Monotonic and cyclic behavior of headed steel stud anchors welded through profiled steel deck

Sun, Qili; Nie, Xin; Denavit, Mark D.; Fan, Jian‐Sheng; Wen, Liu

doi:10.1016/j.jcsr.2019.01.022

Cited by 17 publications

(9 citation statements)

References 11 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%

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%

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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show abstract

“…Sun et al [16] explored the performance of the headed stud welded to composite deck accompanied by different steel profile decking receiving cyclic as well as monotonic loadings. The influence of the type, presence, and orientation of decking on the shear capacity of the welded headed stud was acquired experimentally.…”

Section: Headed Stud Shear Connectorsmentioning

confidence: 99%

Review of Various Shear Connectors in Composite Structures

2021

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Shear connectors are devices that provide shear connection at the interface of steel girders and reinforced concrete slabs in composite structures to accomplish composite action in a flexure. The seismic response of composite structures can be controlled using properly designed shear connectors. This state-of-the-art review article presents considerable information about the distinct types of shear connectors employed in composite structures. Various types of shear connectors, their uniqueness and characteristics, testing methods and findings obtained during the last decade are reviewed. The literature, efficacy, and applicability of the different categories of shear connectors, for example, headed studs, perfobond ribs, fibre reinforced polymer perfobonds, channels, pipes, Hilti X-HVB, composite dowels, demountable bolted shear connectors, and shear connectors in composite column are thoroughly studied. The conclusions made provide a response to the flow of the use of shear connectors for their behaviours, strength, and stiffness to achieve composite action.

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“…Data from past cyclic push-out tests are used to establish different sets of slip demands at which DS1 to DS4 occur. For this purpose, a dataset consisting of 42 symmetric cyclic push-out tests from 11 prior test programs (Hawkins and Mitchell, 1984;Aribert and Lachal, 2000;Zandonini and Bursi, 2000;Civjan and Singh, 2003;Nakajima et al, 2003;Saari et al, 2004;Ciutina and Stratan, 2008;Fan and Liu, 2014;Zhai et al, 2018;Sun et al, 2019;Suzuki and Kimura, 2019) is assembled. Tests in which brittle failures of the shear studs occurred (E.g., rib shear or concrete pull-out failure) are not included as these are not deemed to be representative in capacity-designed composite steel MRFs.…”

Section: Description Of Dataset Of Cyclic Push-out Experimentsmentioning

confidence: 99%

Fragility Assessment of Beam-Slab Connections for Informing Earthquake-Induced Repairs in Composite-Steel Moment Resisting Frames

Jisr

Lignos

2021

Front. Built Environ.

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Earthquake loss estimation in composite-steel moment resisting frames (MRFs) necessitates a proper estimation of the level of damage in steel beam-to-slab connections. These usually feature welded headed shear studs to ensure the composite action between the concrete slab and the steel beam. In partially composite steel beams, earthquake-induced damage in the shear studs and the surrounding concrete occurs due to shear stud slip demands. Within such a context, this paper proposes shear slip-based fragility functions to estimate the probability of being or exceeding four damage states in steel beam-slab connections. These damage states include cracking and crushing of the concrete slab in the vicinity of the shear studs, as well as damage in the shear studs themselves. The developed fragility functions are obtained from a gathered dataset of 42 cyclic push-out tests. They incorporate uncertainty associated with specimen-to-specimen variability, along with epistemic uncertainty arising from the finite number of available experimental results. An application of the proposed fragility functions is conducted on a six-story building with composite-steel MRFs. It is shown that steel beam-slab connections along the building height only exhibit light cracking (i.e., crack sizes of 0.3 mm or less) at design basis seismic events. At seismic intensities associated with a low probability of occurrence seismic event (i.e., return period of 2475 years) the nonlinear building simulations suggest that the 25% reduction of the shear stud resistance in steel beam-slab connections with beam depths of 500 mm or less is not imperative to maintain the integrity of the shear stud connectors.

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Monotonic and cyclic behavior of headed steel stud anchors welded through profiled steel deck

Cited by 17 publications

References 11 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

Review of Various Shear Connectors in Composite Structures

Fragility Assessment of Beam-Slab Connections for Informing Earthquake-Induced Repairs in Composite-Steel Moment Resisting Frames

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