Early-stage bridge deformation identification method and system based on insar technology

Abstract

The present application relates to the technical field of remote sensing monitoring. Disclosed are an early-stage bridge deformation identification method and system based on InSAR technology. The present application comprises: performing interference contrast on radar maps of a bridge deck that are acquired at different collection moments, so as to obtain radar interferograms of the bridge deck at the different collection moments compared with an initial collection moment; obtaining settlement measurements of different position points of the bridge deck at the different collection moments; on the basis of a horizontal relative positional relationship between the bridge deck and bridge piers and the settlement measurements of the different position points of the bridge deck at the different collection moments, obtaining historical settlement amounts of different position points of support faces and suspended faces of the bridge deck; and on the basis of the horizontal relative positional relationship between the bridge deck and the bridge piers and the historical settlement amounts of the different position points of the support faces and the suspended faces of the bridge deck, obtaining historical settlement amounts, which are caused by uneven settlement, of the different position points of the bridge deck to serve as the deformations of the different position points of the bridge deck. The present application improves the accuracy of early-stage bridge deformation determination.

Description

A bridge early deformation identification method and system based on InSAR technology

[0001] This application claims priority to the Chinese patent application filed with the China Patent Office on December 6, 2023, with application number 202311663193.4 and invention name “A method and system for identifying early deformation of bridges based on InSAR technology”, the entire contents of which are incorporated by reference into this application. Technical Field

[0002] The present application belongs to the field of remote sensing monitoring technology, and in particular relates to a method and system for identifying early deformation of bridges based on InSAR technology. Background Art

[0003] Bridges are critical components of transportation networks, and their durability and stability are crucial to public safety. To ensure their safety, they require regular structural and health inspections. In the early stages of bridge construction, pressure between the piles and the foundation has not yet fully balanced, leading to decimeter-level settlement within a relatively short period of time.

[0004] Related bridge monitoring methods, such as GPS positioning, rely on long-term continuous reception of positioning data to suppress noise data. However, in the early stage of bridge deformation, these methods may not be able to identify deformation in a timely and effective manner, resulting in the accuracy of early bridge deformation judgment needs to be improved. Summary of the Invention

[0005] The purpose of this application is to provide a method and system for identifying early deformation of bridges based on InSAR technology, which improves the accuracy of early deformation judgment of bridges by analyzing the settlement of microwave radar interference patterns formed by the bridge in a short period of time.

[0006] To solve the above technical problems, this application is implemented through the following technical solutions:

[0007] This application provides a bridge early deformation identification method based on InSAR technology, including:

[0008] Continuously obtain radar images of the bridge deck collected at the same location at different collection times;

[0009] Obtain the horizontal relative position relationship between the bridge deck and the bridge piles;

[0010] Interferometric comparison is performed on the radar images of the bridge deck obtained at different acquisition times to obtain radar interferograms of the bridge deck at different acquisition times compared with the initial acquisition time;

[0011] The settlement detection amount of different points on the bridge deck at different acquisition times is obtained based on the radar interference diagram of the bridge deck at different acquisition times compared with the initial acquisition time;

[0012] The historical settlement of different points on the supporting surface and suspended surface of the bridge deck is obtained based on the horizontal relative position relationship between the bridge deck and the bridge piles and the settlement detection values ​​at different points on the bridge deck at different collection times.

[0013] According to the horizontal relative position relationship between the bridge deck and the bridge piles and the historical settlement of different positions of the supporting surface and the suspended surface of the bridge deck, the historical settlement of different positions of the bridge deck caused by non-uniform settlement is obtained as the deformation of different positions of the bridge deck.

[0014] This application also discloses a method for identifying early deformation of bridges based on InSAR technology, including:

[0015] Receive deformation at different locations;

[0016] Obtain the spatial model of the bridge deck;

[0017] The deformation of different position points of the bridge deck is marked and displayed in the spatial model.

[0018] This application also discloses a method for identifying early deformation of bridges based on InSAR technology, including:

[0019] Receive deformation at different locations;

[0020] Obtain the deformation safety thresholds at different locations on the bridge deck;

[0021] Determining whether the deformation of different points on the bridge deck exceeds the corresponding deformation safety threshold;

[0022] If so, an early warning is issued for the position point of the bridge deck where the deformation exceeds the corresponding deformation safety threshold;

[0023] If not, no processing is performed.

[0024] This application also discloses a bridge early deformation identification system based on InSAR technology, including:

[0025] The InSAR service receiving unit is used to continuously obtain radar images of the bridge deck collected at the same location at different collection times;

[0026] Settlement calculation unit, used to obtain the horizontal relative position relationship between the bridge deck and the bridge piles;

[0027] Interferometric comparison is performed on the radar images of the bridge deck obtained at different acquisition times to obtain radar interferograms of the bridge deck at different acquisition times compared with the initial acquisition time;

[0028] The settlement detection amount of different points on the bridge deck at different acquisition times is obtained based on the radar interference diagram of the bridge deck at different acquisition times compared with the initial acquisition time;

[0029] The historical settlement of different points on the supporting surface and suspended surface of the bridge deck is obtained based on the horizontal relative position relationship between the bridge deck and the bridge piles and the settlement detection values ​​at different points on the bridge deck at different collection times.

