Full-Scale Lateral Load Test of Large-Diameter Drilled Shaft for Building Construction on Marine Deposits
Abstract
:1. Introduction
2. Site Description and Soil Profile
2.1. Test Site
2.2. Subsurface Conditions
3. Test Setup and Procedure
3.1. Instrumentation of FBG Sensor
3.2. Test Pile Construction
- (1)
- The pile construction began with the insertion of an outer diameter (O.D.) of the 2500 mm casing as the drilling progressed. Excavation of the pile was performed using a reverse circulation drill (RCD), and an airlift was utilized for cleaning purposes.
- (2)
- After cleaning the base, the reinforcing cage was inserted into the excavation.
- (3)
- Once the pile reached its tip, the reinforcing cage assembly was allowed to settle the excavation under its weight.
- (4)
- A 300 mm O.D. concrete delivery pipe (e.g., tremie pipe) was assembled and inserted into the reinforcing cage to extend near the tip of the pile.
- (5)
- Concrete was then pumped through the tremie pipe into the base of the pile until the top of the concrete reached an elevation of −1 m.
- (6)
- The 2500 mm O.D. casing was removed during the concrete placement, and the remaining casing was taken out the following day.
3.3. Setup for Full-Scale Lateral Pile Load Test
4. Test Results and Analysis
4.1. Measurements of Lateral Pile Load Test
4.1.1. Load–Displacement Curve
4.1.2. Bending Strain Measurement
4.2. Inverse Analysis for Characterizing Various Types of Pile Behavior
4.3. Estimation of p-y Curves
4.4. Coefficient of Horizontal Subgrade Reaction (kh)
5. Conclusions
- Based on a comprehensive investigation into the horizontal behavior of a large-diameter drilled shaft in marine deposits in Songdo, South Korea, this study analyzed various pile characteristics essential for the construction and design of buildings and infrastructures intended for marine deposits. As a result of the full-scale lateral load test on the large-diameter drilled shaft with a diameter of 2.5 m and a length of about 40 m, the maximum moment generated at the design load of 900 kN was 3520.2 kN, with a corresponding lateral displacement of 2.32 mm. Additionally, pile failure was anticipated at an applied load of 1710 kN, with the corresponding lateral deflection being 11.30 mm.
- Advanced instruments such as Fiber Bragg Grating (FBG) sensors have proven critical for accurately measuring displacement and strain along the shaft, essential for constructing precise load–displacement curves and understanding responses to lateral loads. It is expected that further studies involving real-time motion observations (e.g., earthquakes and floods) will benefit from the advantages of fiber optic sensors, enabling long-term measurements.
- Inverse analysis techniques using LPILE software validated the experimental results, confirming the accuracy of load–displacement data and providing deeper insights into force and moment distributions within the shaft. The maximum moment value, the location of its occurrence, and the lateral displacement were verified through inverse analysis and a comparison of measured values. As a result, it was confirmed that the maximum moment value and its corresponding lateral displacement matched well, with the point of maximum moment occurring approximately at 10 m depth. However, while the result at the design load of 900 kN showed good agreement, there was a significant discrepancy at the failure load, suggesting that there are challenges in using LPILE to assess pile behavior under ultimate conditions.
- This research contributes to developing depth-dependent p-y curves tailored to marine deposits, vital for predicting lateral soil–pile interaction and optimizing drilled shaft design under similar geological conditions.
- Practical implications include using derived p-y curves and insights into soil stiffness variations (the coefficient of horizontal subgrade reaction, kh) to enhance the stability and performance of drilled shaft foundations in reclaimed offshore areas like Songdo, South Korea. An empirical equation was proposed, utilizing the SPT-N value for the prediction of the kh value. This empirical equation was evaluated using metrics such as RMSE, MAPE, and R2, demonstrating fairly high prediction accuracy.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Stratum | Properties | ||||||
---|---|---|---|---|---|---|---|
Undrained Shear Strength (cu, kPa) | Friction Angle (ϕ, °) | Total Unit Weight (γt, kN/m3) | Poisson Ratio (ν) | Vertical Modulus (Ev, MPa) | Horizontal Modulus (Eh, MPa) | USCS | |
Fill | 30 | - | 17.5 | 0.3 | 7–15 | 5–11 | SM |
Marine deposit | 60 | - | 17.8 | 0.3 | 30 | 21 | ML/CL |
Weathered sand | - | 34 | 17.8 | 0.3 | 60 | 42 | SM |
Weathered rock | - | 32 | 20.2 | 0.25 | 200 | 140 | Granite gneiss |
Soft rock | - | 33 | 20.5 | 0.25 | 300 | 210 | Granite gneiss |
Category | Input Variable | Applied Value | |
---|---|---|---|
Pile specification | Length (m) | 40 | |
Diameter (m) | 2.5 | ||
Elastic modulus (Conc, kN/m2) | 40,000,000 | ||
Moment of inertia (m4) | 1.917 | ||
Soil property | Cohesion (kN/m2) | 30 | |
Friction angle (ϕ) | 30 | ||
Unit weight (kN/m3) | 18–20 | ||
Modulus of subgrade reaction (kN/m3) | Marine deposit (CL) | 30,000 | |
Deposit (SM) | 60,000 | ||
Weathered soil (SM) | 200,000 | ||
Weathered rock | - | ||
Loading condition | Pile head | Free | |
Applied load (kN) | 900/1710 |
Assumed Pile Length (m) | Assumed Bearing Strata | Applied Load (kN) | Maximum Moment (kN·m) | Lateral Deformation (mm) | ||
---|---|---|---|---|---|---|
Inverse Analysis | Measurement | Inverse Analysis | Measurement | |||
40 | Soft rock | 900 | 3673.4 | 3520.2/2792.3 * | 2.64 | 2.32 |
1710 | 6839.6 | 8364.9/6798.4 * | 5.32 | 11.30 |
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Kim, M.; Kim, Y.; Ko, J. Full-Scale Lateral Load Test of Large-Diameter Drilled Shaft for Building Construction on Marine Deposits. Buildings 2024, 14, 2596. https://doi.org/10.3390/buildings14092596
Kim M, Kim Y, Ko J. Full-Scale Lateral Load Test of Large-Diameter Drilled Shaft for Building Construction on Marine Deposits. Buildings. 2024; 14(9):2596. https://doi.org/10.3390/buildings14092596
Chicago/Turabian StyleKim, Mintae, Youngsang Kim, and Junyoung Ko. 2024. "Full-Scale Lateral Load Test of Large-Diameter Drilled Shaft for Building Construction on Marine Deposits" Buildings 14, no. 9: 2596. https://doi.org/10.3390/buildings14092596