PSI - Issue 78

Beatrice Travasoni et al. / Procedia Structural Integrity 78 (2026) 1111–1118

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A three-dimensional schematic view of the adopted FEM model is provided in Fig. 2, where it is apparent that orthogonal walls are geometrically adjacent but not mechanically bonded at their junctions. Diaphragm connections are uniformly distributed along both longitudinal and transverse walls. Each connection is modeled using nonlinear links capable of transmitting both normal (tension–compression) and shear actions. 2.1. Calibration of masonry The initial phase of the study focused on calibrating the nonlinear behavior of the masonry walls, with the aim of identifying material parameters capable of reproducing a global base shear force consistent with the values prescribed by Eurocode 8 – Part 3 (EN 1998-3).

Fig. 1. Geometry of the benchmark case study: (a) façade wall layout with openings; (b) plan configuration (dimensions in cm).

Fig. 2. Finite element model plan layout: plan view of timber diaphragm and separation between longitudinal and transverse walls. A three dimensional detail of the wall-to-wall intersection is shown on the right to illustrate the modelling assumption adopted at corner joints.