demands (d Ed ) measured on the global models because they are more deformable in both directions of the building . Acknowledgements The support given by ReLUIS consortium is acknowledged. WP10 topics are the focus of the activities “Aspetti normativi - Costruzioni in Muratura” incorporated into DPC-ReLuis 2024-2026. The Authors would like to express their gratitude to Eng. Giandomenico Di Marco as the design leader for the vulnerability assessment. References Brandonisio G., Angelillo M., Antonello De Luca A. (2020). Seismic capacity of buttressed masonry arches. Engineering Structures, (215). Brandonisio, G., De Luca, A., 2021. Analytical modelling for the seismic assessment of pointed arches supported by buttresses. International Journal of Masonry Research and Innovation, 6(4), 384-404 Brandonisio, G., Angelillo, M., De Luca, A., 2020. Seismic capacity of buttressed masonry arches. Engineering Structures, 215, 110661.