Dam bending monitoring section layout method and device

Abstract

The dam bending monitoring section layout method and device provided by the present disclosure comprises the following steps: determining a monitoring section of a target dam according to a riverbed center axis of a riverbed region where the target dam is located; determining a first control point according to a projection intersection point of the riverbed center axis and a dam axis of the target dam on a preset plane; determining at least one second control point according to an upstream side axis in the riverbed center axis and at least one third control point according to a downstream side axis in the riverbed center axis; and performing equipment layout on the monitoring section according to the corresponding layout positions of the first control point, the second control point and the third control point on the monitoring section, so as to perform safety monitoring on the target dam. The method provided by the present disclosure can obtain a bending monitoring section and realize reasonable layout of the monitoring section, so as to realize safety monitoring on the target dam.

Description

Technical Field

[0001] This disclosure relates to the field of hydropower engineering technology, and in particular to a method and device for setting up dam bending monitoring sections. Background Technology

[0002] Safety monitoring of earth-rock dams is a crucial link in ensuring the safe operation of hydropower projects. The reasonable layout of monitoring sections directly affects the effectiveness and relevance of monitoring data.

[0003] In related technologies, cross-section monitoring generally adopts a planar layout perpendicular to the dam axis. This layout usually meets the engineering monitoring needs under general terrain and geological conditions. However, in special terrain scenarios such as river bends, the traditional planar monitoring cross-section perpendicular to the dam axis cannot conform to the actual trend of the riverbed. This may result in the monitoring cross-section being far away from the area with the greatest risk of deformation or seepage, making it impossible to effectively track information such as deformation and seepage in key parts. This leads to insufficient monitoring accuracy and makes it difficult to meet the core needs of engineering safety monitoring. Summary of the Invention

[0004] To overcome the problems existing in related technologies, this disclosure provides a method and device for setting up dam bending monitoring sections, which can adapt to the riverbed trend to construct bending monitoring sections and realize the reasonable layout of monitoring equipment, thereby improving the accuracy of safety monitoring under complex terrain conditions.

[0005] According to a first aspect of the present disclosure, a method for setting up monitoring sections for dam bending is provided, the method comprising:

[0006] The monitoring section of the target dam is determined based on the central axis of the riverbed in the riverbed area where the target dam is located;

[0007] The first control point is determined based on the intersection of the projection of the riverbed centerline and the dam axis of the target dam on a preset plane;

[0008] At least one second control point is determined based on the upstream side axis of the central axis of the riverbed, and at least one third control point is determined based on the downstream side axis of the central axis of the riverbed.

[0009] Equipment is deployed at the monitoring section based on the first control point, the second control point, and the third control point to conduct safety monitoring of the target dam.

[0010] According to the method proposed in this disclosure, determining the monitoring section of the target dam based on the riverbed centerline of the riverbed area where the target dam is located includes:

[0011] The pre-defined substructures in the target dam are determined based on the height, geological, and structural characteristics of the target dam.

[0012] The central axis of the riverbed is determined based on the topographic data of the riverbed area, and the curved surface trajectory corresponding to the monitoring section is constructed based on the central axis of the riverbed.

[0013] The monitoring section is determined based on the trajectory of the curved surface and the preset substructure.

[0014] According to the method proposed in this disclosure, determining at least one second control point based on the upstream side axis of the riverbed central axis and determining at least one third control point based on the downstream side axis of the riverbed central axis includes:

[0015] Determine the first projection axis of the upstream side axis on the preset plane, the second projection axis of the downstream side axis on the preset plane, and the third projection axis of the dam axis on the preset plane;

[0016] At least one second control point is determined based on the distance between the projection point on the first projection axis and the third projection axis, and at least one third control point is determined based on the distance between the projection point on the second projection axis and the third projection axis.

[0017] According to the method proposed in this disclosure, determining at least one second control point based on the distance between a projection point on the first projection axis and the third projection axis, and determining at least one third control point based on the distance between a projection point on the second projection axis and the third projection axis, includes:

[0018] Based on each first interval distance in the first interval sequence, at least one second control point is sequentially determined on the first projection axis at a distance from the third projection axis equal to the first interval distance;

[0019] Based on each second interval distance in the second interval sequence, at least one third control point is sequentially determined on the second projection axis at a distance equal to the second interval distance from the third projection axis.

[0020] According to the method proposed in this disclosure, the step of deploying equipment on the monitoring section based on the first control point, the second control point, and the third control point includes:

[0021] The monitoring sections are processed in a hierarchical manner;

[0022] Determine the deployment interval of each control point among the first control point, the second control point, and the third control point at each corresponding level;

[0023] The electromagnetic settling pipes are laid out according to the layout intervals corresponding to the first control point and the second control point, respectively.

[0024] The water-tube sedimentation meter, water-tube sedimentation meter probe, and inclinometer are deployed according to the deployment intervals corresponding to the first control point, the second control point, and the third control point, respectively.

[0025] The piezometers are deployed according to the foundation surface of the monitoring section, the corresponding deployment positions of the water pipe sedimentation meter and the electromagnetic sedimentation pipe.

[0026] According to the method proposed in this disclosure, determining the deployment interval of each control point among the first control point, the second control point, and the third control point at each corresponding level includes:

[0027] Determine the elevation corresponding to each level;

[0028] Based on the position of each control point on the preset plane, the vertical mapping path of each control point on the monitoring section is determined;

[0029] Based on the vertical mapping path and the elevation corresponding to each level, the layout interval of each control point in each level is determined.

[0030] According to the method proposed in this disclosure, the step of laying out the electromagnetic settling pipes according to the layout intervals corresponding to the first control point and the second control point respectively includes:

[0031] For each control point in the first and second control points, a number of deployment locations are determined based on the elevation of the deployment interval corresponding to each level.

