Modelling and analysis of a Romanesque church under earthquake loading: Assessment of seismic resistance

Arêde

et al. 2010

Bull Earthquake Eng

Stone masonry is one of the oldest building techniques used worldwide and it is known to exhibit poor behaviour under seismic excitations. In this context, this work aims at assessing the in-plane behaviour of an existing double-leaf stone masonry pier by experimental testing. Additionally, a detailed 3D finite element numerical analysis based on micro-modelling of the original pier is presented (fully describing the geometry and division of each individual elements, namely infill, blocks and joints) aiming at simulating the experimental test results. This numerical strategy can be seen as an alternative way of analysing this type of constructions, particularly useful for laboratory studies, and suitable for the calibration of simplified numerical models. As part of a wider research activity, this work is further complemented with the presentation of an effective retrofit/strengthening technique (reinforced connected plaster) to achieve a significant improvement of its in-plane cyclic response which is experimentally verified in the results presented herein.

Section: Non Linear Model Characteristicssupporting

confidence: 58%

Experimental testing, numerical modelling and seismic strengthening of traditional stone masonry: comprehensive study of a real Azorian pier

Arêde

et al. 2010

Bull Earthquake Eng

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

“…In FIGURE 5 the deformed shapes near collapse provided by pushover analyses, with indication of the location of control points and the corresponding pushover curves (on the right) are also represented to give an idea of the active failure mechanisms and the amount of displacement reached by the different nodes monitored during the analyses. Only X-and Y-load cases are shown for the sake of conciseness, but it is interesting to notice that failure mechanisms are always local, a peculiar behavior for such kind of structures [2][3][4][5][6][7][8][9][10][11][12][13]. Similar results are found by the authors for the seismic load applied along the positive directions of the geometric axes (i.e.…”

Section: Discussion Of the Resultsmentioning

confidence: 52%

“…A correct estimation of their load carrying capacity against horizontal loads should be therefore considered mandatory to guarantee their safeguard, allowing focusing restoration interventions on the base of quantitative information and on the expected structural behaviour in occasion of earthquakes. In the technical literature, several advanced numerical approaches are available for single case studies [2][3][4][5][6][7][8].…”

Section: Introductionmentioning

confidence: 99%

Comparative Seismic Assessment of a Medioeval Masonry Church in Southern Italy

Cundari¹,

Failla²

2017

“…Chiostrini et al [23] combined the DP and the WW criteria to reproduce the results of several diagonal tests on masonry specimens, obtaining good agreement with experimental values. Betti and Vignoli combine the DP and the WW criteria to discuss the seismic vulnerability of a masonry church [15,30]. The cohesion c and the internal friction angle φ are the two material parameters required to define the DP yield surface.…”

Section: Finite Element Modelmentioning

confidence: 99%

Seismic Analysis of Historic Masonry Buildings: The Vicarious Palace in Pescia (Italy)

Betti

Galano

2012

Buildings

Self Cite

Recent Italian earthquakes have underlined the need for wide monitoring and safety assessment of architectonical heritage. This has emerged also from requirements of the new Italian Technical Recommendations for buildings. Within this subject the paper investigates the seismic vulnerability of a specific monumental masonry building: the Vicarious Palace (Palazzo del Vicario) in Pescia, a small town near Florence. The structural behavior of the Palace was investigated using a finite element model in which the non-linearities of the masonry were considered by proper constitutive assumptions. The seismic behavior was evaluated by the pushover method, according to the Italian Technical Recommendations. The results were compared with the ones obtained by a simplified approach based on the kinematic theorem of limit analysis. Comparisons of the expected seismic demand vs the seismic capacity of the Palace confirm the weakness of this type of building to suffer extensive damage under earthquakes, as frequently observed in similar construction typologies. Additionally, the comprehension of the structural behavior under seismic loading allows the identification of a proper retrofitting strategy.