The article proposes a procedure for the derivation of fragility functions for unreinforced masonry buildings considering the in-plane and out-of-plane response. Different approaches are considered for the generation of the corresponding fragility functions and for the evaluation of the propagation of uncertainties. The contributions for the dispersion of the fragility functions account for the variability in the definition of the capacity, the aleatory uncertainty in the definition of the seismic demand and the aleatory uncertainty in the definition of the modified/floor response spectrum, when the local mechanisms are located in the upper level of the building. In the end, the individual fragility curves are properly combined in order to define a single fragility curve for the class of buildings. As a case study, the procedure is applied to the assessment of one of the most vulnerable unreinforced masonry buildings constructed in the early 20th century in Lisbon, considering a typical prototype building with five storeys high. Results for a seismic event, as defined in the earthquake-resistant code for Lisbon, indicate that the typical building has about 50% probability of having heavy damage and about 30% probability of collapse.

Fragility Functions for Tall URM Buildings around Early 20th Century in Lisbon. Part 1: Methodology and Application at Building Level

Lagomarsino S.;Cattari S.;
2021-01-01

Abstract

The article proposes a procedure for the derivation of fragility functions for unreinforced masonry buildings considering the in-plane and out-of-plane response. Different approaches are considered for the generation of the corresponding fragility functions and for the evaluation of the propagation of uncertainties. The contributions for the dispersion of the fragility functions account for the variability in the definition of the capacity, the aleatory uncertainty in the definition of the seismic demand and the aleatory uncertainty in the definition of the modified/floor response spectrum, when the local mechanisms are located in the upper level of the building. In the end, the individual fragility curves are properly combined in order to define a single fragility curve for the class of buildings. As a case study, the procedure is applied to the assessment of one of the most vulnerable unreinforced masonry buildings constructed in the early 20th century in Lisbon, considering a typical prototype building with five storeys high. Results for a seismic event, as defined in the earthquake-resistant code for Lisbon, indicate that the typical building has about 50% probability of having heavy damage and about 30% probability of collapse.
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Utilizza questo identificativo per citare o creare un link a questo documento: https://hdl.handle.net/11567/1017324
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