Intelligent Anomaly Identification of Uplift Pressure Monitoring Data and Structural Diagnosis of Concrete Dam
Abstract
:1. Introduction
2. Intelligent Anomaly Identification Model of Uplift Pressure
2.1. Principles of the DBSCAN
2.2. Anomaly Identification Model of Uplift Pressure Based on DBSCAN
- (1)
- Normalizing the monitoring data of upstream water level and uplift pressure of the concrete dam can fully reflect the monitoring data characteristics.
- (2)
- The DBSCAN algorithm is used to identify monitoring points of the uplift pressure one by one. According to the identification results, they are divided into normal and abnormal monitoring points. Repeat this step until all monitoring points of the uplift pressure have completed the anomaly identification.
- (3)
- Monitoring points are divided into two major types according to quantity and spatial distribution. One is individual or discontinuous distribution points, and another is multiple and continuous distribution points.
- (4)
- If an individual monitoring point is diagnosed as abnormal, or the spatial distribution of the abnormal monitoring point is not continuous, operating personnel should focus on checking whether the corresponding monitoring equipment is operating normally. Based on the inspection results, operating personnel determine whether to carry out the structural diagnosis of the concrete dam.
- (5)
- If multiple monitoring points are diagnosed as abnormal, and the spatial distribution of the abnormal monitoring points is relatively continuous, operating personnel should focus on the changes in the structural behavior. The structural diagnosis is carried out for the concrete dam under abnormal uplift pressure.
- (6)
- According to the above analysis, we can clarify the abnormal conditions of uplift pressure and its influence on the structural behavior, which can guide the later operation, management, and maintenance of the concrete dam.
3. Measured Uplift Pressure Application Method and Software Development
- (1)
- All kinds of essential data are inputted, including the upstream water level, the shape, and elevation of dam foundation surface, the coordinate of drainage pipe, the coordinate of integration points of foundation surface in finite element model, and other necessary data.
- (2)
- Influenced by the actual topography, the foundation surface’s boundary and the drainage pipe’s position line, formed by the intersection of the dam body and dam foundation, are irregular. To facilitate the positioning calculation of integration points, it is necessary to construct the fitting curve equation of the boundary and the position. Through different projects, the quartic polynomial shows a better-fit effect to meet the needs of subsequent calculation.
- (3)
- Selecting an integration point of an element in the FEM model, the relationship between the integration point and the water level is judged. If this integration point is below the water level, the following calculation step is to proceed. Otherwise, the uplift force of this integration point is set equal to zero.
- (4)
- The positional relationship between the integration point and the drainage pipe is judged and divided into the upstream and the downstream integration point. Then, to determine the position of the integration point in the cross-section, the inner normal between the integration point and the foundation boundary is searched, of which the slope, distance, and foot of a perpendicular are calculated. The same operation should carry out for the integration point and the drainage pipe curve.
- (5)
- According to the measured uplift pressure and the position of the integration point in the cross-section, the uplift pressure at the integration point is calculated by interpolation.
- (6)
- The applying method judges whether all the current element’s integration points have finished the uplift pressure calculation. If not, steps (2) to (5) are repeated.
- (7)
- The applying method judges whether all FEM elements on the foundation surface have completed uplift pressure calculation. If not, steps (2) to (6) are repeated.
- (8)
- According to the interface requirements of the FEM, the measured uplift pressure of each integration point is output. The uplift pressure is called when the FEM simulation is carried out.
4. Case Study
4.1. Project Overview
4.2. Anomaly Identification of Uplift Pressure
4.3. Abnormal Uplift Pressure Applied in the FEM Model
4.4. Structural Diagnosis of the Arch Dam under Abnormal Uplift Pressure
- (1)
- Stress analysis of arch dam
- (2)
- Deformation analysis of arch dam
5. Conclusions
- (1)
- An intelligent anomaly identification model of uplift pressure, based on DBSCAN, is constructed. Because the uplift pressure is closely related to the reservoir water level, the DBSCAN can precisely identify the monitoring data clustering of the uplift pressure in the normal and the abnormally stable state. Therefore, the Density-based clustering methods, such as the DBSCAN, have good applicability for the identification of abnormal uplift pressure data.
- (2)
- There is still no unified understanding of applying the lifting pressure in the FEM, but the analysis of the structural behavior of concrete dams is partially safe with the face force application method. Then, a measured uplift pressure application method is proposed to accurately reflect the spatial distribution and abnormal position of uplift pressure. Meanwhile, self-written software is compiled, enabling users to complete the uplift pressure application quickly.
