Bearing Capacity of Hollow GFRP Pipe-Concrete-High Strength Steel Tube Composite Long Columns Under Eccentrical Compression Load

Ji, Jing; Zeng, Wen; Wang, Ruili; Ren, Hongguo; Zhang, Lei; Liu, Yuchen; Jiang, Liangqin; He, Lingjie; Lin, Yubo; Yu, Chenyu

doi:10.3389/fmats.2021.768877

Cited by 8 publications

(7 citation statements)

References 25 publications

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“…The study on the bearing behavior of hollow CFDST specimens is carried out by adopting the ultimate equilibrium method [23], and the calculation expression of the axial compression bearing capacity (N u c1 ) is obtained by introducing the constraint effect coefficient (ξ), as shown in Equation (7):…”

Section: The Expression Of the Axial Compression Bearing Capacitymentioning

confidence: 99%

“…Therefore, it has become a key problem to realize the reconstruction of adding stories around the existing buildings without interrupting their function [4]. A novel assembled composite frame, consisting of different strength concrete filled double skin steel tube (CFDST) columns and H-shaped honeycombed composite beams with rectangular concrete filled steel tube (RCFST) flanges, is proposed in this paper [5][6][7][8][9]. Both the columns and beams are connected together through integral joints.…”

Section: Introductionmentioning

confidence: 99%

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Axial Compression Behavior of Symmetrical Full-Scale Concrete Filled Double Skin Steel Tube Stub Columns

Bai

et al. 2022

Symmetry

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To investigate the bearing behavior of symmetrical full-scale different strength concrete filled double skin steel tube (CFDST) stub columns, 19 full-scale specimens were designed, considering the slenderness ratio (λ); the compression strength of core concrete and sandwich concrete (fcki, fcko), the thickness of the inner and outer steel tubes (ti, to); the diameter of inner and outer steel tubes (Di, Do); and the tensile strength of the inner and outer steel tubes (fyki, fyko) as the main parameters. Nonlinear constitutive models for concrete considering constraint effect were adopted, and a finite element (FE) model was established using ABAQUS software. By comparing the results between simulations and experiments, the rationality of the modeling method was verified. Based on the FE model, the parameter analysis for CFDST columns were conducted, and the force mechanism, stress distribution, and deformation process were analyzed. The results showed that the axial compression bearing capacity (Nsu) increased significantly with an increase in fcki, to, Do, and fcko, while Nsu decreased gradually with an increase in λ. Finally, according to the calculated results of the specimens, the calculation formula for Nsu of full-scale composite columns was statistically regressed using 1stOpt software and showed a good agreement with the FE.

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Section: The Expression Of the Axial Compression Bearing Capacitymentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Axial Compression Behavior of Symmetrical Full-Scale Concrete Filled Double Skin Steel Tube Stub Columns

Bai

et al. 2022

Symmetry

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“…Three-dimensional geometric models of square steel tubes, unequal height steel beams, and core confined concrete are created as shown in Figure 3. The eight-joint hexahedral element type C3D8H is used to simulate square steel tubes, unequal height steel beams, and core confined concrete [26,27]. The nonlinear symmetrical contact between the steel tube and concrete is simplified as normal hard contact and tangential friction contact.…”

Section: Finite Element Modeling 221 Establishment Of Parts and Conta...mentioning

confidence: 99%

Hysteretic Behavior on Asymmetrical Composite Joints with Concrete-Filled Steel Tube Columns and Unequal High Steel Beams

