Shear Hysteresis Model for Reinforced Concrete Elements Including the Post-Peak Range

Zimos, Dimitrios K.; Mergos, Panagiotis E.; Kappos, Andreas J.

doi:10.7712/120115.3565.1184

Cited by 14 publications

(13 citation statements)

References 17 publications

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“…These structures, which have been designed for gravity loads only and are representative of construction practice in Italy prior to the introduction of seismic design codes in the 1970s, have been extensively investigated in O'Reilly and Sullivan. 52 54 are introduced at both ends of members to capture potential shear failures. For further details regarding the case study building and the numerical modeling strategy, the reader is referred to O'Reilly and Sullivan.…”

Section: Application To Mdof Rc Framesmentioning

confidence: 99%

“…Nevertheless damage is still accumulated to a certain extent via in‐cycle strength and stiffness degradation. Deformable joints and masonry infill panels are modeled with zero‐length joint rotational springs and single equivalent diagonal struts respectively, while uncoupled shear hinges with backbones defined based on the model of Zimos et al are introduced at both ends of members to capture potential shear failures. For further details regarding the case study building and the numerical modeling strategy, the reader is referred to O'Reilly and Sullivan .…”

Section: Application To Mdof Rc Framesmentioning

confidence: 99%

See 1 more Smart Citation

Mainshock‐consistent ground motion record selection for aftershock sequences

Παπαδόπουλος

Kohrangi²,

Bazzurro

2020

Earthq Engng Struct Dyn

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In recent years, the additional risk posed to the built environment due to aftershock sequences and triggered events has been brought to attention, and several efforts have been directed towards developing fragility functions for structures in damaged conditions. Despite this rise of interest, a rather fundamental component for such tasks, namely that of aftershock ground motion record selection, has remained under-scrutinized. Herein, we propose a pragmatic procedure that can be applied for the selection of mainshock-aftershock ground motion pairs using consistent causal parameters and accounting for the correlation between their spectral accelerations. In addition, a structural analysis strategy that can be employed for the analytical derivation of damage-dependent fragility functions is outlined and presented through a case study. A more conventional back-to-back IDA analysis is also carried out in order to compare the derived damagedependent fragility functions with the ones obtained with the proposed procedure. The results indicate that record selection remains a crucial factor even when assessing the structural vulnerability of damaged buildings, and should thus be treated cautiously. K E Y W O R D Saftershock risk, damage accumulation, damage-dependent fragility functions, ground motion record selection, mainshock-aftershock sequences

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Section: Application To Mdof Rc Framesmentioning

confidence: 99%

Section: Application To Mdof Rc Framesmentioning

confidence: 99%

Mainshock‐consistent ground motion record selection for aftershock sequences

Παπαδόπουλος

Kohrangi²,

Bazzurro

2020

Earthq Engng Struct Dyn

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“…Existing shear crack angle models were tested against the experimentally measured values to select an appropriate one to use in the context of the current model. 37 Nevertheless, none was found to provide accurate estimates of the observed angles and account for all the influential parameters. Subsequently, correlations of this angle with design variables were investigated.…”

Section: Critical Shear Crack Anglementioning

confidence: 99%

Modelling of R/C members accounting for shear failure localisation: Hysteretic shear model

Zimos

Mergos

Kappos

2018

Earthq Engng Struct Dyn

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Summary Reinforced concrete (R/C) frame buildings designed according to older seismic codes represent a large part of the existing building stock worldwide. Their structural elements are often vulnerable to shear or flexure‐shear failure, which can eventually lead to loss of axial load resistance of vertical elements and initiate vertical progressive collapse of a building. In this study, a hysteretic model capturing the local shear response of shear‐deficient R/C elements is described in detail, with emphasis on post‐peak behaviour; it differs from existing models in that it considers the localisation of shear strains after the onset of shear failure in a critical length defined by the diagonal failure planes. Additionally, an effort is made to improve the state of the art in post‐peak shear response modelling, by compiling the largest database of experimental results for shear and flexure‐shear critical R/C columns cycled well beyond the onset of shear failure and/or up to the onset of axial failure, and developing empirical relationships for the key parameters defining the local backbone post‐peak shear response of such elements. The implementation of the derived local hysteretic shear model in a computationally efficient beam‐column finite element model with distributed shear flexibility, which accounts for all deformation types, will be presented in a companion paper.

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“…A spread inelasticity model is employed to follow the gradual inward penetration of yielding from the ends of each sub-element. This model distinguishes between loading and unloading or reloading states, leading respectively to different stiffness distribution in the end-regions [21]. The flexural sub-element's ( Figure 1c) primary M-φ curve is based on standard flexural analysis and appropriate bilinearization of the resulting curve.…”

Section: Beam-column Modelmentioning

confidence: 99%