PSI - Issue 44

Gabriele Guerrini et al. / Procedia Structural Integrity 44 (2023) 1877–1884 Gabriele Guerrini et al. / Structural Integrity Procedia 00 (2022) 000 – 000

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Fig. 5 Numerical validation for the retrofitted building: a) hysteretic response under 133%-scaled input motion; b) hysteretic response at 200%- scaled input motion; c) backbone curves. 5. Numerical simulation of the retrofitted building dynamic response Once defined the modelling strategy to simulate the presence of the timber system at a component level, the same approach was used to reproduce the test results of the incremental shake-table test performed on the full-scale retrofitted building prototype. Accordingly, a three-dimensional model was generated with the software TREMURI (Lagomarsino et al. 2013). Being only the CS internal leaf of cavity walls loadbearing, the external clay leaf was not explicitly modelled. Indeed, it has been experimentally observed that the connection between inner and outer leaf is not sufficient to guarantee an in-plane shear coupling between the two, while it is effective in terms of axial coupling. Piers and spandrels were discretized into vertical and horizontal macroelements connected through rigid nodes with a finite area. Each masonry pier was constituted by a single macroelement discretized into six sub-elements while spandrels were modelled by horizontal single macroelements. The pier effective heights were calculated following the suggestions of Dolce et al. (1991), which led to a good agreement between the defined lateral resisting elements and the crack pattern experimentally observed. The presence of lintels and spreader beams was taken into account through linear beam elements connecting longitudinal piers at the first- and second-floor levels. The mass of the clay outer leaf wall perpendicular to the external excitation (see Fig. 2) was considered by adding lumped nodal mass to the CS North