Effects of Diatomite–Limestone Powder Ratio on Mechanical and Anti-Deformation Properties of Sustainable Sand Asphalt Composite
<p>Particle size distributions of diatomite and limestone.</p> "> Figure 2
<p>Selected gradation of sand asphalt.</p> "> Figure 3
<p>Typical stress versus strain curve.</p> "> Figure 4
<p>Loading and deformation measurement system.</p> "> Figure 5
<p>Low-temperature splitting test process.</p> "> Figure 6
<p>Procedure of experimental setup.</p> "> Figure 7
<p>Results of the uniaxial compression failure test: (<b>a</b>) failure stress; (<b>b</b>) failure strain; (<b>c</b>) secant modulus.</p> "> Figure 8
<p>Creep strain-loading cycles of sand asphalts at three stress levels: (<b>a</b>) 0.12 MPa; (<b>b</b>) 0.36 MPa; and (<b>c</b>) 0.72 MPa.</p> "> Figure 8 Cont.
<p>Creep strain-loading cycles of sand asphalts at three stress levels: (<b>a</b>) 0.12 MPa; (<b>b</b>) 0.36 MPa; and (<b>c</b>) 0.72 MPa.</p> "> Figure 9
<p>Results of the low-temperature splitting test.</p> "> Figure 10
<p>Normal probability plot of residuals (<b>a</b>) and residual vs. predicted values (<b>b</b>) for the prediction of the secant modulus.</p> "> Figure 11
<p>Normal probability plot of residuals (<b>a</b>) and residual vs. predicted values (<b>b</b>) for the prediction of the creep strain.</p> "> Figure 12
<p>Normal probability plot of residuals (<b>a</b>) and residual vs. predicted values (<b>b</b>) for the prediction of the splitting strength.</p> "> Figure 13
<p>Mathematical models of (<b>a</b>) the secant modulus versus the content of diatomite (A) and limestone (B), (<b>b</b>) the creep strain versus the content of diatomite (A) and limestone (B), and (<b>c</b>) the splitting strength versus the content of diatomite (A) and limestone (B).</p> ">
Abstract
:1. Introduction
2. Experimental
2.1. Raw Materials
2.2. Experimental Design
2.3. Preparation of Sand Asphalt
2.4. Testing Methods
2.4.1. Uniaxial Compression Failure Test
2.4.2. Uniaxial Compression Repeated Creep-Recovery Test
2.4.3. Low-Temperature Splitting Test
2.5. Optimization Based on SLD
3. Results and Discussion
3.1. Uniaxial Compression Failure Test
3.2. Uniaxial Compression Repeated Creep-Recovery Test
3.3. Low-Temperature Splitting Test
3.4. Optimal Replaceable Content of Diatomite Based on SLD
3.5. Cost Analysis
4. Conclusions
- (1)
- Secant modulus was quite a reliable parameter compared with failure strength and failure strain, which could be used to evaluate the ability of coordinate deformation of sand asphalt. The secant moduli apparently increased by the replacement of diatomite, which indicated that diatomite improved the deformation coordination abilities of sand asphalt. Besides, the failure stress and secant modulus were apparently affected by loading rates.
- (2)
- Creep strain decreased at first, and then consequently increased as the alternative content of diatomite increased, whereas the optimal replace content of diatomite was approximately at 0.75 diatomite content, according to the uniaxial compression repeated creep-recovery test results. The creep strains significantly increased as the stress level increased. Furthermore, the curves of the creep strain versus the loading cycles could be described quite well by a power function.
- (3)
- The low-temperature crack resistance of the sand asphalt could be improved by the addition of diatomite, according to the results of the low-temperature splitting test. Furthermore, the maximum point of splitting strength was at approximately 50% diatomite content.
- (4)
- The volume fraction ratio optimization of limestone to diatomite was performed based on the results of the secant modulus, creep strain, and splitting strength. The optimum ratio obtained was 0.327:0.673, according to simplex-lattice mixture design (SLD) analysis results.
