Investigational and Numerical Examination on Bending Response of Reinforced Rubberized Concrete Beams Including Plastic Waste
Abstract
:1. Introduction
2. Purpose of Investigation
3. Investigational Examination Set-Up
3.1. Examination of Material Properties
3.2. Investigational Set-Up
4. Investigational Test Results and Discussion
4.1. Case 1: Cracking and Deformation Performance of R-C-B without Plastic Waste
4.2. Case 2: Cracking and Deformation Performance of R-C-B Including 5% Plastic Waste
4.3. Case 3: Cracking and Deformation Performance of R-C-B Including 15% Plastic Waste
4.4. Case 4: Cracking and Deformation Performance of R-C-B Including 30% Plastic Waste
4.5. Case 5: Cracking and Deformation Performance of R-C-B Including 45% Plastic Waste
5. Three-Dimensional Finite Element Model (F-E-M) of R-C-Bs
6. Three-Dimensional F-E-M Results
7. Example Study
8. Conclusions
- As stated by the slump test results, it was found that as the PW proportions in the concrete combination increased with a reduction in the compressive strength value of concrete after the 15% proportion.
- Based on the investigational test results, the maximum load-carrying value in the R-C-Bs reduced as the percentage of PW in the concrete combination increased. On the other hand, it was found that the maximum deformation performance of the R-C-Bs increased as the percentage of PW in the concrete combination increased.
- The percentage of PW in the concrete significantly affected the cracking performance of the R-C-Bs. Noteworthy perpendicular and deformation cracking were both seen in the R-C-Bs depending on the percentage of plastic waste.
- The F-E-M and experimental results show small ruptures with very similar formations. This suggests that F-E-M might be an excellent alternative to destructive lab experiments that can create alterations in conclusions. F-E-M simulation could be successfully used to estimate the real performance of R-C-Bs.
- The weight of a concrete construction was considered in terms of its R-C-Bs and columns. Numerous percentages of PW were chosen within the R-C-Bs and columns, and the influence of these on the construction’s forces was thoroughly defined. The forces on the construction decreased as the percentages of PW increased. The total shear forces on the constructions containing 0% and 30% PW were 853.6 and 801.07 kN, respectively.
- Considering the analyses and modeling results and the environmental effects of plastic materials, PW granules can be considered for use in concrete. In this way, environmental sustainability can be improved by preventing PW pollution. As a result of our analysis, we can state that PW granules partially contribute to concrete strength.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Specimen Number | Statement |
---|---|
1 | Reference concrete |
2 | 5% plastic waste |
3 | 15% plastic waste |
4 | 30% plastic waste |
5 | 45% plastic waste |
Material | Reference | 5% Plastic Waste | 15% Plastic Waste | 30% Plastic Waste | 45% Plastic Waste |
---|---|---|---|---|---|
Cement (kg) | 415 | 415 | 415 | 415 | 415 |
Sand (kg) | 850 | 805 | 720 | 595 | 470 |
15 mm lightweight aggregates (kg) | 67 | 67 | 67 | 67 | 67 |
6 mm lightweight aggregates (kg) | 333 | 333 | 333 | 333 | 333 |
Water (kg) | 180 | 180 | 180 | 180 | 180 |
PW granules (kg) | 0 | 15 | 45 | 90 | 135 |
Superplasticizer (mL) | 2050 | 2050 | 2100 | 2300 | 2700 |
Estimated density (kg) | 1845 | 1815 | 1760 | 1680 | 1600 |
Components | Weight Per Unit of Volume (%) |
---|---|
Portland Cement Clinker | 45–64 |
Limestone | 0–5 |
Gypsum | 3–6 |
Calcium Oxide | 0–5 |
Magnesium Oxide | 0–5 |
Natural Pozzolan | 36–55 |
Specimen | Reference (MPa) | 5% (MPa) | 15% (MPa) | 30% (MPa) | 45% (MPa) |
---|---|---|---|---|---|
Specimen A | 40.3 | 41.5 | 42.4 | 33.4 | 29.7 |
Specimen B | 39.6 | 40.8 | 41.6 | 31.6 | 28.5 |
Specimen C | 40.1 | 43.01 | 39.44 | 28.9 | 30.9 |
Average | 40 | 41.77 | 41.48 | 31.29 | 29.73 |
R-C-Bs Including 0% | |||
---|---|---|---|
Modal Analysis Result | |||
Section | Max. Shear Force (kN) | Section | Max. Moment Force (kN.M) |
F279 | 853.6 | F248 | 2031.65 |
Dead Load | |||
Section | Max. Shear Force (kN) | Section | Max. Moment Force (kN.M) |
F252 | 68.35 | F245 | 64.47 |
R-C-Bs Including 30% | |||
---|---|---|---|
Modal Analysis Result | |||
Section | Max. Shear Force (kN) | Section | Max. Moment Force (kN.M) |
F279 | 801.07 | F248 | 1906.62 |
Dead Load | |||
Section | Max. Shear Force (kN) | Section | Max. Moment Force (kN.M) |
F252 | 64.26 | F245 | 61.35 |
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Korkut, F.; Karalar, M. Investigational and Numerical Examination on Bending Response of Reinforced Rubberized Concrete Beams Including Plastic Waste. Materials 2023, 16, 5538. https://doi.org/10.3390/ma16165538
Korkut F, Karalar M. Investigational and Numerical Examination on Bending Response of Reinforced Rubberized Concrete Beams Including Plastic Waste. Materials. 2023; 16(16):5538. https://doi.org/10.3390/ma16165538
Chicago/Turabian StyleKorkut, Fuat, and Memduh Karalar. 2023. "Investigational and Numerical Examination on Bending Response of Reinforced Rubberized Concrete Beams Including Plastic Waste" Materials 16, no. 16: 5538. https://doi.org/10.3390/ma16165538