Numerical and experimental studies highlighted that the presence of masonry infills in Reinforced Concrete (RC) frames certainly leads to the increase in their lateral strength and stiffness. Nevertheless, post-earthquake observed damage showed that infills can also cause potential brittle failures due to the local interaction with structural elements, thus producing a limitation of deformation capacity of the surrounding frame. This detrimental effect is particularly important for existing masonry-infilled RC buildings designed for gravity loads only without any capacity design requirements. A proper numerical model both for infills and RC members is necessary to reliably detect the shear failure on columns due to the local interaction with the masonry infill. In the last years, several researches dealt with this topic, ranging from very simple models such as the equivalent strut model to more complex models like the double- and triple-strut models or FEM-approaches. Nevertheless, the choice of the proper modelling strategies and degrading shear strength model is still a frontier issue for the most recent research works, especially when the shear failure occurs in the degrading phase of the infilled frame response. This paper presents a preliminary numerical investigation on column shear failure due to local interaction between structural and non-structural elements, starting from the results of two experimental tests on infilled frames performed by the Authors. Different shear strength models and different strategies of macro-modelling for infills are applied and discussed, in order to (i) to match the experimental response in terms of initial stiffness, peak strength and corresponding displacement, and softening behaviour and (ii) to capture (or not) the column shear failure exhibited (or not) during the test. The best modelling strategy is finally identified to provide a support towards future necessary numerical investigations.
Numerical modelling of infilled RC frames: The detection of column failure due to local shear interaction / De Risi, M. T.; Del Gaudio, C.; Ricci, P.; Verderame, G. M.. - 2:(2019), pp. 2523-2542. (Intervento presentato al convegno 7th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering, COMPDYN 2019 tenutosi a Creta, Grecia nel 2019).
Numerical modelling of infilled RC frames: The detection of column failure due to local shear interaction
De Risi M. T.
;Del Gaudio C.;Ricci P.;Verderame G. M.
2019
Abstract
Numerical and experimental studies highlighted that the presence of masonry infills in Reinforced Concrete (RC) frames certainly leads to the increase in their lateral strength and stiffness. Nevertheless, post-earthquake observed damage showed that infills can also cause potential brittle failures due to the local interaction with structural elements, thus producing a limitation of deformation capacity of the surrounding frame. This detrimental effect is particularly important for existing masonry-infilled RC buildings designed for gravity loads only without any capacity design requirements. A proper numerical model both for infills and RC members is necessary to reliably detect the shear failure on columns due to the local interaction with the masonry infill. In the last years, several researches dealt with this topic, ranging from very simple models such as the equivalent strut model to more complex models like the double- and triple-strut models or FEM-approaches. Nevertheless, the choice of the proper modelling strategies and degrading shear strength model is still a frontier issue for the most recent research works, especially when the shear failure occurs in the degrading phase of the infilled frame response. This paper presents a preliminary numerical investigation on column shear failure due to local interaction between structural and non-structural elements, starting from the results of two experimental tests on infilled frames performed by the Authors. Different shear strength models and different strategies of macro-modelling for infills are applied and discussed, in order to (i) to match the experimental response in terms of initial stiffness, peak strength and corresponding displacement, and softening behaviour and (ii) to capture (or not) the column shear failure exhibited (or not) during the test. The best modelling strategy is finally identified to provide a support towards future necessary numerical investigations.I documenti in IRIS sono protetti da copyright e tutti i diritti sono riservati, salvo diversa indicazione.
