Experimental investigation into stud shear connections under combined shear and tension forces

Shen, M.H.; Chung, Kwok Fai

doi:10.1016/j.jcsr.2017.02.021

Cited by 13 publications

(9 citation statements)

References 12 publications

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“…Hence, there was a significant discrepancy in the deformation characteristics of these shear connections, as determined from push-out tests, when compared with those measured in beam tests. More recently, several researchers have also examined the shear resistances of these shear connections under combined shear and tension forces [16][17][18], as well as even under cyclic loading [19,20]. In general, owing to the large number of factors that affect the structural behaviour of these stud shear connections, significant variations are often observed in the test results obtained from various push-out tests.…”

Section: Recent Experimental and Numerical Studiesmentioning

confidence: 99%

“…In order to assess and quantify the structural behaviour of stud shear connections in composite beams, an experimental assessment coupled with complementary numerical simulations was carried out previously by the authors [18,21].…”

Section: Experimental and Numerical Investigations By The Authorsmentioning

confidence: 99%

“…The effects of these reductions are considerably more pronounced than those commonly allowed for in the design of stud shear connections in composite structures, and point to the need for modification of current codified procedures. : Push-out tests conducted by Shen and Chung[18] Typical concrete conical failure in shear connections with composite slabsFigure 3: Standardized load-slippage curves of push-out tests : Finite element modelling Numerical results of Models SS and SC Figure 6: Predicted load-slippage curves of Models SS with different element sizes 6 a) Model SS b) Model SC-110C c) Model SC-110Fr d) Model SC-110Ur Figure 7 Distributions of damaged concrete in various models of shear connections a) Shear connection with a solid concrete slab: Model SS b) Shear connection with a composite slab -Central position: Model SC c) Shear connection with a composite slab -Favourable position: Model SCF d) Shear connection with a composite slab -Unfavourable position: Model SCU Figure 8 Load transfer mechanisms within various stud shear connections Figure 9: Finite element models of shear connections with various configurations Figure 10: Deformation characteristics of shear connections with different installation positions and trough widths (Positions C, F and U for bo = 110, 135 and 160 mm) Numerical results of shear connections with different arrangements (Trough width bo at 110 mm with various cases of Positions C, F & Fr, and U & Ur) Figure 12: Numerical results of shear connections with different arrangements (Trough width bo at 135 mm with various cases of Positions C, F & Fr, and U & Ur) Numerical results of shear connections with different arrangements (Trough width bo at 160 mm with various cases of Positions C, F & Fr, and U & Ur) Shear resistances of stud shear connections with profiled decks:Trough width bo = 110 mm : Shear resistances of stud shear connections with profiled decks:…”

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confidence: 99%

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Structural behaviour of stud shear connections in composite floors with various connector arrangements and profiled deck configurations

Shen

Chung

Elghazouli

et al. 2020

Engineering Structures

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This paper investigates the structural behaviour of stud shear connections in composite floors with various connector arrangements and profiled deck configurations. The numerical investigation adopts a number of advanced finite element models which have been carefully calibrated against standard push-out tests conducted by the authors. In order to capture the complex interactions that take place between the concrete and the headed shear studs, a number of distinctive load transfer mechanisms within the solid concrete and the profiled composite slabs are identified and discussed. Detailed parametric studies are then undertaken using the calibrated models for the purpose of quantifying the shear resistance and deformation characteristics for connections with various stud and deck arrangements. A configuration parameter β is proposed for use in conjunction with the reduction factor kt given in EN 1994-1-1 to incorporate the effects of installation positions of headed shear studs and trough widths of profiled decks as well as the presence of longitudinal stiffeners if any. It is shown that the values of β are in the range of 0.55 to 1.0, which are significantly smaller than those commonly allowed for in the design of stud shear connections in composite floors.