[0032] The electromagnetic settling pipe is deployed based on the specified location.

[0033] According to the method proposed in the embodiments of this disclosure, the inclinometer includes a movable inclinometer and a flexible inclinometer, comprising:

[0034] In each of the layers from bottom to top, the water pipe sedimentation meter is deployed in the deployment interval corresponding to any one of the first control point, the second control point, or the third control point.

[0035] The probes of the water-tube sedimentation meters are deployed in the layers where water-tube sedimentation meters are installed.

[0036] The active inclinometer or the flexible inclinometer is deployed according to the deployment intervals corresponding to the first control point and the third control point, respectively, and the flexible inclinometer is deployed according to the deployment interval corresponding to the second control point.

[0037] According to a second aspect of the present disclosure, a device for arranging monitoring sections for dam bending is provided, comprising:

[0038] The first determining module is used to determine the monitoring section of the target dam based on the central axis of the riverbed in the riverbed area where the target dam is located;

[0039] The second determining module is used to determine the first control point based on the intersection of the projection of the riverbed centerline and the dam axis of the target dam on a preset plane;

[0040] The third determining module is used to determine at least one second control point based on the upstream side axis of the riverbed central axis, and to determine at least one third control point based on the downstream side axis of the riverbed central axis;

[0041] The deployment module is used to deploy equipment at the monitoring section according to the first control point, the second control point and the third control point, so as to carry out safety monitoring of the target dam.

[0042] According to a third aspect of the present disclosure, an apparatus is provided, comprising:

[0043] processor;

[0044] Memory used to store processor-executable instructions;

[0045] The processor is configured to execute the method for setting up dam bending monitoring sections.

[0046] The technical solutions provided by the embodiments of this disclosure may include the following beneficial effects:

[0047] In this embodiment, by constructing a monitoring section based on the central axis of the riverbed in the riverbed area where the target dam is located, a curved monitoring section adapted to the riverbed trend can be constructed, improving the ability to capture monitoring indicators under complex terrain conditions. By setting a first control point, a second control point, and a third control point based on the relationship between the riverbed trend and the dam axis, a segmented monitoring and control layout can be formed in the upstream and downstream directions, with strong adaptability. The equipment is deployed according to each control point, so that the equipment layout can conform to the actual direction of the riverbed under complex terrain conditions, and can achieve accuracy in safety.

[0048] It should be understood that the above general description and the following detailed description are exemplary and explanatory only, and are not intended to limit this disclosure. Attached Figure Description

[0049] The accompanying drawings, which are incorporated in and form part of this disclosure, illustrate embodiments consistent with this disclosure and, together with the description, serve to explain the principles of this disclosure.

[0050] Figure 1 This disclosure is a flowchart illustrating a method for setting up dam bending monitoring sections according to an exemplary embodiment.

[0051] Figure 2A This disclosure is a schematic diagram of the plan layout of a target dam according to an exemplary embodiment.

[0052] Figure 2B This is a plan view illustrating the location of control points in a monitoring section according to an exemplary embodiment of the present disclosure.

[0053] Figure 3 This disclosure illustrates a device deployment method according to an exemplary embodiment.

[0054] Figure 4 This disclosure is a block diagram illustrating a dam bending monitoring section layout device according to an exemplary embodiment.

[0055] Figure 5 This is a hardware structure diagram of the computer equipment where the dam bending monitoring section layout device is located, according to an embodiment of this disclosure.

[0056] Explanation of reference numerals in the attached figures:

[0057] 1. Upstream face of the target dam; 2. Crest of the target dam; 3. Dam axis; 4. Downstream face of the target dam; 5. Access road to the dam; 6. Riverbed; 8. Water-tube settling meter probe; 13. Observation house; 14. End point of cross-sectional profile line; 15. Riverbed centerline; 16. First control point; 17. First sub-control point; 18. Second sub-control point; 19. Third sub-control point; 20. Fourth sub-control point; 21. First electromagnetic settling tube; 22. Second electromagnetic settling tube; 23. Third electromagnetic settling tube; 24. Fourth electromagnetic settling tube; 25. Fifth electromagnetic settling tube; 26. First inclinometer; 27. Second inclinometer; 28. Third inclinometer; 29. ​​Fourth inclinometer; 31. First water-tube settling meter; 32. Second water-tube settling meter; 33. Third water-tube settling meter; 34. 35. Fourth water-tube settling meter; 36. Fifth water-tube settling meter; 37. Lower panel piezometer; 38. Toe plate rear piezometer; 39. Foundation surface piezometer.

[0058] In the accompanying drawings, the same or corresponding reference numerals indicate the same or corresponding parts. Detailed Implementation

[0059] Exemplary embodiments will now be described in detail, examples of which are illustrated in the accompanying drawings. When the following description relates to the drawings, unless otherwise indicated, the same numerals in different drawings denote the same or similar elements. The embodiments described in the following exemplary embodiments do not represent all embodiments consistent with this disclosure. Rather, they are merely examples of apparatuses and methods consistent with some aspects of this disclosure as detailed in the appended claims.

[0060] The terminology used in this disclosure is for the purpose of describing particular embodiments only and is not intended to be limiting of the disclosure. The singular forms “a,” “the,” and “the” as used in this disclosure and the appended claims are also intended to include the plural forms unless the context clearly indicates otherwise. It should also be understood that the term “and / or” as used herein refers to and includes any and all possible combinations of one or more of the associated listed items.

[0061] It should be understood that although the terms first, second, third, etc., may be used in this disclosure to describe various information, such information should not be limited to these terms. These terms are used only to distinguish information of the same type from one another. For example, without departing from the scope of this disclosure, first information may also be referred to as second information, and similarly, second information may also be referred to as first information. Depending on the context, the word "if" as used herein may be interpreted as "when," "when," or "in response to determination."

