Application Study of the High-Strain Direct Dynamic Testing Method
Abstract
:1. Introduction
2. Theory of the High-Strain Direct Dynamic Testing Method
2.1. Measuring Instruments
2.2. Basic Assumptions
2.3. Computation Theory
3. High-Strain Direct Dynamic Test and Static Load Test
3.1. Engineering Background and Ground Investigation
3.2. Experimental Setup
3.3. The High-Strain Direct Dynamic Test
3.4. The Static Load Test
3.5. Comparison between the Results of the Dynamic Load Test and the Static Load Test
- (1)
- Order of Testing: The dynamic load test was conducted before the static load test. Repeated hammering can densify the soil around the pile, potentially leading to an underestimation of the ultimate bearing capacity by the high-strain method and an overestimation by the static load method.
- (2)
- Sensor Placement: The segment of the pile near the bottom includes the side resistance up to the sensor . Therefore, the actual end-bearing resistance is less than the calculated value. For more accurate measurement, strain sensors should be placed closer to the actual pile tip.
- (3)
- Boundary Effects: As observed in Figure 10, some pile segments located at the boundary between soft and hard soil layers exhibit lower ultimate static resistance compared with other segments. This is due to the change in the direction of forces on the pile side at these boundaries. When calculating dynamic resistance using Equation (10), opposing pressure and tension forces can cancel out, leading to lower resistance values. In practice, increasing the number of measurement points, reducing the spacing between them, and deploying a denser array of strain sensors at soil boundaries can enhance prediction accuracy.
4. Conclusions
- The high-strain direct testing method was implemented in a bridge project in Zhuhai, Guangdong Province. The measured bearing capacities of four test piles were 11,415.5 kN, 9733.3 kN, 10,788.4 kN, and 12,851.3 kN, with end resistance ratios of 41.8%, 38.3%, 28.4%, and 31.8%, respectively, consistent with the bearing capacity characteristics of rock-socketed piles at the site. The calculated distributions of side and end soil resistance matched the soil layer distributions under the four arch bases, confirming the feasibility of the high-strain direct testing method in engineering applications.
- A static compression test was conducted on a single pile, and the results were compared with those from the high-strain direct testing method. The error range between the two methods was found to be between −9.5% and 3.7%, demonstrating the reliability of the high-strain direct testing method in predicting the bearing capacity of single piles and identifying the sources of error in its practical application.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Material | Diameter (m) | Elastic Modulus GPa | Poisson’s Ratio | Bulk Density kN/m3 |
---|---|---|---|---|
C30 | 2.2 | 34 | 0.2 | 24 |
Pile No. | Diameter (mm) | Length (m) | Concrete Strength Grade | Vertical Designed Bearing Capacity of Single Pile (kN) | Vertical Allowable Bearing Capacity of Single Pile (kN) |
---|---|---|---|---|---|
1–5 | 2200 | 34 | C30 | 4755 | ≥9510 |
2–7 | 2200 | 42.5 | C30 | 4344 | ≥8688 |
3–9 | 2200 | 48 | C30 | 4701 | ≥9402 |
4–17 | 2200 | 68 | C30 | 5580 | ≥11,160 |
Layer | Soil Layer Type | Compression Modulus K (MPa) | Poisson’s Ratio | Bulk Density (kN/m3) | Cohesion (kPa) | Friction Angle (°) | Water Content (%) | Allowable Value of Foundation Bearing Capacity fao (kPa) |
---|---|---|---|---|---|---|---|---|
A | Filled soil | 8.19 | 0.31 | 20.3 | - | 23.8 | 18.2 | 75 |
B | Silt | 1.53 | 0.34 | 15.1 | 2.2 | 1.6 | 75.9 | 40 |
C | Clay | 2.20 | 0.34 | 16.5 | 7.1 | 6.1 | 52.5 | 60 |
D | Coarse sand | 10.87 | 0.30 | 20.0 | - | 27.6 | 15.7 | 150 |
E | Sandy clay | 5.28 | 0.22 | 18.8 | 22.4 | 23.4 | 26.4 | 220 |
F | Strongly weathered rock | 5.29 | 0.24 | 18.7 | 23.3 | 28.1 | 26.3 | 300 |
G | Moderately weathered rock | Uniaxial compressive strength value | 650 |
Pile No. | Maximum Impact Force at Pile Top (kN) | Pile Penetration (mm) | Pile Side Resistance (kN) | Vertical Designed Bearing Capacity of Single Pile (kN) | Vertical Allowable Bearing Capacity of Single Pile (kN) | Vertical Allowable Bearing Capacity of Single Pile (kN) |
---|---|---|---|---|---|---|
1–5 | 12,103.8 | 4.24 | 6637.7 | 4777.8 | 11,415.5 | ≥9510 |
2–7 | 10,907.1 | 2.13 | 6001.3 | 3732.0 | 9733.3 | ≥8688 |
3–9 | 11,540.5 | 3.44 | 7729.2 | 3059.2 | 10,788.4 | ≥9402 |
4–17 | 13,070.5 | 3.36 | 9012.7 | 3838.6 | 12,851.3 | ≥11,160 |
Number (#) | Length (m) | Dynamic Load Test | Static Load Test | ||
---|---|---|---|---|---|
Displacement (mm) | Ultimate Bearing Capacity (kN) | Displacement (mm) | Ultimate Bearing Capacity (KN) | ||
1–5 | 34 | 4.24 | 11,415.5 | 5.60 | 11,005.7 (3.7%) |
2–7 | 42.5 | 2.13 | 9733.3 | 3.90 | 10,096.0 (−3.6%) |
3–9 | 48 | 3.44 | 10,788.4 | 7.12 | 10,946.6 (−1.4%) |
4–17 | 68 | 3.36 | 12,851.3 | 6.70 | 14,196.8 (−9.5%) |
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Qiu, H.; He, H.; Ayasrah, M.; Huang, W. Application Study of the High-Strain Direct Dynamic Testing Method. Appl. Sci. 2024, 14, 6714. https://doi.org/10.3390/app14156714
Qiu H, He H, Ayasrah M, Huang W. Application Study of the High-Strain Direct Dynamic Testing Method. Applied Sciences. 2024; 14(15):6714. https://doi.org/10.3390/app14156714
Chicago/Turabian StyleQiu, Hongsheng, Hengli He, Mo’men Ayasrah, and Weihong Huang. 2024. "Application Study of the High-Strain Direct Dynamic Testing Method" Applied Sciences 14, no. 15: 6714. https://doi.org/10.3390/app14156714
APA StyleQiu, H., He, H., Ayasrah, M., & Huang, W. (2024). Application Study of the High-Strain Direct Dynamic Testing Method. Applied Sciences, 14(15), 6714. https://doi.org/10.3390/app14156714