Residual Compressive Behavior of Self-Compacting Concrete after High Temperature Exposure—Influence of Binder Materials
Abstract
:1. Introduction
2. Materials and Methods
2.1. Constituent Materials
- Binder materials:
- –
- –
- Natural, crushed dolomite aggregate (0/4, 4/8 and 8/16 mm) with a particle size distribution is shown in Figure 1b.
- A superplasticizer based on modified polycarboxylic ether polymers, with a relative density of 1100 kg/m3, and a viscosity modifying agent (VMA) based on high-molecular weight synthetic copolymer with a relative density of 1009 kg/m3, were added during concrete production to set the workability of the tested mixes.
- Tap water was obtained from the general municipal drinking-water supply, which contained a negligible amount of chloride substances.
2.2. Concrete Mix Design and Specimen Dimensions
2.3. Heat Treatment
- 5.
- First stage: heating at a rate ΔT/Δt of 2 °C/min (in the furnace) up to the target temperature;
- 6.
- Second stage: keeping the target temperature constant until steady-state thermal conditions throughout the specimens were ensured, Δt;
- 7.
- Third stage: slow natural cooling to ambient temperature in a closed furnace to avoid thermal shock.
2.4. Microstructural Analysis
2.5. Compressive Stress–Strain Behaviour
3. Results
3.1. Spalling Occurrence during Heating
3.2. Microstructural Analysis
3.3. Compressive Stress–Strain Relationship
3.4. Peak Stress—Compressive Strength
3.5. Modulus of Elasticity
3.6. Peak Strain
4. Modelling of Stress–Strain Behaviour
5. Conclusions
- 8.
- By comparing the stress–strain curves within the mixes containing the same mineral additive, it can be observed that the different amounts of FA (20–40%) and limestone (5–15%) in the studied concrete mixes lead to a similar behaviour, while the mixes with different MK content (5–15%) show larger variations after all target temperatures.
- 9.
- The different mineral additives used in this study (MK, FA and LF) affected the development of different microstructures of the concrete, especially ITZ, which, in turn, affected the variations in the residual compressive strength by 24% and the peak strain by 38%, while the variation in the residual elastic modulus was 14%.
- 10.
- Contrary to the findings in the literature, which show that concrete retains most of its strength up to 400 °C, in this study, a significant loss of mechanical properties (compressive strength and elastic modulus) and an increase in peak strain were observed up to a temperature of 400 °C.
- 11.
- However, comparing the obtained results with the recommendations for compressive strength given in EC 2 for HSC, it can be concluded that the strength loss of EC 2 in the case of SCC with used mineral additives is too conservative in the lower temperature range (400 °C), especially for mixes containing fly ash.
- 12.
- The Popovic model for the relationship between stress and strain, developed essentially for conventional concrete, provided a good approximation relative to the experimentally determined stress–strain curves at different temperatures.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
Appendix A. Monitored Temperatures in Concrete Specimens
Appendix B. Dolomite Decomposition after Temperature of 800 °C
