Numerical Analysis on the Behavior of Floating Geogrid-Encased Stone Column Improved Foundation
Abstract
:1. Introduction
2. Model Preparation and Validation
2.1. General
2.2. Soft Soil
2.3. Aggregates
2.4. Biaxial Geogrid
2.5. Interface
2.6. Model Validation
3. Results and Discussion
3.1. Load-Settlement Behavior
3.2. Bulging Deformation
3.3. Failure Mode
3.4. Load Transfer Coefficient
4. Conclusions
- (1)
- The bearing capacity of F-OSCs increased with the increase in column and encasement length, and a critical length (i.e., 4D) was found in improving bearing capacity. The geogrid encasement could increase the bearing capacity of F-OSCs, and also had a critical length (i.e., 4D) in settlement improvement.
- (2)
- The bulging deformation was significant in F-OSCs and observed at the top of a long column and the full length of a short column. The geogrid encasement could constrain the OSC to decrease the bulging deformation due to excellent tensile strength. The short encasement length (e.g., 2D) could not effectively confine the column, and only the deformation transferred deeper.
- (3)
- The failure mode in F-OSCs was mainly a punching failure with bulging deformation for a short column (e.g., less than 4D), and was relative to the vertical pressure for a long column. The failure mode in F-ESCs was a punching failure with a slight bulging deformation due to a good integration improved by geogrid, and the punching degree increased with an increase in geogrid encasement length.
- (4)
- The load transfer coefficient in the short column would increase in a later stage due to a punching failure. The load transfer coefficient of F-OSCs or F-ESCs was relatively stable as the column length increased to a critical value (e.g., 4D) or the encasement length increased to a critical value (e.g., 4D).
5. Limitations
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Description | Stone Column | Geogrid | Model Box | ||
---|---|---|---|---|---|
Diameter (D) | Length (L) | Length (l) | Diameter (De) | Height (H) | |
F-OSC2D | 100 mm | 200 mm | - | 300 mm | 1000 mm |
F-OSC4D | 400 mm | ||||
F-OSC6D | 600 mm | ||||
F-OSC8D | 800 mm | ||||
F-ESC6D-2D | 600 mm | 200 mm | |||
F-ESC6D-4D | 600 mm | 400 mm | |||
F-ESC6D-6D | 600 mm | 600 mm |
Parameter | Value | Parameter | Value |
---|---|---|---|
Elastic modular | 0.3 MPa | Friction angle | 0° |
Poisson’s ratio | 0.3 | Density | |
Cohesion | 4.06 kPa |
Parameter | Value | Parameter | Value |
---|---|---|---|
Elastic modular | 9.2 MPa | Friction angle | 42.9° |
Poisson’s ratio | 0.27 | Density | |
Cohesion | 0 kPa |
Parameter | Value |
---|---|
Elastic modulus | 330 MPa |
Passion’s ratio | 0.33 |
Coupling spring cohesion (kPa) | 3.2 |
Coupling spring friction angle (°) | 0 |
Coupling spring shear stiffness (N/m3) | 3.2 × 104 |
Thickness | 1 mm |
Interface Position | Cohesion (kPa) | Friction (°) | Shear Stiffness (N/m) | Normal Stiffness (N/m) |
---|---|---|---|---|
Column side | 3.2 | 0 | 3.0 × 108 | 3.0 × 108 |
Column bottom | 3.2 | 0 | 1.9 × 108 | 1.9 × 108 |
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Cheng, Y.; Cai, X.; Mo, H.; Gu, M. Numerical Analysis on the Behavior of Floating Geogrid-Encased Stone Column Improved Foundation. Buildings 2023, 13, 1609. https://doi.org/10.3390/buildings13071609
Cheng Y, Cai X, Mo H, Gu M. Numerical Analysis on the Behavior of Floating Geogrid-Encased Stone Column Improved Foundation. Buildings. 2023; 13(7):1609. https://doi.org/10.3390/buildings13071609
Chicago/Turabian StyleCheng, Ye, Xiaocong Cai, Haizhao Mo, and Meixiang Gu. 2023. "Numerical Analysis on the Behavior of Floating Geogrid-Encased Stone Column Improved Foundation" Buildings 13, no. 7: 1609. https://doi.org/10.3390/buildings13071609