Reinforcement Corrosion Testing in Concrete and Fiber Reinforced Concrete Specimens Exposed to Aggressive External Factors
Abstract
:1. Introduction
2. Materials and Methods
2.1. Research Material
2.2. Research Methods
2.2.1. Galvanostatic Pulse Method
2.2.2. Acoustic Emission Method
2.2.3. Compressive Strength Tests
3. Research Results and Analysis
3.1. Analysis of Results Obtained from Tests Using the Galvanostatic Pulse Method
3.2. Analysis of Test Results Using the AE Method
4. Discussion
5. Conclusions
- The corrosion activity in the specimens with 0.5% fibers was the lowest, and the dispersion of the results was the smallest. The highest corrosion activity was shown by bars in the concrete specimen without fibers. The largest scatter of results was observed in the specimen with the addition of 0.25% of fibers. This indicates that the addition of steel micro-reinforcement fibers to concrete affects the effectiveness of the cover as a layer protecting the reinforcement against corrosion caused by the action of chloride ions and frost. However, the percentage of fiber content in the concrete mixture is of significant importance.
- The content of steel fibers in the concrete mixture in the amount of 0.25%, defined as the minimum anti-shrinkage micro-reinforcement in concrete, is insufficient to obtain a homogeneous and tight concrete cover protecting the reinforcement against corrosion.
- The use of steel fibers as micro-reinforcement does not increase the corrosion risk of the main reinforcement in concrete.
- Randomly dispersed fine steel fibers covered with concrete do not constitute corrosion centers.
- Corrosion caused by chloride ions is pitting corrosion, which means that in concrete elements, there may be point corrosion centers with high corrosion activity of the reinforcement.
- Heating and freezing cycles in a 3% NaCl water solution affect the destruction of concrete—the wave velocity and amplitude decreased in this medium.
- There is a strong linear correlation between the AE wave velocity induced by the calibration pulse from the PK6I acoustic sensor and the values of the corrosion current density recorded in the main reinforcement bars.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Ingredients | Quantity per 1 m3 of Concrete Mixture |
---|---|
Portland cement CEM I (42,5 N-MSR/NA) | 384 kg |
Mine sand | 680 kg |
Basalt aggregate 2 ÷ 8 | 600 kg |
Basalt aggregate 8 ÷ 16 | 650 kg |
Water | 166 L |
Plasticizer ADVA Flow 440 (BV/FM) | 0.5% (per 1 kg of cement) |
Air entrainer Darex AEA W (LP) | 0.2% (per 1 kg of cement) |
Reinforcement Corrosion Activity, icor (μA/cm2) | Forecasted Rate of Corrosion | ||
---|---|---|---|
Corrosion Current Density | <0.5 | Not forecasted | <0.006 mm⋅year−1 |
0.5 ÷ 2.0 | Irrelevant | 0.006 ÷ 0.023 mm⋅year−1 | |
2.0 ÷ 5.0 | Low | 0.023 ÷ 0.058 mm⋅year−1 | |
5.0 ÷ 15.0 | Moderate | 0.058 ÷ 0.174 mm⋅year−1 | |
>15.0 | High | >0.174 mm⋅year−1 |
Specimens | C | SF_0.25 | SF_0.50 |
---|---|---|---|
1 | 64.93 | 65.41 | 63.19 |
2 | 64.71 | 68.91 | 60.88 |
3 | 61.74 | 67.71 | 62.16 |
Mean value | 63.79 | 67.34 | 62.08 |
Stand. dev. | 1.45 | 1.45 | 0.94 |
Variation (%) | 2.28 | 2.16 | 1.52 |
Specimens SF_0.25 | Specimens SF_0.50 | Specimens C | ||||
---|---|---|---|---|---|---|
Air | Solution | Air | Solution | Air | Solution | |
Stage II | 4.60 | 2.95 | 3.47 | 2.61 | 3.30 | 3.66 |
3.14 | 2.87 | 3.13 | 2.69 | 3.47 | 3.14 | |
2.45 | 10.68 * | 3.23 | 2.77 | 3.59 | 3.28 | |
2.36 | 2.33 | 3.52 | 2.52 | 4.14 | 3.61 | |
Mean value (MPa) | 3.14 | 4.71 (2.72) | 3.34 | 2.65 | 3.63 | 3.42 |
Standard deviation (MPa) | 0.90 | 3.46 (0.28) | 0.16 | 0.09 | 0.31 | 0.22 |
Coefficient of variation (%) | 29 | 70 (10) | 5 | 4 | 9 | 6 |
AE Wave Velocity (m/s) | ||||||
---|---|---|---|---|---|---|
Series C | Series SF_0.25 | Series SF_0.50 | ||||
Air | Solution | Air | Solution | Air | Solution | |
Stage I | ||||||
Specimen 1 | 3746 | 4151 | 3644 | 4043 | 3750 | 4083 |
Specimen 2 | 3828 | 4251 | 3357 | 4160 | 3876 | 4209 |
Mean value (m/s) | 3787 | 4201 | 3501 | 4101 | 3813 | 4146 |
Stand. dev. (m/s) | 41.3 | 49.9 | 143.1 | 58.5 | 62.9 | 63.1 |
Coeff. of variation (%) | 1.1 | 0.01 | 0.04 | 0.01 | 0.02 | 0.02 |
Stage II | ||||||
Specimen 1 | 3980 | 4122 | 3662 | 3665 | 3808 | 3901 |
Specimen 2 | 4102 | 4234 | 3600 | 4109 | 3960 | 4141 |
Mean value (m/s) | 4041 | 4178 | 3631 | 3887 | 3884 | 4021 |
Stand. dev. (m/s) | 60.7 | 55.9 | 30.8 | 221.9 | 76.1 | 120.1 |
Coeff. of variation (%) | 0.02 | 0.01 | 0.01 | 0.06 | 0.02 | 0.03 |
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Raczkiewicz, W.; Bacharz, M.; Bacharz, K.; Teodorczyk, M. Reinforcement Corrosion Testing in Concrete and Fiber Reinforced Concrete Specimens Exposed to Aggressive External Factors. Materials 2023, 16, 1174. https://doi.org/10.3390/ma16031174
Raczkiewicz W, Bacharz M, Bacharz K, Teodorczyk M. Reinforcement Corrosion Testing in Concrete and Fiber Reinforced Concrete Specimens Exposed to Aggressive External Factors. Materials. 2023; 16(3):1174. https://doi.org/10.3390/ma16031174
Chicago/Turabian StyleRaczkiewicz, Wioletta, Magdalena Bacharz, Kamil Bacharz, and Michał Teodorczyk. 2023. "Reinforcement Corrosion Testing in Concrete and Fiber Reinforced Concrete Specimens Exposed to Aggressive External Factors" Materials 16, no. 3: 1174. https://doi.org/10.3390/ma16031174