Bridge health and safety monitoring method, platform and equipment facing cross-longjiang river bridge and storage medium

Abstract

This invention provides a method, platform, equipment, and storage medium for bridge health and safety monitoring of a bridge spanning the Longjiang River. The method includes: identifying the temporal synchronicity characteristics of the response of each sensing unit based on the structural response signal of the bridge under operational loads, obtaining a synchronous response pattern; analyzing the relative displacement evolution trajectory between various preset key components of the bridge under preset typical environmental excitation based on the synchronous response pattern, obtaining a displacement correlation sequence; determining whether there is a phenomenon of misalignment between the response of local components and the overall structure based on the displacement correlation sequence, obtaining a structural response assessment result; if the structural response assessment result indicates the existence of response misalignment, triggering a safety warning command based on the target component area where the misalignment occurs and its degree, and generating a structural maintenance strategy for the target component area. This invention achieves holistic perception and precise safety warning of the structural health status of a bridge spanning the Longjiang River, supporting proactive bridge maintenance.

Description

Technical Field

[0001] This invention relates to the field of computer technology, and in particular to a method, platform, equipment, and storage medium for monitoring the health and safety of bridges spanning the Longjiang River. Background Technology

[0002] In current bridge engineering operation and maintenance management practices, the health and safety monitoring of large cross-river bridges typically employs a static monitoring method based on a fixed sensor network. This method involves installing sensors such as accelerometers, strain gauges, and displacement gauges at key parts of the bridge to periodically or continuously collect structural response data, which is then combined with the results of manual inspections to assess the bridge's condition.

[0003] However, the monitoring system of this method lacks the ability to capture the dynamic and coordinated response characteristics of the overall bridge structure in real time. Due to the fixed location and limited coverage of the sensor deployment, it is difficult to fully reflect the spatial coordinated deformation behavior of the bridge under complex environmental loads (such as wind-vehicle-temperature coupling), resulting in a lag in the identification of local anomalies or overall performance degradation, and failing to support timely and accurate safety warnings and maintenance decisions. Summary of the Invention

[0004] This invention provides a method, platform, equipment, and storage medium for monitoring the health and safety of bridges spanning the Longjiang River, enabling holistic perception and precise safety early warning of the structural health status of bridges spanning the Longjiang River, and supporting proactive bridge maintenance.

[0005] In a first aspect, the present invention provides a bridge health and safety monitoring method for a bridge spanning the Longjiang River, comprising deploying multi-type physical sensing unit arrays in the main beam area, bridge tower area, and bearing area of ​​the bridge; the bridge health and safety monitoring method includes:

[0006] Based on the structural response signals of the bridge under operational loads collected by the physical sensor unit array, the response synchronicity characteristics of each sensor unit in the time dimension are identified to obtain the synchronous response mode.

[0007] Based on the synchronous response mode analysis, the relative displacement evolution trajectory between the bridge and its key components under the pre-set typical environmental excitation is obtained, and the displacement correlation sequence is obtained.

[0008] Based on the displacement correlation sequence, it is determined whether there is a phenomenon of mismatch between the response of local components and the overall structure of the bridge, and the structural response evaluation result is obtained.

[0009] If the structural response assessment results indicate that there is response detuning, a safety warning command is triggered based on the target component area where the detuning occurs and the degree of detuning, and a structural maintenance strategy for the target component area is generated.

[0010] Secondly, the present invention also provides a bridge health and safety monitoring system for bridges spanning the Longjiang River, applied to the bridge health and safety monitoring method for bridges spanning the Longjiang River as described in the first aspect; multiple types of physical sensor unit arrays are deployed in the main beam area, bridge tower area, and bearing area of ​​the bridge spanning the Longjiang River; the bridge health and safety monitoring system includes:

[0011] The response pattern recognition module is used to identify the response synchronicity characteristics of each sensing unit in the time dimension based on the structural response signals of the bridge under operational loads collected by the physical sensing unit array, and to obtain the synchronous response pattern.

[0012] The displacement evolution identification module is used to analyze the relative displacement evolution trajectory between various preset key components of the bridge under preset typical environmental excitation based on the synchronous response mode, and obtain the displacement correlation sequence.

[0013] The structural response assessment module is used to determine whether there is a mismatch between the response of local components and the overall structure of the bridge based on the displacement correlation sequence, and to obtain the structural response assessment result.

[0014] The safety warning triggering module is used to trigger a safety warning command based on the target component area where the detuning occurs and the degree of detuning if the structural response assessment result indicates that there is response detuning, and to generate a structural maintenance strategy for the target component area.

[0015] Thirdly, the present invention also provides an electronic device, comprising: a memory for storing computer software programs; and a processor for reading and executing the computer software programs, thereby realizing the bridge health and safety monitoring method for the Longjiang River Bridge as described above.

[0016] Fourthly, the present invention also provides a non-transitory computer-readable storage medium storing a computer software program, which, when executed by a processor, implements the bridge health and safety monitoring method for the Longjiang River Bridge as described above.