[0030] According to the horizontal relative position relationship between the bridge deck and the bridge piles and the historical settlement amounts at different positions of the supporting surface and the suspended surface of the bridge deck, the historical settlement amounts at different positions of the bridge deck caused by the non-uniform settlement are obtained as the deformations at different positions of the bridge deck;

[0031] A display unit, used to receive deformations of different points on the bridge deck;

[0032] Obtain the spatial model of the bridge deck;

[0033] Annotate and display the deformation of different points on the bridge deck in the spatial model;

[0034] An early warning unit is used to receive deformations at different points on the bridge deck;

[0035] Obtain the deformation safety thresholds at different locations on the bridge deck;

[0036] Determining whether the deformation of different points on the bridge deck exceeds the corresponding deformation safety threshold;

[0037] If so, an early warning is issued for the position point of the bridge deck where the deformation exceeds the corresponding deformation safety threshold;

[0038] If not, no processing is performed.

[0039] This application analyzes the bridge structure to determine the spatial structural relationship between different supporting surfaces and suspended surfaces. Based on this structural relationship, the application filters settlement measurements taken at different acquisition times to obtain relatively accurate historical settlement measurements at different locations. The application then analyzes historical settlement measurements at different locations based on the bridge structure to determine bridge deformation caused by non-uniform settlement. This enables timely and accurate monitoring of bridge deformation safety, preventing safety hazards caused by rapid early settlement of the bridge.

[0040] Of course, any product implementing the present application does not necessarily need to achieve all of the advantages described above at the same time.

[0041] Figures in the specification

[0042] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the following briefly introduces the drawings required for describing the embodiments. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0043] FIG1 is a schematic diagram of functional units and information flow of an embodiment of a bridge early deformation recognition system based on InSAR technology described in the present application;

[0044] FIG2 is a schematic diagram of a flow chart of steps of a settlement calculation unit according to an embodiment of the present application;

[0045] FIG3 is a schematic diagram of a process flow of a display unit according to an embodiment of the present application;

[0046] FIG4 is a schematic diagram of a process flow of an early warning unit according to an embodiment of the present application;

[0047] FIG5 is a schematic diagram of a flow chart of step S5 in one embodiment of the present application;

[0048] FIG6 is a schematic diagram of a flow chart of step S54 in one embodiment of the present application;

[0049] FIG7 is a schematic diagram of a flow chart of step S55 in one embodiment of the present application;

[0050] FIG8 is a schematic diagram of a flow chart of step S56 in one embodiment of the present application;

[0051] FIG9 is a schematic diagram of a flow chart of step S57 in one embodiment of the present application;

[0052] FIG. 10 is a schematic diagram of a flow chart of step S6 in an embodiment of the present application.

[0053] In the accompanying drawings, the components represented by the reference numbers are listed as follows: 1-InSAR service receiving unit, 2-sedimentation calculation unit, 3-display unit, 4-early warning unit. DETAILED DESCRIPTION

[0054] In order to make the objectives, technical solutions and advantages of this application clearer, the implementation methods of this application will be further described in detail below with reference to the accompanying drawings.

[0055] It should be noted that the terms "first," "second," and the like in this application are used to distinguish similar objects and are not necessarily used to describe a specific order or precedence. It should be understood that the terms used in this manner are interchangeable where appropriate so that the embodiments of the present application described herein can be implemented in an order other than those illustrated or described herein. The embodiments described in the following exemplary embodiments do not represent all embodiments consistent with the present application. Instead, they are merely examples of devices and methods consistent with certain aspects of the present application as detailed in the appended claims.

[0056] Early bridge deformation refers to the deformation of a bridge in the early stages after construction due to factors such as its own weight, stress release during construction, material shrinkage, and temperature changes. Pile settlement is the most important factor contributing to bridge settlement.

[0057] GPS positioning can be used to monitor the settlement of different parts of a bridge. By deploying GPS receivers on the bridge, the location of each measuring point on the bridge can be obtained in real time, allowing for monitoring of bridge deformation. Bridge deformation positioning utilizes the GPS measurement principle, with multiple receivers simultaneously receiving signals from satellites and determining the receiver's position by calculating the distance difference between the receiver and the satellite. By deploying multiple GPS receivers on the bridge, coordinate information can be obtained for different locations on the bridge. However, GPS measurements require long-term continuous reception to suppress interference and obtain relatively accurate positioning data, making it unsuitable for early-stage bridge settlement monitoring.

[0058] To quickly and accurately detect bridge settlement in a short period of time, InSAR technology can be used to image the bridge multiple times. Synthetic Aperture Radar Interferometry (InSAR) is a measurement and monitoring technology that uses synthetic aperture radar (SAR) data. InSAR uses two or more SAR images for comparison to measure deformation, elevation change, and surface settlement of the ground or a target. This measurement is based on the principle of interference and phase differences in radar signals.

