Seismic Vulnerability Assessment of a Historical Church: Limit Analysis and Nonlinear Finite Element Analysis

Abstract

The seismic vulnerability of a historical Basilica church located in Italy is studied by means of limit analysis and nonlinear finite element (FE) analysis. Attention is posed to the failure mechanisms involving the façade of the church and its interaction with the lateral walls. In particular, the limit analysis and the nonlinear FE analysis provide an estimate of the load collapse multiplier of the failure mechanisms. Results obtained from both approaches are in agreement and can support the selection of possible retrofitting measures to decrease the vulnerability of the church under seismic loads.

Compressive behaviour of brick masonry triplets in wet and dry conditions

“…In particular, the vulnerability of old masonry buildings to earthquake events is a weak point which may have dramatic consequences, to an extent that seismic rehabilitation by fibre reinforced polymers (FRP) placing, reinforced injections and renders, repointing, etc. has become a major issue for research [2][3][4][5][6].…”

Impact of Wall Configurations on Seismic Fragility of Steel‐Sheathed Cold‐Formed Steel‐Framed Buildings

“…Based on the definition in previous studies [21][22][23][24]32], fragility function 6 Advances in Civil Engineering can be described by a log-normal distribution, and the fragility parameters include the mean value and the standard deviation. e fragility function is…”

“…Seismic fragility analysis was proposed as an efficient tool for probabilistic estimation of the seismic losses, and it was also used by the designers to make decisions for seismic risk reduction. Seismic fragility analyses have been performed on RC, steel, masonry, historical buildings [21][22][23][24], etc. With the same requirements for CFSF buildings, many researchers are making efforts to quantify their seismic fragility.…”

Seismic Behavior of Turbine-Generator Foundation under Strong Earthquake Action in Different Directions

“…In the pseudodynamic test method, the central difference method is used to solve the discrete time dynamic equations [12], and the structural displacement d i+1 of time t i+1 is given by the following equation: e damping ratio was selected as 0.05 [13], according to the code [11]. e foundation was regarded as a single degree of freedom model with the equivalent mass method [14].…”