Finite element modelling of concrete-filled steel stub columns under axial compression

Tao, Zhong; Wang, Zhibin; Yu, Qing

doi:10.1016/j.jcsr.2013.07.001

Cited by 846 publications

(387 citation statements)

References 40 publications

Supporting

Mentioning

380

Contrasting

Unclassified

Order By: Relevance

“…In the model, the 8-node reduced-integration brick solid element (C3D8R) provided by ABAQUS [43] is adopted to simulate the steel tube, the core concrete, and the steel plates, as proposed by Tao et al [44] and Classen et al [45]. A fine mesh is used to develop the model to ensure the simulation effectiveness.…”

Section: Finite Element Type and Meshmentioning

confidence: 99%

Residual Axial Bearing Capacity of Concrete-Filled Circular Steel Tubular Columns (CFCSTCs) after Transverse Impact

Andjelic

et al. 2018

Applied Sciences

View full text Add to dashboard Cite

Abstract:The purpose of this research is to study the effect of both transverse impact, and ratio of outer diameter to thickness of outer steel tube (D/t), on the residual axial bearing capacity of concrete-filled circular steel tubular columns (CFCSTCs). A total of sixteen samples, including four samples left untreated for comparison, are experimentally studied to investigate the effect of both drop-hammer transverse impact height (H), and D/t ratio, on the residual axial bearing capacity of CFCSTCs. The failure mode, load-displacement curves, load-strain curves, and residual axial bearing capacity of those samples are extensively investigated. A finite element analysis (FEA) model is established to predict the effect of D/t ratio on the residual axial bearing capacity of CFCSTCs. The results indicate that the H and the D/t ratio have noticeable effects on the axial compression performance of CFCSTCs. Failure mode of samples is commonly local buckling. In addition, maximum reduction of the axial bearing capacity of columns reaches about 35% compared with that of untreated columns. The results also show that the bearing capacity of the column increases with a decreasing D/t ratio of the same diameter (D).

show abstract

Section: Finite Element Type and Meshmentioning

confidence: 99%

Residual Axial Bearing Capacity of Concrete-Filled Circular Steel Tubular Columns (CFCSTCs) after Transverse Impact

Andjelic

et al. 2018

Applied Sciences

View full text Add to dashboard Cite

show abstract

“…A fine mesh of three-dimensional eight node (C3D8) solid elements was used to model all the components. The mesh size reported in [6] was adopted herein. The measured material properties of the cables and steel tubes were employed in the models.…”

Section: Modelling Assumptionsmentioning

confidence: 99%

Axial behaviour of prestressed high strength steel tubular members

Wang

Afshan

Gardner

2017

Journal of Constructional Steel Research

View full text Add to dashboard Cite

Abstract:The axial behaviour of high strength steel tubular elements with internal prestressing cables, representing the chord members in prestressed trusses, is investigated herein. Experiments on tensile and compressive members were carried out, with the key variables examined being the steel grade (S460 and S690), the initial prestress level and the presence of grout. FE models were developed to replicate the experiments and generate parametric results. The presence of cables was shown to enhance the tensile load-carrying capacity of the members while the application of prestress extended the elastic range. In compression, prestressing was detrimental, and a modified Perry-Robertson design approach was examined.

show abstract

“…Material damage evolves along with the plastic strain growth; however the coupling between damage and plasticity is weak. The model has been continuously modified to better fit experimental data [7,10,11]. The main features taken into consideration by the researchers are the hardening rule and the failure criterion [10,11].…”

Section: Introductionmentioning

confidence: 99%

“…The model has been continuously modified to better fit experimental data [7,10,11]. The main features taken into consideration by the researchers are the hardening rule and the failure criterion [10,11]. In the present study other refinement of this elastoplastic damage model for concrete is presented -an improved plastic potential is proposed.…”

Section: Introductionmentioning

confidence: 99%

Modification of Concrete Damaged Plasticity model. Part I: Modified plastic potential

Szwed

Kamińska

2017

MATEC Web Conf.

View full text Add to dashboard Cite

Abstract. In order to extend the Concrete Damaged Plasticity model [1], a modification of flow rule is considered. A new plastic potential is proposed. It takes into account the difference in behavior of concrete under compressive and tensile loading. In the present paper the proposed function is examined and compared to the original potential. Influence of parameters of the potential choice on the shape of its surface is analysed. Formulation and preliminary validation of the modified model is shown in the subsequent paper (Part II).

show abstract

Finite element modelling of concrete-filled steel stub columns under axial compression

Cited by 846 publications

References 40 publications

Residual Axial Bearing Capacity of Concrete-Filled Circular Steel Tubular Columns (CFCSTCs) after Transverse Impact

Residual Axial Bearing Capacity of Concrete-Filled Circular Steel Tubular Columns (CFCSTCs) after Transverse Impact

Axial behaviour of prestressed high strength steel tubular members

Modification of Concrete Damaged Plasticity model. Part I: Modified plastic potential

Contact Info

Product

Resources

About