[0059] The basic principle of InSAR is to utilize two or more SAR images acquired from different locations. These images are formed by scanning the ground with a radar beam and receiving the echo signals. By comparing the phase information of the different images, surface deformation or elevation changes can be determined. During InSAR processing, the input SAR images are first registered to ensure their spatial alignment. Then, by calculating the phase difference between the two images, the phase difference at each pixel (called the interferometric phase) can be obtained.

[0060] In specific practice, a microwave radar can be installed at a fixed location to capture the panoramic view of the bridge, or a commercial microwave satellite can be used to obtain SAR images of the bridge.

[0061] In order to first respond quickly and promptly to the settlement status of the bridge, please refer to Figures 1 to 4. The present application provides a bridge early deformation identification system based on InSAR technology. From the functional module point of view, this system can include an InSAR service receiving unit 1, a settlement calculation unit 2, a display unit 3 and an early warning unit 4. The InSAR service receiving unit 1 can continuously obtain radar images of the bridge deck collected at the same position at different collection times through the SAR image subscription service interface. The settlement calculation unit 2 is used to calculate and analyze the settlement deformation of different positions of the bridge, the display unit 3 is used to display the deformation status of different positions of the bridge to the user, and the early warning unit 4 is used to warn of bridge deformation.

[0062] During the operation of the system, the InSAR service receiving unit 1 is used to execute step S1 to continuously obtain radar images of the bridge deck collected at the same position at different collection times. Next, the settlement calculation unit 2 executes step S2 to obtain the horizontal relative position relationship between the bridge deck and the bridge piles, which can be directly obtained from the design drawing or design model of the bridge. Next, step S3 can be executed to perform interference comparison on the radar images of the bridge deck obtained at different collection times to obtain the radar interference images of the bridge deck at different collection times compared with the initial collection time. Next, step S4 can be executed to obtain the settlement detection amount of different position points on the bridge deck at different collection times based on the radar interference images of the bridge deck at different collection times compared with the initial collection time. Due to the acquisition accuracy limitations of microwave satellites or ground-based microwave radars, the division of bridge deck position points is usually maintained at a grid with a side length of 0.1 to 0.5 meters. The final result is the settlement detection amount of each grid center at different collection times after the bridge deck is gridded.

[0063] Since the settlement detection amount obtained by radar interference contains a large amount of noise data, in order to filter out the correct value, step S5 can be executed next to obtain the historical settlement amount of different positions of the supporting surface and the suspended surface of the bridge deck based on the horizontal relative position relationship between the bridge deck and the bridge piles and the settlement detection amount of different positions of the bridge deck at different collection times. Next, step S6 can be executed to obtain the historical settlement amount of different positions of the bridge deck caused by non-uniform settlement as the deformation of different positions of the bridge deck based on the horizontal relative position relationship between the bridge deck and the bridge piles and the historical settlement amount of different positions of the supporting surface and the suspended surface of the bridge deck. Since the early deformation of the bridge is mainly caused by the settlement of the bridge piles, but if the bridge piles are settled evenly, the bridge will not be deformed. The purpose of this solution is to detect the deformation of the bridge caused by uneven settlement between different bridge piles.

[0064] To allow users to more intuitively observe the deformation at different locations on the bridge, this solution can also include a display unit 3. During operation, step S011 can be executed to receive the deformation at different locations on the bridge deck. Next, step S012 can be executed to obtain a spatial model of the bridge deck. Finally, step S013 can be executed to annotate and display the deformation at different locations on the bridge deck within the spatial model. Data annotation or color table annotation can be implemented using appropriate data visualization tools and techniques, such as computer graphics software, GIS software, visualization libraries or platforms.

[0065] To prevent excessive bridge deformation and alert users to bridge maintenance, this solution can also include an early warning unit 4. During operation, step S021 can first be executed to receive deformation data at various points on the bridge deck. Next, step S022 can be executed to obtain deformation safety thresholds at various points on the bridge deck. Next, step S023 can be executed to determine whether the deformation at various points on the bridge deck exceeds the corresponding deformation safety thresholds. Determining the safety thresholds for bridge deformation is a complex process involving multiple factors, including bridge type, design specifications, structural characteristics, material properties, and environmental conditions. Typically, bridge deformation thresholds are established based on relevant design specifications and standards and evaluated by bridge engineers, structural experts, and monitoring agencies. If so, step S024 can be executed to issue an early warning for any bridge deck point whose deformation exceeds the corresponding deformation safety threshold. If not, step S025 can be executed to perform no action. Of course, the "no action" in this solution refers to not issuing an early warning, not restricting other operations, such as routine bridge maintenance.

