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. 2023 Sep 24;16(19):6376.
doi: 10.3390/ma16196376.

Verification of Composite Beam Theory with Finite Element Model for Pretensioned Concrete Members with Prestressing FRP Tendons

Xin Sha  1   2 , James S Davidson  1
Affiliations

Verification of Composite Beam Theory with Finite Element Model for Pretensioned Concrete Members with Prestressing FRP Tendons

Xin Sha et al. Materials (Basel). .

Abstract

Composite beam theory was previously developed to establish an analytical solution for determining the transfer length of prestressed fiber-reinforced polymers (FRP) tendons in pretensioned concrete members. In the present study, a novel finite element (FE) modeling approach is proposed to provide further verification of the developed analytical method. The present FE model takes into account the friction coefficients obtained from pull-out tests on the FRP tendons and prestressed concrete members. Convergence analysis of two numerical simulations with different mesh densities is carried out as well. The results demonstrated that the transfer length predicted by the fine FE model with a friction coefficient of α = 0.3 for high pretension is in good agreement with the measured values and the analytical solutions. The consistency between the analytical solution and FE simulation not only further proves the reliability of composite beam theory but also demonstrates the importance of the bond-slip relationship in predicting the transfer length of pretensioned concrete members prestressed with FRP tendons.

Keywords: bond–slip relationship; composite beam theory; finite element analysis (FEA); friction coefficient; prestressed FRP tendons; reinforced concrete; transfer length.

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Conflict of interest statement

The authors declare that they do not have any financial or personal relationships with other people or organizations that could inappropriately influence (bias) this work.

Figures

Figure 1
Figure 1
Coulomb friction model [32].
Figure 2
Figure 2
BEP model of bond–slip relationship [7].
Figure 3
Figure 3
Differential element of the composite beam.
Figure 4
Figure 4
The slip s1 due to bending moment.
Figure 5
Figure 5
The coordinate system of the pretensioned concrete with prestressed FRP tendons.
Figure 6
Figure 6
Geometric details of ¼ of the beam using double-symmetry conditions in Abaqus.
Figure 7
Figure 7
Geometric characteristics of elements used for concrete and FRP tendons.
Figure 8
Figure 8
Finite element model of a pretensioned concrete beam with boundary conditions.
Figure 9
Figure 9
Mesh density for both coarse model and fine model.
Figure 10
Figure 10
Finite element model with coarse mesh.
Figure 11
Figure 11
Finite element model with fine mesh.
Figure 12
Figure 12
Nodes location on a concrete surface at the level of the FRP tendons in the finite element models: (a) FE model with course mesh; (b) FE model with fine mesh.
Figure 13
Figure 13
Comparison of the strain profile at 100% release.
Figure 14
Figure 14
Comparison of the strain profile at 50% release.
Figure 15
Figure 15
Strain profile predicted by finite element model at 100% and 50% release versus analytical solutions.
Figure 16
Figure 16
Slip predicted by finite element model at 100% release versus analytical solutions.
Figure 17
Figure 17
Slip predicted by finite element model at 50% release versus analytical solutions.
Figure 18
Figure 18
Influence of bond-stress coefficient α and friction coefficient μ on transfer length.
See this image and copyright information in PMC

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