Finite Element Analysis of Bond Behavior between Steel Plate, Prestressed CFRP, and Concrete

Mingdao Wang; Zhenjie Cui; Haoyu Cheng; Xueqian Xu

doi:10.54691/cxnmbq06

Authors

Mingdao Wang School of Civil Engineering, Liaoning University of Petrochemical Technology, Fushun 113000, China
Zhenjie Cui School of Civil Engineering, Liaoning University of Petrochemical Technology, Fushun 113000, China
Haoyu Cheng School of Civil Engineering, Liaoning University of Petrochemical Technology, Fushun 113000, China
Xueqian Xu

DOI:

https://doi.org/10.54691/cxnmbq06

Keywords:

Finite element analysis; Prestressed CFRP fabric; Bonding performance; Single shear specimen; Composite reinforcement.

Abstract

To investigate the interfacial bond behavior between steel plate-prestressed carbon fiber reinforced polymer (CFRP) sheets and concrete, a numerical model of the steel plate-prestressed CFRP sheet-concrete specimen was established via ABAQUS, and cohesive elements were adopted to simulate the nonlinear bond-slip characteristics of the interface. This study analyzed the influences of different prestress levels of CFRP sheets, bond lengths and CFRP sheet widths on the interfacial bond behavior between prestressed CFRP sheets and concrete in the single shear test model, as well as the bond-slip performance under the composite reinforcement of steel plates. The simulation results indicate that: compared with specimens without steel plates, the peak load of specimens with steel plates increases by approximately 16.8%, and the interfacial bond strength increases by 22.1%. Moreover, the post-peak load drops more gently, and the residual bearing capacity is higher. The prestress level has a significant effect on the interfacial bond behavior: when the prestress level increases from 10% to 20%, the interfacial peak stress and strength utilization rate increase significantly; when the prestress level reaches 30%, the peak stress decreases due to the accumulation of initial micro-damage. The effective bond length increases with the increase of prestress level. When the prestress level is excessively high and the bond length is insufficient, premature debonding occurs under interfacial loading. Under the condition that other parameters remain unchanged, when the bond length increases from 100 mm to 140 mm, the peak load increases by 16.3%, while the increase in bearing capacity is relatively marginal when the bond length is 180 mm, indicating that the effective bond length of CFRP sheets with 20% prestress is approximately 140 mm. When the width of CFRP sheet is 10 mm, tensile fracture occurs due to excessively small cross-sectional area; when the width is 20 mm or above, the failure mode transfers to interfacial debonding. Compared with bond length, increasing the width of CFRP sheet has a relatively limited effect on improving bearing capacity: when the width of CFRP sheet increases from 30 mm to 40 mm, the peak load of the specimen only increases by 5%. Based on the comprehensive analysis of various parameters, the optimal parameter combination is determined as 20% prestress level, 30 mm CFRP sheet width and 140 mm bond length. The numerical model proposed in this paper is verified by comparison with experimental results, and the research findings can provide a theoretical basis for the design and application of steel plate-CFRP composite reinforced concrete structures.

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