Fragility analysis of flat-slab structures

Erberik, Murat Altuğ; Elnashai, Amr S.

doi:10.1016/j.engstruct.2004.02.012

Cited by 108 publications

(65 citation statements)

References 11 publications

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“…An incremental dynamic analysis (IDA) consists of a series of non-linear time-history analyses, each one carried out using the same seismic record but a different scale factor for the seismic intensity [34,35]. The peak ground acceleration (PGA) is properly scaled in each analysis, in order to cover the entire range of the structural response, from the yield point to the collapse.…”

Section: Incremental Dynamic Analysismentioning

confidence: 99%

“…The peak ground acceleration (PGA) is properly scaled in each analysis, in order to cover the entire range of the structural response, from the yield point to the collapse. A seismic event can differ from another one in the frequency content, the energy content, the duration, the number of passages through zero of the acceleration, etc., causing therefore different effects on the same structure [35]. Fourteen different recorded earthquake ground motions were used in the analyses.…”

Section: Incremental Dynamic Analysismentioning

confidence: 99%

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Non‐linear seismic analysis and vulnerability evaluation of a masonry building by means of the SAP2000 V.10 code

Pasticier

Amadio

Fragiacomo

2007

Earthq Engng Struct Dyn

121

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SUMMARYThe aim of the paper is to explore the possibilities offered by SAP2000 ® v.10, a software package with user-friendly interface widely used by practising engineers, for seismic analyses of masonry buildings. The reliability of the code was first investigated by carrying out static push-over (SPO) analyses of two walls, already analysed by other researchers using advanced programs. The equivalent frame modelling was employed in all analyses carried out. The code was then used to investigate the seismic performance of an existing two-storey building typical of the north-east of Italy, with the walls being made of roughly squared stones. An SPO analysis was performed first on the most significant wall, followed by a number of time-history analyses aimed to evaluate the dynamic push-over curves. Finally, the seismic fragility curves were derived, considering the seismic input as a random variable.

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Section: Incremental Dynamic Analysismentioning

confidence: 99%

Section: Incremental Dynamic Analysismentioning

confidence: 99%

Non‐linear seismic analysis and vulnerability evaluation of a masonry building by means of the SAP2000 V.10 code

Pasticier

Amadio

Fragiacomo

2007

Earthq Engng Struct Dyn

121

View full text Add to dashboard Cite

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“…Significant research has been performed on the derivation of fragility relationships using simulation and analytical models. Singhal and Kiremidjian (1997) and Erberik and Elnashai (2004) utilize 3D analytical models, while simplified approaches such as inelastic analysis of equivalent single-degree-of-freedom systems is also presented in Jeong and Elnashai (2007).…”

Section: Fragility Relationshipsmentioning

confidence: 99%

Simulation-Based Fragility Relationships for Unreinforced Masonry Buildings

2013

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Unreinforced masonry (URM) structures represent a significant portion of the residential building stock of the Central and Eastern United States (CEUSA), accounting for 15% of homes in the 8-state region impacted by the New-Madrid Seismic Zone and an even greater portion of the building stock in most other regions of the world. In addition to significant population, the brittle nature of URM buildings further supports a thorough consideration of seismic response given the susceptibility to severe failure modes. Currently, there is a pressing need for analytically based fragility curves for URM buildings. In order to improve the estimation of damage state probabilities through the development of simulation-based masonry fragilities, an extensive literature survey is conducted on pushover analysis of URM structures. Using this data, capacity diagrams are generated, from which damage exceedance limit states are defined.Demand is simulated using synthetically derived accelerograms representative of the CEUSA.Structural response is evaluated using an advanced capacity spectrum method developed at the Mid-America Earthquake Center. Capacity, demand, and response are thus derived analytically and response data is used to generate an improved and uniform set of fragility curves for use in loss-assessment software via a framework amenable to rapid expansion of pushover database and variation of ground motion records. A set of best practices is hereby developed for selection and use of experimental and analytical data, input ground motions, analysis of structural capacity, limit state definitions, seismic design categories, and probabilistic analysis methods. Curves are expressed in multiple forms for wide range of use in loss-assessment applications. Results are discussed and compared with other relationships developed in the literature, along with those generated using HAZUS opinion-based capacity data. The parameters of the improved fragility relationships developed and presented in this thesis are provided and suggested for reliable use in seismic loss assessment software.iii To my wife, Erin iv ACKNOWLEDGMENTS

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“…Many researchers have formulated fragility functions for buildings worldwide using either analytical (e.g. Hassan and Sozen, 1997;Erberik and Elnashai, 2004;Rota et al, 2010;Parisi and Sabella, 2017), empirical 10 (e.g. Sabetta et al, 1998;Yamazaki and Murao, 2000;Rossetto and Elnashai, 2003;Gautam, 2017), hybrid (e.g.…”

Section: Construction Of Dpm and Fragility Functionsmentioning

confidence: 99%

Seismic vulnerability of vernacular Newari buildings in Nepal: observations and analysis of damage due to 1934, 1988, 2011, and 2015 earthquakes

Gautam

Rodrigues

2018

Preprint

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Abstract. This paper reports the seismic vulnerability of vernacular Newari buildings based on the damage observations during four major earthquakes (1934, 1988, 2011 and 2015) that struck Bhaktapur city. Some specific features that contributed to 10 collapse prevention in traditional masonry buildings are also highlighted in this paper. In this paper, we have outlined the insights of each earthquake using forensic interpretations and the recommendations by various researchers after 1934 and 1988 earthquakes are compared in terms of their implementation. With the help of damage database recorded during 1934, 1988 and 2015 earthquakes, we have created damage probability matrices and empirical fragility functions for traditional masonry structures. The fragility functions and damage probability matrices derived in this study highlight that most of the vernacular 15Newari buildings are likely to be collapsed in the case of strong to major earthquakes.

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Fragility analysis of flat-slab structures

Cited by 108 publications

References 11 publications

Non‐linear seismic analysis and vulnerability evaluation of a masonry building by means of the SAP2000 V.10 code

Non‐linear seismic analysis and vulnerability evaluation of a masonry building by means of the SAP2000 V.10 code

Simulation-Based Fragility Relationships for Unreinforced Masonry Buildings

Seismic vulnerability of vernacular Newari buildings in Nepal: observations and analysis of damage due to 1934, 1988, 2011, and 2015 earthquakes

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