Bond-slip behaviour of concrete-filled stainless steel circular hollow section tubes

Chen, Yu; Ruan, Feng; Shao, Yongbo; Zhang, Xiaotian

doi:10.1016/j.jcsr.2016.12.012

Cited by 88 publications

(29 citation statements)

References 16 publications

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“…Some studies about frictional behaviour between steel and concrete were presented below. Chen et al [1] noted that the gradually decreasing of slipping force between core concrete and steel tube at shear failure subjected to cyclic push out tests charged in same direction within experimental results of 32 concrete filled tube specimens. The strength constitute subcomponents of shear resistance were indicated as interface friction force and chemical adhesive force with mechanical interlock force with the ratio of %70 and %30, respectively.…”

Section: Introductionsupporting

confidence: 65%

08.57: The friction investigation of CFRP confined CFST specimens with modified concrete

Evirgen

Tuncan

2017

ce papers

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Nowadays, concrete filled steel tube (CFST) composite members have in wide range application areas such as transverse beams, piers, slender columns, stub columns, wind turbines etc. around the world. The frictional behavior between concrete and steel tube has a vital role in selection of required size and materials during the laboratory experiments, in-situ applications and modelling studies. In this study, 16 CFST members were subjected to push out tests within the aim of determination the effect of carbon fibres reinforced polymer (CFRP) confinement and modified concrete at the same time. Modified concrete indicates some mechanical additives are inside the concrete for instance steel fibres, polypropylene fibres and crumb rubber. Furthermore, external CFRP confinement was applied with three different arrangements on the outside circumference of the steel tube. Frictional stress created on the lateral interaction surface ranges between 0.18 MPa and 0.63 MPa due to maximum striping force. Maximum frictional strength was observed on the unconfined reference concrete. Although CFRP application seriously increased the axial strength of composite sections, this process decreases the frictional strength between concrete and steel tube, unexpectedly. Therefore, considering different frictional coefficient emerges as a foregone conclusion during the design procedure of CFRP confined CFST sections.

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Section: Introductionsupporting

confidence: 65%

08.57: The friction investigation of CFRP confined CFST specimens with modified concrete

Evirgen

Tuncan

2017

ce papers

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“…Meanwhile, among many types, CFST columns using circular steel tubes are considered more effective in obtaining high compressive strength and ductility. In the previous study on circular CFST columns, primary research focuses include diameter-to-thickness ratio of the steel tube (Sakino et al, 2004;Han et al, 2005;Gupta et al, 2007;Abed et al, 2013), concrete strength (Giakoumelis and Lam, 2004;Yu et al, 2007;Lam and Gardner, 2008), bond behavior between steel tube and concrete (Xue et al, 2012;Liao et al, 2013;Tao et al, 2016;Chen et al, 2017), etc. Many studies conclude that the confinement effect from the exterior steel tube to the infill concrete is the key parameter in CFST columns and various means to enhance the confinement effect have been reported (Hu et al, 2011;Ho and Lai, 2013;Lai and Ho, 2015;He et al, 2018;Shen et al, 2019).…”

Section: Introductionmentioning

confidence: 99%

Confinement Effect of Concrete-Filled Steel Tube Columns With Infill Concrete of Different Strength Grades

Lin

Jiang

2019

Front. Mater.

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Concrete-filled steel tube (CFST) columns are increasingly used in composite construction. Under axial compression, the steel tube will sustain partial axial force and meanwhile provides the confinement to the infill concrete. The high axial strength capacity of CFST columns is largely related to the confinement provided by the steel tube. Extensive studies on CFST columns have been conducted. Nevertheless, how to quantify the efficiency of confinement effect in CFST columns using concrete with different strength grades is still missing. To address this issue, a series of compressive loading tests on CFST columns were conducted in present study. The variable parameters studied include concrete strength and diameter-to-thickness ratio of the steel tube. Six CFST stub columns in total were designed and tested under uniaxial compression. Axial strength, stress state in the steel tube, confined concrete strength and confining pressure acting on the infill concrete were carefully investigated. Test results show that the confinement factor (defined as the ratio of the nominal strength of empty steel tube to that of the unconfined concrete) is the most dominant factor influencing the confinement effect, and a larger confinement factor gives higher confinement effect. The low-strength concrete exhibits better performance of ductility and confinement compared with the high-strength concrete. The index of equivalent confining pressure was used to quantify the level of passive confinement provided by the steel tube in CFST columns. Based on the test results, a method to quickly quantify the confining pressure provided by the steel tube was proposed.

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“…e rougher the inner surface of the steel tube is, the higher the bond strength is, and the interface length does not influence the bond strength of CFSTs. Xiushu et al [15], Yongjian and Jianjun [16], and Chen et al [17] determine through reciprocating push-out tests on CFST specimens that the bond stress distribution is nonuniform along the length of the tube. e frictional resistance is the dominant mechanism contributing to bond strength, followed by mechanical interlocking action, whereas the effect of chemical bonding action appears to be limited.…”

Section: Introductionmentioning

confidence: 99%

Study on the Bond‐Slip Performance of CFSSTs Based on Push‐Out Tests

Wang

Chen

Zhong

et al. 2018

Advances in Materials Science and Engineering

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To study the interfacial bond-slip performance of concrete-filled square steel tubes (CFSSTs), taking the core concrete strength, slenderness ratio, and width-to-thickness ratio as the influencing factors; 9 specimens were designed with 3 factors and 3 levels for the orthogonal test method. In addition, different from the above 9 specimens, one specimen without rust removal was designed for the purpose of comparison. Based on the bond stress distribution and deformation coordination relationships between the specimens during the push-out tests, a theoretical formula for calculating the relative slip of a CFSST was deduced. e results show that with the increase of load, the relative slip at the loading ends was earlier than that at the free ends of the specimens; the interfacial bond failure and relative slip gradually developed from the two ends towards the centre of the specimens; the increase of the bond stress in the middle part was faster than that at the ends of the specimens. e order of these factors from main to secondary is the presence of rust in the inner wall of the square steel tube, the slenderness ratio, the core concrete strength, and the width-to-thickness ratio.

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Bond-slip behaviour of concrete-filled stainless steel circular hollow section tubes

Cited by 88 publications

References 16 publications

08.57: The friction investigation of CFRP confined CFST specimens with modified concrete

08.57: The friction investigation of CFRP confined CFST specimens with modified concrete

Confinement Effect of Concrete-Filled Steel Tube Columns With Infill Concrete of Different Strength Grades

Study on the Bond‐Slip Performance of CFSSTs Based on Push‐Out Tests

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