Flexural Behavior of Concrete Beams Reinforced with Recycled Plastic Mesh
Abstract
:1. Introduction
2. Materials and Methods
2.1. Materials
2.1.1. Plastic Fibers
2.1.2. Steel Bars
2.1.3. Concrete
2.2. Experimental Program
2.2.1. Preparation of Plastic Meshes
2.2.2. Characteristics of Specimens
2.2.3. Concrete Mix Design
2.2.4. Test Setup
3. Results and Discussion
3.1. Experimental Test
3.1.1. Flexural Behavior
- An elastic zone describing the ascending part where the applied load and the displacement are linearly proportional up to the first hairline crack. The slope of the load displacement curve increases slightly as the ultimate capacity of the beam goes up.
- Beyond the first cracking point, the plastic zone starts. This zone involves the remaining part of the ascending branch where the applied load increases slightly as the deflection increases. At the end of this phase, the beam reaches the ultimate capacity through which cracks undergo further development.
- At the point the beam reaches the ultimate capacity, the damage zone starts indicating the stiffness degradation of the specimen. This phenomenon is well known as the post-cracking phase, in which the stiffness is reduced as the applied strain increases up to the rupture of the plastic sheets. This degradation is accompanied with large deformation induced by the bound between both the plastic meshes and concrete. In other words, the matrix is adhered well by concrete and fibers as a long softening zone remains. The bonding effect of the plastic converts the brittle behavior to a more ductile mode. Thus, the plastic mesh may play a role in controlling the propagation of cracks. At the end, the test was stopped as the deterioration became quite substantial (Figure 9).
3.1.2. Flexural Toughness
3.1.3. Ductility Index
3.2. Finite Element Model
3.2.1. Methodology
3.2.2. Results and Discussion
- 4.
- The first phase starts with the beginning of the simulation up to a load of 6.85 kN. At this limit, the initial crack occurs at the flexural mid-span zone under loading point. This phase represents the elastic part of the curve. The deformation is directly proportional to the load applied. Similarly, the exerting stress is directly proportional to the strain. The yield deflection is observed at 0.29 mm.
- 5.
- Beyond the linearity limit, the model exhibits plastic behavior as the stress is not anymore linearly proportional to the strain. This phase illustrates the remaining part of the ascending branch up to a pick of 7.86 kN with an ultimate deflection of 0.53 mm. It can be seen that the load increment rate is smaller than the first phase. Simultaneously, newer cracks develop as older cracks propagate wider and deeper in the bottom flexure zone, and then tend to propagate upward. Likewise, the axial stress S11 in the fiber sheets is early created in the middle third of the beam prior to propagate towards the both ends (Figure 19b). It should be noted that ABAQUS denotes the x, y and z axis as 1, 2 and 3 respectively. Besides, positive values correspond to tensile stresses and forces, while negative ones are for compression.
- 6.
- Afterwards, the post-cracking phase of the model indicates excessive stiffness degradation of the beam. The curve undergoes a nonlinear sharp downward trend. The red volumes seen in Figure 19a represent the crushed concrete volumes. Meanwhile, the beam continues to deform plastically in a long softening way induced by the bond between the fiber and concrete. Consequently, the fiber mesh strongly contributes in enhancing the flexural toughness while restricting the propagation of damaged volumes. The plastic sheets might substitute the role of steel bars in regards. At the end, the model becomes substantially damaged although the FE simulation stops at a large controlled displacement of 6 mm.
4. Conclusions and Recommendations
- 7.
- The experimental testing of concrete beams proves the failure mode of the specimens. As expected, all specimens reinforced with plastic fiber mesh exhibited ductile behavior. This is likely to be due to the presence of plastic meshes which may control the extent of cracks. The good bonding between concrete and fibers converts the brittle behavior to a more ductile mode.
- 8.
- The effect of mesh effective width on the ultimate load of the beam is very dependent. The load carrying capacity of the member goes up as the mesh effective width is larger. Therefore, the use of plastic meshes improves the behavior of the beam while acting as bridge across cracks and leads to delay cracks fast propagation. Accordingly, a simplified linear correlation with high accuracy (R2 = 0.93), was developed between the mesh width ratio and the beam ultimate capacity.
- 9.
- The correlation between the mesh effective width and the flexural toughness shows a positive correlation with R2 value equal to 0.98. The higher the mesh width ratio is, the higher the flexural toughness is. Contrarily, beams with low width ratio do not have the same energy absorption potential as those of higher ratio.
- 10.
- There exists a high correlation between the void ratio and the flexural toughness (R2 = 0.96). The relationship is inversely proportional. As the mesh void ratio increases, the flexural toughness decreases. This drop in flexural toughness is expected as the plastic meshes remain unable to sustain more stress prior to collapse.
- 11.
- Concrete beams with large plastic mesh effective width display high ductility indices. A linear regression was developed between the mesh width ratio and the ductility index. It was found that the relation is proportional with a coefficient of regression R2 equal to 97%. The improvement in ductility index for beams layered with plastic meshes is a promoting finding that may be considered as a guidance for concrete beams subjected to flexural load where high ductility is required.
- 12.
- The comparison between the experimental and numerical results demonstrated the accuracy of CDP model to simulate the flexural behavior of beams with plastic meshes under the 3-point loading test. The average error in the simulation was less than 6%.
- 13.