[0062] The embodiments of this disclosure will now be described in detail.

[0063] like Figure 1 As shown, Figure 1 This disclosure is a flowchart illustrating a method for setting up monitoring sections for dam bending according to an exemplary embodiment, including the following steps:

[0064] Step S101: Determine the monitoring section of the target dam based on the central axis of the riverbed in the riverbed area where the target dam is located.

[0065] In some embodiments, the target dam may be an earth-rock dam constructed according to a naturally meandering riverbed. Topographic data of the riverbed area where the target dam is located and geological structure data of the target dam can be obtained. The riverbed centerline of the riverbed area can be determined using the topographic data, and the curved trajectory of the monitoring section in the target dam can be determined based on the riverbed centerline. Pre-defined substructures of the target dam can be determined based on the geological structure data, and monitoring sections of the target dam can be determined based on the curved trajectory and the pre-defined substructures. Specifically, the pre-defined substructures in the target dam can be determined based on the height characteristics, geological characteristics, and structural characteristics of the target dam. These pre-defined substructures are key parts of the target dam and can be determined based on dam sections with high dam height, high geological complexity, and high structural importance. For example, they could be overflow dam sections or water-retaining dam sections located in the middle of the riverbed. Alternatively, based on a multi-factor evaluation system, the most monitorable parts of the target dam can be selected through three dimensions: height characteristics, geological characteristics, and structural characteristics, and these parts can be determined as pre-defined substructures. The specific substructures can be determined based on actual conditions, and this disclosure does not limit their determination. The monitoring section can be determined by the intersection of the pre-set substructure and the curved trajectory corresponding to the riverbed centerline. This allows the monitoring section to be arranged along the riverbed direction and to prioritize the coverage of dam areas with high significance, geological complexity, or structural criticality, thereby effectively improving the accuracy of monitoring section data collection.

[0066] Step S102: Determine the first control point based on the intersection of the projection of the riverbed centerline and the target dam axis on the preset plane.

[0067] In some embodiments, with Figure 2A For example, in Figure 2A The area shown can represent a schematic diagram of the plan layout of the target dam. Figure 2A The diagram shows the planar contour shape corresponding to the cross-section of the target dam. B represents the endpoint 14 of the cross-section line corresponding to the monitoring section. The normal water level indicates the highest water level that the target dam can store under normal operating conditions. The riverbed 6 runs through the target dam and exhibits a winding trend. The dam axis 3 is the central axis of the target dam, and the dam crest 2 can be reached via the access road 5 within the target dam. The intersection of the projection of the riverbed central axis 15 and the dam axis 3 onto a preset plane can be determined, and this projection intersection can be designated as the first control point. This preset plane can be set as the average elevation plane of the riverbed, the plane of the target dam's plan layout diagram, or other planes. By designating the projection intersection on this preset plane as the first control point, it ensures that other control points arranged along the river channel during the subsequent monitoring section layout process have clear geometric references, facilitating the rapid deployment of subsequent monitoring equipment.

[0068] Step S103: Determine at least one second control point based on the upstream side axis of the riverbed centerline, and determine at least one third control point based on the downstream side axis of the riverbed centerline.

[0069] In some embodiments, with Figure 2A For example, using the riverbed centerline as a reference line, determine the upstream face 1 and downstream face 4 of the target dam, as well as the upstream side axis and downstream side axis of the riverbed centerline.

[0070] Using a preset plane as a reference plane, the first projection axis of the upstream side axis of the dam axis on the preset plane can be determined, the second projection axis of the downstream side axis of the dam axis on the preset plane can be determined, and the third projection axis of the target dam axis on the preset plane can be determined.

[0071] Multiple projection points can be selected on the first projection axis, and the vertical distances between these projection points and the third projection axis can be measured respectively. Based on each first interval distance in the set first interval sequence, points that meet the spacing requirements can be selected as second control points. Similarly, points that meet each second interval distance in the second interval sequence can be selected on the second projection axis as third control points.

[0072] By determining control points based on the relative geometric relationship between axes, the selection of control points no longer depends on subjective experience, and a regular segmented monitoring and control layout can be formed in the upstream and downstream directions. It has strong adaptability, is not affected by the shape of the riverbed or dam body, and facilitates the safety monitoring and analysis of the dam in the later stage.

[0073] Step S104: Based on the first control point, the second control point and the third control point, the equipment is deployed at the monitoring section to carry out safety monitoring of the target dam.

[0074] As an example, the target dam can be divided into multiple levels perpendicular to the foundation surface based on its height. The number of levels can be determined according to the actual situation, such as 3-5 levels. The lowest level can be 15-25 meters away from the foundation surface, and the spacing between each level should be 40-60 meters. Figure 3 As shown, the target dam is divided into 5 levels in the vertical direction, and the elevation range corresponding to each level is determined.

[0075] For each level in the target dam, the layout intervals of the first, second, and third control points at each level can be determined separately.

[0076] The electromagnetic settling pipes can be laid out based on the layout intervals corresponding to the first and second control points, respectively, such as... Figure 3 As shown, in Figure 3In this process, a third electromagnetic settling pipe 23 can be laid in the layout section corresponding to the first control point, a first electromagnetic settling pipe 21 and a second electromagnetic settling pipe 22 can be laid in the layout section corresponding to each third control point, and a fourth electromagnetic settling pipe 24 and a fifth electromagnetic settling pipe 25 can be laid in the layout section corresponding to each second control point.

