Evaluation of the Seismic Performance of Existing Rc Buildings: I. Suggested Methodology

Repapis, Constantinos; Vintzileou, Elizabeth; Zeris, Christos

doi:10.1080/13632460609350596

Cited by 17 publications

(31 citation statements)

References 10 publications

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“…In this figure, the calculated base shear -roof displacement characteristics and their elasto-plastic bilinear approximations based on equal energy (as described in Repapis et al [2006]) are compared, for the bare frame regular and irregular structures of Group 60. At the same graph, the minimum roof deformation at which all of the LC are exceeded in any of the members of these buildings, are compared with the corresponding performance point demands established using the N2 [Fajfar (1999)l and the Capacity Spectrum [ATGIO (1996)l methods.…”

Section: Resultsmentioning

confidence: 99%

“…All K70 and K80 buildings are designed with C16 concrete, S400 (ribbed) longitudinal and S220 ( All buildings are modelled as plane frames in series using an extended version of program Drain-2DX [Prakash et 01. (1993)], as discussed in Repapis et al [2006].…”

Section: Groups 70 and 80mentioning

confidence: 97%

“…Masonry infilled frames usually exhibit strong influence of their seismic response on the infill geometry and characteristics [Fardis and Calvi (1995); Dolsek and Fajfar (2002); Repapis et al (2006)l. In order to examine the influence of exterior infilIs in the building inventory, both the bare frame structures as well as structures with fully or partially unreinforced masonry infilled perimeter frames are andysed, in all cases considered.…”

Section: 2 Influence Of Perimeter Infill Panelsmentioning

confidence: 99%

“…This methodology is applicable to both modern and existing RC frames of interest herein. The details of the evaluation process, the modelling conventions and the LC adopted were described in the companion publication by Repapis et al [2006]. In this study, the entire performance evaluation procedure is applied on typical groups of existing RC buddings which are representative of the four generations of existing regular and irregular RC frames in Greece, constructed between the early sixties through the late 80s following the evolution of design codes in this time span.…”

Section: Introductionmentioning

confidence: 99%

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Evaluation of the Seismic Performance of Existing Rc Buildings: Ii. A Case Study for Regular and Irregular Buildings

Repapis

Zeris

Vintzileou

2006

Journal of Earthquake Engineering

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The results of a parametric study are presented, concerned with the evaluation of the structural overstrength, the global ductility and the available behaviour factor of existing reinforced concrete (RC) buildings designed and constructed according to past generations of earthquake resistant design codes in Greece. For the estimation of these parameters, various failure criteria are incorporated in a methodology established to predict the failure mode of such buildings under planar response, as described in detail in a companion publication. A collection of 85 typical building forms is considered. The influence of various parameters is examined, such as the geometry of the structure (number of storeys, bay width etc.), the vertical irregularity, the contribution of the perimeter frame masonry infill walls, the period of construction, the design code and the seismic zone coefficient. The results from inelastic pushover analyses indicate that existing RC buildings exhibit higher overstrength than their contemporary counterparts, but with much reduced ductility capacity. The presence of perimeter infill walls increases considerably their stiffness and lateral resistance, while further reducing their ductility. Fully infilled frames exhibit generally good behaviour, while structures with an open floor exhibit the worst performance by creating a soft storey. Shear failure becomes critical in the buildings with partial height infills. It is also critical for buildings with isolated shear wall cores at the elevator shaft. Out of five different forms of irregularity considered in this study, buildings with column discontinuities in the ground storey exhibit the worst performance. Furthermore, buildings located in the higher seismicity zone are more vulnerable, since the increase of their lateral resistance and ductility capacity is disproportional to the increase in seismic demand.

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Section: Resultsmentioning

confidence: 99%

Section: Groups 70 and 80mentioning

confidence: 97%

Section: 2 Influence Of Perimeter Infill Panelsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Evaluation of the Seismic Performance of Existing Rc Buildings: Ii. A Case Study for Regular and Irregular Buildings

Repapis

Zeris

Vintzileou

2006

Journal of Earthquake Engineering

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“…The coefficient is assumed to be equal to 0.2, while the post-peak residual shear strength V p is considered as a function of the cracking shear [31]:…”

Section: Modelling and Finite Element Analysismentioning

confidence: 99%

Fuzzy Fragility Analysis of Structures with Masonry Infill Walls

Lagaros¹

2012

TOBCTJ

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Abstract:In this work fragility analysis of reinforced concrete and steel structures withinfill walls is performed.For this purpose a fuzzy-based fragility assessment framework for evaluating 3D framed structures is proposed taking into account various sources of uncertainty. In particular, randomness on the material properties and on the seismic demand is considered. The proposed framework requires the development of a fuzzy nonlinear static analysis model in order to define the limit states. The fragility curves are expressed in the form of a two-parameter lognormal distribution.

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Efficient strong motion duration of pulse‐like records for nonlinear structural analyses

Repapis

Mimoglou

Dimakopoulou

et al. 2020

Earthq Engng Struct Dyn

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SUMMARY The special interest produced by near‐field directivity records and their effect on structural response has given a new significance in the velocity time history, its pulse‐like content, and relevant parameters and indices. Recent research has shown that directivity pulses inherent in these records govern the linear and the nonlinear response of a wide range of structures. Based on this observation, it is suggested in this paper that a truncated ground motion, limited to the duration of the predominant velocity pulse, can be efficiently used to predict the structural response, instead of the base motion with the total duration, reducing significantly the required runtimes. The proposed methodology is verified for a series of medium to high rise reinforced concrete buildings, for which nonlinear time‐history analyses are performed for a vast suite of pulse‐like near‐field records applied as base excitations with their total duration and the proposed truncated one. Comparison of the results for the response displacements and forces shows very good agreement, permitting the acceptance of the pulse duration as the efficient strong motion time interval of the original record, which determines the response and, thus, it can be used for nonlinear structural analyses.

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Evaluation of the Seismic Performance of Existing Rc Buildings: I. Suggested Methodology

Cited by 17 publications

References 10 publications

Evaluation of the Seismic Performance of Existing Rc Buildings: Ii. A Case Study for Regular and Irregular Buildings

Evaluation of the Seismic Performance of Existing Rc Buildings: Ii. A Case Study for Regular and Irregular Buildings

Fuzzy Fragility Analysis of Structures with Masonry Infill Walls

Efficient strong motion duration of pulse‐like records for nonlinear structural analyses

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