Zeng

Jiang

et al. 2021

Symmetry

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In order to acquire the hysteretic behavior of the asymmetrical composite joints with concrete-filled steel tube (CFST) columns and unequal high steel beams, 36 full-scale composite joints were designed, and the CFST hoop coefficient (ξ), axial compression ratio (n0), concrete cube compressive strength (fcuk), steel tube strength (fyk), beam, and column section size were taken as the main control parameters. Based on nonlinear constitutive models of concrete and the double broken-line stress-hardening constitutive model of steel, and by introducing the symmetric contact element and multi-point constraint (MPC), reduced-scale composite joints were simulated by ABAQUS software. By comparing with the test curves, the rationality of the modeling method was verified. The influence of various parameters on the seismic performance of the full-scale asymmetrical composite joints was investigated. The results show that with the increasing of fcuk, the peak load (Pmax) and ductility of the specimens gradually increased. With the increasing of n0, the Pmax of the specimens gradually increases firstly and then gradually decreases after reaching a peak point. The composite joints have good energy dissipation capacity and the characteristic of stiffness degradation. The oblique struts force mechanism in the full-scale asymmetrical composite joint domain is proposed. By introducing influence coefficients (ξ1 and ξ2), the expression of shear bearing capacity of composite joints is obtained by statistical regression, which can provide theoretical support for the seismic design of asymmetrical composite joints.

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“…In 2020, Tests and FE analysis on ultra-HPC-filled round high-strength steel tube composite stub columns subjected to axial load were conducted by Wei et al (2019),and the results showed that highstrength steel tubes provided more effective restraint for ultra-HPC, so high-strength steel tube was a better match with ultra-HPC. In 2021, FE analysis on the bearing capacity of hollow GFRP pipe-concrete-steel tube composite long columns subjected to eccentrical load was carried out by Ji et al (2021d), and the results showed that with the increasing of thickness of GFRP tube, steel tube, and cubic compressive strength of concrete, the ultimate eccentrical compression bearing capacity increased gradually, finally a formula for the bearing capacity of such composite columns under eccentrical load was proposed by statistical regression.…”

Section: Introductionmentioning

confidence: 99%

Bearing behavior of high-performance concrete-filled high-strength steel tube composite columns subjected to eccentrical load

Jiang

Wang

et al. 2022

Front. Mater.

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In order to study the bearing capacity of high-performance concrete-filled high-strength steel tube (HCHST) composite stub columns subjected to eccentrical load, 22 HCHST composite stub columns, 4 concrete-filled steel tube (CFST) composite stub columns and 8 high-performance concrete-filled steel tube (HCST) composite stub columns were designed with the cubic compressive strength of concrete (fcu), the yield strength of steel tube (fy), the thickness of tube wall (t), the eccentricity (e) and slenderness ratio (λ) as the main parameters. Considering the nonlinear constitutive model of concrete and simplified constitutive model of steel, the finite element (FE) model of HCHST composite stub columns was established by ABAQUS software. By comparison with the existing test results, the rationality of the constitutive model and boundary conditions was verified. The variation of ultimate bearing capacity and the typical failure modes of HCHST composite stub columns under different parameters was analyzed. The results show that the specimens exhibit obvious bulge outward at the end of the steel tube and shear failure at the end of concrete. High-performance concrete (HPC) can significantly improve the ultimate eccentrical compression bearing capacity of composite columns, and high-strength steel tubes have better restraint effect on HPC. With the increasing of t, the ultimate eccentrical compression bearing capacity and the load-holding capacity of HCHST columns increases gradually, while the ultimate eccentrical compression bearing capacity decreases gradually with the increasing of λ and e. By introducing the reduction coefficient of eccentricity (φ1) and the reduction coefficient of slenderness ratio (φ2), the calculation formula of the eccentric bearing capacity of HCHST columns is proposed by statistical regression, which can lay a foundation for the application of HCHST columns in practical engineering.

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Bearing Capacity of Hollow GFRP Pipe-Concrete-High Strength Steel Tube Composite Long Columns Under Eccentrical Compression Load

Cited by 8 publications

References 25 publications

Axial Compression Behavior of Symmetrical Full-Scale Concrete Filled Double Skin Steel Tube Stub Columns

Axial Compression Behavior of Symmetrical Full-Scale Concrete Filled Double Skin Steel Tube Stub Columns

Hysteretic Behavior on Asymmetrical Composite Joints with Concrete-Filled Steel Tube Columns and Unequal High Steel Beams

Bearing behavior of high-performance concrete-filled high-strength steel tube composite columns subjected to eccentrical load

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