Physical and Finite Element Models for Determining the Capacity and Failure Mechanism of Helical Piles Placed in Weak Soil
Abstract
:1. Introduction
2. Materials and Methods
2.1. Physical Model Test
2.2. Finite Element Model
3. Findings and Discussion
3.1. The Effect of the Distance between Helixes
3.2. The Effect of the Number of Helixes
3.3. The Effect of the Upper Helix Diameter
4. Conclusions
- The Hardening Soil model employed successfully demonstrates the behavior of the helical pile placed in weak soil.
- The 3D finite element model is quite successful in replicating the behavior of helical piles but the 2D finite element model remains slightly less successful in reflecting the physical model test results.
- The distance between helixes is quite an important parameter, and the helical pile capacity increases as the distance between helixes increases until the S/D1 = 3–4.
- In the case of multiple helical piles, the buried depth of the upper helix should be selected as a value greater than 5D2.
- The displacement intensity in the cylindrical failure mechanism is more pronounced at S/D1 = 1. Also, at S/D1 = 3, the most intense zone is still around the helix, and this intensity around the helixes is preserved at all increasing spacing ratios. The interaction between the helixes decreases and the failure mechanism reaches the soil surface along with the spacing ratio of S/D1 = 4.
- The capacity of the helical pile increases with the increase in the number of helixes. At N = 2, the displacement intensity decreases significantly and drops by almost half compared to N = 1.
- With the increase in the diameter of the upper helix, the capacity of helical piles increases significantly.
- As the upper helix diameter increases, the increase in capacity is reflected in the failure mechanism as a decrease in displacement intensity. The increase in helix diameter causes a change in the failure mechanism behavior. As a result of this, the cylindrical formation changes to an hourglass appearance.
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Test No. | Lower Helix Diameter D1 (mm) | Upper Helix Diameter D2 (mm) | Number of Helixes N | S/D1 | |
LT0 | Straight pile (only shaft) | - | - | ||
LT1 | 60 | - | 1 | - | |
LT2 | 60 | 60 | 2 | 1 | |
LT3 | 2 | ||||
LT4 | 3 * | ||||
LT5 | 4 | ||||
LT6 | 5 | ||||
LT7 | 6 | ||||
LT8 | 7 | ||||
LT9 | 8 | ||||
LT10 | 60 | 80 | |||
LT11 | 100 | 2 | 3 | ||
LT12 | 120 |
Parameters | Values |
Effective grain size, D10 (mm) | 0.26 |
D30 (mm) | 0.44 |
D60 (mm) | 0.78 |
Coefficient of uniformity, Cu | 2.97 |
Coefficient of curvature, Cc | 0.96 |
Soil class (USCS) | SP |
Parameters | Values |
---|---|
Soil | |
Material model | Hardening Soil |
Drainage type | Drained |
Unit weight above phreatic level, γunsat (kN/m3) | 15.2 |
Unit weight below phreatic level, γsat (kN/m3) | 18.0 |
(kN/m2) | 9000 |
(kN/m2) | 9000 |
(kN/m2) | 27,000 |
Power, m | 0.68 |
Poisson’s ratio, v | 0.3 |
Friction angle, ϕ (°) | 30 |
Dilatancy angle, Ψ (°) | 0 |
Failure ratio, Rf | 0.99 |
Strength reduction factor, Rinter | 0.4 |
Pile | |
Thickness, d (mm) | 2.5 |
Unit weight, γ (kN/m3) | 77 |
Young’s modulus, E (kN/m2) | 2.1 × 108 |
Poisson’s ratio, v | 0.3 |
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Emirler, B. Physical and Finite Element Models for Determining the Capacity and Failure Mechanism of Helical Piles Placed in Weak Soil. Appl. Sci. 2024, 14, 2389. https://doi.org/10.3390/app14062389
Emirler B. Physical and Finite Element Models for Determining the Capacity and Failure Mechanism of Helical Piles Placed in Weak Soil. Applied Sciences. 2024; 14(6):2389. https://doi.org/10.3390/app14062389
Chicago/Turabian StyleEmirler, Buse. 2024. "Physical and Finite Element Models for Determining the Capacity and Failure Mechanism of Helical Piles Placed in Weak Soil" Applied Sciences 14, no. 6: 2389. https://doi.org/10.3390/app14062389