Effect of Mill-Rejected Granular Cement Grains on Healing Concrete Cracks
Abstract
:1. Introduction
2. Materials and Methods
2.1. Materials
2.1.1. Cement
2.1.2. Mill-Rejected Granular Cement (MRGC)
2.1.3. Fine Aggregate
2.1.4. Coarse Aggregate
2.2. Experimental Methods
2.2.1. Concrete Mixing and Specimen Details
2.2.2. Artificial Cracking
2.2.3. Crack Formation Using Compressive Stress
2.2.4. Crack Formation Using Split Tensile Stress
2.2.5. Crack Formation Using Flexural Stress
2.2.6. Evaluation of the Crack-Healing Effect of MRGC
2.2.7. Compressive Strength Test
2.2.8. Indirect Tensile Strength Test
2.2.9. Flexural Strength Test
2.2.10. Water Permeability Test
3. Results and Discussions
3.1. Slump Test Results
3.2. Strength Regains
3.2.1. Compressive Strength
3.2.2. Flexural Strength
3.2.3. Splitting Tensile Strength Recovery
3.2.4. Water Permeability
4. Conclusions
- The regain in compressive, flexural, and tensile strengths and the drop in water permeability of concrete after specimens were allowed to heal the induced cracks indicate the occurrence of autogenous crack-healing activities in the concrete.
- The use of mill-rejected granular cement as a partial replacement for a fine aggregate could enable concrete to heal its cracks autogenously. The crack-healing efficiency of concrete could be increased by increasing the MRGC content of the concrete in the presence of sufficient water for hydration.
- The crack-healing effect of MRGC could be attributed to its hydration at a later age. MRGC particles are coarser than OPC particles, which enables the former to hydrate slowly. During the initial hydration, most of the finer OPC particles hydrate while hydration of the MRGC particles is limited to their surface. This could preserve unhydrated cement particles that can be used by concrete to heal cracks forming during its service life autogenously. Therefore, the use of MRGC could help concrete autogenously heal the cracks during its lifetime due to the hydration of the MRGC with the water entering through cracks.
- The mechanical properties of concrete were partially recovered due to the autogenous self-healing capability of concrete with the help of MRGC. The average regained in the mechanical properties of the water-cured specimens was about 90% of the reference strength (first cycle strength).
- The coefficient of permeability of concrete could be reduced by increasing the MRGC content of concrete in the presence of sufficient moisture.
- Based on the trend of the observed results, a further increase in the percentage replacement of MRGC for fine aggregates could improve the mechanical properties and crack-healing efficiency of concrete. However, MRGC is cement by nature and has to be evaluated from an economic viewpoint as well.
Author Contributions
Funding
Acknowledgments
Conflicts of Interest
References
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Composition | Mass % |
SiO2 | 23.5 |
Al2O3 | 3.5 |
Fe2O3 | 3.2 |
CaO | 63.5 |
MgO | 2.6 |
Alkalis | 0.54 |
LOI | 0.82 |
Others | 2.34 |
Physical Properties | |
Specific gravity | 3.11 |
Compressive strength, 28 days (MPa) | 30.5 |
