Effect of temperature variations on interfacial debonding of FRP-plated beams: A coupled mix-mode cohesive zone modeling

Wilson, J W; Gao, Wan-Yang; Yang, Jian

doi:10.1088/1757-899x/784/1/012003

Cited by 5 publications

(2 citation statements)

References 18 publications

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“…Existing studies in the literature mainly focus on the mechanical and bond properties of externally bonded FRP laminates at high temperatures [15][16][17][18][19][20][21][22][23][24][25][26][27][28] and the related fire performance evaluation of FRP-strengthened RC members [29][30][31][32][33][34][35][36][37][38][39][40][41], while relatively limited information is available on the fire performance of FRP-RC members. A number of fire tests have been carried out on full-scale FRP-RC flexural members under standard fire exposure conditions [42][43][44][45][46].…”

Section: Introductionmentioning

confidence: 99%

Fire Performance of FRP-RC Flexural Members: A Numerical Study

et al. 2022

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Fiber-reinforced polymer (FRP) bars are increasingly used as a substitute for steel reinforcements in the construction of concrete structures, mainly due to their excellent durability characteristics. When FRP bar-reinforced concrete (referred to as FRP-RC for simplicity) members are used in indoor applications (e.g., in buildings), the fire performance of FRP-RC members needs to be appropriately designed to satisfy safety requirements. The bond behavior between the FRP bar and the surrounding concrete governs the composite action between the two materials and the related structural performance of the FRP-RC flexural member that will be affected when exposed to fire. However, there is a lack of reliable numerical models in the literature to quantify the effect of bond degradations of the FRP bar-to-concrete interface at high temperatures on the fire performance of FRP-RC flexural members. This paper presents a three-dimensional (3D) finite element (FE) model of FRP-RC flexural members exposed to fire and appropriately considers the temperature-dependent bond degradations of the FRP bar-to-concrete interface at high temperatures. In addition, the thermal properties of concrete and FRP bars are considered in the heat transfer analysis to predict the cross-sectional temperatures of the FRP-RC members under fire exposure. In the FE model, the mechanical properties and constitutive laws of concrete and FRP bars at high temperatures in addition to the bond degradations between them have been properly defined, thereby accurately predicting the global and local structural responses of the FRP-RC members under fire exposure. The proposed FE model has been validated by comparing the FE predictions (both temperature and midspan deflection responses during fire exposure) and the full-scale fire test results reported in the literature. The validated FE model is then used to study the effects of bond degradations on the global and local structural responses of the FRP-RC members under fire exposure. It is proved that the temperature-dependent bond degradations need to be considered to achieve accurate predictions of the failure mode and deflection responses.

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Section: Introductionmentioning

confidence: 99%

Fire Performance of FRP-RC Flexural Members: A Numerical Study

et al. 2022

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“…Another justification is that when the bending stiffness of the original steel/concrete beam is much larger than the externally bonded FRP plate (this is the most common condition for FRP-strengthened steel/concrete beams), the bending moment in the FRP plate and the relevant peeling stress at the interface may be insignificant (De Lorenzis and Zavarise, 2009; Mohammadi et al, 2017; Taljsten, 1997). In addition, appropriate consideration of the peeling stresses will make the analytical solution very complicated, so it may not be easy to obtain a closed-form analytical solution (De Lorenzis et al, 2013; Wilson et al, 2020). It is noteworthy that even for the FRP-strengthened beams at ambient temperature, pure mode II stress-based models are often considered to simplify the theoretical solutions (Bennati et al, 2016; Bocciarelli et al, 2016; Cornetti et al, 2015; De Lorenzis and Zavarise, 2009; Mohammadi et al, 2017).…”

Section: Introductionmentioning

confidence: 99%

Effect of temperature variation on the plate-end debonding of FRP-strengthened beams: A theoretical study

Dong

Gao

Fernando

2021

Advances in Structural Engineering

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Steel/concrete structures strengthened with externally bonded FRP plates may be subjected to significant temperature variations during their service time. Such temperature variation (i.e., thermal loading) may significantly influence the debonding mechanism in FRP-strengthened structures due to the thermal incompatibility between the FRP plate and the substrate as well as the temperature-induced bond degradation at the FRP-to-steel/concrete interface. However, limited information is available on the effect of temperature variation on the debonding failure in FRP-strengthened beams. This paper presents a new and closed-form solution to investigate the plate-end debonding failure of the FRP-strengthened beam subjected to combined thermal and mechanical (i.e., flexural) loading. A bilinear bond-slip model is used to describe the bond behavior of the FRP-to-substrate interface. The analytical solution is validated through comparisons with finite element analysis results regarding the distributions of the interfacial shear stresses, the interfacial slips and the axial stresses of the FRP plate. Given that a constant bond-slip relationship is adopted, it is observed that an increase in service temperature will lead to an increased interfacial slip at the plate end and consequently a reduced plate-end debonding load, and vice versa. Further parametric studies have indicated that the thermal loading effects become more significant when shorter and stiffer FRP plates are applied for strengthening.

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