Effect of Curing Condition on Resistance to Chloride Ingress in Concrete Using Ground Granulated Blast Furnace Slag
Abstract
:1. Introduction
2. Materials and Specimens
2.1. Materials
2.2. Concrete Mix Proportion
2.3. Specimens
2.3.1. Specimen for Chloride Ion Migration Coefficient of Concrete
2.3.2. Specimen for Electrochemical Measurements
2.3.3. Curing Method
3. Experimental Method
3.1. Evaluation of Concrete Compressive Strength
3.2. Evaluation of Resistance to Chloride Ion Penetration of Concrete
- Dnssm is a non-steady-state migration coefficient (×10−12 m2/s)
- U is the absolute value of the applied voltage (V)
- T is the average of the initial and final temperatures in the anolyte solution (°C)
- L is the thickness of the specimen (mm)
- is the average value of the penetration depths (mm)
- t is the test duration (hour)
3.3. Electrochemical Measurement
4. Results and Discussion
4.1. Result of Concrete Compressive Strength
- UW is the result of underwater curing condition
- IA is the result of air-dry curing condition
4.2. Results of Chloride Ion Diffusion Coefficient of Concrete
4.3. Result of Electrochemical Measurements
5. Conclusions
- The evaluation results of the concrete compressive strength showed that the compressive strength of the air cured specimen decreased compared to the underwater cured specimen. As the GGBFS replacement ratio increased, the compressive strength reduction rate increased. The reason for this seems to be that when air curing is performed, pore water is not enough for sufficient exhibition of latent hydraulic activity of the GGBFS and thus, it decreases the generation of hydration products.
- The evaluation result of the concrete chloride ion diffusion coefficient showed that the chloride ion diffusion coefficient of the air cured specimen was higher than that of the underwater cured specimen. Furthermore, the higher the GGBFS replacement ratio, the lower is the chloride ion diffusion coefficient. The high fineness and latent hydraulic activity reaction of GGBFS decreased the concrete chloride ion diffusion coefficient compared to the OPC but when air curing was performed, the chloride ion diffusion coefficient increased relative to underwater curing.
- The impedance measurement results of rebars embedded in concrete showed that the |Z| of the air cured specimen decreased in every frequency range relative to the underwater cured one at all levels. As the GGBFS replacement ratio increased, |Z| increased in every frequency range. This showed the same tendency as the evaluation result of the concrete chloride ion diffusion coefficient. It is considered that the higher the chloride penetration resistance is, the higher is the |Z| value of the rebars embedded in concrete.
- As the GGBFS replacement rate increased, the performance of the underwater cured specimen was higher relative to the air cured specimen in every experiment. This suggests a high dependence on underwater curing. Therefore, when concrete is manufactured using GGBFS, special care should be devoted to the curing conditions.
Author Contributions
Funding
Conflicts of Interest
References
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Name | Chemical Compositions (%) | |||||||||
---|---|---|---|---|---|---|---|---|---|---|
SiO2 | Al2O3 | TiO2 | Fe2O3 | CaO | MgO | SO3 | K2O | etc. | L.O.I | |
OPC | 19.74 | 5.33 | 0.30 | 2.93 | 61.74 | 3.78 | 2.47 | 0.89 | 2.82 | 2.3 |
GGBFS | 33.35 | 13.36 | 0.59 | 0.33 | 44.62 | 4.12 | 2.69 | 0.41 | 0.53 | 0.1 |
Name | W/B (%) | Unit Weight (kg/m3) | Unit Weight (g/m3) | ||||||
---|---|---|---|---|---|---|---|---|---|
W | C | GG BFS | S1 1 | S2 2 | G 3 | S.P. | A.E. | ||
OPC-40 | 40 | 180 | 450 | - | 553 | 240 | 867 | 3600 | 150 |
OPC-50 | 50 | 180 | 360 | - | 607 | 260 | 867 | 3240 | 117 |
OPC-60 | 60 | 180 | 300 | - | 640 | 273 | 867 | 3007 | 93 |
S3-40 | 40 | 180 | 315 | 135 | 547 | 240 | 867 | 3150 | 157 |
