Experimental behavior of T-shaped concrete-filled steel tubular columns under diagonal cyclic loading

Zheng, Yanying; Lai, Pengsong

doi:10.1016/j.jcsr.2020.106037

Cited by 22 publications

(4 citation statements)

References 26 publications

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“…Based on the unifed theory and test results, it is assumed that G y sc (τ) is the function which expresses the variety rule of the shear modulus of the unifed material of the panel zone in elastoplastic stage with the change of average shear stress of the unifed material of the panel zone as shown in Figure 23. In elastoplastic stage AB as a result of crack development of the core concrete, the shear modulus G y sc (τ) is obtained as follows [14]:…”

Section: Calculation For Elastoplastic Shear Modulus In Panel Zone In...mentioning

confidence: 99%

“…Existing research results [18,[22][23][24] showed that interaction between column limbs, the stress status of specialshaped steel tube, and the confnement of the steel tube on the core concrete afected the mechanical behavior of special-shaped CFST components. Te mono-columns of Lshaped CFST stub columns fabricated worked more cooperatively [25].…”

Section: Introductionmentioning

confidence: 99%

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Elastoplastic Analysis of Shear Behavior of Multicell Shaped Concrete-Filled Steel Tubular Connection Based on Unified Theory

Chen

Xue

2023

Advances in Civil Engineering

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Connection between multicell shaped concrete-filled steel tube (MCFST) columns and steel beams gives full play of strength and properties of steel tube and core concrete and has many advantages in mechanical and seismic performance. Shear behavior of the connection is crucial to damage performance of special-shaped CFST structure under seismic load. However, few studies focused on shear behavior of the MCFST connection. This study investigates elastoplastic shear behavior of the MCFST connection. Nine specimens were tested under constant axial load and lateral low cyclic loading. The test results showed that as height to thickness ratio of column section increased, the plastic status of the stresses of the flange limb steel webs was obviously different from those of the web limb steel webs, and initial shear stiffness of the panel zone increased. In order to give analytical methods for shear behavior of the MCFST connection under compressive and shear force at the material level to engineers, according to unified theory the analytical model of MCFST composite material in the panel zone is equivalent to that of concrete-filled circular steel tube of web and flange limbs considering the difference of the stresses of the steel webs and interaction between the web and flange limbs. Based on the previous research and analysis of test results, migration and evolution are carried out from analytical models for shear behavior of the MCFST connection at the material level to that at the member level. The analytical expression of initial shear stiffness of the MCFST connection is derived, and the theoretical results correlate well with the experimental results. In addition, the analytical expression of shear stiffness of the MCFST connection in plastic hardening stage is obtained. The calculation formulas are proposed to predict the shear stiffness of the MCFST connection in the elastic and plastic hardening stages by geometrical parameters, material property parameters, and stress state of the steel webs.

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Section: Calculation For Elastoplastic Shear Modulus In Panel Zone In...mentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Elastoplastic Analysis of Shear Behavior of Multicell Shaped Concrete-Filled Steel Tubular Connection Based on Unified Theory

Chen

Xue

2023

Advances in Civil Engineering

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“…Scholars both domestically and internationally have conducted extensive research on the selection of reinforcement for prefabricated columns. Researchers [3][4][5][6] have studied the load-bearing and deformation performance of prefabricated concrete pipe columns. Zhang et al [3] found that prestressed composite reinforcement plays an important role in resisting corrosion and enhancing deformation capacity.…”

Section: Introductionmentioning

confidence: 99%

Investigation on Seismic Behavior of Prestressed Steel Strand Composite Reinforced High-Strength Concrete Column

