Finite Element Modelling of Corrosion-Damaged RC Beams Strengthened Using the UHPC Layers
Abstract
:1. Introduction
- The first one involves using a spring element to transfer tension between rebar and concrete. This approach is useful in 2D modeling, where only two nodes represent steel bars as truss elements. The nonlinearity of spring elements can be specified by inserting the experimental load against the displacement relationship. Li et al. [32] employed the 1D interface element, a translator in ABAQUS, to conduct a numerical analysis to study the behavior of corroded RC seawalls representing the bond by the element having two nodes linking the concrete and the steel reinforcement bars. Xiaoming and Hongqiang [33] utilized the spring interface parts to simulate the bond behavior between corroded bars and concrete. However, the results were not validated against experimental test results. Ou and Nguyen [34], Hanjari et al. [35], Kallias and Imran Rafiq [36], and Coronelli and Gambarova [37] used interface components to model the rebars-concrete bond behavior in 2D finite element modeling for corroded bars in RC members under flexure. Other researchers, for example, Kallias and Imran Rafiq [36], Val and Chernin [38], and Murcia-Delso and Shing [39], used four-noded interface elements to simulate the bond strength in ABAQUS.
- The second approach to simulate the loss of bond strength between steel bars and concrete consists of modifying the properties of concrete and steel. To demonstrate the bond interaction between steel bars and concrete, Ziari and Kianoush [40] adjusted the characteristics of concrete in contact with the reinforcing bars in a small region, known as the bond zone, in which the tensile strength and fracture energy of concrete elements were lowered. Dehestani and Mousavi [41] investigated the bond interaction by adding the equivalent strain due to the bond slip to the strain of the steel bars.
- The third approach simulates the connection as an interaction between three-dimensional surfaces of concrete and steel, as proposed by Amleh and Ghosh [42] for finite element modeling of corroded and non-corroded RC members using the results of the pullout tests. This approach can be applied to 3D concrete and steel models in ABAQUS utilizing the mechanical contact property for simulating the tangential and normal behavior of concrete and steel bars contacting surfaces. Biondini and Vergani [43] and Almassri et al. [44] performed 3D FEM on corroded RC beams without considering the loss of bond. German and Pamin [45] performed 2D and 3D FEM of corroded steel bars with corrosion product (rust) modeled as an interface element (COH2D4 elements) in the nonlinear FEM software using ABAQUS.
2. Experimental Program
2.1. RC Beam Specimens
2.2. UHPC Strengthening: Properties, Configurations, and Bond Strength
3. Finite Element Simulation
3.1. Concrete Damage Plasticity Model (CDPM)
- The dilation angle is defined in the p-q plane at high confining pressure (Ψ).
- The parameter of eccentricity (ϵ).
- The initial ratio of equi-biaxial compressive yielding stress to the initial uniaxial compressive yielding stress (.
- The ratio of the tensile to the compressive meridian defines the shape of the yield surface in the deviatory plane (K).
- Parameter of viscosity.
3.2. Bond Simulation of Corroded Bars Using Cohesive Surface Bonding Approach
3.3. Elements Type and Meshing
3.4. Finite Element Modeling of Corroded Steel Bars
3.5. Model Constraints
3.5.1. Tie Constraint
3.5.2. Embedded Region Constraint
3.6. Analysis of FEM
3.7. Loading, Boundary Conditions, and Monitoring Points
4. Results and Discussion
4.1. Crack Patterns at Failure
4.1.1. Uncorroded Un-Strengthened RC Beam (Control Specimen)
4.1.2. Corroded Un-Strengthened and Strengthened RC Beams
4.2. Load—Deflection Behavior
4.2.1. Uncorroded Un-Strengthened RC Beam (Control Specimen)
4.2.2. Corroded Un-Strengthened RC Beams
4.2.3. Corroded Strengthened RC Beams
4.3. Ultimate Load (Flexural Strength)
5. Parametric Study
5.1. Effect of Varying the Compressive Strength of UHPC
5.2. Effect of Varying the Thickness of UHPC Layers
6. Conclusions
- (1)
- The adoption of CDPM for simulating the normal concrete (used to cast the RC beams) and UHPC (for strengthening the corroded RC beams) and the selection of a cohesive surface bonding approach to simulate the bond between the corroded reinforcing bars and surrounding concrete were found to be appropriate in developing the FEMs, as evidenced by the high accuracy of the FEMs in simulating the flexural behavior of the corroded strengthened RC beams.
- (2)
- The FEMs developed in the present study can capture the flexural behavior of the corroded RC beams strengthened using layers of UHPC with a high degree of accuracy, including crack pattern, ultimate strength, and failure mode. The accuracy of the developed FEMs was confirmed through the comparison of the results obtained experimentally with the corresponding results predicted using the FEMs.
- (3)
- Parametric studies were carried out using the validated FEMs by varying the compressive strength and thickness of UHPC layers. The results of the parametric studies indicated that the flexural strength of corroded strengthened RC beams increases significantly with the increase in the compressive strength and thickness of UHPC layers and decreased significantly with the increase in the degree of reinforcement corrosion.
