Seismic performance of older R/C frame structures accounting for infills-induced shear failure of columns

Mohammad, Aslam Faqeer; Faggella, Marco; Gigliotti, Rosario; Spacone, Enrico

doi:10.1016/j.engstruct.2016.05.010

Cited by 25 publications

(13 citation statements)

References 27 publications

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“…The results revealed that more shear is generated adjacent to the columns accounting 60% of overall base shear. The collapse of structure also depends on infill type [4].…”

Section: Literaturementioning

confidence: 99%

Behaviour of Partially Infilled Frames using Finite Element

Palvadi*,

Yadali,

Rachamalla

2020

IJITEE

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This paper presents an explicit behaviour of Reinforced Concrete frame by considering the masonry infill wall material fully and partially in the structure. A two storey 2D frames of six different cases and 10 storey 3D building of four different cases with fully and partially assignment of infill masonry walls. Analysis was performed in E-TABS software for all the 10 cases by generating synthetic earthquake matched time history with response spectrum. The study was carried out the effect of infill wall on the behaviour of column. The results were discussed and maximum storey displacements were taken in to consideration to study the behavior of the structure. The Storey displacements for the ten cases were taken in to account and revealed that higher displacements were observed in the cases with the partial infill and effect on column due to the partial or absence of infill wall adjacent to the column.

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“…The results revealed that more shear is generated adjacent to the columns accounting 60% of overall base shear. The collapse of structure also depends on infill type [4].…”

Section: Literaturementioning

confidence: 99%

Behaviour of Partially Infilled Frames using Finite Element

Palvadi*,

Yadali,

Rachamalla

2020

IJITEE

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“…The effects of the brittle mechanisms, in particular of the beam-column joints, and the bond slip effects are not taken into consideration. Despite the relevance and the wide possibilities of modelling these aspects [45][46][47][48][49][50], it has been chosen to develop a numerical model coherent with the proposed procedure which, as discussed above, does not currently consider such phenomena. Moreover, unidirectional analyses are carried out without considering 3D effects.…”

Section: Numerical Examplementioning

confidence: 99%

“…The initial stiffness matrices K 0 MP are defined through the simplified model exposed in Section 2. . These unitary costs are evaluated with the price list of the Regione Abruzzo (Italy) [50]. (38) Fig.…”

Section: Numerical Examplementioning

confidence: 99%

Intervention cost optimization of bracing systems with multiperformance criteria

Braga

Gigliotti

Laguardia

2019

Engineering Structures

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In this paper a multiperformance optimization procedure to design dissipative bracing systems controlling the structural performance while minimizing the intervention cost is proposed. The procedure allows dimensional and topological optimization of bracing, considering inelastic behaviour of braced structures through properly developed visco-elastic equivalent linearization schemes. The structural behaviour is controlled through constraint functions on interstory drift ratio (IDR) while the intervention cost is explicitly encountered by considering real costs that mainly influence it. The procedure is suitable for both new and existing structures, however the objective function is specialized on typical costs of retrofit interventions. A numerical example on a multistory frame has been developed in order to show the effectiveness of the procedure to provide the optimal characteristics and arrangement for the braces, while the suitability of linear equivalent schemes to predict the structural response is investigated through Nonlinear dynamic analyses. Further, a comparison of the estimated intervention costs by asking for different performance levels is performed, showing how the proposed objective function is able to help the designers to identify the ideal performance levels and acceptance criteria to reduce the cost-benefit ratio.

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“…Recently, Alam and Barbosa [6] proposed a probabilistic formulation to incorporate model class uncertainties in probabilistic seismic demand assessment (PSDA) and used several infill-strut model classes for the probabilistic assessment of drift hazard demand for an unreinforced masonry (URM) infilled reinforced concrete (RC) frame buildings. Seismic performance of this building typology is highly uncertain due to uncertainties in infill properties as well as the complex interaction of infills with surrounding frame, which contribute to increased lateral strength and initial stiffness of infilled frames [7,8]. In addition to the above-mentioned sources of uncertainty, a seismic loss analysis requires including several other sources of uncertainties, such as the definition of the building collapse behavior or the element damage and loss characterization, which can greatly affect the seismic loss results [9].…”

Section: Introductionmentioning

confidence: 99%

Seismic Loss Analysis of a Modern Rc Building Accounting for Uncertainty of Infill Strut Modeling Parameters

Romano¹,

Alam²,

Faggella³

et al. 2019

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

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Probabilistic seismic risk analysis is affected by several sources of uncertainty. Investigating the influence of uncertainties on loss analysis results is important to understand their impact on computed risk. Even though the topic has been the focus of many previous studies, however, only a few studies focused on the effects of modeling uncertainty of often-neglected non-structural elements, such as masonry infill walls in reinforced concrete (RC) moment frame buildings. This paper explores the effect of uncertainty related to modeling parameters of masonry infill walls on the seismic loss estimates for a modern code designed infilled RC frame building. The unreinforced masonry (URM) infill walls are modeled using equivalent strut models and probability density functions (PDFs) are assigned to selected infill strut parameters, based on existing literature on analytical and experimental studies. Using a latin hypercube sampling (LHS) method to sample the PDFs, a set of two-dimensional models are generated and are subjected to nonlinear response history analyses (NRHAs) at increasing seismic intensities. The building seismic performance in terms of damage and direct losses is evaluated for two performance models, the first one considering only the median values of infill strut parameters, the second one considering the uncertainties of such parameters. For both performance models, element fragility characterization is completed by state-of-the-art fragility and consequence functions for clay brick infill walls. Results are presented for an intensity-based risk analysis as well as for complete life-cycle analysis, which outputs expected annualized losses.

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Seismic performance of older R/C frame structures accounting for infills-induced shear failure of columns

Cited by 25 publications

References 27 publications

Behaviour of Partially Infilled Frames using Finite Element

Behaviour of Partially Infilled Frames using Finite Element

Intervention cost optimization of bracing systems with multiperformance criteria

Seismic Loss Analysis of a Modern Rc Building Accounting for Uncertainty of Infill Strut Modeling Parameters

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