Experimental assessment of the flexural behaviour of circular rubberized concrete-filled steel tubes

Silva, A.; Jiang, Ya Dong; Castro, José Miguel; Silvestre, Nuno; Monteiro, Ricardo

doi:10.1016/j.jcsr.2016.04.016

Cited by 49 publications

(23 citation statements)

References 12 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…To characterize the seismic behaviour of circular CFST members, several experimental tests were conducted by the authors [1]. Based on the test results, a detailed 3D Finite Element (FE) model, which aimed to provide the target data for the calibration of numerical models, was developed in ABAQUS [5].…”

Section: Experimental Tests and 3d Fe Modelmentioning

confidence: 99%

“…A number of experimental tests were carried out to investigate the flexural behaviour of circular CFST members [1]. The specimen details are listed in Table 1, where D is the external diameter, t is the steel tube thickness and P is the constant axial load level.…”

Section: Test Observationmentioning

confidence: 99%

“…This indicates that the DP model may not be suitable for modelling CFST members subjected to cyclic loading, since there is significant strength deterioration caused by this phenomenon. To check the accuracy of the DP model under cyclic loading, specimen "CR-RuC15%-219-5-0%-C" [1] was modelled with the DP approach and the experimental and numerical responses are compared in Fig. 5.…”

Section: Distributed Plasticity Modelmentioning

confidence: 99%

“…Thus, the usage of a DP model may play an important role on the reliability of the numerical simulation, particularly when one is interested in evaluating structural response at extreme loading scenarios. In particular, the two aforementioned mechanisms have a significant influence on the cyclic flexural behaviour of CFST members [1][2][3]. Compared to the DP model, the CP model is able to simulate composite effects and the effect of local buckling [4], despite not accounting for the interaction between axial load and bending moment.…”

Section: Introductionmentioning

confidence: 99%

See 3 more Smart Citations

Simplified Modelling of Circular CFST Members With a Concentrated Plasticity Approach

Jiang

Silva

Macedo

et al. 2018

Proceedings 12th International Conference on Advances in Steel-Concrete Composite Structures - ASCCS 2018

View full text Add to dashboard Cite

The research reported herein aims at proposing an accurate and efficient simplified numerical modelling approach for circular Concrete-Filled Steel Tubular (CFST) columns under flexural loading. Experimental tests were carried out to characterize the monotonic and cyclic behaviour of CFST members under bending. To assess the seismic performance of a composite structure with CFST members, both Distributed Plasticity (DP) and Concentrated Plasticity (CP) models were considered. The DP model was developed on the basis of a fibre discretization of the composite cross-section and displacement-based beamcolumn finite element. It was concluded that one could not accurately capture the development of local buckling of the steel tube and the development of multi-axial stress state effects (e.g. concrete confinement). Regarding the CP model, the modified IbarraMedina-Krawinkler deterioration model (with peak-oriented hysteretic response) was selected to simulate the nonlinear behaviour of the plastic hinge region of a CFST member. In order to accurately simulate the cyclic behaviour of the CFST section within the response of the spring, the deterioration model was calibrated, within a parameter-optimization framework, on the basis of 3D comprehensive numerical models in ABAQUS. The CP model was found to capture well the deterioration in both strength and stiffness of the hysteretic loops of the CFST members, which legfely results from the development of local buckling effects of the steel tube. Furthermore, the elastic stiffness, the ultimate strength and the pinching effects of the hysteretic loops were also well simulated. The proposed CP model, coupled with the advanced calibration framework, results in a high level of accuracy in terms of simulating the cyclic flexural response of composite structures made with CFST members.

show abstract

Section: Experimental Tests and 3d Fe Modelmentioning

confidence: 99%

Section: Test Observationmentioning

confidence: 99%

Section: Distributed Plasticity Modelmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Simplified Modelling of Circular CFST Members With a Concentrated Plasticity Approach

Jiang

Silva

Macedo

et al. 2018

Proceedings 12th International Conference on Advances in Steel-Concrete Composite Structures - ASCCS 2018