S3-50 | 50 | 180 | 252 | 108 | 600 | 260 | 867 | 2880 | 130 |
S3-60 | 60 | 180 | 210 | 90 | 640 | 273 | 867 | 2400 | 120 |
S6-40 | 40 | 180 | 180 | 270 | 540 | 233 | 867 | 2700 | 430 |
S6-50 | 50 | 180 | 144 | 216 | 600 | 253 | 867 | 2160 | 300 |
S6-60 | 60 | 180 | 120 | 180 | 633 | 267 | 867 | 2100 | 250 |
Initial Current I30V (with 30V) (mA) | Applied Voltage U (after Adjustment) (V) | Possible New Initial Current I0 (mA) | Test Duration (Hour) |
---|---|---|---|
I0 < 5 | 60 | I0 < 10 | 96 |
5 ≤ I0 < 10 | 60 | 10 ≤ I0 < 20 | 48 |
10 ≤ I0 < 15 | 60 | 20 ≤ I0 < 30 | 24 |
15 ≤ I0 < 20 | 50 | 25 ≤ I0 < 35 | 24 |
20 ≤ I0 < 30 | 40 | 25 ≤ I0 < 40 | 24 |
30 ≤ I0 < 40 | 35 | 35 ≤ I0 < 50 | 24 |
40 ≤ I0 < 60 | 30 | 40 ≤ I0 < 60 | 24 |
60 ≤ I0 < 90 | 25 | 50 ≤ I0 < 75 | 24 |
90 ≤ I0 < 120 | 20 | 60 ≤ I0 < 80 | 24 |
120 ≤ I0 < 180 | 15 | 60 ≤ I0 < 90 | 24 |
180 ≤ I0 < 360 | 10 | 60 ≤ I0 < 120 | 24 |
I0 ≥ 360 | 10 | I0 ≥ 120 | 6 |
Frequency Range | 105 ~ 10−2 Hz |
---|---|
Specimen Size | Ø100 × 200 mm2 |
Cover concrete | 44 mm |
WE | Ø13 mm rebar (SD400) |
RE | Ag/AgCl |
CE | STS 304 |
Name | Compressive Strength (MPa) | Rate of Change 28d (%) | |||
---|---|---|---|---|---|
3d | 7d | 28d | |||
OPC-40 | W * | 35.9 | 42.3 | 51.7 | −7.43 |
A ** | 35.8 | 42.7 | 47.8 | ||
OPC-50 | W | 26.1 | 32.7 | 41.1 | −5.79 |
A | 25.9 | 32.7 | 38.7 | ||
OPC-60 | W | 18.4 | 23.2 | 30.0 | −2.66 |
A | 18.0 | 23.2 | 29.2 | ||
S3-40 | W | 28.3 | 37.8 | 53.6 | −7.58 |
A | 27.2 | 37.8 | 49.5 | ||
S3-50 | W | 19.6 | 28.9 | 43.9 | −13.28 |
A | 19.4 | 28.9 | 38.1 | ||
S3-60 | W | 13.6 | 22.6 | 34.0 | −17.06 |
A | 13.6 | 20.9 | 28.2 | ||
S6-40 | W | 25.2 | 40.8 | 50.7 | −9.61 |
A | 24.7 | 37.1 | 45.8 | ||
S6-50 | W | 17.3 | 30.1 | 42.7 | −15.85 |
A | 16.6 | 28.8 | 35.9 | ||
S6-60 | W | 11.8 | 22.4 | 33.4 | −17.98 |
A | 11.8 | 20.9 | 27.4 |
Name | Chloride Diffusion Coefficient (28d) (×10−12 m2/s) | Rate of Change (%) | |
---|---|---|---|
OPC-40 | W | 9.92 | 28.53 |
A | 12.75 | ||
OPC-50 | W | 16.56 | 15.70 |
A | 19.16 | ||
OPC-60 | W | 22.05 | 17.94 |
A | 37.03 | ||
S3-40 | W | 4.47 | −0.45 |
A | 4.45 | ||
S3-50 | W | 5.41 | 33.83 |
A | 7.24 | ||
S3-60 | W | 7.42 | 111.19 |
A | 15.67 | ||
S6-40 | W | 2.51 | 52.99 |
A | 3.84 | ||
S6-50 | W | 3.24 | 87.96 |
A | 6.09 | ||
S6-60 | W | 4.12 | 96.60 |
A | 8.10 |
Name | |Z|max (Ωcm2) | |Z|min (Rs) (Ωcm2) | |Z|max − |Z|min (Rp) (Ωcm2) | |
---|---|---|---|---|
OPC-40 | W | 418.463 | 181.009 | 237.454 |
A | 382.322 | 166.431 | 215.891 | |
OPC-50 | W | 281.896 | 121.460 | 160.436 |
A | 323.150 | 127.378 | 195.772 | |
OPC-60 | W | 223.554 | 87.651 | 135.903 |
A | 263.696 | 94.007 | 169.689 | |
S3-40 | W | 668.187 | 365.856 | 302.331 |
A | 697.065 | 329.151 | 367.914 | |
S3-50 | W | 598.828 | 353.875 | 244.953 |
A | 478.571 | 252.401 | 226.170 | |
S3-60 | W | 460.889 | 270.274 | 190.615 |
A | 421.707 | 191.777 | 229.930 | |
S6-40 | W | 1374.260 | 864.382 | 509.878 |
A | 1095.780 | 588.412 | 507.368 | |
S6-50 | W | 1306.230 | 800.663 | 505.567 |
A | 1027.270 | 593.435 | 433.835 | |
S6-60 | W | 990.183 | 601.283 | 388.900 |
A | 857.888 | 458.342 | 399.546 |
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Park, J.; Park, C.; Joh, S.; Lee, H. Effect of Curing Condition on Resistance to Chloride Ingress in Concrete Using Ground Granulated Blast Furnace Slag. Materials 2019, 12, 3233. https://doi.org/10.3390/ma12193233
Park J, Park C, Joh S, Lee H. Effect of Curing Condition on Resistance to Chloride Ingress in Concrete Using Ground Granulated Blast Furnace Slag. Materials. 2019; 12(19):3233. https://doi.org/10.3390/ma12193233
Chicago/Turabian StylePark, JangHyun, Cheol Park, SungHyung Joh, and HanSeung Lee. 2019. "Effect of Curing Condition on Resistance to Chloride Ingress in Concrete Using Ground Granulated Blast Furnace Slag" Materials 12, no. 19: 3233. https://doi.org/10.3390/ma12193233