Correlation studies on an RC frame shaking-table specimen

D’Ambrisi, Angelo; Filippou, Filip C.

doi:10.1002/(sici)1096-9845(199710)26:10<1021::aid-eqe691>3.0.co;2-l

Cited by 19 publications

(4 citation statements)

References 8 publications

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“…In order to capture stiffness degradation and strength deterioration in the reinforced concrete elements dominated by shear or shear‐flexure behaviors, a few studies have been presented in the recent past . These studies represent advanced formulations for fiber‐based elements , plastic hinge models , and macro‐element models with different conceptual backgrounds, solution strategies, and implementation complexities, and consider interaction between inelastic shear and nonlinear flexural behaviors. A state‐of‐the‐art review is presented by Ceresa et al .…”

Section: Overview and Previous Researchmentioning

confidence: 99%

Estimation of monotonic behavior of reinforced concrete columns considering shear‐flexure‐axial load interaction

Lodhi

Sezen

2012

Earthq Engng Struct Dyn

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SUMMARY Reinforced concrete columns with insufficient transverse reinforcement and non‐seismic reinforcement details are vulnerable to brittle shear failure and to loss of axial load carrying capacity in the event of a strong earthquake. In this paper, a procedure is presented after examining the application of two macro models for displacement‐based analysis of reinforced concrete columns subjected to lateral loads. In the proposed model, lateral load‐deformation response of the column is simulated by estimating flexural and shear deformation components separately while considering their interaction and then combining these together according to a set of rules depending upon column's yield, flexural and shear strengths. In addition, lateral deformation caused by reinforcement slip in beam–column joint regions and buckling of compression bars are taken into account and considered in the analysis. Implementation of the proposed procedure produces satisfactory lateral load–displacement relationships, which are comparable with experimental data. Copyright © 2012 John Wiley & Sons, Ltd.

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Section: Overview and Previous Researchmentioning

confidence: 99%

Estimation of monotonic behavior of reinforced concrete columns considering shear‐flexure‐axial load interaction

Lodhi

Sezen

2012

Earthq Engng Struct Dyn

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“…A reduction parameter for the DFRCC initial modulus is introduced to consider shrinkage cracking in the structural-scale components. The magnitude of the reduction factor for the initial modulus for the DFRCC is assumed to be in roughly the same range (that is, between 50 and 90%) as that for concrete structures when simulated under cyclic and seismic load (D'Ambrisi and Filippou 1997;El-Attar, White, and Gergely 1991;Bracci, Reinhorn, and Mander 1992;Shahrooz and Moehie 1987;Aycardi, Mander, and Reinhorn 1992). Two different magnitudes of the reduction factor (80% [Cases 1 and 3] and 60% [Cases 2 and 4]) are used for the simulations to investigate sensitivity.…”

Section: Dfrcc Constitutive Model Parameter Selection and Variationmentioning

confidence: 99%

Simulation of Highly Ductile Fiber-Reinforced Cement-Based Composite Components Under Cyclic Loading

Han¹,

Feenstra

Billington

2003

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Ductile fiber-reinforced cement-based composites (DFRCCs) are being investigated for new design as well as retrofitting of structures in seismic regions. DFRCC is highly ductile and is characterized by strain-hardening in tension to strains over 3% and by unique cyclic loading behavior. To accurately predict the structural performance of DFRCC components under cyclic and seismic loading, a robust constitutive model is needed for structuralscale simulations. In this paper, a constitutive model based on total strain is proposed and applied to simulate structural component tests. The model in particular captures DFRCC's unique reversed cyclic loading behavior. The simulation results show that the implemented model is robust and reasonably accurate in simulating DFRCC structural components reinforced with steel and fiber-reinforced polymer bars.

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“…Finite beam elements are presently the economical solution for the nonlinear analysis of entire structures with hundred members. Since the inelastic behavior of frame members often concentrates at the ends of girders and columns, a method to modeling this behavior is by means of plastic hinge (PH) elements [1,2]. In this method, the inelastic behaviors are modeled by two specified length of plastic regions located at the frame member ends and the intermediate region remains elastic.…”

Section: Introductionmentioning

confidence: 99%

Accuracies of Finite Beam Element in Prediction of Inelastic Material Behaviors

Zhai

Xie

2011

AMR

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This paper presents an evaluation of accuracies of a plastic hinge (PH) beam element and a spread plastic (SP) beam element for structural material nonlinear analysis. The cases of beam sectional material behavior under hardening and softening are investigated. The result shows that post-yielding response of member nodal force and deformation presented by the PH element is strongly influenced by the preset hinge length. The refined mesh of the SP element should be employed to obtain the accurate post-yielding response of member nodal force and deformation. The SP element fails to present consistent and rational evaluation of the post-yielding response of member nodal force and deformation in the case of section under softening. The two elements present consistent response of section force and deformation but different maximum curvatures.

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Correlation studies on an RC frame shaking-table specimen

Cited by 19 publications

References 8 publications

Estimation of monotonic behavior of reinforced concrete columns considering shear‐flexure‐axial load interaction

Estimation of monotonic behavior of reinforced concrete columns considering shear‐flexure‐axial load interaction

Simulation of Highly Ductile Fiber-Reinforced Cement-Based Composite Components Under Cyclic Loading

Accuracies of Finite Beam Element in Prediction of Inelastic Material Behaviors

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