[0077] The water-tube sedimentation meter, its probe, and inclinometer can be deployed based on the deployment intervals corresponding to the first, second, and third control points, respectively. For example, the water-tube sedimentation meter can be deployed by selecting the deployment interval corresponding to any one of the first, second, and third control points from the bottom up. Figure 3 As shown, Figure 3 The monitoring sections are divided into five layers. From the foundation surface backward, the first layer is equipped with the first water-tube settling device 31, the second layer with the second water-tube settling device 32, the third layer with the third water-tube settling device 33, the fourth layer with the fourth water-tube settling device 34, and the fifth layer with the fifth water-tube settling device 35. The water pipes of the water-tube settling devices can be led along the riverbed axis of the main riverbed to the observation house 13 downstream of the target dam.

[0078] like Figure 3 As shown, the water-tube sedimentation meter probe 8 can be deployed at different levels of the monitoring section. For example, the water-tube sedimentation meter probe 8 can be deployed in the level where the water-tube sedimentation meter is deployed. The specific number of probes can be deployed according to the actual situation, and this disclosure does not limit it.

[0079] Inclinometers can include movable inclinometers and flexible inclinometers. Movable or flexible inclinometers can be deployed according to the layout sections corresponding to the first and third control points, respectively, while flexible inclinometers are deployed according to the layout section corresponding to the second control point. Specifically, the layout sections corresponding to the first and third control points can be equipped with either movable or flexible inclinometers, while the layout section corresponding to the second control point can only be equipped with flexible inclinometers. Figure 3 As shown, the first inclinometer 26 and the second inclinometer 27 deployed in the deployment section corresponding to the second control point can only be flexible inclinometers. The third inclinometer 28 deployed in the deployment section corresponding to the first control point can be either a flexible inclinometer or a movable inclinometer. The fourth inclinometer 29 deployed in the deployment section corresponding to the second control point can be either a flexible inclinometer or a movable inclinometer.

[0080] Piezometers can be deployed according to the corresponding locations of the foundation surface, water-tube settling meters, and electromagnetic settling pipes at the monitoring section. These piezometers can include piezometers below the panel, piezometers behind the toe plate, and piezometers at the foundation surface, such as... Figure 3As shown, the piezometer 36 at the bottom of the panel can be installed at the upstream probe position of the water pipe sedimentation meter corresponding to the first and second levels in the monitoring section, respectively. The piezometer 37 behind the toe plate can be installed at the foundation elevation on the downstream side of the toe plate. The installation position of the foundation surface piezometer 38 can correspond to the installation position of the electromagnetic sedimentation pipe, that is, it can be installed at the installation positions corresponding to the first control point, the second control point and the third control point, respectively. The foundation surface piezometer 38 can be buried in two layers, with the lower layer installed at the foundation elevation and the upper layer installed in the rockfill. Usually, the upper layer is 5 to 10 meters away from the lower layer.

[0081] The above methods can be used to implement differentiated deployment of equipment such as electromagnetic settling pipes, water pipe settling meters, and inclinometers at different levels. This can effectively capture the settlement and horizontal displacement deformation trends at different depths, and support subsequent safety analysis tasks such as spatial deformation trend analysis based on cross-sectional profiles, judgment of local anomalies, and identification of seepage pressure anomalies.

[0082] In some embodiments, when determining the monitoring section of the target dam based on the riverbed centerline of the riverbed where the target dam is located, a preset substructure in the target dam can be determined based on the height characteristics, geological characteristics and structural characteristics of the target dam; then the riverbed centerline is determined based on the topographic data of the riverbed area, and the curved trajectory corresponding to the monitoring section is constructed based on the riverbed centerline; then the monitoring section is determined based on the curved trajectory and the preset substructure.

[0083] In determining the preset substructures, the target dam can be divided into several structural segments along its axis. The height characteristics of each segment can be obtained from the dam's design drawings or 3D model, including the starting elevation and highest point elevation. Geological characteristics, such as geological type, can be determined from the dam's geological report. Structural characteristics, including structural safety level, can be defined for each segment within the dam's structural layout. The height, geological, and structural characteristics of each segment can be quantified. For example, the height score can be the ratio of the segment's elevation to the maximum elevation of the target dam; the geological score can be the number of geological types within the segment; and the structural characteristic can be the structural safety level. Different segments correspond to different safety risk levels, which can be determined based on actual conditions, such as areas with high stress concentration having higher safety risk levels. The height, geological, and structural scores of each segment can be standardized and then weighted to obtain a total score. The segment with the highest total score is then designated as the preset substructure. This pre-defined substructure is typically used to represent dam sections that are relatively high, have complex geological structures, or possess critical structural functions within the target dam.

[0084] by Figure 2A For example, in Figure 2A In this context, the riverbed region corresponding to riverbed 6 is typically a curved surface. The trajectory of the curved surface of the monitoring section within the target dam can be determined based on the riverbed's central axis 15. This curved trajectory is usually aligned with the trajectory of the riverbed's central axis 15. Using this trajectory as a reference, spatial extension can be performed in a direction perpendicular to the target dam's foundation surface, ensuring that the extension penetrates the pre-designed substructure within the target dam, thus obtaining the monitoring section. If the currently constructed curved trajectory does not spatially intersect with the pre-designed substructure, the offset of the curved trajectory in the planar direction can be adjusted to ensure that, while maintaining alignment with the riverbed's central axis, it is closest to the position of the pre-designed substructure projected onto the riverbed's central axis, thereby ensuring that the spatial extension penetrates the pre-designed substructure. The monitoring section formed in this way not only conforms to the riverbed's orientation characteristics but also prioritizes the construction of monitoring sections based on key dam sections, i.e., pre-designed substructures, contributing to improved representativeness of monitoring data and accuracy of safety monitoring.

[0085] In some embodiments, determining a second control point based on the distance between a projection point on a first projection axis and a third projection axis, and determining a third control point based on the distance between a projection point on a second projection axis and a third projection axis, includes: determining at least one first control point on the first projection axis whose distance to the third projection axis is a first interval distance according to each first interval distance in a first interval sequence; and determining at least one second control point on the second projection axis whose distance to the third projection axis is a second interval distance according to each second interval distance in a second interval sequence.

