The Punching Shear Strength Of Tubular Joints Reinforced With a Grouted Pile

Tebbett, I.E.; Beckett, Clifford; Billington, C.J.

doi:10.4043/3463-ms

Cited by 17 publications

(14 citation statements)

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“…However, little research has been carried out on concrete-filled tubular connections. An experimental investigation of both grouted and ungrouted tubular T-joints fabricated from circular hollow section was carried out by Tebbett et al [1]. The ultimate strength of tubular connections was shown to be significantly improved for axial tension, axial compression and inplane bending load cases when the connections were filled with concrete.…”

Section: Introductionmentioning

confidence: 98%

“…Coefficient of variation f c Crushing strength of concrete by cylinder test h 0 Overall depth of chord member h 1 Overall depth of brace member or steel bearing plate L c Length of concrete in chord member L 0…”

Section: Introductionmentioning

confidence: 99%

“…The tests were performed on a RHS of size 177.8 × 127.0 × 4.78 mm member that varied in the amount of concrete filling, loaded with different bearing areas and had the tube oriented in different directions. Packer and Fear [2] proposed a conservative lowerbound method for estimating the strength of concrete-filled RHS under transverse compression that ignore the contribution of the 1 Bearing area over which the transverse load is applied A 2 Dispersed bearing area b 0 Overall width of chord member b 1 Overall width of brace member or steel bearing plate COV…”

Section: Introductionmentioning

confidence: 99%

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Tests of concrete-filled stainless steel tubular T-joints

Ruan

Young

2008

Journal of Constructional Steel Research

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Section: Introductionmentioning

confidence: 98%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Tests of concrete-filled stainless steel tubular T-joints

Ruan

Young

2008

Journal of Constructional Steel Research

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“…In transmission towers, poles and arch bridges [4], hollow or CFST chords and braces are commonly connected by welds. Previous investigations [5][6][7][8][9] demonstrated the radial stuffiness of chord member and the capacity of composite joints could be significantly improved when compared with the hollow section counterparts, despite that the inner concrete does not provide the direct tensile or compressive resistance to the external actions. The typical failure modes of composite joints were brace failure [5,6] and crushing of inner concrete [5,7] in the case of axial compression and punching shear in the case of axial tension [6][7][8][9].…”

Section: Introductionmentioning

confidence: 99%

“…These types of loads will introduce a moment force to the connecting area. However, limited studies [6] have been reported on the structural performance of in-plane bending loaded concrete-filled or grouted circular hollow section (CHS) joints and the design provisions for concrete-filled CHS joints subjected to in-plane bending is currently scarce. Therefore, this paper aims to assess the governing failure mode 573 Xu, F., Chan, T.M.…”

Section: Introductionmentioning

confidence: 99%

Punching Shear Mechanism Based Design of Concrete-Filled CHS T-Joints under In-Plane Bending

Chan

Chen

2018

Proceedings 12th International Conference on Advances in Steel-Concrete Composite Structures - ASCCS 2018

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The in-plane bending behaviour of concrete-filled circular hollow section (CHS) T-joints was examined in this paper. The main failure mode, the punching shear of the chord-wall, was observed from the test of four large-scale joints with the diameter ratio of brace to chord (β) ranging from 0.44 to 0.85. The tube-wall deformation was measured to assess the governing failure mode of the composite joints. Complementary finite element (FE) methodology was verified against the experimental findings and the validated FE models were used to further investigate the mechanical behaviour and the design methodology. The feasibility to apply a fracture criterion in the material-level to a large-scale structural simulation was evaluated. The validated FE modes could successfully capture the tubewall fracture initiation and propagation. Based on both experimental and numerical investigations, it was shown that the capacity of composite joints was governed by the ultimate strength limit, i.e. punching shear strength, due to the infill concrete that mitigated both inward and outward deformation on the compressive and tensile sides, respectively. The analytical model was established to reveal the composite actions between the tube and the inner concrete, and to elaborate the development of the flexural section-resistance. Finally, the design equation was proposed and could well predict the moment capacity.

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02.05: Design of concrete‐filled steel tubular longitudinal gusset plate connections

Zhu

et al. 2017

ce papers

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Experimental investigation on the concrete-filled tubular gusset plate T-connections is presented in this paper. Three different loading conditions, including axial tension, eccentric tension and in-plane bending, were applied to the brace of connection. The chord wall slenderness ratio (D/t) of the test specimens ranged from 48 to 75. Each connection was tested to failure, and the behavior under loading was recorded. Punching shear failure of the chord member was the main failure mode observed during the tests. It is recommended that the contribution of concrete be considered in the design because it could effectively restrain the deformation of the chord wall that was observed in the test. The proposed design equations predict the ultimate strengths of the concrete-filled tubular gusset plate T-connections generally well.

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The Punching Shear Strength Of Tubular Joints Reinforced With a Grouted Pile

Cited by 17 publications

References 0 publications

Tests of concrete-filled stainless steel tubular T-joints

Tests of concrete-filled stainless steel tubular T-joints

Punching Shear Mechanism Based Design of Concrete-Filled CHS T-Joints under In-Plane Bending

02.05: Design of concrete‐filled steel tubular longitudinal gusset plate connections

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