The paper is focused on the implementation of EN1998-3 guidelines to masonry structures. A house built in phases from the second half of 16th century till the 20th century was deemed in need of repair and strengthening. The spatial model of the structure was discretized using a detailed finite element mesh with properties derived from in-situ tests and was analyzed to seismic loads from the elastic spectrum. According to Annex C of EN199-3 in the absence of stiff floors a non linear analysis should be carried out and the drift demand of the control node at the roof-level, should be compared to the drift capacity. Given that the response of structures with flexible floors is dominated by out of plane bending, so that the notion of a control node is ambiguous whereas no data exist for the out of plane capacity of masonry walls, the non linear methods are not plausible. As a result, the evaluation of the effectiveness of strengthening measures was carried out using linear analysis combined with a biaxial failure criterion. The intervention measures reduced the expected damage grade from 5 to 1 according to European Macroseismic Scale.


Keywords: masonry, seismic behaviour, modal response spectral analysis, FEM analysis