[0086] Specifically, based on each first interval distance in the first interval sequence, the distance between the first projection axis and the third projection axis can be sequentially determined as the first control point for that first interval distance on the first projection axis. As an example, the first interval sequence can be (30, 60, 100, ...), and the specific first interval sequence can be determined based on actual circumstances. Figure 2B For example, the first control point includes two control points, namely the first sub-control point 17 and the second sub-control point 18. The first interval distance between the first sub-control point 17 and the third projection axis can be configured to a distance within the range of 30 meters to 60 meters, such as 30 meters. The first interval distance between the second sub-control point 18 and the third projection axis can be configured to a distance within the range of 50 meters to 80 meters, such as 60 meters. The specific value and range of the first interval distance can be determined according to the actual situation, and this disclosure does not limit it. Each first interval distance in the first interval sequence can be equally spaced or non-equally spaced to improve the flexibility and adaptability of the monitoring section layout.

[0087] Based on each second interval distance in the second interval sequence, second control points can be sequentially determined on the second projection axis, with the distance between these points and the third projection axis defined as the second interval distance. As an example, the second interval sequence could be (40, 70, 110, ...), but the specific second interval sequence can be determined based on actual circumstances. Figure 2B For example, the second control point includes two control points: a third sub-control point 19 and a fourth sub-control point 20. The first interval distance between the third sub-control point 19 and the third projection axis can be configured to a distance within the range of 40 meters to 60 meters, such as 40 meters. The first interval distance between the fourth sub-control point 20 and the third projection axis can be configured to a distance within the range of 60 meters to 100 meters, such as 70 meters. The specific value and range of the second interval distance can be determined based on actual conditions, and this disclosure does not impose any limitations. Each second interval distance in the second interval sequence can be evenly or non-evenly distributed to improve the flexibility and adaptability of the monitoring section layout.

[0088] By dividing the dam axis into upstream and downstream axes and constructing their respective projections on a pre-defined plane, and determining control points according to a pre-defined interval sequence, the selection of control points no longer relies on subjective experience but is determined by the relative geometric relationships between the axes. This allows for a regular, segmented monitoring and control layout in both upstream and downstream directions. This method is highly adaptable, unaffected by riverbed or dam morphology, and ensures the continuity and controllability of the control point layout.

[0089] In some embodiments, when determining the deployment interval of each control point among the first, second, and third control points at each level, such as Figure 3 As shown, the positions of each control point on the preset plane can be vertically mapped onto the monitoring section to obtain the vertical mapping path of each control point, such as the vertical mapping paths of the first electromagnetic settling pipe 21, the second electromagnetic settling pipe 22, the third electromagnetic settling pipe 23, the fourth electromagnetic settling pipe 24, and the fifth electromagnetic settling pipe 25. Based on each vertical mapping path and the corresponding elevation of each level, the layout interval of each control point at each level can be determined. This layout interval can include horizontal and vertical intervals. The vertical interval of each control point at each level can be determined based on the elevation of each control point at each level. The projection point of each control point at each level can be determined based on the vertical mapping path corresponding to each control point. Using this projection point as the center, the horizontal interval of each control point at each level can be determined based on the preset layout radius. The vertical and horizontal intervals can be combined to form the layout interval of each control point at each level.

[0090] In some embodiments, when laying electromagnetic settling pipes according to the deployment intervals corresponding to the first control point and the second control point, multiple deployment positions can be determined based on the elevation of the deployment interval corresponding to each level of the first and second control points. For example, multiple deployment positions can be determined based on a first preset distance range, such that the vertical elevation between each deployment position is within the first preset distance range, and the electromagnetic settling pipes are deployed based on these deployment positions. As an example, the first preset distance range can be between 8 meters and 15 meters, and the specific vertical elevation can be determined according to the actual situation to form a monitoring plane for vertical deformation at different elevations.

[0091] When deploying the electromagnetic settlement tubes, the bottom of each tube can be inserted into the foundation rock at the deployment location by a predetermined distance. This predetermined distance corresponds to a second predetermined distance ranging from 3 to 5 meters, with the specific distance determined based on actual conditions. A reference ring can be installed at the deployment location, serving as a reference point for monitoring whether the target dam is settling. The deployment positions of the electromagnetic settlement rings corresponding to each control point within the target dam can maintain a correspondence. For example, if an electromagnetic settlement ring is installed at a 100-meter elevation in the deployment section corresponding to the first control point, then an electromagnetic settlement ring can also be installed at a 100-meter elevation in the deployment section corresponding to the second control point. This creates a spatial correspondence between the deployment positions of multiple electromagnetic settlement tubes, forming multiple monitoring planes to monitor the vertical settlement evolution path across levels and control points in the monitoring section.

[0092] In some embodiments, the water-tube settling meter can be deployed in the layout interval corresponding to any one of the control points (first, second, or third) from bottom to top. During deployment, the lowest layer of water-tube settling meters can be 15-25 meters away from the foundation surface, and the layers above can be spaced 40-60 meters apart. Figure 3 As shown, in Figure 3 In the middle, starting from the infrastructure surface, a first water-tube type settlement meter 31 can be deployed in the deployment interval corresponding to the third control point in the first level, a second water-tube type settlement meter 32 can be deployed in the deployment interval corresponding to the second control point in the second level, a third water-tube type settlement meter 33 can be deployed in the deployment interval corresponding to the third control point in the third level, a fourth water-tube type settlement meter 34 can be deployed in the deployment interval corresponding to the third control point in the fourth level, and a fifth water-tube type settlement meter 35 can be deployed in the deployment interval corresponding to the first control point in the fifth level.

