Seismic performance assessment of masonry structures with a modified “concrete” model

Avossa, Alberto Maria; Malangone, Pasquale

doi:10.1007/s10518-015-9726-1

Cited by 13 publications

(8 citation statements)

References 12 publications

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“…With this aim, the results of the 3D model FEM analyses were used in order to provide an interpretation of the observed damage pattern. A complete three-dimensional FE analysis was thus carried out using the commercial computer software ANSYS [33] [34]. An accurate numerical model was created, using available photographs, drawings and the thermographic survey.…”

Section: Meso-scale: Fem Based Analysismentioning

confidence: 99%

Seismic vulnerability assessment of a monumental masonry building

Castori

Borri

Maria³

et al. 2017

Engineering Structures

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Northumbria University has developed Northumbria Research Link (NRL) to enable users to access the University's research output. Copyright © and moral rights for items on NRL are retained by the individual author(s) and/or other copyright owners. Single copies of full items can be reproduced, displayed or performed, and given to third parties in any format or medium for personal research or study, educational, or not-for-profit purposes without prior permission or charge, provided the authors, title and full bibliographic details are given, as well as a hyperlink and/or URL to the original metadata page. The content must not be changed in any way. Full items must not be sold commercially in any format or medium without formal permission of the copyright holder. The full policy is available online: http://nrl.northumbria.ac.uk/policies.html This document may differ from the final, published version of the research and has been made available online in accordance with publisher policies. To read and/or cite from the published version of the research, please visit the publisher's website (a subscription may be required.) SEISMIC VULNERABILITY ASSESSMENT OF

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Section: Meso-scale: Fem Based Analysismentioning

confidence: 99%

Seismic vulnerability assessment of a monumental masonry building

Castori

Borri

Maria³

et al. 2017

Engineering Structures

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“…The DP yield surface is a smooth version of the Mohr-Coulomb yield surface, defined by two parameters: the cohesion c and the internal friction angle φ. They are introduced in such a way that the circular cone of DP corresponds to the outer vertex of the hexagonal Mohr-Coulomb yield surface ( Figure 9) [27]. The combination of the plasticity model with the failure criterion allows for an elastic-brittle behavior in case of biaxial tensile stresses or biaxial tensile-compressive stresses with a low compression level.…”

Section: The Finite Element Modelmentioning

confidence: 99%

“…On the contrary, the material behaves as elastoplastic in the case of biaxial compressive stresses or biaxial tensile-compressive stresses with a high compression level. Overall, the material behaves as an isotropic medium with plastic deformation, cracking and crushing capabilities [27,28]. The constitutive parameters required by the DP and the WW models were identified by the diagonal compression test MT1.…”

Section: The Finite Element Modelmentioning

confidence: 99%

Time-History Seismic Analysis of Masonry Buildings: A Comparison between Two Non-Linear Modelling Approaches

Betti¹,

Galano²,

Vignoli³

2015

Buildings

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Abstract:The paper presents a comparison between two numerical modelling approaches employed to investigate the seismic behavior of unreinforced masonry buildings with flexible diaphragms. The comparison is performed analyzing a two-story prototype tested on a shaking table at the CNR-ENEA research center of Casaccia (Italy). The first numerical model was built by using the finite element (FE) technique, while the second one was built by a simplified macro-element (ME) approach. Both models were employed to perform non-linear dynamic analyses, integrating the equations of motion by step-by-step procedures. The shaking table tests were simulated to analyze the behavior of the prototype from the initial elastic state until the development of extensive damage. The main results of the analyses are discussed and critically compared in terms of engineering parameters, such as accelerations, displacements and base shears. The effectiveness of both models within the investigated typology of buildings is then evaluated in depth.

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“…Within continuous modelling approach, Lofti & Shing (1991) [36] and Avossa & Malangone (2015) [37] among others, try to apply plasticity rules to URM material through the smeared crack model, which often provides not robust numerical solutions.…”

Section: Literature Overviewmentioning

confidence: 99%