Fracture Properties of Polystyrene Aggregate Concrete after Exposure to High Temperatures
Abstract
:1. Introduction
2. Theoretical Background
3. Materials and Methods
3.1. Materials
3.2. Heating Profile
3.3. Specimen Preparation and Testing
4. Results and Discussion
4.1. Mechanical Properties
4.2. Fracture Properties
4.2.1. Critical Effective Crack Length Ratio ()
4.2.2. Critical Stress Intensity Factor ()
4.2.3. Critical Crack Tip Opening Displacement ()
4.2.4. Critical Strain Energy Release Rate ()
4.2.5. Material Brittleness
4.2.6. Fracture Energy ()
5. Conclusions
- Compressive strength, tensile strength and elastic modulus of both PAC samples and the control concrete also reduced under the effect of increasing temperature. However, mechanical properties of PAC samples showed marginally more temperature sensitivity than control concrete.
- The critical stress intensity factor, the fracture energy and the critical strain energy release rate decreased by increasing the polystyrene aggregate content. It means that less energy is required for crack initiation and crack propagation in PAC samples compared to control concrete. This could be explained by lower aggregate-cement paste bond in PAC in comparison to control concrete.
- It was observed that PAC samples have higher values of characteristic length. This means replacing more normal aggregate with polystyrene aggregate caused the material failure mode to be more ductile.
- Increasing temperature affects the fracture properties of all three concretes similarly. Elevating the temperature from 25 °C to 500 °C reduced the amount of , and , leading to less cracking resistance in all specimen. In contrast, changing the temperature from 500 °C to 800 °C caused an increase in the required cracking energy.
Acknowledgments
Author Contributions
Conflicts of Interest
References
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Mix Code | Cement (kg/m3) | 10 mm Aggregate (kg/m3) | Sand (kg/m3) | Water (kg/m3) | Bulk Volume of PA in Liters (V) | Absolute Vol. Fraction of PA in Mix (%) * | Weight of PA Used (kg) |
---|---|---|---|---|---|---|---|
NC | 390 | 1130 | 610 | 195 | - | - | - |
PA25 | 390 | 850 | 610 | 195 | 190 | 12.1 | 4.56 |
PA50 | 390 | 565 | 610 | 195 | 380 | 24.2 | 9.12 |
CONCRETE MIX | Peak Temp | Density kg/m3 | Mechanical Properties | Fracture Properties | |||||||
---|---|---|---|---|---|---|---|---|---|---|---|
fc | ft | ft/fc | E | GF | |||||||
N/mm2 | % | N/mm2 | % | KN/mm2 | % | N/m | % | ||||
C | 25 °C | 2325 | 56.8 | 100.0 | 4.30 | 100.0 | 7.57 | 37.3 | 100.0 | 122.2 | 100.00 |
150 °C | 2325 | 57.7 | 101.6 | 4.90 | 114.0 | 8.49 | 36.7 | 98.4 | 102.1 | 83.53 | |