Acknowledgments
Author Contributions
Conflicts of Interest
References
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Property | Result |
---|---|
Penetration (25 °C, 0.1 mm) | 67.9 |
Softening point TR&B (°C) | 66.2 |
Ductility (5 °C, cm) | 24.9 |
Density (25 °C, g/cm3) | 1.047 |
Brookfield viscosity (135 °C, Pa·s) | 4.577 |
Elastic recovery (%) | 88 |
Property | Color | PH | Apparent Density (g/cm3) | Specific Surface Area (m2/g) | |
---|---|---|---|---|---|
Result | Diatomite | Orange | 9.98 | 2.127 | 11.556 |
Limestone | White | 7.84 | 2.652 | 0.886 |
Diameter (mm) | 1.18 | 0.6 | 0.3 | 0.15 | 0.075 |
Apparent density (g/cm3) | 2.713 | 2.720 | 2.699 | 2.647 | 2.700 |
Run | 1 (AM-0) | 2 (AM-25) | 3 (AM-50) | 4 (AM-75) | 5 (AM-100) | |
---|---|---|---|---|---|---|
Volume proportion (%) | Limestone | 100 | 75 | 50 | 25 | 0 |
Diatomite | 0 | 25 | 50 | 75 | 100 | |
Mass fraction (%) | Limestone | 16.2 | 12.2 | 8.1 | 4.1 | 0.0 |
Diatomite | 0 | 3.2 | 6.5 | 9.7 | 13.0 |
Diameter (mm) | 2.36 | 1.18 | 0.6 | 0.3 | 0.15 | 0.075 |
FAi | 0.0082 | 0.0164 | 0.0287 | 0.0614 | 0.1229 | 0.3277 |
Group | AM-0 | AM-25 | AM-50 | AM-75 | AM-100 | |
---|---|---|---|---|---|---|
0.12 MPa | a | 0.3276 | 0.2348 | 0.0647 | 0.0942 | 0.2017 |
b | 0.0967 | 0.1234 | 0.1870 | 0.1835 | 0.1240 | |
R2 | 0.9933 | 0.9990 | 0.9952 | 0.9963 | 0.9988 | |
0.36 MPa | a | 0.6140 | 0.6380 | 0.4540 | 0.3812 | 0.5995 |
b | 0.1491 | 0.0892 | 0.0928 | 0.0989 | 0.0804 | |
R2 | 0.9954 | 0.9958 | 0.9973 | 0.9965 | 0.9949 | |
0.72 MPa | a | 0.7030 | 0.5179 | 0.4999 | 0.3932 | 0.5869 |
b | 0.4169 | 0.2213 | 0.1466 | 0.1280 | 0.1560 | |
R2 | 0.9842 | 0.9947 | 0.9994 | 0.9937 | 0.9965 |
Run | AM-0 | AM-25 | AM-50 | AM-75 | AM-100 |
---|---|---|---|---|---|
R1 Secant modulus (MPa) | 52.8 | 118.6 | 148.8 | 194.4 | 180.9 |
R2 Creep strain (%) | 1.904 | 1.2447 | 0.9099 | 0.7988 | 1.0976 |
R3 Splitting strength (MPa) | 1.733 | 2.037 | 2.373 | 2.298 | 1.984 |
Source | Sum of Squares | DF | Mean Square | F Value | p-Value Prob > F |
---|---|---|---|---|---|
Model | 12,487.13 | 2 | 6243.57 | 44.56 | 0.0219 * |
Linear Mixture | 11,022.40 | 1 | 11,022.40 | 78.67 | 0.0125 * |
AB | 1464.73 | 1 | 1464.73 | 10.45 | 0.0838 |
Residual | 280.23 | 2 | 140.11 | - | - |
Total | 12,767.36 | 4 | - | - | - |
Source | Sum of Squares | DF | Mean Square | F Value | p-Value Prob > F |
---|---|---|---|---|---|
Model | 0.75 | 2 | 0.38 | 393.97 | 0.0025 * |
Linear Mixture | 0.42 | 1 | 0.42 | 444.72 | 0.0022 * |
AB | 0.33 | 1 | 0.33 | 343.21 | 0.0029 * |
Residual | 1.906 × 10−3 | 2 | 9.530 × 10−4 | - | - |
Total | 0.75 | 4 | - | - | - |
Source | Sum of Squares | DF | Mean Square | F Value | p-Value Prob > F |
---|---|---|---|---|---|
Model | 0.25 | 2 | 0.13 | 19.77 | 0.0482 * |
Linear Mixture | 0.058 | 1 | 0.058 | 9.13 | 0.0943 |
AB | 0.19 | 1 | 0.19 | 30.40 | 0.0314 * |
Residual | 0.013 | 2 | 6.374 × 10−3 | - | - |
Cor Total | 0.26 | 4 | - | - | - |
Responses | Predicted Value | Experimental Value | Relative Error (%) |
---|---|---|---|
Secant modulus (MPa) | 178 | 185 | 3.93 |
Creep strain (%) | 0.816 | 0.8462 | 3.7 |
Splitting strength (MPa) | 2.317 | 2.206 | 4.79 |
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Share and Cite
Cheng, Y.; Zhu, C.; Tao, J.; Jiao, Y.; Yu, D.; Xiao, B. Effects of Diatomite–Limestone Powder Ratio on Mechanical and Anti-Deformation Properties of Sustainable Sand Asphalt Composite. Sustainability 2018, 10, 808. https://doi.org/10.3390/su10030808
Cheng Y, Zhu C, Tao J, Jiao Y, Yu D, Xiao B. Effects of Diatomite–Limestone Powder Ratio on Mechanical and Anti-Deformation Properties of Sustainable Sand Asphalt Composite. Sustainability. 2018; 10(3):808. https://doi.org/10.3390/su10030808
Chicago/Turabian StyleCheng, Yongchun, Chunfeng Zhu, Jinglin Tao, Yubo Jiao, Di Yu, and Bo Xiao. 2018. "Effects of Diatomite–Limestone Powder Ratio on Mechanical and Anti-Deformation Properties of Sustainable Sand Asphalt Composite" Sustainability 10, no. 3: 808. https://doi.org/10.3390/su10030808