Appendix C. Stress–Strain Curves of Tested Mixes
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Property/Components | Portland Cement | Dolomite Filler | Metakaolin | Fly Ash | Limestone |
---|---|---|---|---|---|
Chemical analysis, % | |||||
CaO | 60.23 | 30.38 | 0.55 | 4.21 | 54.05 |
SiO2 | 19.81 | 0.00 | 53.53 | 51.87 | 0.66 |
Fe2O3 | 2.71 | 0.18 | 1.17 | 9.22 | 0.12 |
Al2O3 | 5.38 | 0.31 | 41.18 | 24.46 | 0.15 |
MgO | 2.87 | 21.84 | 0.36 | 1.83 | 1.01 |
Na2O | 0.8 | 0.05 | 0.08 | 0.23 | 0.08 |
K2O | 0.77 | 0.02 | 0.83 | 1.14 | 0.02 |
SO3 | 3.07 | 0.05 | 0.08 | 0.56 | 0.09 |
Loss of ignition, LOI | 4.47 | 47.58 | 1.36 | 0.54 | 43.87 |
Physical properties | |||||
Specific gravity, g/cm3 | 3.05 | 2.86 | 2.68 | 2.34 | 2.63 |
Blaine fineness, cm2/g | 3290 | 1630 | 10,260 | 3070 | 8948 |
Metakaolin | Fly Ash | Limestone | |||||||||
---|---|---|---|---|---|---|---|---|---|---|---|
Mix ID | M2 | M3 (MK5) | M4 (MK10) | M5 (MK15) | M6 (FA20) | M7 (FA30) | M8 (FA40) | M9 (LF5) | M10 (LF10) | M11 (LF15) | |
Cement, kg | 450 | 427.5 | 405 | 382.5 | 360 | 315 | 270 | 427.5 | 405 | 382.5 | |
MK | % c.w. | - | 5 | 10 | 15 | - | - | - | - | - | - |
kg | - | 22.5 | 45 | 67.5 | - | - | - | - | - | - | |
FA | % c.w. | - | - | - | - | 20 | 30 | 40 | - | - | - |
kg | - | - | - | - | 90 | 135 | 180 | - | - | - | |
LF | % c.w. | - | - | - | - | - | - | - | 5 | 10 | 15 |
kg | - | - | - | - | - | - | - | 22.5 | 45 | 67.5 | |
Dolomite filer, kg | 220 | ||||||||||
Water, L | 180 | ||||||||||
v/c | 0.40 | 0.42 | 0.44 | 0.47 | 0.50 | 0.57 | 0.67 | 0.42 | 0.44 | 0.47 | |
Fine aggregate, kg | 862 | 862 | 862 | 862 | 862 | 862 | 862 | 862 | 862 | 862 | |
Coarse aggregate, kg | 696 | 696 | 696 | 696 | 696 | 696 | 696 | 696 | 696 | 696 | |
Superplasticizer, L | 5.6 | 4.5 | 5.2 | 6.3 | 4.1 | 3.6 | 3.4 | 5.0 | 4.1 | 3.9 | |
WMA, L | 0.7 | 1.0 | |||||||||
Fresh concrete properties | |||||||||||
Density in fresh state, kg/m3 | 2499 | 2485 | 2482 | 2488 | 2462 | 2438 | 2419 | 2489 | 2486 | 2480 | |
Air content, % | 1.9 | 2.1 | 2.4 | 2.1 | 2.3 | 2.0 | 2.3 | 2.1 | 2.2 | 2.2 | |
Slump flow | 732 | 720 | 725 | 727 | 720 | 723 | 725 | 720 | 718 | 717 | |
Slump flow time (t500), s | 2.08 | 2.35 | 2.19 | 2.10 | 1.66 | 1.47 | 1.40 | 1.38 | 1.49 | 1.65 | |
L-box (h2/h1), - | 0.94 | 0.93 | 0.82 | 0.82 | 0.84 | 0.87 | 0.92 | 0.94 | 0.91 | 0.85 | |
Segregation resistance | 5 | 8 | 10 | 10 | 5 | 5 | 8 | 7 | 4 | 3 |
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Jelčić Rukavina, M.; Gabrijel, I.; Netinger Grubeša, I.; Mladenovič, A. Residual Compressive Behavior of Self-Compacting Concrete after High Temperature Exposure—Influence of Binder Materials. Materials 2022, 15, 2222. https://doi.org/10.3390/ma15062222
Jelčić Rukavina M, Gabrijel I, Netinger Grubeša I, Mladenovič A. Residual Compressive Behavior of Self-Compacting Concrete after High Temperature Exposure—Influence of Binder Materials. Materials. 2022; 15(6):2222. https://doi.org/10.3390/ma15062222
Chicago/Turabian StyleJelčić Rukavina, Marija, Ivan Gabrijel, Ivanka Netinger Grubeša, and Ana Mladenovič. 2022. "Residual Compressive Behavior of Self-Compacting Concrete after High Temperature Exposure—Influence of Binder Materials" Materials 15, no. 6: 2222. https://doi.org/10.3390/ma15062222