Push-Out Tests for Shear Connectors in GFRP-Concrete Composite Bridge Deck Slabs

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  • Huang Hailin
    College of Civil Engineering & Hunan Provincial Key Laboratory of Structures for Wind Resistance and Vibration Control, Hunan University of Science and Technology, Xiangtan, China.
  • Li Ao
    College of Civil Engineering & Hunan Provincial Key Laboratory of Structures for Wind Resistance and Vibration Control, Hunan University of Science and Technology, Xiangtan, China.
  • Chen Lin
    College of Civil Engineering & Hunan Provincial Key Laboratory of Structures for Wind Resistance and Vibration Control, Hunan University of Science and Technology, Xiangtan, China.
  • Zeng Chuijun
    College of Civil Engineering & Hunan Provincial Key Laboratory of Structures for Wind Resistance and Vibration Control, Hunan University of Science and Technology, Xiangtan, China.
  • Zhu Mingqiao
    College of Civil Engineering & Hunan Provincial Key Laboratory of Structures for Wind Resistance and Vibration Control, Hunan University of Science and Technology, Xiangtan, China.

Description

<p>This study investigates structural behavior of shear connectors in glass fiber-reinforced polymer (GFRP)-concrete composite bridge deck slabs. Five kinds of push-out specimens with GFRP shear connectors were prepared and tested. The failure modes of the specimens were observed, and the load-slip curves were obtained. The effects of rib shapes, presence of holes, and existence of transverse rebars on failure mode, shear resistance, and ductility were investigated. Results showed that (1) the shear resistance and ductility of T-type rib shear connectors were greater than those of flat plate shear connectors. (2) Shear resistance and ductility were significantly improved by holes. (3) The transverse rebar has a significant influence on the failure mode. The concrete slabs in the specimens without a transverse rebar failed. Similarly, the GFRP shear connector in the specimens with a transverse rebar collapsed. (4) All of the specimens showed a similar failure mode caused by the shearing failure of the connectors in the root when the transverse rebar was applied. Furthermore, the shear resistance and ductility of GFRP shear connectors decreased as the number of transverse rebars increased. Empirical equations were proposed to predict the shear resistance and validated with the test data.</p>

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