[0066] As shown in Figure 5, the bridge surface can be divided into a supporting surface and a suspended surface according to the different force structures. As the name implies, the bridge deck portion supported by the bridge piles is the supporting surface, and the bridge deck portion not supported by the bridge piles is the suspended surface. During the settlement of the bridge piles, the locations of the supporting surface and the suspended surface have different settlement performances. This can be used to filter the collected settlement monitoring data to obtain reliable historical settlement data at different locations. Specifically, step S51 can be first executed to use the horizontal relative position relationship between the bridge deck and the bridge piles to regard the bridge deck portion supported by the bridge piles as the supporting surface and the bridge deck portion not supported by the bridge piles as the suspended surface. During the bridge construction process, the bridge deck is usually composed of multiple box girders. The upper surface of the box girders supported by the bridge piles can be used as the supporting surface, and the box girders not supported by the bridge piles can be used as the suspended surface. A complete suspended surface refers to one or more continuous box girders between two bridge piles. Next, step S52 can be executed to determine the support point of each supporting surface based on the horizontal relative position relationship between the bridge deck and the bridge piles. Typically, the geometric center of the contact surface between the bridge pile support and the box girder can be used as the support point. Next, step S53 can be executed to determine the distance between each position point on the suspended surface and the adjacent support point based on the horizontal relative position relationship between the bridge deck and the bridge piles.

[0067] In the subsequent calculation process, step S54 can first be executed to obtain the distribution range and distribution probability of the historical settlement of the corresponding support point on the support surface at the current collection time based on the settlement monitoring data of each position point on the support surface at each collection time. Next, step S55 can be executed to obtain the distribution range and distribution probability of the historical settlement of the center point of the suspended surface at the current collection time based on the settlement monitoring data of each position point on the suspended surface at each collection time, as well as the distribution range and distribution probability of the historical vertical rotation angle of the suspended surface at the current collection time. Next, step S56 can be executed to obtain the combination of the historical settlement of the support point, the historical settlement of the center point of the suspended surface at the current collection time with the highest probability expectation based on the horizontal relative position relationship between the bridge deck and the piles, the distribution range and distribution probability of the historical settlement of the support point at the current collection time, the distribution range and distribution probability of the historical settlement of the center point of the suspended surface at the current collection time, and the distribution range and distribution probability of the historical vertical rotation angle of the suspended surface at the current collection time. In this process, the combination with the highest probability of settlement results is obtained under the constraints of the bridge structure. Finally, step S57 can be executed to calculate the historical settlements at different locations on the supporting and suspended surfaces of the bridge deck based on the historical settlements of the support point with the highest expected probability, the historical settlements of the center point of the suspended surface, and the historical vertical rotation angles of the suspended surface. In other words, historical settlements at different locations are calculated based on the structural characteristics of the bridge, thereby maximizing the accuracy of bridge settlement detection within the constraints of limited detection precision.

[0068] Please refer to Figure 6. Since bridge piles usually do not move sideways during the settlement process, settlement is mainly reflected in vertical movement. This is reflected in each position point on the support surface, that is, the settlement monitoring value of the position point on the same support surface at the same time is the same. And since bridge piles only settle downward and do not move upward, based on this characteristic, the above-mentioned step S54 can first be implemented in step S541 for each position point on each of the support surfaces. Based on the settlement monitoring value of the position point at each acquisition time, it is determined whether the settlement monitoring value of the position point is decreasing compared with the settlement monitoring value at the corresponding previous acquisition time. This is because the same position point on the support surface will only continue to settle and will not rise. If so, step S542 can be executed to eliminate the settlement monitoring value at the acquisition time that is smaller than the settlement monitoring value at the corresponding previous acquisition time. If not, step S543 can be executed to retain it. Next, step S544 can be executed to obtain the numerical distribution interval of the settlement monitoring amount of all the position points of the support surface at the current acquisition moment based on the settlement monitoring amount of all the position points of the support surface at the current acquisition moment as the distribution interval of the historical settlement amount of the support point corresponding to the support surface at the current acquisition moment. Next, step S545 can be executed to evenly divide the numerical distribution interval of the settlement monitoring amount of all the position points of the support surface at the current acquisition moment into multiple numerical distribution sub-intervals, and obtain the ratio of the numerical values ​​of the settlement monitoring amount in multiple numerical distribution sub-intervals. Finally, step S546 is executed to fit the ratio of the numerical values ​​of the settlement monitoring amount in multiple numerical distribution sub-intervals to obtain the distribution density of the settlement monitoring amount of each position point of the support surface at the current acquisition moment as the distribution probability of the historical settlement amount of the support point corresponding to the support surface at the current acquisition moment. Relatively reliable settlement monitoring amount values ​​are screened out through the two rules of settlement consistency and settlement irreversibility, and the corresponding probability distribution is statistically calculated.

[0069] To supplement the implementation of steps S51 to S546, the source code for some functional modules is provided, with cross-references and explanations provided in the comments. To prevent the leakage of surveying and mapping data related to national security, data that does not affect the implementation of the solution is desensitized. The same applies below.

