Field Testing and Numerical Simulation of the Effectiveness of Trench Isolation for Reducing Vibration Due to Dynamic Compaction
Abstract
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Abstract
1. Introduction
2. Description of the Project and Ground Conditions
2.1. Field Test Conditions
2.2. Dynamic Compaction Vibration Monitoring
2.2.1. Equipment for Vibration Measurement
2.2.2. Arrangement of Measuring Points
3. Field Test Results and Analysis
3.1. Effect of the Vibration Isolation Trench on Ground Vibration
3.2. Analysis of the Dynamic Response of the Dike under Dynamic Compaction
4. Numerical Modeling
4.1. Numerical Models
4.2. Geometric Model and Parameters
- The soil was treated as a layered and homogeneous medium, and certain factors such as groundwater level were not taken into account.
- The deformation of the rammer during the dynamic compaction process was disregarded.
- The geostatic stress and deformation were not measured, as the primary focus of this study was on the dynamic response of the Yangtze River dike under dynamic compaction.
- A completely fixed boundary condition was assumed at the bottom boundaries, while the peripheral area of the foundation model was assumed to satisfy an infinite element boundary condition by using nonreflecting boundary.
4.3. Validation of the Numerical Model
4.4. Arrangement of the Vibration Isolation Trench
4.5. Simulation Results and Analysis
4.5.1. Effect of the Depth of the Vibration Isolation Trench
4.5.2. Effect of the Position of the Vibration Isolation Trench
5. Conclusions
- The similarity between the field test results and the simulation results confirmed the effectiveness of using the Mohr–Coulomb criterion to establish a multi-layer homogeneous medium model in ABAQUS and simulating the excitation of DC on actual soil by setting the impact velocity and contact type of the mass block. Moreover, the application of this model in the study of the isolation trench performance is also reliable.
- The field test results indicate that the isolation trench has a significant isolation effect on the soil behind it. As the distance between the soil and the isolation trench increases, the isolation effect becomes weaker. However, the isolation trench has an amplifying effect on the vibration of the soil in front of the trench, so this part of the soil is more likely to be damaged in DC. Therefore, some reinforcement measures need to be adopted, such as supporting structures.
- In the simulation results, when the depth of the isolation trench increases from 1 m to 3 m, the isolation effect of the trench increases significantly, and the deeper the trench, the better the isolation effect. When the depth of the isolation trench increases from 3 m to 4 m, the isolation effect does not change significantly.
- The closer the isolation trench is to the vibration reduction object, the more obvious the isolation effect. In actual engineering, to achieve the best isolation effect of the isolation trench, the distance between the compaction points and the isolation trench should be increased as much as possible on the premise of ensuring that the isolation trench will not affect the stability of the object itself, and the distance between the object that needs to be vibration reduced and the isolation trench should be reduced.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Soil Layer | Thickness (m) | The Allowable Bearing Capacity fak (kPa) | Compressive Modulus (MPa) |
---|---|---|---|
#1 plain fill | 2.23 | Not suitable for direct use as a natural foundation | - |
#2 clay | 1.94 | 100~120 | 2.83 |
