Wave–Induced Soil Dynamics and Shear Failure Potential around a Sandbar
Abstract
:1. Introduction
2. Materials and Methods
2.1. Wave Model
2.2. Seabed Model
2.3. Boundary Conditions
2.4. Model Coupling and Validation
3. Results and Discussion
3.1. Effects of Wave Characteristics on Soil Dynamics around the Sandbar
3.2. Effects of Seabed Conditions on Soil Dynamics around the Sandbar
3.3. Wave-Induced Shear Failure around the Sandbar
4. Conclusions
- The vertical distribution of the maximum vertical effective stress in the sandbar differs from that in the flat seabed, which is inferred to be affected by wave shoaling. The vertical effective stress inside the sandbar decreases rapidly and then grows gradually along the soil depth.
- The soil response in the sandbar is affected by wave conditions. In addition to the vertical displacement of soil particles, the soil response in the sandbar increases as wave period and wave height increase. The horizontal displacement of soil particles is not affected by the wave conditions. In addition, the soil response in the sandbar is more sensitive to the change in wave period than that of wave height. It is worth noting that the impact of wave period on the vertical distribution of shear stress in the sandbar is different from that on the flat seabed.
- Soil properties also play a crucial role in soil response around the sandbar. The soil response increases as the soil permeability coefficient grows except for the vertical displacement of soil particles. With the increase in soil permeability coefficient, the vertical displacement of shallow soil particles declines, while the vertical displacement of deeper soil particles is unaffected. With increasing soil shear modulus, the pore pressure, soil particle displacement, and horizontal effective stress decrease, while the shear stress and vertical effective stress increase first and then decrease as soil depth increases. Additionally, when initial soil saturation increases, the pore pressure, soil particle horizontal displacement, and horizontal effective stress increase, and soil particle vertical displacement slightly decreases. The vertical effective stress decreases first and then increases as soil depth increases. As the soil saturation grows, the shear stress inside the seabed soil increases and then decreases. Unlike the flat seabed, the vertical distribution of the vertical effective stress inside the sandbar increases as soil permeability increases, declines first, and then increases as soil saturation increases.
- The sandbar soil shear failure potential is discussed according to the Mohr–Coulomb criterion. The sandbar undergoes shear failure during the wave propagation. The range of shear failure around the sandbar is wider and the depth is deeper when the wave trough arrives.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Mediums | Parameters | Symbol | Value |
---|---|---|---|
Seabed | Soil depth (m) | d | 0.18 |
Soil porosity | n | 0.40 | |
Poisson’s ratio | 0.35 | ||
Saturation degree | Sr | 0.982 | |
Permeability coefficient (m2) | ks | 2.85 × 10−10 | |
Bulk elastic modulus of pore fluid (Pa) | K | 5.4 × 105 | |
Shear modulus of the seabed (Pa) | G | 8.0 × 106 | |
Wave | Water depth (m) | h | 1 |
Wave period (s) | T | 7 | |
Wave height (m) | H | 0.6 |
Case | Water Depth h (m) | Wave Period T (s) | Wave Height H (m) | Wavelength L (m) | h/L | H/L | Wave Type |
---|---|---|---|---|---|---|---|
1 | 2.28 | 5 | 0.4 | 34.3 | 0.22 | 0.0117 | second–order stokes wave |
2 | 2.28 | 5 | 0.5 | 34.3 | 0.22 | 0.0146 | second–order stokes wave |
3 | 2.28 | 5 | 0.6 | 34.3 | 0.22 | 0.0175 | second–order stokes wave |
4 | 2.28 | 7 | 0.4 | 53.9 | 0.14 | 0.0074 | second–order stokes wave |
5 | 2.28 | 7 | 0.5 | 53.9 | 0.14 | 0.0093 | second–order stokes wave |
6 | 2.28 | 7 | 0.6 | 53.9 | 0.14 | 0.0111 | second–order stokes wave |
7 | 2.28 | 9 | 0.4 | 72.4 | 0.1 | 0.0055 | second–order stokes wave |
8 | 2.28 | 9 | 0.5 | 72.4 | 0.1 | 0.0069 | second–order stokes wave |
9 | 2.28 | 9 | 0.6 | 72.4 | 0.1 | 0.0083 | second–order stokes wave |
Case | Porosity n | Shear Modulus G (Pa) | Bulk Modulus of Elasticity of the Pore Fluid K (Pa) | Permeability Coefficient ks (m/s) | |
---|---|---|---|---|---|
10 | 0.35 | 0.4 | 8 × 106 | 2 × 107 | 10−5 |
11 | 0.35 | 0.4 | 8 × 106 | 2 × 107 | 10−4 |
12 | 0.35 | 0.4 | 8 × 106 | 2 × 107 | 10−3 |
13 | 0.35 | 0.4 | 8 × 105 | 2 × 107 | 10−4 |
14 | 0.35 | 0.4 | 8 × 107 | 2 × 107 | 10−4 |
15 | 0.35 | 0.4 | 8 × 106 | 5 × 106 | 10−4 |
16 | 0.35 | 0.4 | 8 × 106 | 2 × 109 | 10−4 |
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Chen, N.; Tong, L.; Zhang, J.; Guo, Y.; Liu, B.; Zhou, Z. Wave–Induced Soil Dynamics and Shear Failure Potential around a Sandbar. J. Mar. Sci. Eng. 2024, 12, 1418. https://doi.org/10.3390/jmse12081418
Chen N, Tong L, Zhang J, Guo Y, Liu B, Zhou Z. Wave–Induced Soil Dynamics and Shear Failure Potential around a Sandbar. Journal of Marine Science and Engineering. 2024; 12(8):1418. https://doi.org/10.3390/jmse12081418
Chicago/Turabian StyleChen, Ning, Linlong Tong, Jisheng Zhang, Yakun Guo, Bo Liu, and Zhipeng Zhou. 2024. "Wave–Induced Soil Dynamics and Shear Failure Potential around a Sandbar" Journal of Marine Science and Engineering 12, no. 8: 1418. https://doi.org/10.3390/jmse12081418