[0070] This code first defines a data structure to store the settlement measurement at each point. It then defines a function to remove settlement measurements from collection times that are smaller than the previous settlement measurement. The code then defines functions to calculate the distribution interval and probability of the settlement measurement. Finally, these functions can be called as needed to obtain the desired results.

[0071] As shown in FIG7 , for each suspended surface, if the settlement rates of the bridge piles at both ends are different, not only will the suspended surface settle, but it will also deflect. Utilizing this characteristic, for each suspended surface, during the implementation of the above-mentioned step S55, step S551 can first be executed to obtain the rotationally symmetric point of each position point in the suspended surface with respect to the support point. Next, step S552 can be executed to obtain the average of the settlement monitoring values ​​of each pair of mutually rotationally symmetric position points in the suspended surface as the settlement characteristic value of the pair of mutually rotationally symmetric position points. Next, step S553 can be executed to arrange the settlement characteristic values ​​of each pair of mutually rotationally symmetric position points according to numerical values ​​to obtain a series of settlement characteristic values. Next, step S554 can be executed to obtain the average of the difference between each settlement characteristic value and the adjacent settlement characteristic value in the series of settlement characteristic values ​​as a reference value. Next, step S555 can be executed to eliminate the settlement monitoring values ​​corresponding to the settlement characteristic values ​​whose difference with the adjacent settlement characteristic values ​​is greater than the reference value. Next, step S556 can be executed to calculate the numerical distribution interval of the settlement characteristic values ​​remaining after elimination and the distribution density at each value as the distribution interval and distribution probability of the historical settlement of the center point of the suspended surface at the current acquisition moment. Finally, step S557 can be executed to calculate the numerical distribution interval of the ratio of the difference in settlement monitoring value of each pair of rotationally symmetric position points remaining after elimination to the corresponding lateral distance and the distribution density at each value as the distribution interval and distribution probability of the historical vertical rotation angle of the suspended surface at the current acquisition moment. It should be additionally explained that the lateral distance mentioned in this solution refers to the projected distance in the extension direction of the bridge deck. This is because the rotation of the bridge deck is mainly reflected in the rotation on the vertical plane, and usually no rotation on the horizontal plane occurs, otherwise it will become unstable and collapse.

[0072] In order to provide supplementary explanation for the implementation process of the above-mentioned steps S551 to S556, the source code of some functional modules is provided, and a comparative explanation is provided in the comment section.

[0073] This code first defines a data structure to store the settlement measurement at each point, then defines some functions to calculate the rotational symmetry point, mean, and distribution of values. The code then defines two functions to calculate the settlement eigenvalue and rotation angle.

[0074] Please refer to Figure 8. Due to the limitations of the bridge structure, the combination of the suspended surface and the supporting surface is not a random combination within its numerical range. In other words, the number of numerical combinations of the historical settlement and the historical vertical rotation angle between the suspended surface and the supporting surface can be reduced according to the limitations of the bridge structure, and the complexity of the calculation can also be reduced. Based on the above principles, in the specific implementation of the above-mentioned step S56, first, step S561 can be executed to use the number of sampled position points of the supporting surface as the weight of the historical settlement of the supporting point corresponding to the supporting surface. Next, step S562 can be executed to use the number of sampled position points of the suspended surface as the weight of the historical settlement of the center point of the suspended surface and the historical vertical rotation angle of the suspended surface. Next, step S563 can be executed to obtain the spatial correlation model of the suspended surface, the supporting points of the suspended surface, and the supporting points based on the horizontal relative position relationship between the bridge deck and the bridge piles. Finally, step S564 can be executed to gradually adjust the historical settlement of the support points, the historical settlement of the center point of the suspended surface, and the historical vertical rotation angle of the suspended surface within their respective distribution intervals under the constraints of the spatial correlation model, so as to maximize the weighted probability expectation value of the corresponding distribution probability, thereby obtaining a combination of the historical settlement of the support points, the historical settlement of the center point of the suspended surface, and the historical vertical rotation angle of the suspended surface. The spatial correlation model in this solution refers to the structural spatial mathematical model of the combination of the suspended surface and the support surface. This can be constructed through the construction plan of the bridge, and can usually be directly obtained by calling the architectural model of the bridge design institute.

[0075] In order to supplement the implementation process of the above-mentioned steps S561 to S564, the source code of some functional modules is provided, and a comparative explanation is given in the comment part.

[0076] This code first calculates the distribution probabilities of the historical settlement of the support point and the historical vertical rotation angle of the overhang surface, and then calculates the weighted expected value of these two quantities. The code then optimizes the distribution within the constraints of the spatial correlation model to maximize the weighted expected value of the corresponding distribution probabilities. Finally, the code outputs the expected value of the historical settlement of the support point, the expected value of the historical vertical rotation angle of the overhang surface, and the optimized values.

