Abstract
In this paper, the seismic response of a five-story reinforced concrete (RC) frame system building is analysed through fragility analysis. The structure is designed in accordance with structural Eurocodes EN1990, EN1991, EN1992 and EN1998, as a high-ductility (DCH) system. For the analysis of the response of a structural system to earthquake actions, the methods of nonlinear static (NSA) and nonlinear dynamic analyses (NDA) are applied and, based on the obtained results, fragility curves are constructed using statistical methods. A relationship between the intensity measure (IM) and engineering demand parameters (EDPs) is needed in order to estimate a fragility curve. Fragility functions represent a possibility for different states of damage to occur in a certain structural systems at the observed value of the specified IM. Ten accelerograms, used in NDA, are selected and scaled, according to EN1998 provisions, for the chosen elastic response spectrum and referent PGA. Obtained results are used for the statistical analysis and construction of fragility curves. Structural damage state threshold parameters are determined based on the Park and Ang modified damage index methodology and provisions given in FEMA, HAZUS, VISION 2000 and EN codes. Comparative analysis of the structural damage probability for the analysed RC building, calculated using different methodologies to determine damage states, is applied. The fragility analysis results showed the difference between the probabilities of the damage states to occur when different calculation methods are used. This reflects on the assessment of vulnerability curves as well. The obtained results, calculated using different methods, are analysed using comparative analysis.
Highlights
During high-intensity earthquake actions and/or incident actions, the response of reinforced concrete (RC) structures is accompanied by the occurrence of cracks and various kinds of damage.Contemporary concepts of structural design, which employ nonlinear analysis methods, facilitate a better analysis of structural behaviour after the failure and transition into the post-elastic behaviour domain.Designs of seismically resistant structures, designs that withstand seismic action, that use the controlled reduction of the system bearing capacity necessitate providing a nonlinear ductile response of the system
Structural damage state threshold parameters are determined based on the Park and Ang modified damage index methodology and provisions given in FEMA, HAZUS, VISION 2000 and EN codes
Thehighest highestsimilarity similarity between damage state thresholds is noticeable in case the case of
Summary
Designs of seismically resistant structures, designs that withstand seismic action, that use the controlled reduction of the system bearing capacity necessitate providing a nonlinear ductile response of the system. This results in the occurrence of damage to the structural and non-structural elements and installations during the nonlinear behaviour of the structure [1]. There are has been research conducted in recent years, striving to provide the probability of the occurrence and degree of structural damage and loss. Fragility and vulnerability functions are used to facilitate the analysis of building damage, collapse risk and loss during seismic and other incident actions
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