Specific surface, Blaine (m2/kg) | 390 |
Initial/final setting (min) | 140/480 |
Normal consistency (%) | 30 |
Designation | Cement | Fine Aggregate | Coarse Aggregate | W/C | |
---|---|---|---|---|---|
Sand | MRGC | ||||
C0 | 411 | 838 | 0 | 1026 | 0.47 |
C5 | 411 | 796.1 | 41.9 | 1026 | 0.47 |
C10 | 411 | 754.2 | 83.8 | 1026 | 0.47 |
C15 | 411 | 712.3 | 125.7 | 1026 | 0.47 |
C20 | 411 | 670.4 | 167.6 | 1026 | 0.47 |
Designation | CM0 | CM5 | CM10 | CM15 | CM20 |
---|---|---|---|---|---|
Slump (mm) | 40 | 40 | 35 | 30 | 20 |
Designation | Average Compressive Strength (MPa) at 28 Days (SD) | |||
---|---|---|---|---|
Strength | Artificial Cracking | Reloading (after Crack-Healing) | ||
Air-Cured | Water-Cured | |||
C0 | 31.52 (0.33) | 13.11(0.51) | 14.26 (0.34) | 17.19 (0.12) |
C5 | 33.13 (0.21) | 18.69 (0.32) | 19.96 (0.51) | 24.96 (0.22) |
C10 | 35.42 (0.5) | 22.33 (0.41) | 23.43 (0.42) | 28.87 (0.34) |
C15 | 36.87 (0.24) | 25.31 (0.2) | 27.52 (0.4) | 33.25 (0.43) |
C20 | 38.21 (0.15) | 27.46 (0.16) | 30.46 (0.51) | 35.32 (0.26) |
Designation | Average Flexural Strength (MPa) at 28 Days (SD) | |||
---|---|---|---|---|
Strength | Artificial Cracking | Reloading(after Crack-Healing) | ||
Air-Cured | Water-Cured | |||
C0 | 10.32 (0.21) | 7.23 (0.5) | 7.62 (0.4) | 7.83 (0.32) |
C5 | 10.89 (0.14) | 7.48 (0.2) | 8.33 (0.22) | 8.72 (0.33) |
C10 | 11.54 (0.22) | 8.69 (0.25) | 9.53 (0.30) | 10.13 (0.17) |
C15 | 13.21 (0.16) | 9.26 (0.18) | 11.2 (0.11) | 12.15 (0.41) |
C20 | 14.37 (0.20) | 9.58 (0.27) | 12.5 (0.29) | 13.55 (0.50) |
Designation | Average Tensile Strength (MPa) at 28 Days (SD) | |||
---|---|---|---|---|
Strength | Artificial Cracking | Reloading (after Crack-Healing) | ||
Air-Cured | Water-Cured | |||
C0 | 3.87 (0.12) | 2.58 (0.15) | 2.91 (0.2) | 3.22 (0.2) |
C5 | 4.05 (0.11) | 2.75 (0.26) | 3.12 (0.23) | 3.57 (0.13) |
C10 | 4.3 (0.12) | 3.02 (0.23) | 3.45 (0.3) | 3.92 (0.24) |
C15 | 4.6 (0.3) | 3.15 (0.34) | 3.85 (0.13) | 4.32 (0.14) |
C20 | 5.21(0.51) | 3.84 (0.33) | 4.38 (0.22) | 5.01 (0.50) |
Designation | Coefficient of Permeabilityk (m/s) at 28 Days (SD) (× 10−7) | |||
---|---|---|---|---|
Before Cracking | After Cracking | After Crack-Healing | ||
Air-Cured | Water-Cured | |||
C0 | 0.623 (0.08) | 42.500 (0.6) | 5.240 (0.2) | 1.250 (0.1) |
C5 | 0.862 (0.05) | 56.400 (1.52) | 3.250 (0.12) | 0.521 (0.08) |
C10 | 0.572 (0.09) | 38.200 (0.56) | 1.200 (0.1) | 0.226 (0.05) |
C15 | 0.327 (0.09) | 62.700 (1.17) | 0.870 (0.05) | 0.094 (0.01) |
C20 | 0.131 (0.07) | 32.900 (1.49) | 0.420 (0.07) | 0.048 (0.007) |
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Asrat, F.S.; Ghebrab, T.T. Effect of Mill-Rejected Granular Cement Grains on Healing Concrete Cracks. Materials 2020, 13, 840. https://doi.org/10.3390/ma13040840
Asrat FS, Ghebrab TT. Effect of Mill-Rejected Granular Cement Grains on Healing Concrete Cracks. Materials. 2020; 13(4):840. https://doi.org/10.3390/ma13040840
Chicago/Turabian StyleAsrat, Feseha Sahile, and Tewodros Tekeste Ghebrab. 2020. "Effect of Mill-Rejected Granular Cement Grains on Healing Concrete Cracks" Materials 13, no. 4: 840. https://doi.org/10.3390/ma13040840