View full text Add to dashboard Cite

show abstract

“…In line with these characteristics, the experimental study of the flexural behaviour of beam-column CFSTs has also gained some visibility in the last few decades (e.g. Elchalakani et al [1], Varma et al [2][3], Han et al [4], Silva et al [5][6]), with good ductility and overall behaviour being exhibited by the composite members.…”

Section: Introductionmentioning

confidence: 99%

Seismic performance assessment of conventional steel and steel-concrete composite moment frames using CFST columns

Silva

Jiang

Macedo

et al. 2018

Proceedings 12th International Conference on Advances in Steel-Concrete Composite Structures - ASCCS 2018

View full text Add to dashboard Cite

The research reported in this paper focuses on the assessment of the seismic performance of conventional steel moment-resisting frames (MRFs) and steel-concrete composite moment-resisting frames employing circular Concrete-Filled Steel Tube (CFST) columns. Two comparable archetypes (i.e. one steel MRF, with steel columns and steel beams; and one composite MRF, with circular CFST columns and steel beams) are designed, and used as the basis for comparison between the seismic performance associated with each typology. Both structures are designed against earthquake loads following the recommendations of Eurocode 8. The comparison of the obtained design solutions allows concluding that the amount of steel associated with the main structural members is higher for the steel-only archetype, even though the composite MRF has the higher level of lateral stiffness. This aspect is particularly relevant when one considers that a minimum level of lateral stiffness (associated with the P-Δ inter-storey drift sensitivity coefficient, θ), is imposed by the European code, which may ultimately govern the design process. The two case-studies are then numerically modelled in OpenSees, and their seismic performance is assessed through fragility assessment for a number of relevant limit states, and, finally, earthquake-induced loss estimation. In general, the results obtained clearly indicate that the composite MRF with circular CFST columns exhibits better seismic performance than the equivalent steel-only archetype. This is noticeably shown in the comparison of the fragility curves associated with the collapse limit state, which tend to show substantially higher probabilities of exceedance, at similar levels of 1 st -mode spectral acceleration, for the steelonly case. Furthermore, seismic losses at several seismic intensity levels of interest tend to be higher for the steel MRF.

show abstract

Axial behaviour of steel tubes infilled with rubberised alkali‐activated concrete

Elzeadani,

Bompa,

Elghazouli

2023

ce papers

View full text Add to dashboard Cite

This study investigates the axial compressive behaviour of concrete filled steel tubes with rubberised alkali‐activated concrete as infill. A high‐strength slag‐based alkali‐activated concrete mix is chosen as a reference and rubber contents of 0, 30 and 60% replacements by volume of natural aggregates are considered. Steel tubes with circular and square cross‐sections having length‐to‐diameter/width ratios of 2 and 4 are investigated. The maximum axial capacity and the axial load‐shortening response are observed. The results show a reduction in the axial capacity and elastic stiffness of the confined specimens with higher rubber content. The circular tube sections provide greater confinement to the concrete core, evidenced from the higher ultimate stress, in comparison with the square tube sections. Circular confined specimens also exhibit a softer post‐peak axial load‐shortening response when compared to the square confined specimens. The axial capacity and overall behaviour of the confined specimens with the same cross‐section is generally similar for specimens with length‐to‐diameter/width ratios of 2 and 4, with a slight reduction in the axial stiffness for the taller specimens. Eurocode 4 axial strength design expressions for concrete filled steel tubes are shown to be applicable for the specimens tested in this study.

show abstract

Experimental assessment of the flexural behaviour of circular rubberized concrete-filled steel tubes

Cited by 49 publications

References 12 publications

Simplified Modelling of Circular CFST Members With a Concentrated Plasticity Approach

Simplified Modelling of Circular CFST Members With a Concentrated Plasticity Approach

Seismic performance assessment of conventional steel and steel-concrete composite moment frames using CFST columns

Axial behaviour of steel tubes infilled with rubberised alkali‐activated concrete

Contact Info

Product

Resources

About