[0093] The probes of the water-tube settling meter can also be deployed. These probes can be used to collect settlement data of the monitoring section, such as... Figure 3As shown, the probe 8 of the water-tube settling meter is deployed in the layer where the water-tube settling meter is deployed. The water-tube settling meter probe 8 can be deployed in different layers of the monitoring section. It can be prioritized to be close to areas with high potential deformation risk, such as the deployment interval corresponding to the first control point. The specific number of probes can be deployed according to the actual situation, and this disclosure does not limit it.

[0094] The inclinometer can include a movable inclinometer and a flexible inclinometer, which can be deployed according to a first control point, a second control point, and a third control point. The deployment intervals corresponding to the first and third control points can be equipped with either movable or flexible inclinometers, while the deployment interval corresponding to the second control point can only be equipped with a flexible inclinometer.

[0095] By flexibly selecting the placement positions of the water-tube settling meters and their probes within the deployment intervals of the first, second, and third control points at each level, the settlement monitoring system can ensure that it can also meet the deformation monitoring needs of the monitoring section. Dividing the inclinometers into movable and flexible inclinometers and matching the appropriate type according to the differences in control points helps to improve the accuracy of monitoring.

[0096] In some embodiments, a piezometer can be used to monitor seepage at a monitoring section. The piezometer may include a sub-panel piezometer, a toe-plate piezometer, and a foundation surface piezometer. For example... Figure 3 As shown, the piezometer 36 at the bottom of the panel can be installed at the upstream probe position of the water pipe sedimentation meter corresponding to the first and second levels in the monitoring section, respectively. The piezometer 37 behind the toe plate can be installed at the foundation surface elevation on the downstream side of the toe plate. The installation position of the foundation surface piezometer 38 can correspond to the installation position of the electromagnetic sedimentation pipe, that is, it can be installed at the installation positions corresponding to the first control point, the second control point, and the third control point, respectively. The foundation surface piezometer 38 can be buried in two layers, with the lower layer installed at the foundation surface elevation and the upper layer installed in the rockfill. Usually, the upper layer is 5 to 10 meters away from the lower layer.

[0097] By dividing the piezometers into those below the panel, those behind the toe plate, and those on the foundation surface, and combining them with the positions of the settlement meter probes and electromagnetic settlement tubes, it is possible to achieve hierarchical and regional monitoring of the seepage state in different areas of the dam body. This enables dynamic tracking of changes in the vertical seepage gradient and improves early warning capabilities.

[0098] In some embodiments, the settlement deformation at different elevations within the monitoring section and the soil compression deformation between different layers within the monitoring section can be calculated using the aforementioned electromagnetic settlement tube measuring points and water pipe settlement meter measuring points. The compression modulus of the soil at different locations is then calculated based on the soil compression deformation between different layers. The settlement deformation and compression modulus can be used to determine whether the target dam is in a settlement state. For example, the ratio between the settlement deformation and the dam height can be obtained. If this ratio is not within a preset first range, or the compression modulus is not within a preset second range, then the target dam is determined to be in a settlement state. The preset first range can be greater than or equal to 0.3% and less than or equal to 1.2%; the second threshold range can be greater than or equal to 45 MPa and less than or equal to 400 MPa. Specific range values ​​can also be determined according to actual conditions, and this disclosure does not limit them. By combining water-tube settling meters and electromagnetic settling tubes to monitor the vertical deformation of the target dam, accurate measurements of the settlement and compression deformation of the soil at different elevations and between different layers of the dam can be achieved. Furthermore, by measuring the settlement deformation and compression modulus, it is possible to determine whether there is an abnormal settlement state in the target dam, providing a quantifiable risk warning basis for the safety of the dam structure and improving the reliability of safety monitoring.

[0099] In some embodiments, the horizontal deformation of the target dam can be calculated using deployed inclinometers. This horizontal deformation can be decomposed into different directions, such as the horizontal deformation at the measuring point of the inclinometer and along the tangent of the monitoring section. Since this horizontal deformation is sometimes larger than the deformation perpendicular to the dam axis, this decomposition can more accurately analyze the rationality of the dam's horizontal deformation. If the ratio of the horizontal deformation to the horizontal length of the target dam is greater than or equal to a preset first threshold, the target dam is determined to be in a state of horizontal deformation. This preset first threshold can be 1%, but can be determined based on actual conditions; this disclosure does not limit its specific value. Generally, cracks will not appear when the relative deformation per unit length of the target dam's horizontal displacement is less than the preset first threshold. Monitoring with multiple types of piezometers enables hierarchical monitoring of the target dam, facilitating early diagnosis and analysis of seepage in the target dam.

[0100] In some embodiments, the seepage line of the monitoring section can be determined. For example, the water level elevation monitored upstream can be determined as the first control point of the seepage line, and the water level elevations monitored by each piezometer buried from upstream to downstream within the monitoring section can be sequentially used as the intermediate control points of the seepage line corresponding to that control point. The last control point is determined based on the water level below the seepage line elevation on the downstream dam slope or the actual escape point. The seepage line is determined based on these control points. The safety of the seepage line can be determined based on its elevation and hydraulic gradient. If the seepage line is higher than the top elevation of the drainage body, or the average hydraulic gradient of the seepage line is greater than or equal to a preset gradient threshold, then the seepage line is determined to have a seepage state. The preset gradient threshold can be set to 0.15, but can also be determined based on actual conditions, which is not limited in this disclosure. By determining the seepage line of the monitoring section, seepage paths at different levels and in different directions in the target dam can be determined, improving the accuracy of safety monitoring of the dam's seepage state.

[0101] Corresponding to the embodiments of the aforementioned methods, this disclosure also provides embodiments of a dam bending monitoring section deployment device and the terminal used thereon.

