A Calculation Model for Vibration Effect Induced by Resonance-Free Vibratory Hammer Method
Abstract
:1. Introduction
2. In Situ Test Scheme
2.1. Site Situation and Evaluation Basis of Vibration Effect
2.2. Monitoring Scheme
3. Results and Analysis
3.1. Vibrational Signal Analysis
3.2. Determination of the Safe Construction Distance
3.3. Assessment of Structural Safety
4. Acceleration Attenuation Model and Verification
4.1. Establishment of Acceleration Attenuation Model
4.2. Verification of the Acceleration Calculation Model
5. Conclusions and Prospects
5.1. Conclusions
- (1)
- The resonance-free vibratory hammer induced vibrations in the vertical direction is larger than those in the other two horizontal directions, which should be selected as the primary monitoring value during the evaluation process of the resonance-free vibratory hammer induced vibration effect.
- (2)
- The ranges of spectrums of the east–west, south–north, and vertical acceleration caused by the resonance-free vibratory hammer method are basically identical. In the same vibration direction, the predominant frequency decreases with the increase of the DFTVS, and the attenuation trend of the east–west and vertical predominant frequency with the DFTVS is more obvious.
- (3)
- When the DFTVS exceeds 30 m, the peak velocity of each measuring point is within 5 mm/s, and the peak acceleration at each measuring point is lower than 18 cm/s2, which is less than the seismic acceleration limit adopted in the dynamic analysis of fortified building structure according to grade VI. It indicates that the resonance-free vibratory hammer construction in this scope does not affect the structural safety of buildings. If there are no cultural relics, historic buildings, and other buildings that need to consider special requirements of the environment nearby, the minimum safe construction distance can be determined at 30 m away from the vibration source.
- (4)
- It presents a nonlinear relationship between attenuation of the surficial acceleration caused by the resonance-free vibratory hammer method and the DFTVS. The calculation model of surface ground acceleration established in this paper can quickly and accurately predict surficial vibration effects during the construction process of the resonance-free vibratory hammer method, which is also instructive and meaningful to the formulation of governmental construction guidance and decision-making of the construction organizations and relevant departments.
5.2. Prospects
- (1)
- The effects of soil properties on the propagation of the resonance-free vibratory hammer induced stress wave should be further studied. Therefore, the application scope of this construction method can be further refined by referring to the classification of soil layers.
- (2)
- There are no unified and generally recognized standards to the evaluation program of the resonance-free vibratory hammer method induced vibration effects. The consult peak vibration velocity in this paper is recognized as 5 mm/s by referring to the existing specifications, which are based on the perspective of safety and conservatism. To put forward the evaluation threshold value that is suitable for the resonance-free vibratory hammer method, more in situ data and theoretical research are needed in the future.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Layer Number | Soil Name | Category | Thickness |
---|---|---|---|
①-2 | Plain fill | Soft soil | 1.70 m |
③-1 | Silty clay | Medium soft soil | 1.80 m |
③-1-1 | Mucky soil | Medium soft soil | 2.00 m |
③-2 | Fine sand | Medium soft soil | 4.10 m |
③-3 | Medium sand | Medium soft soil | 2.60 m |
③-4 | Coarse sand | Medium hard soil | 1.80 m |
③-5 | Gravel sand | Medium hard soil | 10.00 m |
③-6 | Round gravel | Medium hard soil | 9.40 m |
⑤-1-3 | Moderately weathered argillaceous siltstone | Soft rock | 4.60 m |
⑤-4-2 | Moderately weathered calcareous mudstone | Soft rock | 2.90 m |
Type | Electric Shock Power | Static Eccentric Moment | Maximum Vibration Frequency | Exciting Force | Vibration Mass |
---|---|---|---|---|---|
EP240 | 180 kW | 1500 N·m | 860 r/min | 124 ton | 13.320 kg |
DFTVS | Vertical Direction | East-West Direction | South-North Direction | |||
---|---|---|---|---|---|---|
Peak Acceleration | Peak Velocity | Peak Acceleration | Peak Velocity | Peak Acceleration | Peak Velocity | |
(m/s2) | (m/s) | (m/s2) | (m/s) | (m/s2) | (m/s) | |
15 m | 0.128872 | 0.006957 | 0.08639 | 0.005853 | 0.1145 | 0.006109 |
30 m | 0.02878 | 0.00429 | 0.06101 | 0.00474 | 0.04209 | 0.003165 |
50 m | 0.02327 | 0.003584 | 0.01029 | 0.004634 | 0.006808 | 0.001288 |
100 m | 0.010935 | 0.002238 | 0.004863 | 0.002133 | 0.00391 | 0.001125 |
Item | Regression Formula Verification | Correlation Coefficient |
---|---|---|
East-west acceleration | 0.908 | |
South-north acceleration | 0.979 | |
Vertical acceleration | 0.962 |
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Cheng, X.; Xu, X.; Bai, W.; Hu, Z.; Liang, H.; Cui, J. A Calculation Model for Vibration Effect Induced by Resonance-Free Vibratory Hammer Method. Buildings 2022, 12, 2204. https://doi.org/10.3390/buildings12122204
Cheng X, Xu X, Bai W, Hu Z, Liang H, Cui J. A Calculation Model for Vibration Effect Induced by Resonance-Free Vibratory Hammer Method. Buildings. 2022; 12(12):2204. https://doi.org/10.3390/buildings12122204
Chicago/Turabian StyleCheng, Xinjun, Xiang Xu, Wen Bai, Zhinan Hu, Haian Liang, and Jie Cui. 2022. "A Calculation Model for Vibration Effect Induced by Resonance-Free Vibratory Hammer Method" Buildings 12, no. 12: 2204. https://doi.org/10.3390/buildings12122204