#3 silty clay | 9.15 | 50~70 | 2.86 |
Parameters | Values |
---|---|
Frequency (Hz) | 1–100 k |
Power supply | CC: ±24 V/2 mA |
Accuracy | <1% |
Voltage | AC: 220 V |
No. | The Horizontal Distance between Tamping and Measuring Point (m) | |||||||||
---|---|---|---|---|---|---|---|---|---|---|
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | |
#1 | 8 | 12 | 16 | 20 | 25 | 30 | 35 | 40 | 52.5 | 65 |
#2 | 8 | 12 | 16 | 20 | 25 | 30 | 35 | 40 | 52.5 | 65 |
Survey Line | Part of the Dike | Horizontal Radial | Horizontal Tangential | Vertical |
---|---|---|---|---|
#1 | Toe | 13.75 | 9.51 | 19.89 |
Middle | 11.83 | 9.47 | 15.61 | |
Crest | 5.67 | 4.24 | 10.32 | |
#2 | Toe | 16.54 | 3.81 | 18.81 |
Middle | 14.02 | 3.48 | 16.61 | |
Crest | 7.62 | 3.12 | 10.98 | |
#2 − #1 | Toe | 2.79 | −5.7 | −1.08 |
Middle | 2.19 | −5.99 | 1 | |
Crest | 1.95 | −1.12 | 0.66 |
Survey Line | Part of the Dike | Horizontal Radial | Horizontal Tangential | Vertical |
---|---|---|---|---|
#1 | Toe | 3.64 | 2.15 | 4.85 |
Middle | 2.59 | 2.07 | 3.78 | |
Crest | 1.13 | 1.14 | 3.18 | |
#2 | Toe | 3.38 | 0.94 | 4.82 |
Middle | 2.75 | 0.83 | 4.49 | |
Crest | 1.83 | 0.73 | 4.13 | |
#2 − #1 | Toe | −0.26 | −1.21 | −0.03 |
Middle | 0.16 | −1.24 | 0.71 | |
Crest | 0.7 | −0.41 | 0.95 |
No. | Soil Layer | Layer Thickness (m) | Density (kg/m3) | Poisson’s Ratio Internal | Friction Angle (o) | Cohesion (kPa) | Young’s Modulus (MPa) |
---|---|---|---|---|---|---|---|
1 | plain fill | 2 | 1.9 × 103 | 0.35 | 15.0 | 5.1 | 2 |
2 | clay | 2 | 1.87 × 103 | 0.30 | 15.6 | 10.3 | 3 |
3 | silty clay | 9 | 1.85 × 103 | 0.30 | 17.4 | 9.2 | 3 |
4 | Yangtze River Dike | - | 2 × 103 | 0.25 | 20.1 | 29.8 | 5 |
Value | Field Test | Modeling | ||||||
---|---|---|---|---|---|---|---|---|
PGA | PGV | PGA | PGV | |||||
Vertical | Radial | Vertical | Radial | Vertical | Radial | Vertical | Radial | |
k | 4704.6 | 65,887.1 | 7677.3 | 12,192.6 | 2222.9 | 33,328.7 | 2229.7 | 4848.6 |
1.618 | 2.748 | 2.484 | 2.588 | 1.250 | 2.348 | 1.759 | 1.988 | |
* | 0.977 | 0.998 | 0.988 | 0.996 | 0.994 | 0.997 | 0.985 | 0.987 |
Model No. | Distance from Tamping Point | Depth of Vibration Isolation Trench | Width of Vibration Isolation Trench |
---|---|---|---|
1# (Control) | Without vibration isolation trench | ||
2# | 10 m | 1 m | 1 m |
3# | 10 m | 2 m | 1 m |
4# | 10 m | 3 m | 1 m |
5# | 10 m | 4 m | 1 m |
6# | 6 m | 3 m | 1 m |
7# | 8 m | 3 m | 1 m |
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Zheng, Y.; Lan, X.; Pan, T.; Cui, D.; Li, G.; Shen, L.; Xu, X. Field Testing and Numerical Simulation of the Effectiveness of Trench Isolation for Reducing Vibration Due to Dynamic Compaction. Appl. Sci. 2023, 13, 9744. https://doi.org/10.3390/app13179744
Zheng Y, Lan X, Pan T, Cui D, Li G, Shen L, Xu X. Field Testing and Numerical Simulation of the Effectiveness of Trench Isolation for Reducing Vibration Due to Dynamic Compaction. Applied Sciences. 2023; 13(17):9744. https://doi.org/10.3390/app13179744
Chicago/Turabian StyleZheng, Yonglai, Xin Lan, Tanbo Pan, Dingding Cui, Guangxin Li, Longyin Shen, and Xubing Xu. 2023. "Field Testing and Numerical Simulation of the Effectiveness of Trench Isolation for Reducing Vibration Due to Dynamic Compaction" Applied Sciences 13, no. 17: 9744. https://doi.org/10.3390/app13179744
APA StyleZheng, Y., Lan, X., Pan, T., Cui, D., Li, G., Shen, L., & Xu, X. (2023). Field Testing and Numerical Simulation of the Effectiveness of Trench Isolation for Reducing Vibration Due to Dynamic Compaction. Applied Sciences, 13(17), 9744. https://doi.org/10.3390/app13179744