[0102] like Figure 4 As shown, Figure 4 This is a block diagram illustrating a dam bending monitoring section layout device according to an exemplary embodiment. The dam bending monitoring section layout device includes a first determining module 410, a second determining module 420, a third determining module 430, and a layout module 440.

[0103] The first determining module is used to determine the monitoring section of the target dam based on the central axis of the riverbed in the riverbed area where the target dam is located;

[0104] The second determining module is used to determine the first control point based on the intersection of the projection of the riverbed centerline and the target dam axis on a preset plane;

[0105] The third determining module is used to determine at least one second control point based on the upstream side axis of the riverbed centerline, and at least one third control point based on the downstream side axis of the riverbed centerline;

[0106] The deployment module is used to deploy equipment at the monitoring section based on the first control point, the second control point, and the third control point in order to conduct safety monitoring of the target dam.

[0107] In some embodiments, the first determining module is further configured to: determine a preset substructure in the target dam based on the height characteristics, geological characteristics and structural characteristics of the target dam; determine the riverbed centerline based on the topographic data of the riverbed area, and construct the curved trajectory corresponding to the monitoring section based on the riverbed centerline; and determine the monitoring section based on the curved trajectory and the preset substructure.

[0108] In some embodiments, the third determining module is further configured to: determine a first projection axis of the upstream side axis on a preset plane, a second projection axis of the downstream side axis on a preset plane, and a third projection axis of the dam axis on a preset plane; determine a second control point based on the distance between the projection point on the first projection axis and the third projection axis; and determine a third control point based on the distance between the projection point on the second projection axis and the third projection axis.

[0109] In some embodiments, the third determining module is further configured to: determine at least one first control point on the first projection axis with a distance of the first interval distance between it and the third projection axis according to each first interval distance in the first interval sequence; and determine at least one second control point on the second projection axis with a distance of the second interval distance between it and the third projection axis according to each second interval distance in the second interval sequence.

[0110] In some embodiments, the deployment module is further configured to: perform hierarchical processing on the monitoring section; determine the deployment intervals corresponding to each control point in the first, second, and third control points at each level; deploy electromagnetic settling pipes according to the deployment intervals corresponding to the first and second control points; deploy water-tube settling meters, water-tube settling meter probes, and inclinometers according to the deployment intervals corresponding to the first, second, and third control points; and deploy piezometers according to the deployment positions corresponding to the foundation surface of the monitoring section, the water-tube settling meters, and the electromagnetic settling pipes, wherein the piezometers include a piezometer below the panel, a piezometer behind the toe plate, and a piezometer at the foundation surface.

[0111] In some embodiments, the deployment module is further configured to: determine the elevation corresponding to each level; determine the vertical mapping path of each control point on the monitoring section based on the position of each control point on the preset plane; and determine the deployment interval of each control point in each level according to the vertical mapping path and the elevation corresponding to each level.

[0112] In some embodiments, the deployment module is further configured to: determine multiple deployment locations based on the elevation of the deployment interval corresponding to each of the first control point and the second control point at each level; and deploy electromagnetic settling pipes based on the deployment locations.

[0113] In some embodiments, the inclinometer includes a movable inclinometer and a flexible inclinometer. The deployment module is further configured to: deploy the water-tube sedimentation meter in the deployment interval corresponding to any one of the first, second, and third control points in each layer from bottom to top; deploy the probe of the water-tube sedimentation meter in the layer where the water-tube sedimentation meter is deployed; deploy the movable inclinometer or the flexible inclinometer according to the deployment intervals corresponding to the first and third control points respectively, and deploy the flexible inclinometer according to the deployment interval corresponding to the second control point.

[0114] This disclosure discloses an embodiment of a dam bending monitoring section layout device that can be applied to computer equipment, such as servers or terminal devices. The device embodiment can be implemented through software, hardware, or a combination of both. Taking software implementation as an example, as a logical device, it is formed by its processor reading the corresponding computer program instructions from non-volatile memory into memory and executing them. From a hardware perspective, such as... Figure 5 The diagram shown is a hardware structure diagram of the computer equipment where the dam bending monitoring section layout device 531 is located, according to an embodiment of this disclosure. (Except for...) Figure 5 In addition to the processor 510, memory 530, network interface 520, and non-volatile memory 540 shown, the server or electronic device where the dam bending monitoring section layout device 531 is located in the embodiment may also include other hardware depending on the actual function of the computer device, which will not be described in detail here.

[0115] Accordingly, this disclosure also provides a computer device, the device including a processor; a memory for storing processor-executable instructions; wherein the processor is configured to execute the above-described method for setting up dam bending monitoring sections.

[0116] The specific implementation process of the functions and roles of each module in the above device can be found in the implementation process of the corresponding steps in the above method, and will not be repeated here.

[0117] For the device embodiments, since they basically correspond to the method embodiments, the relevant parts can be referred to in the description of the method embodiments. The device embodiments described above are merely illustrative. The modules described as separate components may or may not be physically separate, and the components shown as modules may or may not be physical modules, that is, they may be located in one place or distributed across multiple network modules. Some or all of the modules can be selected to achieve the purpose of this disclosure according to actual needs. Those skilled in the art can understand and implement this without creative effort.

[0118] The foregoing has described specific embodiments of this disclosure. Other embodiments are within the scope of the appended claims. In some cases, the actions or steps recited in the claims may be performed in a different order than that shown in the embodiments and may still achieve the desired results. Furthermore, the processes depicted in the drawings do not necessarily require the specific or sequential order shown to achieve the desired results. In some embodiments, multitasking and parallel processing are also possible or may be advantageous.

[0119] Other embodiments of this disclosure will readily occur to those skilled in the art upon consideration of the specification and practice of the invention applied herein. This disclosure is intended to cover any variations, uses, or adaptations of this disclosure that follow the general principles of this disclosure and include common knowledge or customary techniques in the art not claimed herein. The specification and examples are to be considered exemplary only, and the true scope and spirit of this disclosure are indicated by the following claims.