[0017] Fifthly, the present invention also provides a computer program product, including a computer program, which, when executed by a processor, implements the bridge health and safety monitoring method described above for the Longjiang River Bridge.

[0018] The bridge health and safety monitoring method for the Longjiang River bridge provided in this invention achieves comprehensive capture of structural response signals through array-based layout, identifying the temporal synchronicity characteristics of each sensing unit. This provides fundamental data support for subsequent capture of the overall dynamic coordinated response of the bridge, solving the problem of not being able to obtain overall response characteristics. By combining synchronous response modes with preset typical environmental excitations, the method tracks the relative displacement evolution trajectories between preset key components, obtaining displacement correlation sequences. This achieves the transformation from "single sensor response" to "coordinated displacement between components," compensating for the inability to reflect spatial coordinated deformation behavior. Based on the displacement correlation sequences, the method determines whether there is a mismatch between the response of local components and the overall structure, forming a structural response evaluation result. Therefore, it can accurately locate local anomalies and overall performance degradation, solving the problem of delayed anomaly identification. If the assessment results indicate that there is response mismatch, a safety warning command is triggered simultaneously and a corresponding maintenance strategy is generated based on the target component area where the mismatch occurs and its degree. This solves the problem of delayed anomaly identification caused by the inability of fixed sensor networks to capture the overall dynamic coordinated response of the bridge. It realizes the overall perception and accurate safety warning of the structural health status of the bridge across the Longjiang River, and supports the initiative of bridge maintenance. Attached Figure Description

[0019] Figure 1 This is a flowchart illustrating the bridge health and safety monitoring method for bridges spanning the Longjiang River provided in this embodiment of the invention.

[0020] Figure 2 This is a schematic diagram of the structure of the bridge health and safety monitoring system for the Longjiang River Bridge provided in this embodiment of the invention;

[0021] Figure 3 An embodiment diagram of the electronic device provided in this invention;

[0022] Figure 4 An embodiment diagram of a computer-readable storage medium provided in accordance with the present invention. Detailed Implementation

[0023] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0024] Optionally, see Figure 1 , Figure 1This is a flowchart illustrating the bridge health and safety monitoring method for a bridge spanning the Longjiang River provided by this invention. In this embodiment, the bridge maintenance system is the implementing entity of the bridge health and safety monitoring method for a bridge spanning the Longjiang River, and various types of physical sensor arrays are deployed in the main beam area, bridge tower area, and bearing area of ​​the bridge. Therefore, the bridge health and safety monitoring method for a bridge spanning the Longjiang River includes:

[0025] Step 10: Based on the structural response signals of the bridge under operational loads collected by the physical sensor unit array, identify the response synchronicity characteristics of each sensor unit in the time dimension to obtain the synchronous response mode.

[0026] Optionally, based on the structural response signals of the bridge under operational loads collected by the physical sensor unit array, the synchronicity characteristics of the responses of each sensor unit in the time dimension are identified to obtain a synchronous response mode, as shown in steps 101 to 103. The synchronous response mode characterizes the overall structural coordinated deformation behavior of the bridge; the physical sensor unit array refers to a collection of various types of physical sensor units arranged according to preset rules, used to comprehensively collect structural response signals from different areas of the bridge; operational loads refer to various loads borne by the bridge during normal operation, including vehicle loads, pedestrian loads, and other loads under common operational conditions; structural response signals refer to signals generated by the bridge under operational loads that reflect the stress and deformation state of the structure, including displacement signals and strain signals. Response synchronicity characteristics refer to the changing patterns, phase consistency, and amplitude coordination of the structural response signals collected by each sensor unit within the same time period.

[0027] Optionally, in this embodiment of the invention, multiple types of physical sensing unit arrays are deployed in the main beam area, bridge tower area, and support area of ​​the bridge spanning the Longjiang River. The main beam area refers to the main load-bearing structure area of ​​the bridge that bears operational loads and connects the bridge towers and supports; the bridge tower area refers to the tall structure area of ​​the bridge that supports the main beam, bears the loads transferred by the main beam, and transfers the loads to the foundation; the support area refers to the connecting structure area of ​​the bridge that connects the main beam and the foundation, transfers loads, and allows the main beam to undergo certain displacement deformation. The multiple types of physical sensing units include displacement sensors, strain sensors, etc., and the various sensing units work together to ensure the comprehensiveness and accuracy of the structural response signal acquisition.

[0028] Step 20: Analyze the relative displacement evolution trajectory between the bridge's key components under preset typical environmental excitation based on the synchronous response mode to obtain the displacement correlation sequence.