[0077] As shown in Figure 9, for both the suspended surface and the supporting surface, the main change in the support position during settlement is during which twisting and torsional deformation typically do not occur. The supporting surface is typically a complete bridge box girder and does not experience torsional deformation. Based on this characteristic, during the implementation of step S57, the aforementioned step S571 can be performed to calculate the historical settlement of the supporting point as the historical settlement of each point within the corresponding supporting surface. Next, step S572 can be performed to obtain the relative position of each point within the suspended surface with respect to the center point. Next, step S573 can be performed to obtain the initial angle of each suspended surface. Next, step S574 can be performed to calculate the historical vertical rotation change of each point within each suspended surface based on the initial angle of the suspended surface, the historical vertical rotation angle of the suspended surface, and the relative position of each point within the suspended surface with respect to the center point. Finally, step S575 can be performed to accumulate the historical vertical rotation change of each point within each suspended surface with the historical settlement of the corresponding center point to obtain the historical settlement of each point within the suspended surface. Of course, this solution assumes that the suspended surface and the supporting surface themselves do not deform. In some special applications, such as flexible bridge decks like suspension bridges, the implementation steps in this solution may not be applicable, as this may lead to inaccurate calculation results.

[0078] As shown in Figure 10, uniform settlement of bridge piles is usually allowed and will not interfere with the safe passage and structural stability of the bridge. However, the deformation of the bridge deck caused by non-uniform settlement between bridge piles needs to be closely monitored. This requires executing step S61 to obtain the minimum value of the historical settlement of all supporting surfaces as the uniform settlement. Then execute step S62 to subtract the uniform settlement from the historical settlement of different positions of the supporting surface and the suspended surface of the bridge deck to obtain the deformation of different positions of the bridge deck. Distinguishing between uniform settlement and non-uniform settlement can more accurately monitor the safety status of the bridge.

[0079] The flow charts and block diagrams in the accompanying drawings show the possible architecture, functions and operations of the devices, systems, methods and computer program products according to multiple embodiments of the present application. In this regard, each box in the flow chart or block diagram can represent a part for a module, program segment or instruction, and the part for the module, program segment or instruction comprises one or more executable instructions for realizing the logical function of the specification. In some alternative implementations, the functions marked in the box can also occur in a sequence different from that marked in the accompanying drawings. For example, two continuous boxes can actually be performed substantially in parallel, and they can sometimes also be performed in the opposite order, depending on the function involved.

[0080] It should also be noted that each box in the block diagram and / or flowchart, and the combination of boxes in the block diagram and / or flowchart, can be implemented by hardware that performs the corresponding function or action, such as a circuit or ASIC (Application Specific Integrated Circuit), or can be implemented by a combination of hardware and software, such as firmware.

[0081] Although the present application is described herein in conjunction with various embodiments, in the process of implementing the claimed application, those skilled in the art can understand and implement other variations of the disclosed embodiments by reviewing the drawings, the disclosure, and the appended claims. In the claims, the word "comprising" does not exclude other components or steps, and "a" or "an" does not exclude multiple situations. A single processor or other unit can implement several functions listed in the claims. Certain measures are recorded in different dependent claims, but this does not mean that these measures cannot be combined to produce good results.

[0082] The embodiments of the present application have been described above. The above description is illustrative and not exhaustive, and is not limited to the disclosed embodiments. Many modifications and variations will be apparent to those skilled in the art without departing from the scope of the described embodiments. The terminology used herein is selected to best explain the principles of the embodiments, practical applications, or improvements to the technology in the market, or to enable other persons skilled in the art to understand the embodiments disclosed herein.

Claims

1. A bridge early deformation recognition method based on InSAR technology, characterized in that: include: Continuously obtain radar images of the bridge deck collected at the same location at different collection times; Obtain the horizontal relative position relationship between the bridge deck and the bridge piles; Interference comparison is performed on the radar images of the bridge deck obtained at different acquisition times to obtain the radar interference images of the bridge deck at different acquisition times compared with the initial acquisition time; According to the radar interference diagram of the bridge deck at different acquisition times compared with the initial acquisition time, the settlement detection amount of different position points of the bridge deck at different acquisition times is obtained; According to the horizontal relative position relationship between the bridge deck and the bridge piles and the settlement detection values ​​at different positions of the bridge deck at different collection times, the historical settlement values ​​at different positions of the supporting surface and the suspended surface of the bridge deck are obtained; According to the horizontal relative position relationship between the bridge deck and the bridge piles and the historical settlement of different positions of the supporting surface and the suspended surface of the bridge deck, the historical settlement of different positions of the bridge deck caused by the non-uniform settlement is obtained as the deformation of different positions of the bridge deck.

