Bond behavior of the interface between concrete and basalt fiber reinforced polymer bar after freeze–thaw cycles

doi:10.1007/s11709-024-0989-y

Front. Struct. Civ. Eng.

2024, Vol. 18

Issue (4) : 630-641 https://doi.org/10.1007/s11709-024-0989-y

Bond behavior of the interface between concrete and basalt fiber reinforced polymer bar after freeze–thaw cycles

Li HONG^1,^2,^3,⁴, Mingming LI¹, Congming DU¹, Shenjiang HUANG¹(

), Binggen ZHAN^1,⁴, Qijun YU^1,⁴(

)

¹. Department of Structural Engineering, Hefei University of Technology, Hefei 230009, China
². Key Laboratory of Performance Evolution and Control for Engineering Structures, Tongji University, Shanghai 200092, China
³. Engineering Research Center of Low-carbon Technology and Equipment for Cement-based Materials (Ministry of Education), Hefei University of Technology, Hefei 230009, China
⁴. Hefei Cement Research & Design Institute Corporation Ltd., Hefei 230051, China

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Abstract

The shear bond of interface between concrete and basalt fiber reinforced polymer (BFRP) bars during freeze–thaw (F–T) cycles is crucial for the application of BFRP bar-reinforced concrete structures in cold regions. In this study, 48 groups of pull-out specimens were designed to test the shear bond of the BFRP-concrete interface subjected to F–T cycles. The effects of concrete strength, diameter, and embedment length of BFRP rebar were investigated under numerous F–T cycles. Test results showed that a larger diameter or longer embedment length of BFRP rebar resulted in lower interfacial shear bond behavior, such as interfacial bond strength, initial stiffness, and energy absorption, after the interface goes through F–T cycles. However, higher concrete strength and fewer F–T cycles were beneficial for enhancing the interfacial bond behavior. Subsequently, a three-dimensional (3D) interfacial model based on the finite element method was developed, and the interfacial bond behavior of the specimens was analyzed in-depth. Finally, a degradation bond strength subjected to F–T cycles was predicted by a proposed mechanical model. The predictions were fully consistent with the tested results. The model demonstrated accuracy in describing the shear bond behavior of the interface under numerous F–T cycles.

Keywords F–T cycle interface shear bond strength bond stress−slip curves bond degradation

Corresponding Author(s): Shenjiang HUANG,Qijun YU

Online First Date: 29 May 2024 Issue Date: 13 June 2024

Cite this article:

Li HONG,Mingming LI,Congming DU, et al. Bond behavior of the interface between concrete and basalt fiber reinforced polymer bar after freeze–thaw cycles[J]. Front. Struct. Civ. Eng., 2024, 18(4): 630-641.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-024-0989-y
https://academic.hep.com.cn/fsce/EN/Y2024/V18/I4/630

Tab.1 Mix proportions of concrete matrix (kg/m³)

Tab.2 Information of specimens for concrete matrix and BFRP bars

Fig.1 Illustration of interfacial pull-out specimens.

Fig.2 Test set-up for interfacial bond specimens.

Fig.3 Weight of concrete matrix subjected to numerous F–T cycles.

Fig.4 Failure modes of the concrete matrix: (a) subjected to F–T cycles; (b) under compression; (c) under splitting tension.

Fig.5 Strength of concrete: (a) compressive strength; (b) splitting tensile strength.

Tab.3 Performance of BFRP bars with a diameter of 10 mm after F–T cycles

Fig.6 Failure of interfacial specimens: (a) pull-out failure; (b) crush of concrete matrix.

Fig.7 Interfacial shear bond stress−slip curve affected by: strength of concrete matrix: (a) D0, (b) D200; diameter of BFRP bars: (c) D0, (d) D200; embedment length of BFRP bars: (e) D0, (f) D200; (g) times of F–T cycle.

Fig.8 Interfacial shear bond strength affected by: (a) the strength of concrete matrix; (b) the BFRP embedment length; (c) the BFRP bar diameter; (d) decrease in interfacial shear bond strength of specimens with C50 after 100, 200, and 300 F–T cycles using a 10-mm BFRP bar diameter.

Tab.4 Model parameters for the interfacial cohesive element

Tab.5 Interfacial bond strength of experimental and numerical results

Fig.9 Comparison of the interfacial shear bond stress−slip curves based on numerical and experimental results: (a) different strengths of concrete matrix; (b) different BFRP embedment lengths; (c) different BFRP bar diameters; (d) different numbers of F–T cycles.

Fig.10 Relationship between the F–T damage factor and the number of F–T cycles.

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