Jin,

Li,

Wang

2024

Buildings

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To study the seismic performance of high-strength concrete columns reinforced with prestressed steel strands, five column specimens were designed and tested with varying parameters, such as axial compression ratio (0.2, 0.35, 0.5) and diameter of steel strands (9.5 mm, 11.1 mm, 12.7 mm), under low-cyclic reversed loading. The failure modes, hysteretic curves, stiffness degradation, ductility, and energy dissipation capacity of the prestressed steel strand-reinforced concrete columns were observed and recorded. The test results show that the failure mode of the prestressed steel strand-reinforced concrete columns is obvious bending failure. Within a certain range of axial compression ratio, the initial stiffness and load-bearing capacity of the specimens increase with the increase in axial compression ratio, but the plastic deformation capacity decreases. Within a certain range of steel strand diameter, the initial stiffness and load-bearing capacity of the specimens also increase with the increase in steel strand diameter, but the ductility coefficient first increases and then decreases. In addition, the seismic performance of prestressed steel strand-reinforced concrete columns was analyzed by the finite element method using DIANA software, and the results were compared with the test results. It was found that the hysteretic curve and stiffness degradation curve obtained from the finite element model are in good agreement with the test results, and the finite element model can accurately study the seismic performance of this type of column. Finally, based on the finite element model, the influence of different parameters on the mechanical properties of the column was discussed.

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“…Additionally, Cai Jian, Zuo Zhiliang et al [8,9] proposed restraining the out-of-plane deformation of the steel tube by drilling holes in the outer wall of the steel tube and setting binding bars. Additionally, some scholars [10][11][12][13][14][15] have used vertical steel plates, angled steel, or open-hole steel plates to strengthen the bending rigidity of the steel plate section in order to achieve the common working effect of steel tubes and core concrete. Han Linhai [16], Tao Zhong [17], Cheng Rui [18], Tu Yongqing [19,20], and Zheng Yongqian [21] adopted a multi-cell form to eliminate the adverse effects of the concave corners of special-shaped CFST columns.…”

Section: Introductionmentioning

confidence: 99%

Axial Compressive Behavior of Cross-Shaped CFST Stub Columns with Steel Bar Truss Stiffening

Gong

et al. 2023

Materials

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Concrete-filled steel tube (CFST) columns have been widely used in residential buildings due to their high bearing capacity, good ductility, and reliable seismic performance. However, conventional circular, square, or rectangular CFST columns may protrude from the adjacent walls, resulting in inconvenience in terms of the arrangement of furniture in a room. In order to solve the problem, special-shaped CFST columns, such as cross-shaped, L-shaped, and T-shaped columns, have been suggested and adopted in engineering practice. These special-shaped CFST columns have limbs with the same width as the adjacent walls. However, compared with conventional CFST columns, the special-shaped steel tube provides weaker confinement to the infilled concrete under axial compressive load, especially at concave corners. The parting at concave corners is the key factor affecting the bearing capacity and ductility of the members. Therefore, a cross-shaped CFST column with steel bar truss stiffening is suggested. In this paper, 12 cross-shaped CFST stub columns were designed and tested under axial compression loading. The effects of steel bar truss node spacing and column–steel ratio on the failure mode, bearing capacity, and ductility were discussed in detail. The results indicate that the columns with steel bar truss stiffening can change the final deformation mode of the steel plate from single-wave buckling to multiple-wave buckling, and the failure modes of columns also subsequently change from single-section concrete crushing failure to multiple-section concrete crushing failure. The steel bar truss stiffening shows no obvious effect on the axial bearing capacity of the member but significantly improves the ductility. The columns with a steel bar truss node spacing of 140 mm can only increase the bearing capacity by 6.8% while nearly doubling the ductility coefficient from 2.31 to 4.40. The experimental results are compared with those of six design codes worldwide. The results show that the Eurocode 4 (2004) and the Chinese code CECS159-2018 can be safely used to predict the axial bearing capacity of cross-shaped CFST stub columns with steel bar truss stiffening.

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Experimental behavior of T-shaped concrete-filled steel tubular columns under diagonal cyclic loading

Cited by 22 publications

References 26 publications

Elastoplastic Analysis of Shear Behavior of Multicell Shaped Concrete-Filled Steel Tubular Connection Based on Unified Theory

Elastoplastic Analysis of Shear Behavior of Multicell Shaped Concrete-Filled Steel Tubular Connection Based on Unified Theory

Investigation on Seismic Behavior of Prestressed Steel Strand Composite Reinforced High-Strength Concrete Column

Axial Compressive Behavior of Cross-Shaped CFST Stub Columns with Steel Bar Truss Stiffening

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