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

Du, Guanglong; Andjelic, Anja; Li, Zhao; Lei, Zhen; Bie, Xue-Meng

doi:10.3390/app8050793

Cited by 20 publications

(15 citation statements)

References 46 publications

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“…Bond strength of the CFST has been investigated by scholars [12,13]. The ultimate bearing capacity of the CFST under axial compressive load has been investigated by scholars [14][15][16]. Scholars also have investigated the behavior of tubular trusses and a new form of bolted connection with a precast reinforced concrete shear wall [17,18].…”

Section: Introductionmentioning

confidence: 99%

Behavior of Circular CFST Columns Subjected to Different Lateral Impact Energy

et al. 2019

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Forty-eight circular concrete-filled steel tube (CFST) columns subjected to lateral impact were tested to investigate the behavior of circular CFST columns under axial compressive load. Analyses of effects of concrete compressive strength, impact location and impact energy on residual ultimate axial capacity, ductility and initial stiffness are provided in this paper. It is found that lateral impact has negative effects on residual ultimate axial capacity of circular CFST columns from test results. Residual ultimate axial capacity decreases as impact energy increases and impact location comes close to the end of the specimen. It is also found that increasing concrete compressive strength can reduce the negative effects of impact location on residual ultimate axial capacity. Ductility and the initial stiffness of circular CFST columns decrease as impact energy increases. Ductility and the initial stiffness increase as impact location varies from middle-length to the end of specimens. When impact energy and impact location are constant, the ductility of the specimen with 30 MPa of concrete compressive strength is better than that of other specimens with different compressive strength. Besides, analyses of strain developments for 12 typical specimens to investigate failure modes under axial compressive load are provided in this paper. Strain developments have indicated that the steel at impact location becomes plastic faster than that at other locations. Based on the test results, a calculation formula is presented to predict the residual ultimate axial capacities of circular CFST columns subjected to lateral impact, and good agreement with experimental results has been achieved.

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Section: Introductionmentioning

confidence: 99%

Behavior of Circular CFST Columns Subjected to Different Lateral Impact Energy

et al. 2019

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“…However due to the lack of stiffness of the chord members, it is easy to cause plastic deformation of the circular hollow steel tubular truss (CHS). To prevent this unfavorable situation from happening on the unreinforced tubular joints, scholars have adopted different approaches such as pouring concrete into the steel tube [14], adding a double-plate outer chord [15] and adopting internal ring stiffeners [16]. Although the strengthening methods mentioned above have improved the bearing capacity of joints in varying degrees, there are also some new problems to be introduced.…”

Section: Introductionmentioning

confidence: 99%

Experimental Study on Hysteretic Behavior of Double-Plate Reinforced Overlapped K-Joints

Yang

Yan

et al. 2020

Advances in Civil Engineering

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The lifetime of hollow section tubular joints frequently can be shortened owing to the occurrence of the welded cracks and the plastic deformation of chords under the cyclic loading, because of the deficient radial bearing capacity of the steel tube. To avoid such failures, this paper proposes a novel method to strengthen the chord with double plates at the intersection of the chord and braces. To further investigate the efficiency of this strengthening method on hysteretic performance and energy depletion ability of the overlapped K-joints with hollow sections, two unreinforced K-joints and two reinforced K-joints were fabricated. By loading on the braces with collaborative cyclic loading, the joints failure modes, hysteresis curve, and skeleton curve were obtained. The bearing capacity, ductility, and energy depletion of the joints were assessed and the restoring force model of joints was proposed. The results show that the failure mode of the unreinforced joint is the plastic failure of the surface of the chord. For the K-RC1 (double-plate reinforced square hollow section tubular K-joints), cracks appeared at the junction weld between the through brace and the overlapped brace. However, cracks extended along the weld at the intersection of the chord and the through brace for K-CC1 (double-plate reinforced circular hollow section tubular K-joints). There is no obvious deformation on the chord surface of reinforced joints. Experimental results reveal that the mechanical properties of the joints can be improved effectively by such reinforcement measures and that the plastic deformation of the chord can also be restrained. Meanwhile, the reinforcement measures demonstrate the ability to avoid the risk of large stress concentration of the chord in the area where the braces and chords are intersected. The bearing capacity of the joint was increased; however, the ductility of the joint was weakened.

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“…With the development of concrete-filled steel tubular (CFST) column, concrete-filled double steel tubular (CFDST) column emerged in the form of circular internally and square externally, fully filled with concrete. CFDST column can make full use of circular steel tube for its good confinement performance and square steel tube for its good ductility advantages, so the new type of column can be applied to high-rise buildings and bridge engineering [1][2][3]. CFDST column has been firstly applied in the construction of city hall in Wuppertal, Germany. e vertical stiffener joint between a CFDST column and an H-type beam has been verified that it has the good hysteretic behavior, bearing capacity, and ductility [4][5][6], but the shear behavior of the joint core has not been studied including the shear resistance.…”

Section: Introductionmentioning

confidence: 99%

Shear Storage Capacity of Vertical Stiffener Joints between Concrete-Filled Double Steel Tubular Columns and Steel Beams

Zhou

Zhang

Wang

et al. 2019

Advances in Civil Engineering

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Based on the low cyclic loading test results of vertical stiffener joints between concrete-filled double steel tubular (CFDST) columns and steel beams, the shear transfer mechanism and shear resistance were analyzed in this paper. A conceptual model formulated was presented in terms of equilibrium and stress-strain relationships. The results calculated by the theoretical model and the available experimental data were compared, and then one new concept of shear storage coefficient was proposed for the determination of the shear storage capacity of the joint, which quantitatively explained the ductility failure progression of the joint specimens in the seismic performance test. It was concluded that the vertical stiffener joint had sufficient shear resistance, which met the seismic design principle of strong shear and weak bending. Results show that the ribbed joints have greater shear resistance than unribbed ones; lengthening the overhang of the vertical stiffener can both increase shear resistance and shear storage capacity of the joint; axial compression ratio can reduce the shear storage capacity. The paper also suggests that the joint design should ensure enough safety storage of shear resistance to improve the seismic performance.

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

Cited by 20 publications

References 46 publications

Behavior of Circular CFST Columns Subjected to Different Lateral Impact Energy

Behavior of Circular CFST Columns Subjected to Different Lateral Impact Energy

Experimental Study on Hysteretic Behavior of Double-Plate Reinforced Overlapped K-Joints

Shear Storage Capacity of Vertical Stiffener Joints between Concrete-Filled Double Steel Tubular Columns and Steel Beams

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