Experimental Study on the Biaxial Loading Effect on Group Stud Shear Connectors of Steel-Concrete Composite Bridges

Xu, Chen; Sugiura, Kunitomo; Masuya, Hiroshi; Hashimoto, Kenro; Fukada, Saiji

doi:10.1061/(asce)be.1943-5592.0000718

Cited by 25 publications

(7 citation statements)

References 10 publications

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“…However, this formula is not applicable to a U-shaped shearing key. By analyzing the force mechanism and ultimate bearing capacity of a shearing nail in a combined state, Chen [12] found that the compression of concrete benefits the shearing at the root of a shearing nail. However, an anti-slip analysis of a shearing nail was not conducted.…”

Section: State Of the Artmentioning

confidence: 99%

Mechanical Response of Shear Connectors in Steel-Concrete Composite Beams with Steel Boxes and Precast Decks

Mao¹,

Jia-zhi²,

Duan³

et al. 2019

JESTR

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The steel-concrete composite beam with steel box and precast deck is a new bridge structure. However, studies on the mechanism of a steel box and precast concrete slab connected by a shear key remain scarce. To explore the mutual coupling relationship between the steel box girder and the prefabricated bridge deck slab under a shear key, an experimental model of shear connection between steel box and precast concrete slab was proposed in this work. Finite element analysis and experimental methods were used to develop a push-out test analysis model with 12 symmetrical Ushaped shear keys in three rows and two columns along the longitudinal direction of a precast slab. Using the plastic damage model, the mechanical response characteristics of the shear connection structure, including its force transmission mechanism, stress state, and strain distribution, were analyzed and the accuracy of the calculation results was verified. Results indicate that as the amount of load increases, the compressive stress of the concrete slab expands from the root of the shear key in an arched manner and eventually forms an elliptical table. The load on a single shear key is inversely proportional to its distance from the loading point. The crack load of the concrete slab is 0.47 Pu, and the yield load of the shear key is 0.7 Pu. This study offers a certain reference value for optimizing the design of bridges with a steelconcrete composite girder.

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Section: State Of the Artmentioning

confidence: 99%

Mechanical Response of Shear Connectors in Steel-Concrete Composite Beams with Steel Boxes and Precast Decks

Mao¹,

Jia-zhi²,

Duan³

et al. 2019

JESTR

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“…The headed stud shear connectors must resist uplift forces in addition to shear forces when composite structures experience complex loading or large deformation conditions. Therefore, studies have been carried out to determine the effects of tension and combined tension–shear loads on headed studs; various empirical relationships have been proposed to estimate the relationship between shear and tensile resistance of headed studs [ 25 , 26 , 27 , 28 ].…”

Section: Introductionmentioning

confidence: 99%

A Trilinear Model for the Load–Slip Behavior of Headed Stud Shear Connectors

Meng

Wang

2023

Materials

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Headed stud shear connectors are most broadly applied in various composite structures. There exist plenty of empirical formulae for load–slip curves. However, most of them are fitting formulae in particular forms. Due to the lack of physical model support, fitting empirical formulae apply only to cases with similar parameters to the tests. Therefore, this paper analyzes the load–slip curves of existing headed stud connectors, proposes three stages of slip deformation in the shear connectors and the corresponding trilinear model, and presents the analytical formulae for the stiffness and strength of headed stud shear connectors. Firstly, we model the headed studs and surrounding concrete as beams on the foundation model, derive the equivalent shear stiffness equations for headed studs, and establish the load–slip behaviors for the first two stages. Then, the connectors’ shear stiffness and shear strength in the third stage are derived based on the head stud’s plastic deformation characteristics and failure mode. Finally, the numerical results are presented and verified with the existing test results, showing that the trilinear model is conceptually straightforward, easy to apply, and has sufficient accuracy.

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“…This innovative solution allows shorter time for the construction, while extending the service life of bridge decks [1,2]. Significant advances have been made to study the composite action between steel girders and precast decks when large clusters of studs are utilized [3][4][5][6][7]. Meanwhile, there are some potential problems with the use of clustered studs such as the shear connection [3,8], which include deck uplift, nonuniform distribution of horizontal shear along the interface, and local bearing failure of concrete in the shear pockets.…”

Section: Introductionmentioning

confidence: 99%

Experimental Behavior of Steel-Concrete Composite Girders with UHPC-Grout Strip Shear Connection

Tian³

et al. 2021

Buildings

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This paper develops a new type of shear connection for steel-concrete composite bridges using Ultra-High Performance Concrete (UHPC) as the connection grout. The UHPC-grout strip shear connection is fabricated by preforming a roughened slot in the concrete deck slab, welding an embossed steel rib longitudinally to the upper flange of the steel girder, and casting the strip void between the slot and the steel rib with UHPC grout. The structural performance of the new connection was validated by two sets of experimental tests, including push-out testing of shear connectors and static and fatigue testing of composite beams. The results of push-out testing indicate that the UHPC-grout strip shear connection exhibits a significant improvement of ductility, ultimate capacity, and fatigue performance. The interface shear strength of the UHPC-grout strip connection is beyond 15 MPa, which is about three times that of the strip connection using traditional cementitious grouts. The ultimate capacity of the connection is dominated by the interface failure between the embossed steel and the UHPC grout. The results of composite-beam testing indicate that full composite action is developed between the precast decks and the steel beams, and the composite action remained intact after testing for two million load cycles. Finally, the trail design of a prototype bridge shows that this new connection has the potential to meet the requirements for horizontal shear.

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Experimental Study on the Biaxial Loading Effect on Group Stud Shear Connectors of Steel-Concrete Composite Bridges

Cited by 25 publications

References 10 publications

Mechanical Response of Shear Connectors in Steel-Concrete Composite Beams with Steel Boxes and Precast Decks

Mechanical Response of Shear Connectors in Steel-Concrete Composite Beams with Steel Boxes and Precast Decks

A Trilinear Model for the Load–Slip Behavior of Headed Stud Shear Connectors

Experimental Behavior of Steel-Concrete Composite Girders with UHPC-Grout Strip Shear Connection

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