Experimental Study on the Floor Heave and Failure Process of Rock Samples under Biaxial Step Loading
Abstract
:1. Introduction
2. Test Methodology
2.1. Material Characterization
2.2. Sample Preparation
2.3. Testing Setup and Method
3. Test Results and Analysis
3.1. Mechanical and Deformation Properties
3.2. Failure Mode Analysis
- (1)
- Intact schist sample: The failure mode of sample SC-BI-5 is single-slope shear failure. The macroscopic cracks consist of coalescence cracks with a single slope and arc-like cracks close to the inverted arch. The major crack was indicated by the greatest strain value in the strain concentration zone, which was seen from the strain contour to be in the main diagonal direction (second and fourth quadrants). The failure mode of sample SC-BI-10 is tensile failure along the weak bedding plane and shear failure across the weak bedding plane. The failure mode of sample SC-BI-15 is tensile–shear composite failure along the weak bedding plane. The failure process was similar to that of sample SC-BI-10, but the crack propagation range was wider, and the sample was separated by the crack into slab-shaped rock blocks with a wider width;
- (2)
- Schist sample with a prefabricated inverted arch: The failure mode of sample SC-BP-5 involved splitting tensile failure along the weak bedding plane and shear failure across the weak bedding plane. First, several early cracks that formed near the free surface expanded out and coincided with the weak bedding plane. Then, parallel platy structures formed in the central layers at the bottom of the inverted arch of the samples, followed by the outward bulging of the crushed fractures. Subsequently, the tensile cracks interconnected with each other at the distal ends to form new cracks, showing an inverted trapezoidal failure surface, and eventually an overall destabilization fracture. The failure modes of samples SC-BP-10 and SC-BP-15 are similar to that of sample SC-BP-5;
- (3)
- Intact sandstone sample: The failure modes of samples SA-BI-5, SA-BI-10 and SA-BI-15 are composite failures of tension and shear. The sandstone failure process was relatively simple. There were arc-shaped rock blocks peeling off near the free surface in the same direction as the concave mold, and an oblique dislocated shear plane was formed on the plane perpendicular to the Y0Z plane, accompanied by massive fragments peeling off;
- (4)
- Sandstone sample with a prefabricated inverted arch: The failure mode of samples SA-BP-5, SA-BP-10, and SA-BP-15 involved compressive shear failure, which formed an oblique shear plane perpendicular to the X0Y plane, resulting in overall failure of the sample. The sample remained relatively intact after failure, as shown in Figure 8.
3.3. Deformation Process of Schist Sample under Biaxial Step Loading
3.4. Displacement Analysis of the Key Position
4. Discussion
4.1. Influence of Rock Type, Lateral Stress, and Invert
4.2. Similarity between of the Laboratory Test and Tunnel Floor Heave Phenomenon
5. Conclusions
- (1)
- Under the combined compression effect of vertical stress and horizontal stress in the biaxial step-loading test, the tensile stress of the interlayer weak plane exceeded the tensile strength. Then, the sample was cut into a layered platy structure. Due to stress concentration and the influence of the weak planes between layers, the outermost rock blocks near the surface of the inverted arch peeled off under continuous loads parallel to the bedding planes. After that, the stress was transferred to the deep part of the rock toward the negative direction of the X-coordinate. Subsequently, the separated plate-shaped sample buckled under the effect of force and fractured in the middle position. Eventually, the bottom of the inverted arch uplifted, and an “S”-shaped crack on the surface was formed near the center of the inverted arch;
- (2)
- The layered structure is an important factor causing uplift deformation at the bottom of the rock sample. The failure of schist is mainly due to weak cementation between layers. The orientation and propagation of cracks depend on the position of weak joint surfaces. The main failure mode of schist is splitting tensile failure, while that of homogeneous sandstone is compression shear failure. As the lateral stress increases, the time required to reach the maximum axial load increases;
