Multi directional pushover analysis of irregular masonry buildings without box behavior
This paper proposes the use of multiple nonlinear static analyses for the seismic assessment of irregular masonry buildings without box behavior. The methodology consists in executing a series of sequential pushover analyses on the spatial model of the building by rotating the horizontal loading dir...
| Autores: | , , |
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| Tipo de documento: | artigo |
| Data de publicação: | 2019 |
| País: | España |
| Recursos: | Universitat Politècnica de Catalunya (UPC) |
| Repositório: | UPCommons. Portal del coneixement obert de la UPC |
| Idioma: | inglês |
| OAI Identifier: | oai:upcommons.upc.edu:2117/174007 |
| Acesso em linha: | https://hdl.handle.net/2117/174007 https://dx.doi.org/10.1016/j.engstruct.2019.109534 |
| Access Level: | Acceso aberto |
| Palavra-chave: | Masonry--Maintenance and repair Masonry structure Nonlinear static analysis N2 method Nonlinear dynamic analysis Structural irregularity Flexible diaphragm Local collapse mechanism Out-of-plane mechanism Seismic assessment Earthquake engineering Estructures de murs -- Models matemàtics Àrees temàtiques de la UPC::Enginyeria civil::Materials i estructures |
| Resumo: | This paper proposes the use of multiple nonlinear static analyses for the seismic assessment of irregular masonry buildings without box behavior. The methodology consists in executing a series of sequential pushover analyses on the spatial model of the building by rotating the horizontal loading direction from to . The so-called multi directional pushover analysis allows a more realistic evaluation of the seismic vulnerability, since it can represent a higher number of possible failure mechanisms than in the conventional pushover analysis restricted to the two “principal” directions of the structure. The application of the methodology to a highly irregular masonry building located in Chile shows that the detected failure mechanisms are in very good agreement with those derived from nonlinear dynamic analysis, as well as with the damage experienced by the structure after the earthquake of February 27, 2010 (Mw 8.8). |
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