2. The method according to claim 1, characterized in that The steps of obtaining the historical settlement amounts of different positions of the supporting surface and the suspended surface of the bridge deck according to the horizontal relative position relationship between the bridge deck and the bridge piles and the settlement detection amounts of different positions of the bridge deck at different acquisition times include: According to the horizontal relative position relationship between the bridge deck and the bridge piles, the bridge deck portion supported by the bridge piles is used as the supporting surface, and the bridge deck without bridge pile support is used as the suspended surface; Obtaining the supporting point of each bridge pile of the supporting surface according to the horizontal relative position relationship between the bridge deck and the bridge pile; Obtaining the distance between each position point on the suspended surface and the adjacent support point according to the horizontal relative position relationship between the bridge deck and the bridge piles; According to the settlement monitoring amount of each position point of the support surface at each collection time, the distribution interval and distribution probability of the historical settlement amount of the support point corresponding to the support surface at the current collection time are obtained; According to the settlement monitoring amount of each position point of the suspended surface at each collection time, the distribution range and distribution probability of the historical settlement amount of the center point of the suspended surface at the current collection time, and the distribution range and distribution probability of the historical vertical rotation angle of the suspended surface at the current collection time are obtained; According to the horizontal relative position relationship between the bridge deck and the bridge piles, the distribution interval and distribution probability of the historical settlement of the support point at the current collection time, the distribution interval and distribution probability of the historical settlement of the center point of the suspended surface at the current collection time, and the distribution interval and distribution probability of the historical vertical rotation angle of the suspended surface at the current collection time, a combination of the historical settlement of the support point, the historical settlement of the center point of the suspended surface, and the historical vertical rotation angle of the suspended surface with the maximum probability expectation is obtained; The historical settlement of the supporting surface and the suspended surface at different positions of the bridge deck are obtained based on the combination of the historical settlement of the supporting point with the maximum probability expectation, the historical settlement of the center point of the suspended surface, and the historical vertical rotation angle of the suspended surface.

3. The method according to claim 2, characterized in that The step of obtaining the distribution interval and distribution probability of the historical settlement amount of the supporting point corresponding to the supporting surface at the current collection time according to the settlement monitoring amount of each position point of the supporting surface at each collection time includes: For each position point of each of the support surfaces, judging whether the settlement monitoring amount of the position point at each acquisition moment is decreasing compared with the settlement monitoring amount at the corresponding last acquisition moment, if so, discarding the settlement monitoring amount at the acquisition moment that is decreasing compared with the corresponding last settlement monitoring amount, if not, retaining it; According to the settlement monitoring amounts of all the position points of the support surface at the current collection time, obtaining the numerical distribution interval of the settlement monitoring amounts of all the position points of the support surface at the current collection time as the distribution interval of the historical settlement amounts of the support points corresponding to the support surface at the current collection time; Evenly divide the numerical distribution interval of the settlement monitoring amount of all position points of the support surface at the current acquisition time into a plurality of numerical distribution sub-intervals, and obtain the ratio of the numerical values ​​of the settlement monitoring amount in the plurality of numerical distribution sub-intervals; The ratios of the numerical values ​​of the settlement monitoring values ​​within multiple numerical distribution subintervals are fitted to obtain the distribution density of the settlement monitoring values ​​at each position point of the support surface at the current acquisition moment as the distribution probability of the historical settlement values ​​of the support point corresponding to the support surface at the current acquisition moment.

4. The method according to claim 2, characterized in that: The step of obtaining the distribution range and distribution probability of the historical settlement amount of the center point of the suspended surface at the current collection time according to the settlement monitoring amount of each position point of the suspended surface at each collection time, and the distribution range and distribution probability of the historical vertical rotation angle of the suspended surface at the current collection time, comprises: For each of the overhanging surfaces, Obtaining the rotationally symmetric point of each position point in the suspended surface about the supporting point, The average of the settlement monitoring values ​​of each pair of rotationally symmetric position points in the suspended surface is obtained as the settlement characteristic value of the pair of rotationally symmetric position points. Arrange the settlement eigenvalues ​​of each pair of rotationally symmetric position points according to their numerical values ​​to obtain the settlement eigenvalue series. The average of the differences between each sedimentation characteristic value and the adjacent sedimentation characteristic values ​​in the sedimentation characteristic value series is obtained as a reference value. Eliminate the settlement monitoring value of the position point corresponding to the settlement characteristic value whose difference with the adjacent settlement characteristic value is greater than the reference value, Calculate and obtain the numerical distribution interval of the settlement characteristic value remaining after elimination and the distribution density at each value as the distribution interval and distribution probability of the historical settlement amount of the center point of the suspended surface at the current acquisition time, The numerical distribution range of the ratio of the difference in settlement monitoring values ​​to the corresponding lateral distance for each pair of rotationally symmetric position points remaining after elimination and the distribution density at each value are calculated as the distribution range and distribution probability of the historical vertical rotation angle of the suspended surface at the current acquisition moment, respectively, wherein the lateral distance is the projection distance in the extension direction of the bridge deck.