400 °C | 2325 | 45.2 | 79.6 | 3.35 | 77.9 | 7.41 | 21.7 | 58.2 | 70.1 | 57.38 | |
500 °C | 2325 | 34.3 | 60.4 | 2.50 | 58.1 | 7.29 | 17.7 | 47.5 | 51.9 | 42.48 | |
800 °C | 2325 | 25.4 | 44.7 | 1.30 | 30.2 | 5.12 | 7.46 | 20.0 | 90.0 | 73.65 | |
PA25 | 25 °C | 2050 | 26.4 | 100.0 | 2.90 | 100.0 | 10.98 | 25.1 | 100.0 | 76.0 | 100.00 |
150 °C | 2050 | 30.1 | 114.0 | 2.80 | 96.6 | 9.30 | 20.4 | 81.3 | 72.6 | 95.52 | |
400 °C | 2050 | 20.4 | 77.3 | 1.90 | 65.5 | 9.31 | 14.2 | 56.6 | 57.5 | 75.66 | |
500 °C | 2050 | 15.2 | 57.6 | 1.35 | 46.6 | 8.88 | 8.9 | 35.5 | 34.5 | 45.32 | |
800 °C | 2050 | 9.9 | 37.5 | 0.70 | 24.1 | 7.07 | 5.02 | 20.0 | 72.6 | 95.46 | |
PA50 | 25 °C | 1770 | 13.3 | 100.0 | 1.50 | 100.0 | 11.28 | 17.4 | 100.0 | 54.9 | 100.00 |
150 °C | 1770 | 14.8 | 111.3 | 1.40 | 93.3 | 9.46 | 13.5 | 77.6 | 42.6 | 77.51 | |
400 °C | 1770 | 9.2 | 69.2 | 0.95 | 63.3 | 10.33 | 8.8 | 50.6 | 43.8 | 79.66 | |
500 °C | 1770 | 6.9 | 51.9 | 0.75 | 50.0 | 10.87 | 6.1 | 35.1 | 28.5 | 51.92 | |
800 °C | 1770 | 3.7 | 27.8 | 0.50 | 33.3 | 13.51 | 3.48 | 20.0 | 45.8 | 83.33 |
Mix Code | Temp °C | (MNm−3/2) | CTODC (mm), 10−3 | (Nm/m2) | Q (m), 10−2 | (Nm/m2) | (m) | |
---|---|---|---|---|---|---|---|---|
25 | 0.46 | 1.44 | 8.00 | 55.8 | 4.40 | 122.2 | 0.246 | |
150 | 0.378 | 1.27 | 6.00 | 44.2 | 3.00 | 102.1 | 0.156 | |
C | 400 | 0.405 | 0.86 | 7.00 | 33.7 | 3.50 | 70.1 | 0.136 |
500 | 0.48 | 0.68 | 8.00 | 26.0 | 4.60 | 51.9 | 0.147 | |
800 | 0.762 | 0.85 | 23.00 | 65.0 | 3.90 | 90.0 | 0.397 | |
25 | 0.423 | 0.94 | 7.00 | 35.2 | 3.80 | 76.0 | 0.227 | |
150 | 0.512 | 1.20 | 13.00 | 70.3 | 4.90 | 72.6 | 0.189 | |
PA25 | 400 | 0.458 | 0.64 | 9.00 | 29.1 | 4.30 | 57.5 | 0.226 |
500 | 0.468 | 0.41 | 10.00 | 18.5 | 4.40 | 34.5 | 0.168 | |
800 | 0.668 | 0.42 | 18.00 | 53.0 | 4.90 | 72.6 | 0.743 | |
25 | 0.486 | 0.62 | 8.00 | 22.1 | 4.60 | 54.9 | 0.425 | |
150 | 0.419 | 0.61 | 9.00 | 27.2 | 3.80 | 42.6 | 0.293 | |
PA50 | 400 | 0.501 | 0.56 | 14.00 | 35.1 | 4.80 | 43.8 | 0.427 |
500 | 0.433 | 0.27 | 9.00 | 11.7 | 3.90 | 28.5 | 0.309 | |
800 | 0.771 | 0.35 | 19.00 | 34.1 | 3.60 | 45.8 | 0.637 |
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Tang, W.; Cui, H.; Tahmasbi, S. Fracture Properties of Polystyrene Aggregate Concrete after Exposure to High Temperatures. Materials 2016, 9, 630. https://doi.org/10.3390/ma9080630
Tang W, Cui H, Tahmasbi S. Fracture Properties of Polystyrene Aggregate Concrete after Exposure to High Temperatures. Materials. 2016; 9(8):630. https://doi.org/10.3390/ma9080630
Chicago/Turabian StyleTang, Waiching, Hongzhi Cui, and Soheil Tahmasbi. 2016. "Fracture Properties of Polystyrene Aggregate Concrete after Exposure to High Temperatures" Materials 9, no. 8: 630. https://doi.org/10.3390/ma9080630