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Section: Recent Experimental and Numerical Studiesmentioning

confidence: 99%

Section: Experimental and Numerical Investigations By The Authorsmentioning

confidence: 99%

mentioning

confidence: 99%

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Structural behaviour of stud shear connections in composite floors with various connector arrangements and profiled deck configurations

Shen

Chung

Elghazouli

et al. 2020

Engineering Structures

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“…The shear studs in ST5 and ST3 fail when δ approaches 15 mm. Some studies (Kumar and Chaudhary, 2019; Pallarés and Hajjar, 2010; Shen and Chung, 2017; Tao et al, 2016; Wang et al, 2018; Xue et al, 2012) have reported similar results. However, even when δ reached 35 mm, the strengths of the CRP and PPP specimens was still developing gradually.…”

Section: Pilot Tests On Shear Connectorsmentioning

confidence: 64%

New type of shear connector for square concrete-filled tubular columns

Chen

Zhang

2022

Advances in Structural Engineering

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Concrete-filled tubes (CFT) are economical and easy to fabricate. As the cross-sections of CFTs are small, the interface shear between steel tube and concrete can be transferred by direct bond. As the cross-sectional dimension increases, shear connectors may be required to transfer the interface shear. However, welding shear connectors inside the steel tube is difficult. In this study, a new type of shear connector that could be installed from outside the steel tube was developed. A pilot test on five specimens demonstrated that the corner shear connector, which is a steel plate located at the corner of a square steel tube, at a 45° angle to the tube wall, is much superior to shear studs in terms of transferring the interfacial shear force. Furthermore, push-out tests of 18 CFT specimens were performed to investigate the strength and the behavior of the corner shear connectors. The strength of the specimens is found to be independent of the cross-sectional area of the shear connector. Instead, the jointed bearing area, which is defined as the cross-sectional area of the shear connection combining the area enclosed by the shear connector and the steel tube, is the major parameter that is closely correlated with the strength of the specimens. Furthermore, the ultimate strength of the specimens is positively correlated with the bearing distance, which is the distance between the loading point and the bearing surface of the connector. In addition, the strength of the corner shear connectors, which have a total jointed bearing area equaling 10.8% of the total concrete area in the steel tube, can adequately satisfy the strictest requirement for the shear transfer.

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“…The study of connectors by the old regulations such as (Eurocode4 2005) requires the use of a specimen composed of two concrete slabs connected to the two flanges of a steel section by connectors. However, the failure in a standard push-out test sometimes occurs in one side only, and the other side remains connected due to the eccentricity between the jack loading axis and the two shear planes, as it happened with (Mazoz et al 2013;Shen & Chung, 2017;Zhu et al 2016). This also prompted some researchers to use clamping mechanisms for the two Fig.…”

Section: New Push-out Test Setupmentioning

confidence: 99%

Experimental evaluation of new channel shear connector shapes

2021

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In a steel-concrete composite beam, the channel shear connector is an easy solution to ensure the connection due to its availability and the simplicity of its welding. However, increasing the channel shear connector length negatively affects the concrete slabs and creates difficulties to cross the longitudinal reinforcing bars. To solve this problem, five new channel shear connector shapes are proposed and studied in this paper. Twelve push-out tests using a new setup, and three pull-out tests, were carried out under monotonic loading to identify the shape that gives the best performance. The failure modes, the effects of new channel shapes on the load-slip behavior, the concrete slaps, the bending deformation, and the height between the two plastic hinges that appeared near the base of channel connectors were mainly studied. The study reveals that the modification of the channel shear connector shape is a promising way and positively influences the concrete-connector relationship and also the bending deformation capacity of the channel connector. As a result, the concrete cracking decreased, the ductility increased between about 15-31%, and the ultimate strength improved slightly between about 0-5.1%. Finally, the experimental results are compared to the existing equations.

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Experimental investigation into stud shear connections under combined shear and tension forces

Cited by 13 publications

References 12 publications

Structural behaviour of stud shear connections in composite floors with various connector arrangements and profiled deck configurations

Structural behaviour of stud shear connections in composite floors with various connector arrangements and profiled deck configurations

New type of shear connector for square concrete-filled tubular columns

Experimental evaluation of new channel shear connector shapes

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