5. The method according to claim 2, characterized in that: The step of obtaining a combination of the historical settlement of the support point, the historical settlement of the center point of the suspended surface, and the historical vertical rotation angle of the suspended surface with the maximum expected probability according to the horizontal relative position relationship between the bridge deck and the bridge piles, the distribution interval and distribution probability of the historical settlement of the support point at the current collection time, the distribution interval and distribution probability of the historical settlement of the center point of the suspended surface at the current collection time, and the distribution interval and distribution probability of the historical vertical rotation angle of the suspended surface at the current collection time, comprises: The number of sampled position points of the support surface is used as the weight of the historical settlement amount of the support point corresponding to the support surface; The number of sampled position points of the suspended surface is used as the historical settlement of the center point of the suspended surface and the historical vertical rotation angle weight of the suspended surface; According to the horizontal relative position relationship between the bridge deck and the bridge piles, a spatial correlation model of the suspended surface, the supporting points of the suspended surface and the supporting points is obtained; Under the constraints of the spatial association model, the historical settlement of the support point, the historical settlement of the center point of the suspended surface, and the historical vertical rotation angle of the suspended surface are gradually adjusted within their respective distribution intervals so that the weighted probability expected value of the corresponding distribution probability is maximized, thereby obtaining a combination of the historical settlement of the support point, the historical settlement of the center point of the suspended surface, and the historical vertical rotation angle of the suspended surface.

6. The method according to claim 2, characterized in that The step of obtaining the historical settlement of the supporting surface and the suspended surface at different positions of the bridge deck according to the combination of the historical settlement of the supporting point with the maximum probability expectation, the historical settlement of the center point of the suspended surface, and the historical vertical rotation angle of the suspended surface comprises: Taking the historical settlement of the supporting point as the historical settlement of each position point in the corresponding supporting surface; Obtaining the relative position of each position point in the suspended surface and the center point; Obtaining the initial angle of each suspended surface; For each of the suspended surfaces, the historical rotation vertical variation of different position points of each of the suspended surfaces is obtained according to the initial angle of the suspended surface, the historical vertical rotation angle of the suspended surface, and the relative position of each position point in the suspended surface and the center point; The historical settlement amounts of the different position points of the suspended surface are obtained by accumulating the historical rotation vertical changes of each of the different position points of the suspended surface and the historical settlement amounts of the center point of the corresponding suspended surface.

7. The method according to claim 1, characterized in that The steps of obtaining the historical settlements of different positions of the bridge deck caused by non-uniform settlement as deformations of different positions of the bridge deck according to the horizontal relative position relationship between the bridge deck and the bridge piles and the historical settlements of different positions of the supporting surface and the suspended surface of the bridge deck include: Obtaining the minimum value of the historical settlement of all the supporting surfaces as the average settlement; The deformation of different positions of the bridge deck is obtained by subtracting the uniform settlement from the historical settlement of different positions of the supporting surface and the suspended surface of the bridge deck.

8. A bridge early deformation identification method based on InSAR technology, characterized in that: include: Receiving deformations of different positions of the bridge deck in the method for identifying early deformation of a bridge based on InSAR technology as described in any one of claims 1 to 7; Obtaining a spatial model of the bridge deck; The deformation of different position points of the bridge deck is marked and displayed in the spatial model.

9. A bridge early deformation identification method based on InSAR technology, characterized in that: include, Receiving deformations of different positions of the bridge deck in the method for identifying early deformation of a bridge based on InSAR technology as described in any one of claims 1 to 7; Obtain the deformation safety thresholds of different position points on the bridge deck; Determine whether the deformation of different positions of the bridge deck exceeds the corresponding deformation safety threshold; If yes, then an early warning is issued for the position point of the bridge deck where the deformation exceeds the corresponding deformation safety threshold; If not, no processing is performed.

10. A bridge early deformation identification system based on InSAR technology, characterized in that: include: InSAR service receiving unit, used to continuously obtain radar images of the bridge deck collected at the same location at different collection times; A settlement calculation unit, used to obtain the horizontal relative position relationship between the bridge deck and the bridge piles; Interference comparison is performed on the radar images of the bridge deck obtained at different acquisition times to obtain the radar interference images of the bridge deck at different acquisition times compared with the initial acquisition time; According to the radar interference diagram of the bridge deck at different acquisition times compared with the initial acquisition time, the settlement detection amount of different position points of the bridge deck at different acquisition times is obtained; According to the horizontal relative position relationship between the bridge deck and the bridge piles and the settlement detection values ​​at different positions of the bridge deck at different collection times, the historical settlement values ​​at different positions of the supporting surface and the suspended surface of the bridge deck are obtained; According to the horizontal relative position relationship between the bridge deck and the bridge piles and the historical settlement amounts at different positions of the supporting surface and the suspended surface of the bridge deck, the historical settlement amounts at different positions of the bridge deck caused by the non-uniform settlement are obtained as the deformations at different positions of the bridge deck; A display unit, used for receiving deformations of different positions of the bridge deck; Obtaining a spatial model of the bridge deck; Annotate and display the deformation of different position points of the bridge deck in the spatial model; An early warning unit is used to receive deformations at different points on the bridge deck; Obtain the deformation safety thresholds of different position points on the bridge deck; Determine whether the deformation of different positions of the bridge deck exceeds the corresponding deformation safety threshold; If yes, then an early warning is issued for the position point of the bridge deck where the deformation exceeds the corresponding deformation safety threshold; If not, no processing is performed.

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