Seismic fragility of RC framed and wall-frame buildings designed to the EN-Eurocodes

Fardis, Michael N.; Papailia, Alexandra; Georgios, Tsionis

doi:10.1007/s10518-012-9379-2

Cited by 32 publications

(14 citation statements)

References 11 publications

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“…Then, the evaluation of the evolution of damage with increasing ground shaking intensity can be used to derive structural fragility functions, which provide the probability of exceeding a set of structural damage states (DSs), conditional on a set of ground motion levels. The issue of defining damage from structural performance parameters has been addressed in previous studies, [1][2][3][4][5], or technical guidelines and design recommendations [6,7]. However, while EDP-to-damage estimation is well documented and deals with concepts that are recognized by most engineering practitioners and researchers, the same cannot be said regarding the relation between damage and a level of loss, usually defined by the socalled damage-to-loss or consequence models (e.g.…”

Section: Introductionmentioning

confidence: 99%

Development and assessment of damage‐to‐loss models for moment‐frame reinforced concrete buildings

Martins

Silva

Marques

et al. 2015

Earthq Engng Struct Dyn

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SUMMARYThe assessment of earthquake loss often requires the definition of a relation between a measure of damage and a quantity of loss, usually achieved through the employment of a damage-to-loss model. These models are frequently characterized by a large variability, which inevitably increases the uncertainty in the vulnerability assessment and earthquake loss estimation. This study provides an insight on the development of damage-to-loss functions for moment-frame reinforced concrete buildings through an analytical methodology. Tri-dimensional finite element models of existing reinforced concrete buildings were subjected to a number of ground motion records compatible with the seismicity in the region of interest, through nonlinear dynamic analysis. These results were used to assess, for a number of damage states, the probability distribution of loss ratio, taking into consideration member damage and different repair techniques, as well as to derive sets of fragility functions. Then, a vulnerability model (in terms of the ratio of cost of repair to cost of replacement, conditional on the level of ground shaking intensity) was derived and compared with the vulnerability functions obtained through the combination of various damage-to-loss models with the set of fragility functions developed herein. In order to provide realistic estimates of economic losses due to seismic action, a comprehensive study on repair costs using current Portuguese market values was also carried out. The results of this study highlight important issues in the derivation of vulnerability functions, which are a fundamental component for an adequate seismic risk assessment.

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Section: Introductionmentioning

confidence: 99%

Development and assessment of damage‐to‐loss models for moment‐frame reinforced concrete buildings

Martins

Silva

Marques

et al. 2015

Earthq Engng Struct Dyn

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“…The first column per set of six figures is for yielding; the second for ultimate. Conclusions are (see also Papailia (2011) and Fardis et al (2012)):…”

Section: Indicative Results and Conclusionmentioning

confidence: 91%

Seismic Fragility of RC Buildings Designed to Eurocodes 2 and 8

Papailia

Georgios

Fardis

2014

Performance-Based Seismic Engineering: Vision for an Earthquake Resilient Society

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Fragility curves are constructed for prototype regular RC frame and wallframe buildings designed and detailed per EC 2 and EC 8. The aim is to evaluate how the Eurocodes achieve their seismic performance goals for RC buildings designed to them. These goals seem to be met in a consistent and uniform way across all types of buildings considered and their geometric or design parameters, except for concrete walls of Ductility Class Medium, which may fail early in shear despite their design against it per EC 8. In fact they do not perform much better than those in braced systems per EC 2 alone. IntroductionThe aim of the paper is to evaluate how the European structural design standards (the Eurocodes, ECs) achieve their stated seismic performance goals for Reinforced Concrete (RC) buildings. To this end, the seismic performance of prototype planand height-wise regular RC frame and dual buildings designed to EC 2 and 8 (CEN 2004a, b) is assessed using the analysis and evaluation tools provided by EC 8 itself in its part devoted to (performance-and displacement-based) assessment of existing buildings (CEN 2005). The performance is assessed for two damage states

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“…For the assessment process, concrete mean compressive strength was determined by applying the relation between the characteristic compressive strength, fck (equal to 28 N/mm 2 ), and the mean compressive strength, fcm (equal to 36 N/mm 2 ) proposed by Eurocode 2. Steel rebars' mean yielding strength, fym (equal to 517.5 N/mm 2 ), was calculated by multiplying the characteristic yielding strength, fyk (equal to 450 N/mm 2 ) times 1.15 [15]. Further details on the casestudy buildings can be found in [16].…”

Section: Description Of the Case-study Buildings And Modelling Approamentioning

confidence: 99%

Parameters Affecting the Behaviour Factor and the Seismic Safety of Ec8-Designed Reinforced Concrete Buildings

Ricci¹,

Domenico²,

Verderame³

2019

Proceedings of the 7th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Currently, Eurocode 8 allows a force-based design and safety assessment of buildings accounting for their inelastic displacement capacity by means of a force-reducing factor named behaviour factor. The value of the behaviour factor for new buildings depends on the structural typology, on the structural regularity and on the ductility class of the building. However, recent studies showed that the use of an equal behaviour factor for structures realized in zones characterized by different seismicity fails in providing such structures with the same risk level. Therefore, to achieve this goal, to which the next generation of Eurocodes seems to be oriented within a more refined performance-based design approach, it is necessary to evaluate hazarddependent risk-targeted behaviour factors for new structures. In this study, non-linear static analyses are performed on reinforced concrete buildings designed according to Eurocodes and different for design seismic acceleration and number of storeys. This allows the post-design evaluation of the case-study buildings' behaviour factor. The potential dependency of the behaviour factor from different design parameters, namely the number of storeys of the structure and its design seismic acceleration, is investigated and discussed. Preliminary evaluations on the possible modifications of the currently-applied behaviour factors aimed at obtaining the same risk level for the case-study structures are presented and discussed. All the above results are obtained and compared by adopting different modelling approaches for RC elements.

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Seismic fragility of RC framed and wall-frame buildings designed to the EN-Eurocodes

Cited by 32 publications

References 11 publications

Development and assessment of damage‐to‐loss models for moment‐frame reinforced concrete buildings

Development and assessment of damage‐to‐loss models for moment‐frame reinforced concrete buildings

Seismic Fragility of RC Buildings Designed to Eurocodes 2 and 8

Parameters Affecting the Behaviour Factor and the Seismic Safety of Ec8-Designed Reinforced Concrete Buildings

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