Performance of Reinforced Foam and Geopolymer Concretes against Prolonged Exposures to Chloride in a Normal Environment
Abstract
:1. Introduction
2. Experimental Methodology
2.1. Specimens Preparation
2.2. Tests for the Performance of FC and GPC
2.2.1. Corrosion Assessment
2.2.2. Mechanical Performance
2.2.3. Fractography
3. Results
3.1. Time Dependent Degradation of Reinforced Foam Concrete
Long-Term Corrosion Rates for FC
3.2. Long Term Corrosion Rates of Steel in GPC
Comparison of FC and GPC
3.3. Behavior of Simulated Corroded Repaired Patches with FC and GPC
3.4. Long Term Mechanical Performance of Corroded Steel in FC and GPC
3.4.1. Reinforcement from FC Tested
3.4.2. Reinforcement from GPC Tested
3.4.3. Comparison of Mechanical Performance of FC and GPC
4. Discussion
4.1. Fractographic Examination of the Corroded Reinforcement
4.2. Models for the Long-Term Corrosion Rates of FC
5. Conclusions
- The corrosion rates were found to increase three-fold and four-fold for 3 and 5% admixed chloride content FC specimens as compared to the control specimen with 0% chloride after 803 days, respectively.
- The specimens with higher (5%) chloride contents suffered degradation of the tensile strength of their reinforcements. The tensile strengths of the reinforcements embedded in 5% chloride-contaminated FC and GPC specimen were found to be 536.2 and 529.6 MPa, respectively. The tensile strengths of reinforcement in their control specimens were found to be 552.2 and 556.21 MPa, respectively.
- FC showed more resilience as compared to the GPC, with respect to both the corrosion rate and mechanical behavior after 803 days. The corrosion rates of FC were found to be 5% lower than those of GPC. The degradation of reinforcement was found to be 2.89% in FC, while in GPC it was found to be 4.78% as compared to the control specimen.
- The fractography of the reinforcing steel indicated the presence of microcracks that induced degradation in the ultimate tensile strength. It was probably due to the chloride-enhanced hydrogen embrittlement that caused the formation of microcracks within the microstructure of the reinforcing steel in FC and GPC.
- A model for the long-term corrosion rates of FC as the function of the corrosion rates of GPC and chloride content was developed with a very high R2 and low standard error estimate. A correlation model for the corrosion rates between FC and GPC was also developed with R2 = 0.84.
- The simulated repaired patches of reinforced FC showed slightly higher corrosion rates as compared to the GPC. The corrosion rates of the repaired section with FC were twice than those of GPC after 810 days. This was probably due to the migration of chloride, oxygen, and moisture from the surrounding chloride-rich environment to the reinforcing steel in the repaired section in FC due to its microstructure and cavities as compared to GPC.
- The test results suggest that the test duration could be even longer for such experiments to observe significant variation of the mechanical properties. Moreover, investigations for the porous structure and solid phases of the GPC and FC should be carried out as the scope of future research.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Foam of Sodium Silicate (g) | Fly Ash (g) | Slag (g) | Water (g) | NaCl (g) | |
---|---|---|---|---|---|
3% Cl | 5% Cl | ||||
50 | 200 | 200 | 160 | 20 | 33.3 |
Coarse Aggregate of 14 mm (kg/m3) | Sand (kg/m3) | Fly Ash (kg/m3) | Slag (kg/m3) | Water (kg/m3) | NaCl (kg/m3) | |
---|---|---|---|---|---|---|
3% Cl | 5% Cl | |||||
1071 | 526 | 196 | 196 | 196 | 17.25 | 29 |
Specimen | Type of Concrete | Temperature (°C) | Humidity (%) | Duration (days) | Testing/ Measurement |
---|---|---|---|---|---|
3% Cl admixed (L) | FC | 24 | 50 | 803 | Corrosion rates and Tensile strength |
GPC | 24 | 50 | 803 | ||
5% Cl admixed (Q) | FC | 24 | 50 | 803 | |
GPC | 24 | 50 | 803 | ||
Controlled (D) | FC | 24 | 50 | 803 | |
GPC | 24 | 50 | 803 | ||
Simulated patch repair | GPC—Left End Section (5% Cl) | 24 | 50 | 810 | |
GPC—Middle Section (0% Cl) | 24 | 50 | 810 | ||
GPC—Right End Section (5% Cl) | 24 | 50 | 810 | ||
FC—Left End Section (5%Cl) | 24 | 50 | 810 | ||
FC—Middle Section (0% Cl) | 24 | 50 | 810 | ||
FC—Right End Section (5% Cl) | 24 | 50 | 810 |
FC | GPC | Cl | ||
---|---|---|---|---|
Pearson Correlation | FCcr | 1.000 | 0.902 | 0.943 |
GPCcr | 0.902 | 1.000 | 0.994 | |
Cl | 0.943 | 0.994 | 1.000 | |
Sig. (1-tailed) | FCcr | 0.0 | 0.142 | 0.108 |
GPCcr | 0.142 | 0.0 | 0.034 | |
Cl | 0.108 | 0.034 | 0.0 | |
N | FCcr | 3 | 3 | 3 |
GPCcr | 3 | 3 | 3 | |
Cl | 3 | 3 | 3 |
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Wasim, M.; Roychand, R.; Barnes, R.T.; Talevski, J.; Law, D.; Li, J.; Saberian, M. Performance of Reinforced Foam and Geopolymer Concretes against Prolonged Exposures to Chloride in a Normal Environment. Materials 2023, 16, 149. https://doi.org/10.3390/ma16010149
Wasim M, Roychand R, Barnes RT, Talevski J, Law D, Li J, Saberian M. Performance of Reinforced Foam and Geopolymer Concretes against Prolonged Exposures to Chloride in a Normal Environment. Materials. 2023; 16(1):149. https://doi.org/10.3390/ma16010149
Chicago/Turabian StyleWasim, Muhammad, Rajeev Roychand, Rhys Thomas Barnes, Jason Talevski, David Law, Jie Li, and Mohammad Saberian. 2023. "Performance of Reinforced Foam and Geopolymer Concretes against Prolonged Exposures to Chloride in a Normal Environment" Materials 16, no. 1: 149. https://doi.org/10.3390/ma16010149