Experimental investigation of SCF distribution for thin-walled concrete-filled CHS joints under axial tension loading

Xu, Fei; Chen, Ju; Jin, Weiliang

doi:10.1016/j.tws.2015.03.019

Cited by 63 publications

(35 citation statements)

References 7 publications

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“…The SCF formulae for circular hollow-section T-joints (Zhao et al 2000) and published experimental results (Chen et al 2010;Chen 2011;Wang et al 2011;Xu et al 2015) indicate that the parameters β, 2γ and τ are the key to determination of SCFs for CFST T-joints under IPB in the brace and under axial compression and IPB in the chord. On the other hand, parameter α is considered an additional key parameter when the brace is subjected to OPB.…”

Section: Description Of the Analysismentioning

confidence: 99%

“…In previous research (Zheng et al 2018), three-dimensional finite element (FE) models of CFST T-joints with the brace in axial tension were developed in order to replicate the results of published experiments (Chen et al 2010;Chen 2011;Wang et al 2011;Xu et al 2015). After confirming the precision of these FE models, they were employed for parametric analysis to reveal the influences of certain non-dimensional parameters.…”

Section: Introductionmentioning

confidence: 99%

“…In the current research, the applicability of the FE modelling used in the previous research to in-plane bending (IPB) in the brace is first validated. Numerical results from FE models incorporating IPB are compared with previously reported experimental results (Chen et al 2010;Chen 2011;Wang et al 2011;Xu et al 2015). The validated models are then used for parametric analysis under four loading conditions: IPB in the brace, out-of-plane bending (OPB) in the brace, axial compression in the chord and IPB in the chord.…”

Section: Introductionmentioning

confidence: 99%

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Extended Formulation of Stress Concentration Factors for CFST T-Joints

Jian

Nakamura

Ge³

et al. 2020

J. Bridge Eng.

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In previous research, the authors numerically investigated 212 finite element (FE) models of concrete-filled steel tubular (CFST) T-joints under axial force in the brace to derive formulae for stress concentration factors (SCFs). The formulations involve four non-dimensional parameters: diameter ratio, β; diameter to thickness ratio of chord, 2γ; thickness ratio, τ; and relative chord length, α. In the current study, the earlier formulation is extended to include four additional loading conditions: in-plane bending (IPB) in the brace, out-of-plane bending (OPB) in the brace, axial compression in the chord, and IPB in the chord. The validity of the new SCF formulae is demonstrated by comparing the SCFs obtained using the formulae with the results of numerical analysis.

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Section: Description Of the Analysismentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Extended Formulation of Stress Concentration Factors for CFST T-Joints

Jian

Nakamura

Ge³

et al. 2020

J. Bridge Eng.

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“…Hou et al [49] studied the static behavior of concrete filled double skin steel tubular (CFDST) chord and CHS brace composite K-joints, and the effects of important parameters on joint strength were discussed based on experiment results. Moreover, Xu et al [50], Qian et al [51], and Tong et al [52] carried out studies on the fatigue behavior of CFST joints.…”

Section: Introductionmentioning

confidence: 99%

Experimental Study on the Static Behavior of Reinforced Warren Circular Hollow Section (CHS) Tubular Trusses

et al. 2018

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For truss structures, the question of whether to weld hidden welds or not has been controversial. In the actual construction process of truss structures, the members are usually spot welded in place on the assembly platform, and then welded as a whole, while the hidden welds of the truss are not welded, especially for small pipe diameter trusses. Furthermore, in this study, under hidden weld unwelded conditions, two kinds of reinforcing method (adding a half outer sleeve on each joint and filling concrete into the chord members) are adopted to achieve the purpose of strengthening the truss. Therefore, this paper presents an experimental study on the static behavior of four types of Warren tubular trusses made of CHS members. These four types are (1) T-HW: The truss with hidden welds welded; (2) T-HN: The truss with hidden welds unwelded; (3) TS-AS: The truss strengthened on the basis of T-HN by adding a half outer sleeve on each joint; (4) TS-FC: The truss strengthened on the basis of T-HN by filling concrete into the top and bottom chord members. The mechanical behavior, failure mode, bearing capacity, and load-displacement of all specimens were investigated. The surface plasticity of the bottom chord member, the weld fracture around tubular joints at the bottom chord member, and the bending deformation of the bottom chord member were observed in the tests. Compared with the T-HW specimen, the load carrying capacity of the T-HN specimen decreased by 18%. On the other hand, the T-HN specimen has better deformability than the T-HW specimen. The reinforcing method of adding a half outer sleeve on each joint and filling concrete into the chord members can effectively improve the load carrying capacity and stiffness of the truss, thus reducing the overall deformation of the truss, but the reinforcing method of filling concrete into the chord members is more efficient. of 22trusses under static loading. The failure modes, load carrying capacity, overall deflection, and strain intensity of all test specimens were discussed. Finite element analysis (FEA) software was used for numerical modelling of Warren CHS tubular trusses and the results obtained by numerical analysis were compared with those of the experimental results. Experimental Study Test SpecimensA total of four types of Warren CHS tubular trusses, including the truss with hidden welding welded (T-HW), the truss with hidden welding unwelded (T-HN), the truss strengthened on the basis of T-HN by adding a half outer sleeve on each joint (TS-AS), and the truss strengthened on the basis of T-HN by filling concrete in top and bottom chord members (TS-FC), were designed according to the design guidelines given in the Chinese Standard for Design of Steel Structures (GB50017-2017) [13]. The truss configuration of all specimens is Warren truss with symmetric geometry, loading application, and boundary conditions.The nominal dimensions of CHS members, including chord members, brace members, and lateral bracings of all types of multiplanar tubular trusses, are identical ...

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“…Based on solid finite element analysis models, stress concentration factors of diamond bird beak square hollow section T-joints under axial loading and in-plane bending were numerically studied by Tong et al [11]. SCFs of many kinds of thin-walled concrete-filled CHS joints under axial tension loading were experimentally investigated by Xu and Chen [12]. The previous literatures were mainly focused on SCFs of noneccentricity and small eccentricity tubular joints.…”

Section: Introductionmentioning

confidence: 99%