- (3)
- Comparing the structural behavior, under the designed and measured uplift pressure, the influence extent and scope of abnormal uplift pressure on the concrete dam is clear. For those reservoirs that cannot be stopped immediately and thoroughly, the safety of concrete dams is evaluated accurately and reasonably using this method, which is of great significance to ensure the project’s safety and maximize the social benefits.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Application Method | Assumption | Problems |
---|---|---|
Face force | Compared with the rock foundation with cracks and joints, the permeability coefficient of concrete is several small orders of magnitude. So the seepage pressure not far from the concrete facing water surface will quickly decay. The uplift pressure is mainly concentrated on the concrete surface [38]. | There is a gap between the assumption that the concrete permeability coefficient is minimal and the actual situation. |
Body force | The concrete and rock mass are both water-permeable materials. After the formation of stable seepage, the infiltration line of the gravity dam body adopts the uplift pressure distribution curve. The uplift pressure is applied by using the submerged unit weight of the concrete below the infiltration line [2]. | The treatment with different unit weight lacks a theoretical, which is not applicable to arch dams [38]. |
Seepage field | The seepage field of the foundation is obtained in advance, so the uplift pressure on the foundation surface can be calculated to apply to the dam calculation model [39]. The denser the distribution of equal headlines on the impervious curtain and sliding surface, the greater the seepage pressure [40]. | The seepage field of the foundation-dam should be calculated separately. |
Fluid-solid coupling | Through clarifying the interaction mechanism between seepage and stress field, the impervious curtain studies the fluid-solid coupling mechanism of the foundation-dam [41]. Through the FEM, the stress field, displacement field [42], and seepage field [43] of the foundation-dam can be obtained simultaneously. | Multi-field coupling calculation has a large workload and complex mechanism [44]. |
Density (kN/m3) | Modulus of Elasticity (GPa) | Poisson Ratio | Coefficient of Linear Extensibility (/°C) | |
---|---|---|---|---|
Dam concrete | 24 | 20 | 0.167 | 0.83 × 10−5 |
Foundation above 865 m elevation | 27 | 10 | 0.27 | 1 × 10−5 |
Foundation below 865 m elevation | 27 | 15 | 0.21 | 1 × 10−5 |
Major Principal Stress | Minor Principal Stress | ||||
---|---|---|---|---|---|
Dam | Foundation in Riverbed | Dam | Foundation in Riverbed | ||
Design uplift pressure | Maximum | 8.44 | 2.73 | 0.70 | 0.11 |
Minimum | −1.51 | −0.82 | −9.10 | −6.06 | |
Measured uplift pressure | Maximum | 8.37 | 2.90 | 0.69 | 0.13 |
Minimum | −1.50 | −0.81 | −9.05 | −5.97 |
Vertical Displacement | Displacement along River | Transverse Displacement | |||||
---|---|---|---|---|---|---|---|
Dam | Foundation in Riverbed | Dam | Foundation in Riverbed | Dam | Foundation in Riverbed | ||
Design uplift pressure | Maximum | 2.28 × 10−3 | −1.27 × 10−4 | 3.32 × 10−2 | 3.38 × 10−3 | 1.10 × 10−2 | 7.33 × 10−4 |
Minimum | −1.13 × 10−2 | −3.89 × 10−3 | −6.05 × 10−4 | 2.08 × 10−3 | −6.17 × 10−3 | −1.70 × 10−4 | |
Measured uplift pressure | Maximum | 2.49 × 10−3 | 8.96 × 10−5 | 3.33 × 10−2 | 3.37 × 10−3 | 1.09 × 10−2 | 7.08 × 10−4 |
Minimum | −1.12 × 10−2 | −3.71 × 10−3 | −5.96 × 10−4 | 2.05 × 10−3 | −6.15 × 10−3 | −1.82 × 10−4 |
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Ma, C.; Zhao, T.; Li, G.; Zhang, A.; Cheng, L. Intelligent Anomaly Identification of Uplift Pressure Monitoring Data and Structural Diagnosis of Concrete Dam. Appl. Sci. 2022, 12, 612. https://doi.org/10.3390/app12020612
Ma C, Zhao T, Li G, Zhang A, Cheng L. Intelligent Anomaly Identification of Uplift Pressure Monitoring Data and Structural Diagnosis of Concrete Dam. Applied Sciences. 2022; 12(2):612. https://doi.org/10.3390/app12020612
Chicago/Turabian StyleMa, Chunhui, Tianhao Zhao, Gaochao Li, Anan Zhang, and Lin Cheng. 2022. "Intelligent Anomaly Identification of Uplift Pressure Monitoring Data and Structural Diagnosis of Concrete Dam" Applied Sciences 12, no. 2: 612. https://doi.org/10.3390/app12020612
APA StyleMa, C., Zhao, T., Li, G., Zhang, A., & Cheng, L. (2022). Intelligent Anomaly Identification of Uplift Pressure Monitoring Data and Structural Diagnosis of Concrete Dam. Applied Sciences, 12(2), 612. https://doi.org/10.3390/app12020612