- (3)
- Floor heave initially occurs near the bottom of the inverted arch, rapidly and continuously moving away from the arch surface. The displacement of the uplift gradually decreases from the position near the bottom of the inverted arch to the direction away from the arch surface. The displacement of the bottom surrounding rock increases significantly within the Y-coordinate range of 0–20 mm compared to the adjacent area. The curve of displacement in the X–direction along the Y–coordinate exhibited a protruding shape, with the maximum displacement at Y = 11.7 mm;
- (4)
- During the experiment, the phenomena of rock plate separation, fracture, and surface uplift displacement were observed, which is consistent with floor heave damage in actual engineering tunnels.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Mineral Composition | Schist | Sandstone | ||
---|---|---|---|---|
Grain Size (mm) | Content (%) | Grain Size (mm) | Content (%) | |
Quartz | 0.02–0.15 | 55 | 0.05–0.3 | 55 |
Muscovite | 0.02–0.4 | 20 | / | / |
Potassium feldspar | 0.02–0.2 | 12 | 0.05–0.3 | 30 |
Biotite | 0.2–0.8 | 5 | / | / |
Calcite | 0.02–0.2 | 4 | / | / |
Plagioclase | 0.03–0.15 | 3 | 0.05–0.25 | 10 |
Sericite | / | / | <0.03 | 2 |
Calcite | / | / | 0.05–0.3 | 2 |
Opaque minerals | 0.02–0.2 | 1 | / | 1 |
Rock | σc (MPa) | Et (GPa) | σt (MPa) | ν | Vp (m·s−1) |
---|---|---|---|---|---|
Schist | 86.90 | 76.34 | 1.55 | 0.17 | 5569.87 |
Sandstone | 74.66 | 12.20 | 5.21 | 0.23 | 2760.00 |
Loading Method | Lithology | Sample Shape | Sample No. | Lateral Stress (MPa) | F |
---|---|---|---|---|---|
Uniaxial compression loading | Sandstone | Intact sample | SA-UI-1 | 0 | / |
SA-UI-2 | 0 | / | |||
SA-UI-3 | 0 | / | |||
Sample with prefabricated invert arch | SA-UP-1 | 0 | / | ||
SA-UP-2 | 0 | / | |||
SA-UP-3 | 0 | / | |||
Schist | Intact sample | SC-UI-1 | 0 | / | |
SC-UI-2 | 0 | / | |||
SC-UI-3 | 0 | / | |||
Sample with prefabricated invert arch | SC-UP-1 | 0 | / | ||
SC-UP-2 | 0 | / | |||
SC-UP-3 | 0 | / | |||
Biaxial step loading | Sandstone | Intact sample | SA-BI-5 | 5 | 0.2 |
SA-BI-10 | 10 | 0.2 | |||
SA-BI-15 | 15 | 0.2 | |||
Sample with prefabricated invert arch | SA-BP-5 | 5 | 0.2 | ||
SA-BP-10 | 10 | 0.2 | |||
SA-BP-15 | 15 | 0.2 | |||
Schist | Intact sample | SC-BI-5 | 5 | 0.2 | |
SC-BI-10 | 10 | 0.2 | |||
SC-BI-15 | 15 | 0.2 | |||
Sample with prefabricated invert arch | SC-BP-5 | 5 | 0.2 | ||
SC-BP-10 | 10 | 0.2 | |||
SC-BP-15 | 15 | 0.2 |
Schist | Sandstone | ||||
---|---|---|---|---|---|
Samples No. | /kN | Mean | Samples No. | /kN | Mean |
SC-UI-1 | 85.33 | 107.00 | SA-UI-1 | 196.73 | 191.90 |
SC-UI-2 | 99.48 | SA-UI-2 | 195.25 | ||
SC-UI-3 | 136.20 | SA-UI-3 | 183.70 | ||
SC-UP-1 | 57.00 | 78.72 | SA-UP-1 | 109.23 | 108.93 |
SC-UP-2 | 89.55 | SA-UP-2 | 111.93 | ||
SC-UP-3 | 89.60 | SA-UP-3 | 104.95 |
Schist | Sandstone | ||||||
---|---|---|---|---|---|---|---|
Sample No. | Steps | /kN | /kN | Sample No. | Steps | /kN | /kN |
SC-BI-5 | 9 | 107.00 | 191.58 | SA-BI-5 | 6 | 191.90 | 223.20 |
SC-BI-10 | 10 | 211.28 | SA-BI-10 | 7 | 257.43 | ||
SC-BI-15 | 23 | 472.73 | SA-BI-15 | 7 | 265.68 | ||
SC-BP-5 | 5 | 78.72 | 88.05 | SA-BP-5 | 7 | 108.93 | 145.50 |
SC-BP-10 | 9 | 157.28 | SA-BP-10 | 8 | 168.08 | ||
SC-BP-15 | 13 | 230.83 | SA-BP-15 | 9 | 187.58 |
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Li, D.; Peng, Z.; Zhu, Q.; Ma, J.; Gong, H. Experimental Study on the Floor Heave and Failure Process of Rock Samples under Biaxial Step Loading. Appl. Sci. 2023, 13, 12757. https://doi.org/10.3390/app132312757
Li D, Peng Z, Zhu Q, Ma J, Gong H. Experimental Study on the Floor Heave and Failure Process of Rock Samples under Biaxial Step Loading. Applied Sciences. 2023; 13(23):12757. https://doi.org/10.3390/app132312757
Chicago/Turabian StyleLi, Diyuan, Zhen Peng, Quanqi Zhu, Jinyin Ma, and Hao Gong. 2023. "Experimental Study on the Floor Heave and Failure Process of Rock Samples under Biaxial Step Loading" Applied Sciences 13, no. 23: 12757. https://doi.org/10.3390/app132312757
APA StyleLi, D., Peng, Z., Zhu, Q., Ma, J., & Gong, H. (2023). Experimental Study on the Floor Heave and Failure Process of Rock Samples under Biaxial Step Loading. Applied Sciences, 13(23), 12757. https://doi.org/10.3390/app132312757