Performance of CFDST beams using high-strength steel under bending

Li, Wei; Li, Weijie; Xu, Lian; Wang, Facheng

doi:10.1016/j.istruc.2021.09.006

Cited by 21 publications

(4 citation statements)

References 24 publications

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“…The following stress-strain relationship in Equation ( 2) was used to depict the compressive response of sandwich concrete [34,35].…”

Section: Fe Modelmentioning

confidence: 99%

“…Regarding the tensile pe concrete, the constitutive curve in Equation ( 4) was employed in In the FE model of ABAQUS program, the reduced integral element modes of the solid (C3D8R) and shell (S4R) were severally adopted for the hollow concrete infill and steel pipe. To simulate the interfacial behavior between the hollow concrete infill and tapered steel pipes, the hard contact in the normal direction and Coulomb friction method in the tangential orientation were respectively utilized [34,36]. The friction factor was 0.6.…”

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confidence: 99%

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Compressive–Flexural Failure Mechanism and Bearing Capacity Calculation of Over-Ranging Tapered CFDST Members for Support Structures of Offshore Wind Turbines

Wang,

Liu,

Sun

et al. 2023

JMSE

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Upon the higher requirement on high-performance structures of large-scale supporting structures of offshore wind turbines, the systematic analysis on the compressive-flexural behavior and ultimate bearing capacity of tapered concrete-filled double skin steel tubular (CFDST) members designed by over-ranging parameters was performed. Investigating the entire-process mechanism, e.g., the moment–deformation response, stress development, interaction stress, and subassembly contribution, was based on the finite element (FE) analysis, where the moment–deformation curve can be distinguished by four characteristic points, and the transverse local buckling of outer tube partly weakens distribution height of interface pressure in compression zone compared to that in tension zone. Influences of material strengths and geometric parameters were examined by the parametric study, e.g., increasing tapered angle (ψ) slightly reduces the bearing capacity; the higher axial compression ratio (n) contributes a noteworthy action on the post-peak behavior and carrying capacity, e.g., the bearing capacities at n = 0.9 and n = 0.5 reduce by 64.14% and 18.44% compared to capacity at n = 0.1, respectively; influence of Do/to ratio is more significant than Di/ti ratio. Subsequently, the modified cross-sectional stress integration (CSI) method was proposed to predict the moment–strain (M-ε) curves of tapered CFDST members; meanwhile, a confined concrete model with transverse confinement stress as an explicit parameter was modified, and influences of different confined concrete models on predicting M-ε curves were compared. Finally, design methods based on the modified CSI method and limit state method were proposed as a simplified calculation method to determine the correlative relationship of axial compressive strength and moment-resisting capacity (N-M curve).

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“…The following stress-strain relationship in Equation ( 2) was used to depict the compressive response of sandwich concrete [34,35].…”

Section: Fe Modelmentioning

confidence: 99%

mentioning

confidence: 99%

Compressive–Flexural Failure Mechanism and Bearing Capacity Calculation of Over-Ranging Tapered CFDST Members for Support Structures of Offshore Wind Turbines

Wang,

Liu,

Sun

et al. 2023

JMSE

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“…Eom et al [7] and Kim et al [8] carried out experimental and numerical studies on the flexural behavior of CFDST members with shear connectors, and proposed formulas to estimate the flexural capacity of these members. Li et al [9] fabricated CFDST members by using high-strength steel and tested the bending behavior of CFDST members. Wang et al [10] investigated the flexural behavior of tapered CFDST members and derived formulas to predict the flexural capacity of tapered CFDST members.…”

Section: Introductionmentioning

confidence: 99%

Numerical analysis on torsional behavior of rectangular and square CFDST members

Zhou

et al. 2022

Journal of Constructional Steel Research

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“…In general, the CFDST beams usually prepared with conventional cross-sections [8,14,7]. However, these sections are usually facing an outward buckling failure at the compression zone stress that usually occurred at the top flange of the beams under high bending loads [11,13].…”

Section: Introductionmentioning

confidence: 99%

Flexural Behavior of Concrete-Filled Double-Skin Hexagonal Tubular Beams Using Finite Element Analysis

Mazlan¹,

Zand²

2022

Kbes

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The Concete-Filled Double Steel Tube (CFDST) members usually prepared from Concrete-Filled Steel Tube (CFST) member with additional internal steel tube, in order to increase strength and reduce the selfweight of the composite member. The conventional square cross-sections are usually used for the CFDST beams. However, these sectionsthis square section are usually facing an outward buckling failure at the compression zone stress that usually occurred at the top flange of the CFDST beams under high bending loads. Additionally, using cross-section shapes with hexagonal and/or octagonal and/or decagonal could be to reduce the flatness width of the CFDST beam’s top flangem since they have smaller flatness width of their flanges than the square/rectangular tube’s cross section. Therefore, the aim of this research is to numerically study the flexural behavior of CFDST beam with hexagonal tubular cross-section under pure bending static loads by using finite element (FE) software named ABAQUS. First, the FE model was devloped and verified with the rated experimental tested results, then devloped and analysed additional models of hexagonal CFDST beams to investigate further parameters that not yet been investiated. Generally a total of 19 hexagonal CFDST models were analysed for this project to investigate the influnce of varied tube’s thickness (t), steel yielding strength (fy), concrete strength (fcu), inner to outer tube’s dimensions ratio (Di/Do), and different inner tube’s cross-sections shape (hexagon, square and circle). The result of the paper showed that by using double steel tube for the beam, the failure due to outward buckling can be reduced significantly. The ultimate bending capacity of the hexagon CFDST models were increased with increases of their steel/concrete strength, tube’s thickness and Di/Do ratio. For example, increasing the tube thickness from 1.5 mm 2.5 mm achieved an improvement in Mu values of about 41%. Meanwhile less improvement percentages was recorded when only the concrete strength increased. Furthermore, there are no much improvements have been recorded in the model’s bending capacity when used square or circle shape of inner tube’s cross-section the than the hexagonal shape. The energy absorption of the hexagon CFDST model have been improved according to the improvement of their loading strength capacities

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Performance of CFDST beams using high-strength steel under bending

Cited by 21 publications

References 24 publications

Compressive–Flexural Failure Mechanism and Bearing Capacity Calculation of Over-Ranging Tapered CFDST Members for Support Structures of Offshore Wind Turbines

Compressive–Flexural Failure Mechanism and Bearing Capacity Calculation of Over-Ranging Tapered CFDST Members for Support Structures of Offshore Wind Turbines

Numerical analysis on torsional behavior of rectangular and square CFDST members

Flexural Behavior of Concrete-Filled Double-Skin Hexagonal Tubular Beams Using Finite Element Analysis

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