- (4)
- The proposed FEMs can be utilized to select the optimum thickness of the UHPC layers to achieve the desired ultimate load-carrying capacity of the corroded RC beam for given degrees of reinforcement corrosion, UHPC layer configurations, and the compressive strength of UHPC.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Specimen’s ID | Actual Mass Loss % | Strengthening Configuration | Thickness of UHPC Layer (mm) |
---|---|---|---|
UU | 0 | No strengthening | 0 |
CUA | 9.8 | 0 | |
CUB | 17.4 | No strengthening | 0 |
CUC | 20.8 | 0 | |
CRA-20 | 10 | 20 | |
CRA-40 | 10.8 | 1-sided | 40 |
CRA-60 | 11.8 | 60 | |
CRB-20 | 18.1 | 20 | |
CRB-40 | 17.8 | 1-sided | 40 |
CRB-60 | 18.3 | 60 | |
CRC-20 | 22.1 | 20 | |
CRC-40 | 20.8 | 1-sided | 40 |
CRC-60 | 22.6 | 60 | |
CSA-20 | 10.2 | 20 | |
CSA-30 | 9.5 | 3-sided | 30 |
CSA-40 | 9.1 | 40 | |
CSB-20 | 17.5 | 20 | |
CSB-30 | 16.7 | 3-sided | 30 |
CSB-40 | 16.8 | 40 | |
CSC-20 | 21.2 | 20 | |
CSC-30 | 22.3 | 3-sided | 30 |
CSC-40 | 20.9 | 40 |
Input Parameter | Normal Concrete | UHPC |
---|---|---|
Mass density (kg/m3) | 2400 | 2500 |
Young modulus (GPa) | 33 | 46 |
Poisson ratio | 0.19 | 0.20 |
Ψ (°) | 36 | 36 |
ϵ | 0.1 | 0.1 |
1.16 | 1.16 | |
K | 0.667 | 0.667 |
Parameter of viscosity | 0 | 0 |
Beam’s ID | (MPa) | (mm) | (N/mm3) | (N/mm3) |
---|---|---|---|---|
CRA-20 | 8.95 | 0.396 | 22.58 | 2258.00 |
CRA-40 | 8.87 | 0.397 | 22.37 | 2236.82 |
CRA-60 | 8.78 | 0.397 | 22.10 | 2209.62 |
CRB-20 | 8.16 | 0.403 | 20.22 | 2021.86 |
CRB-40 | 8.19 | 0.403 | 20.31 | 2031.36 |
CRB-60 | 8.14 | 0.404 | 20.16 | 2015.51 |
CRC-20 | 7.77 | 0.411 | 18.91 | 1891.15 |
CRC-40 | 7.89 | 0.408 | 19.34 | 1934.39 |
CRC-60 | 7.72 | 0.412 | 18.74 | 1874.36 |
CSA-20 | 8.93 | 0.397 | 22.53 | 2252.75 |
CSA-30 | 9.00 | 0.396 | 22.71 | 2270.96 |
CSA-40 | 9.03 | 0.396 | 22.79 | 2279.23 |
CSB-20 | 8.22 | 0.403 | 20.41 | 2040.81 |
CSB-30 | 8.30 | 0.402 | 20.66 | 2065.76 |
CSB-40 | 8.29 | 0.402 | 20.63 | 2062.66 |
CSC-20 | 7.85 | 0.409 | 19.21 | 1921.16 |
CSC-30 | 7.75 | 0.411 | 18.84 | 1884.44 |
CSC-40 | 7.93 | 0.407 | 19.48 | 1947.56 |
Beam ID | Experimentally | Numerically | Difference (%) |
---|---|---|---|
UU | 85.5 | 83.0 | −2.9 |
CUA | 70.7 | 69.5 | −1.7 |
CUB | 65.4 | 61.9 | −5.4 |
CUC | 62.8 | 57.2 | −8.9 |
CRA-20 | 82.8 | 81.8 | −1.2 |
CRA-40 | 93.3 | 96.0 | 2.9 |
CRA-60 | 110.0 | 114.0 | 3.6 |
CRB-20 | 79.1 | 75.6 | −4.4 |
CRB-40 | 92.0 | 87.5 | −4.9 |
CRB-60 | 98.0 | 102.2 | 4.3 |
CRC-20 | 71.2 | 68.7 | −3.5 |
CRC-40 | 91.2 | 85.1 | −6.7 |
CRC-60 | 97.5 | 96.4 | −1.1 |
CSA-20 | 101.8 | 101.1 | −0.7 |
CSA-30 | 116.0 | 120.6 | 4.0 |
CSA-40 | 139.5 | 143.9 | 3.2 |
CSB-20 | 92.0 | 90.2 | −2.0 |
CSB-30 | 113.2 | 114.1 | 0.8 |
CSB-40 | 137.1 | 137.7 | 0.4 |
CSC-20 | 90.2 | 88.5 | −1.9 |
CSC-30 | 110.0 | 108.2 | −1.6 |
CSC-40 | 135.1 | 131.2 | −2.9 |
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Al-Huri, M.A.; Al-Osta, M.A.; Ahmad, S. Finite Element Modelling of Corrosion-Damaged RC Beams Strengthened Using the UHPC Layers. Materials 2022, 15, 7606. https://doi.org/10.3390/ma15217606
Al-Huri MA, Al-Osta MA, Ahmad S. Finite Element Modelling of Corrosion-Damaged RC Beams Strengthened Using the UHPC Layers. Materials. 2022; 15(21):7606. https://doi.org/10.3390/ma15217606
Chicago/Turabian StyleAl-Huri, Mohammed A., Mohammed A. Al-Osta, and Shamsad Ahmad. 2022. "Finite Element Modelling of Corrosion-Damaged RC Beams Strengthened Using the UHPC Layers" Materials 15, no. 21: 7606. https://doi.org/10.3390/ma15217606