[0120] It should be understood that this disclosure is not limited to the precise structures described above and shown in the accompanying drawings, and various modifications and changes can be made without departing from its scope. The scope of this disclosure is limited only by the appended claims.

[0121] The above description is merely a preferred embodiment of this disclosure and is not intended to limit this disclosure. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this disclosure should be included within the scope of protection of this disclosure.

Claims

1. A method for setting up monitoring sections for dam bending, characterized in that, The method includes: The monitoring section of the target dam is determined based on the central axis of the riverbed in the riverbed area where the target dam is located; The first control point is determined based on the intersection of the projection of the riverbed centerline and the dam axis of the target dam on a preset plane; At least one second control point is determined based on the upstream side axis of the central axis of the riverbed, and at least one third control point is determined based on the downstream side axis of the central axis of the riverbed. Equipment is deployed at the monitoring section based on the first control point, the second control point, and the third control point to monitor the safety of the target dam. The step of determining the monitoring section of the target dam based on the riverbed centerline of the riverbed area where the target dam is located includes: The pre-defined substructures in the target dam are determined based on the height, geological, and structural characteristics of the target dam. The central axis of the riverbed is determined based on the topographic data of the riverbed area, and the curved surface trajectory corresponding to the monitoring section is constructed based on the central axis of the riverbed. The monitoring section is determined based on the trajectory of the curved surface and the preset substructure.

2. The method according to claim 1, characterized in that, The step of determining at least one second control point based on the upstream side axis of the riverbed central axis and determining at least one third control point based on the downstream side axis of the riverbed central axis includes: Determine the first projection axis of the upstream side axis on the preset plane, the second projection axis of the downstream side axis on the preset plane, and the third projection axis of the dam axis on the preset plane; At least one second control point is determined based on the distance between the projection point on the first projection axis and the third projection axis, and at least one third control point is determined based on the distance between the projection point on the second projection axis and the third projection axis.

3. The method according to claim 2, characterized in that, The step of determining at least one second control point based on the distance between a projection point on the first projection axis and the third projection axis, and determining at least one third control point based on the distance between a projection point on the second projection axis and the third projection axis, includes: Based on each first interval distance in the first interval sequence, at least one second control point is sequentially determined on the first projection axis at a distance from the third projection axis equal to the first interval distance; Based on each second interval distance in the second interval sequence, at least one third control point is sequentially determined on the second projection axis at a distance equal to the second interval distance from the third projection axis.

4. The method according to claim 1, characterized in that, The step of deploying equipment along the monitoring section based on the first control point, the second control point, and the third control point includes: The monitoring sections are processed in a hierarchical manner; Determine the deployment interval of each control point among the first control point, the second control point, and the third control point at each corresponding level; The electromagnetic settling pipes are laid out according to the layout intervals corresponding to the first control point and the second control point, respectively. The water-tube sedimentation meter, water-tube sedimentation meter probe, and inclinometer are deployed according to the deployment intervals corresponding to the first control point, the second control point, and the third control point, respectively. The piezometers are deployed according to the foundation surface of the monitoring section, the corresponding deployment positions of the water pipe sedimentation meter and the electromagnetic sedimentation pipe.

5. The method according to claim 4, characterized in that, The step of determining the deployment interval of each control point among the first, second, and third control points at each level includes: Determine the elevation corresponding to each level; Based on the position of each control point on the preset plane, the vertical mapping path of each control point on the monitoring section is determined; Based on the vertical mapping path and the elevation corresponding to each level, the layout interval of each control point in each level is determined.

6. The method according to claim 4, characterized in that, The step of laying out the electromagnetic settling pipes according to the layout intervals corresponding to the first control point and the second control point respectively includes: For each control point in the first and second control points, a number of deployment locations are determined based on the elevation of the deployment interval corresponding to each level. The electromagnetic settling pipe is deployed based on the specified deployment location.

7. The method according to claim 4, characterized in that, The inclinometer includes a movable inclinometer and a flexible inclinometer; The deployment of the water-tube sedimentation meter, water-tube sedimentation meter probe, and inclinometer according to the deployment intervals corresponding to the first control point, the second control point, and the third control point respectively includes: In each of the layers from bottom to top, the water pipe sedimentation meter is deployed in the deployment interval corresponding to any one of the first control point, the second control point, and the third control point. The probes of the water-tube sedimentation meters are deployed in the layers where water-tube sedimentation meters are installed. The active inclinometer or the flexible inclinometer is deployed according to the deployment intervals corresponding to the first control point and the third control point, respectively, and the flexible inclinometer is deployed according to the deployment interval corresponding to the second control point.

8. A device for arranging cross-sections for monitoring dam curvature, characterized in that, The device includes: The first determining module is used to determine the monitoring section of the target dam based on the central axis of the riverbed in the riverbed area where the target dam is located; The second determining module is used to determine the first control point based on the intersection of the projection of the riverbed centerline and the dam axis of the target dam on a preset plane; The third determining module is used to determine at least one second control point based on the upstream side axis of the riverbed central axis, and to determine at least one third control point based on the downstream side axis of the riverbed central axis; The deployment module is used to deploy equipment at the monitoring section according to the first control point, the second control point and the third control point, so as to carry out safety monitoring of the target dam; Specifically, the first determining module is used to: determine a preset substructure in the target dam based on the height, geological and structural characteristics of the target dam; determine the riverbed centerline based on the topographic data of the riverbed area, and construct the curved trajectory corresponding to the monitoring section based on the riverbed centerline; and determine the monitoring section based on the curved trajectory and the preset substructure.

9. A computer device, characterized in that, It includes a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor performs the method as described in any one of claims 1-7.

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