An Experimental Investigation of the Mechanical Behavior and Particle Crushing Characteristic of Volcanic Soil
Abstract
:1. Introduction
2. Materials and Methods
2.1. Material
2.2. Test Scheme
2.3. Triaxial Experiment Procedure
3. Triaxial Consolidation and Drainage Test Results
3.1. Stress–Volume Strain–Axial Strain Characteristics
3.2. Peak Strength Index
3.3. Critical State Line
4. Gradation Curve Evolution
4.1. Crushing Degree Measurement
4.1.1. Relative Breakage Rate Br
4.1.2. Fractal Dimension D
4.1.3. Associations between Br and D
4.2. Particle Crushing Pattern
5. Plastic Work Analysis
6. Conclusions
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
Abbreviations
Gs | Specific gravity |
ρdmin | Minimum dry density (Unit: g/cm3) |
ρdmax | Maximum dry density (Unit: g/cm3) |
emin | Minimum void ratio |
emax | Maximum void ratio |
d | Particle size (mm) |
d30 | The mass of soil particles smaller than this particle size is 30% of the total mass of soil particles (mm) |
d60 | The mass of soil particles smaller than this particle size is 60% of the total mass of soil particles (mm) |
Dr | Relative density |
σ3 | Confining pressure (Unit: kPa) |
σ | Normal stress (Unit: kPa) |
τ | Shear stress (Unit: kPa) |
c | Soil cohesion (Unit: kPa) |
φ | Soil internal friction angle (°) |
D | Fractal dimension |
Br | Relative breakage rate |
R2 | Coefficient of correlation |
f | Probability density function |
Wp | Plastic work (Unit: kPa) |
W1 | Plastic work done by shear stress (Unit: kPa) |
W2 | Plastic work done by mean effective stress (Unit: kPa) |
q | Deviator stress (Unit: kPa) |
p | Mean effective stress (Unit: kPa) |
Plastic shear strain increment | |
Plastic volumetric strain increment | |
Shear strain increment | |
Volumetric strain increment | |
a | Fitting parameter |
b | Fitting parameter |
A | Fitting parameter |
B | Fitting parameter |
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Test item | Component | Percentage (%) | Test Item | Component | Percentage (%) |
---|---|---|---|---|---|
XRD mineral phase | Quartz | 20.5 | XRF major element | SiO2 | 50.18 |
Al2O3 | 16.95 | ||||
Potassium feldspar | 20.6 | Fe2O3 | 10.48 | ||
FeO | 0.77 | ||||
Plagioclase | 48.9 | MgO | 2.27 | ||
CaO | 4.39 | ||||
Hematite | 8.5 | Na2O | 4.13 | ||
K2O | 3.87 | ||||
Clay minerals | 1.5 | MnO | 0.18 | ||
P2O5 | 1.23 | ||||
TiO2 | 1.75 | ||||
Loss on ignition | 3.53 |
Soil Group (mm) | Soil Name | Gs | ρdmin (g/cm3) | ρdmax (g/cm3) | emax | emin |
---|---|---|---|---|---|---|
2–5 | Fine gravel | 2.615 | 0.597 | 1.277 | 3.380 | 1.048 |
0.5–2 | Coarse sand | 0.729 | 1.262 | 2.587 | 1.072 | |
0.25–0.5 | Medium sand | 0.875 | 1.361 | 1.989 | 0.921 | |
0.075–0.25 | Fine sand | 0.930 | 1.391 | 1.811 | 0.879 |
Type of Test | Soil Group (mm) | Dr (Relative Density) | Confining Pressure (kPa) | Total Number of Samples |
---|---|---|---|---|
CD Test | 2–5 | 0.3 (loose), 0.5 (medium), 0.7 (dense) | 100, 200, 400 | 36 |
0.5–2 | ||||
0.25–0.5 | ||||
0.075–0.25 |
Sieving Test Sample | Br | D | R2 (Fractal) | a | b | R2 (HILL) | Wp (kPa) |
---|---|---|---|---|---|---|---|
2-5-0.3-100 | 0.151 | 1.898 | 0.958 | 3.173 | 0.812 | 0.988 | 78.599 |
2-5-0.3-200 | 0.229 | 2.125 | 0.969 | 2.275 | 0.658 | 0.982 | 165.014 |
2-5-0.3-400 | 0.283 | 2.257 | 0.971 | 1.456 | 0.642 | 0.980 | 264.891 |
2-5-0.5-100 | 0.174 | 2.057 | 0.929 | 3.902 | 0.656 | 0.990 | 89.152 |
2-5-0.5-200 | 0.255 | 2.195 | 0.970 | 1.674 | 0.677 | 0.978 | 169.370 |
2-5-0.5-400 | 0.312 | 2.278 | 0.977 | 1.071 | 0.677 | 0.970 | 290.556 |
2-5-0.7-100 | 0.275 | 2.229 | 0.971 | 1.442 | 0.671 | 0.973 | 102.541 |
2-5-0.7-200 | 0.308 | 2.277 | 0.978 | 1.153 | 0.664 | 0.978 | 191.436 |
2-5-0.7-400 | 0.382 | 2.366 | 0.988 | 0.681 | 0.697 | 0.983 | 307.688 |
0.5-2-0.3-100 | 0.128 | 1.774 | 0.988 | 2.015 | 0.984 | 0.991 | 77.369 |
0.5-2-0.3-200 | 0.196 | 1.965 | 0.996 | 1.174 | 0.979 | 0.991 | 153.606 |
0.5-2-0.3-400 | 0.241 | 2.069 | 0.996 | 1.146 | 0.972 | 0.989 | 250.489 |
0.5-2-0.5-100 | 0.133 | 1.829 | 0.981 | 2.274 | 0.905 | 0.984 | 84.601 |
0.5-2-0.5-200 | 0.208 | 2.012 | 0.996 | 1.172 | 0.931 | 0.990 | 166.295 |
0.5-2-0.5-400 | 0.254 | 2.091 | 0.995 | 0.822 | 0.970 | 0.989 | 261.325 |
0.5-2-0.7-100 | 0.152 | 1.898 | 0.985 | 1.974 | 0.883 | 0.988 | 102.395 |
0.5-2-0.7-200 | 0.219 | 2.028 | 0.997 | 1.048 | 0.952 | 0.992 | 167.419 |
0.5-2-0.7-400 | 0.272 | 2.104 | 0.995 | 0.724 | 1.005 | 0.992 | 279.888 |
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Liu, X.-Y.; Wang, C.-M.; Liu, H.-L.; Wu, D. An Experimental Investigation of the Mechanical Behavior and Particle Crushing Characteristic of Volcanic Soil. Materials 2022, 15, 5423. https://doi.org/10.3390/ma15155423
Liu X-Y, Wang C-M, Liu H-L, Wu D. An Experimental Investigation of the Mechanical Behavior and Particle Crushing Characteristic of Volcanic Soil. Materials. 2022; 15(15):5423. https://doi.org/10.3390/ma15155423
Chicago/Turabian StyleLiu, Xiao-Yang, Chang-Ming Wang, Hai-Liang Liu, and Di Wu. 2022. "An Experimental Investigation of the Mechanical Behavior and Particle Crushing Characteristic of Volcanic Soil" Materials 15, no. 15: 5423. https://doi.org/10.3390/ma15155423