Numerical Analysis of Piled-Raft Foundations on Multi-Layer Soil Considering Settlement and Swelling
Abstract
:1. Introduction
2. Literature Review
2.1. Theoretical Background
2.2. Bearing Capacity of Un-Piled Raft
2.3. Bearing Capacity of Single and Group Piles
3. Materials and Methods
- Stage 1: Installation of bored piles.
- Stage 2: The raft is positioned on top of the piles. Additionally, interfaces are active. The model geometry is created in a structure phase, where the soil properties assign the model to each layer in the soil mode.
- Stage 3: The vertical load is incrementally introduced. Finally, the full model is calculated.
4. Results and Discussion
4.1. Laboratory Testing
4.2. Numerical Modelling
4.2.1. Numerical Modelling of Settlement
4.2.2. Numerical Modelling of Swelling
5. Conclusions
- The settlement decreased with an increase in the thickness of soil, but even increasing thickness, the structure load exceeded the ultimate settlement limits in soft soil. The piles with rafts satisfy the settlement requirements in the study area soil.
- The more the embedment of pile in a stiffed layer, the lesser will be the settlement, as this approach will be more suitable as compared to increasing the thickness and length of raft and pile, respectively.
- The variation in axial stress and bending moment in the region of the expansive soil layer indicates that the drag force generated by the shale layer influences the decline in the axial stress distribution. Regardless of its location, the drag force adds additional load to the pile. In other words, the segment of the pile that passes through the expansive layer is subjected to increased axial load. The presence of a non-swelling layer at the base of the pile reduces the halving of the foundation; however, the pile is subjected to more axial and bending moment.
- The more the depth of expansive soil, more will be the heaving displacement of the foundation; however, this depends on the swelling of layer, which is saturated. Saturation turns depends on soil conditions such as the density and permeability of soil.
- While designing a piled-raft system, the maximum bending moment created in the raft should be considered, as the bending was higher in the piled-raft foundation as compared to the raft foundation.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Representative Depth | Liquid Limit (LL) | Plasticity Index (PI) | AASHTO Soil Group | USCS Soil Group Name (Symbol) | Clay Content |
---|---|---|---|---|---|
0–10 ft | 26.7% | 11.765 | A-6 (Clayey Soil) | Silty Clays (CL) | 10.2% |
10–20 ft | 34.8% | 19.63 | A-6 (Clayey Soil) | Silty Clays (CL) | 13.5% |
20–25 ft | 38.7% | 14.2682 | A-6 (Clayey Soil) | Silty Clays (CL) | 8.06% |
25–30 ft | 36.8% | 12.38 | A-6 (Clayey Soil) | Silty Clays (CL) | 11.6% |
30–35 ft | 36.6% | 11.25 | A-6 (Clayey Soil) | Inorganic Clayey Silts (ML) | 11.8% |
Parameters | Bore Hole Depth (0 ft–5 ft) | Bore Hole Depth (6 ft–10 ft) | Bore Hole Depth (11 ft–20 ft) |
---|---|---|---|
Primary Compression Index (Cc) | 0.0122 | 0.0106 | 0.0197 |
Secondary Compression index (Cα) | 0 | 0.0034365 | 0 |
Swelling Index (Cs) | 0.0045 | 0.0045 | 0 |
Pre-consolidation Pressure (σ’c) (kN/m2) | 70 | 8 | 25 |
Initial void ratio of clay layer (eo) | 0.380 | 0.353 | 0.433 |
Void ratio at the end of primary consolidation (ep) | 0.363 | 0.342 | 0.387 |
Unit Weight (γ) (kN/m3) | 19.25 | 19.27 | 18.65 |
Cohesion (c) (kN/m2) | 13.734 | 7.848 | 25.506 |
Internal angle friction (ϕ) (Degrees) | 18 | 27 | 13 |
Modulus of Elasticity (E) | 6000 | 6000 | 9000 |
Analysis Type | Drained | Drained | Drained |
Material | Young’s Modulus E (kg/cm2) | Poisson’s Ratio ν |
---|---|---|
Soft sensitive clays | 20–40 (500 su) | |
Firm to stiff clays | 40–80 (1000 su) | 0.4–0.5 |
Very stiff clays | 80–200 (1500 su) | (undrained) |
Parameter | Value |
---|---|
Thickness (d) (m) | 0.5 |
Material Model | Elastic |
EA (kN/m) | 6.0 × 106 |
EI (kN/m2/m) | 333.3 × 103 |
Weight (w) (kN/m/m) | 6 |
Poisson Ratio | 0.2 |
Design Element | Embedded Beam Row |
---|---|
Material Model | Elastic |
E (kN/m2) | 30.0 × 106 |
γ (kN/m3) | 0.150 |
D (d) (m) | 0.8 |
A (m2) | 0.5027 |
I (m4) | 0.02011 |
Lspacing (m) | 2.0 |
Tskin, start, max (kN/m) | 100 |
Tskin, end, max (kN/m) | 200 |
Fmax (kN) | 500 |
Pile Configuration | Settlement Corresponding to 200 kPa Vertical Load (mm) |
---|---|
Raft Only | 111 |
3D Spacing | 42 |
4D Spacing | 65 |
5D Spacing | 88 |
6D Spacing | 155 |
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Hakro, M.R.; Kumar, A.; Almani, Z.; Ali, M.; Aslam, F.; Fediuk, R.; Klyuev, S.; Klyuev, A.; Sabitov, L. Numerical Analysis of Piled-Raft Foundations on Multi-Layer Soil Considering Settlement and Swelling. Buildings 2022, 12, 356. https://doi.org/10.3390/buildings12030356
Hakro MR, Kumar A, Almani Z, Ali M, Aslam F, Fediuk R, Klyuev S, Klyuev A, Sabitov L. Numerical Analysis of Piled-Raft Foundations on Multi-Layer Soil Considering Settlement and Swelling. Buildings. 2022; 12(3):356. https://doi.org/10.3390/buildings12030356
Chicago/Turabian StyleHakro, Muhammad Rehan, Aneel Kumar, Zaheer Almani, Mujahid Ali, Fahid Aslam, Roman Fediuk, Sergey Klyuev, Alexander Klyuev, and Linar Sabitov. 2022. "Numerical Analysis of Piled-Raft Foundations on Multi-Layer Soil Considering Settlement and Swelling" Buildings 12, no. 3: 356. https://doi.org/10.3390/buildings12030356