- The results obtained are based on the dimensions of the beams used in this investigation. Future research should examine the behavior of full scale beams containing waste plastic mesh. Different void ratios and mesh configurations should be attempted in order to obtain the optimal performance. Also, using waste plastic fibers in conjunction with plastic mesh should form part of a future work.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Parameter | Unit | Symbol | Plastic Fibers |
---|---|---|---|
Modulus of elasticity | MPa | E1 | 313 |
Yield strength | MPa | fy | 27.2 |
Ultimate strength | MPa | fu | 68.4 |
Poisson’s ratio | ν | 0.35 | |
Water absorption | % | 0.00 | |
Density | KN/m3 | ρ | 9.45 |
Parameter | Unit | Symbol | Steel Bars |
---|---|---|---|
Modulus of elasticity | MPa | Et | 200,000 |
Yield strength | MPa | fy | 240 |
Ultimate strength | MPa | fu | 300 |
Poisson’s ratio | ν | 0.3 | |
Density | KN/m3 | ρ | 78.5 |
Material | Cement | Sand | Gravel | Water |
---|---|---|---|---|
Amount (kg/m3) | 300 | 650 | 1310 | 240 |
Beam | Mesh Void Ratio, Vr | Mesh Effective Width (mm) | Mesh Width Ratio, Wr | Ultimate Capacity, Pu (KN) | Flexural Toughness, Tf (N.mm) | Yield Deflection (mm) | Ultimate Deflection (mm) | Ductility Index, Di |
---|---|---|---|---|---|---|---|---|
PCB | - | - | 8.75 | 7169 | 0.52 | 0.60 | 1.15 | |
RCB | - | - | 8.90 | 19,076 | 0.35 | 0.60 | 1.71 | |
M10-S05 | 0.38 | 30 | 0.38 | 7.25 | 16,089 | 0.35 | 0.55 | 1.57 |
M10-S10 | 0.26 | 40 | 0.50 | 7.64 | 19,708 | 0.22 | 0.40 | 1.80 |
M15-S05 | 0.52 | 20 | 0.25 | 6.37 | 12,186 | 0.37 | 0.45 | 1.22 |
M15-S10 | 0.33 | 35 | 0.44 | 7.21 | 17,355 | 0.31 | 0.50 | 1.61 |
M20-S05 | 0.59 | 20 | 0.25 | 6.25 | 11,408 | 0.34 | 0.43 | 1.26 |
M20-S10 | 0.32 | 40 | 0.50 | 7.43 | 19,202 | 0.25 | 0.43 | 1.72 |
Parameter | Unit | Symbol | Value |
---|---|---|---|
Compressive strength | MPa | f’c | 15 |
Tensile strength | MPa | ft | 2.40 |
Modulus of elasticity | MPa | Ec | 18,203 |
Poisson’s ratio | ν | 0.2 | |
Density | KN/m3 | ρ | 24 |
Dilation angle | ° | ψ | 30 |
Eccentricity | ɛ | 0.1 | |
Bi-axial to uni-axial strength ratio | fb0/ft0 | 1.16 | |
Second stress invariant ratio | K | 0.667 | |
Viscosity parameter | μ | 0.00001 |
Failure Mode | Equation |
---|---|
Tensile fiber failure | |
Compressive fiber failure | |
Tensile matrix failure | |
Compressive matrix failure |
Model | Ultimate Capacity, Pu (KN) | Flexural Toughness, Tf (N.mm) | Ductility Index, Di | ||||||
---|---|---|---|---|---|---|---|---|---|
Exp. Test | FE Model | % of Error | Exp. Test | FE Model | % of Error | Exp. Test | FE Model | % of Error | |
PCB | 8.75 | 9.10 | 4% | 7169 | 8775 | 22% | 1.15 | 1.24 | 7% |
RCB | 8.90 | 9.43 | 6% | 19,076 | 20,184 | 6% | 1.71 | 1.81 | 6% |
M10-S05 | 7.25 | 7.51 | 4% | 16,089 | 16,502 | 3% | 1.57 | 1.63 | 3% |
M10-S10 | 7.64 | 7.86 | 3% | 19,708 | 19,907 | 1% | 1.80 | 1.83 | 2% |
M15-S05 | 6.37 | 6.62 | 4% | 12,186 | 12,884 | 6% | 1.22 | 1.30 | 7% |
M15-S10 | 7.21 | 7.57 | 5% | 17,355 | 17,362 | 0% | 1.61 | 1.66 | 3% |
M20-S05 | 6.25 | 6.53 | 5% | 11,408 | 12,254 | 7% | 1.26 | 1.33 | 5% |
M20-S10 | 7.43 | 7.71 | 4% | 19,202 | 19,681 | 2% | 1.72 | 1.76 | 2% |
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Ghanem, H.; Chahal, S.; Khatib, J.; Elkordi, A. Flexural Behavior of Concrete Beams Reinforced with Recycled Plastic Mesh. Buildings 2022, 12, 2085. https://doi.org/10.3390/buildings12122085
Ghanem H, Chahal S, Khatib J, Elkordi A. Flexural Behavior of Concrete Beams Reinforced with Recycled Plastic Mesh. Buildings. 2022; 12(12):2085. https://doi.org/10.3390/buildings12122085
Chicago/Turabian StyleGhanem, Hassan, Safwan Chahal, Jamal Khatib, and Adel Elkordi. 2022. "Flexural Behavior of Concrete Beams Reinforced with Recycled Plastic Mesh" Buildings 12, no. 12: 2085. https://doi.org/10.3390/buildings12122085
APA StyleGhanem, H., Chahal, S., Khatib, J., & Elkordi, A. (2022). Flexural Behavior of Concrete Beams Reinforced with Recycled Plastic Mesh. Buildings, 12(12), 2085. https://doi.org/10.3390/buildings12122085