[0029] Optionally, the bridge maintenance system analyzes the relative displacement evolution trajectory between various preset key components of the bridge under preset typical environmental excitations based on the synchronous response mode, and obtains the displacement correlation sequence, as detailed in steps 201 to 203. Here, the displacement correlation sequence indicates the structural spatial coordination performance between the preset key components; the preset typical environmental excitations refer to various common environmental excitations that the bridge may encounter during its service life, pre-set by the bridge maintenance system, including wind load excitation, temperature change excitation, and minor seismic disturbance excitation; the preset key components refer to the components that play a decisive role in the overall structural stability and safety of the bridge, pre-determined by the bridge maintenance system based on the bridge structural design drawings and stress analysis results, including key sections of the main beam, key segments of the bridge tower, and core components of the supports; the relative displacement evolution trajectory refers to the path and pattern of the relative displacement between the various preset key components over time under the preset typical environmental excitations; and the structural spatial coordination performance refers to the ability of the various preset key components to maintain coordinated cooperation and avoid mutual interference or displacement incoordination during the stress deformation process.

[0030] Step 30: Based on the displacement correlation sequence, determine whether there is a phenomenon of mismatch between the response of local components and the overall structure of the bridge, and obtain the structural response evaluation results.

[0031] Optionally, the bridge maintenance system determines whether there is a mismatch between the response of local components and the overall structure of the bridge based on the displacement correlation sequence, and obtains the structural response assessment result. Here, local components refer to specific single or multiple components in the bridge other than the overall structural frame, including individual parts of preset key components and auxiliary components in non-critical areas; the overall structural response refers to the comprehensive response of the bridge as a whole under operating loads and preset typical environmental excitations, which is centrally reflected by the synchronous response mode obtained in step 10; response mismatch refers to a deviation in the variation law and coordination between the structural response (including displacement, strain, etc.) of local components and the overall structural response, where the deviation value exceeds a preset threshold, resulting in the local components and the overall structure being unable to achieve coordinated deformation and spatial coordination; the structural response assessment result refers to the conclusion obtained by the bridge maintenance system to reflect whether the bridge structural response is normal and whether there is a response mismatch, including two situations: "no response mismatch" and "response mismatch exists." If response mismatch exists, it is also necessary to clarify the target component area where the mismatch occurs and the degree of mismatch.

[0032] Optionally, the specific determination process in this embodiment of the invention is as follows:

[0033] The bridge maintenance system extracts the relative displacement data corresponding to each preset key component in the displacement correlation sequence, as well as the rate of change and magnitude of change of each relative displacement data over time.

[0034] Furthermore, the bridge maintenance system retrieves pre-stored standard displacement correlation parameters. These standard displacement correlation parameters refer to the parameters corresponding to the relative displacement evolution trajectory between various preset key components when the bridge is in normal service condition (i.e., without local component and overall structural response mismatch and with good structural spatial coordination performance). These parameters include the standard relative displacement range, standard change rate range, and standard change amplitude range. These standard parameters are determined by the bridge maintenance system based on bridge design standards, factory inspection data, and historical normal operation data through statistical analysis and simulation calculations, and are matched with the structural type, design load, and service life of the Longjiang River Bridge.

[0035] Furthermore, the bridge maintenance system compares the actual relative displacement data, actual rate of change, and actual magnitude of change in the displacement correlation sequence with the corresponding standard values ​​in the standard displacement correlation parameters, and calculates the deviation between the actual value and the standard value.

[0036] Furthermore, the bridge maintenance system retrieves a pre-set deviation threshold, which is the minimum deviation value that can determine whether a local component and the overall structure have a response mismatch. This deviation threshold is determined by the bridge maintenance system based on the bridge's safety level, structural bearing capacity, and industry standard requirements. If the deviation value corresponding to a certain local component is less than or equal to the preset deviation threshold, it is determined that the local component and the overall structure are in harmony and there is no response mismatch. If the deviation value corresponding to a certain local component is greater than the preset deviation threshold, it is determined that the local component and the overall structure have a response mismatch, and the target component area where the local component is located is recorded.

[0037] Furthermore, the degree of detuning is determined based on the magnitude of the deviation value—a deviation value exceeding the threshold by less than 10% is considered mild detuning; a deviation value exceeding the threshold by 10%-30% is considered moderate detuning; and a deviation value exceeding the threshold by more than 30% is considered severe detuning.

[0038] Step 40: If the structural response assessment result indicates that there is response mistuning, a safety warning instruction is triggered based on the target component area where the mistuning occurs and the degree of mistuning, and a structural maintenance strategy for the target component area is generated.

[0039] Optionally, the bridge maintenance system judges the structural response assessment results. If the structural response assessment results indicate that there is response detuning, a safety warning instruction is triggered based on the target component area where the detuning occurs and the degree of detuning, and a structural maintenance strategy for the target component area is generated. If the structural response assessment results indicate that there is no response detuning, the bridge maintenance system continuously monitors the structural response signals collected by the physical sensor array and repeats the process from step 10 to step 30 to achieve normalized assessment of the bridge structural response.

[0040] Among them, the safety warning instruction refers to the instruction issued by the bridge maintenance system to remind relevant personnel to pay attention to the safety of the bridge structure and to promptly address and respond to detuning issues. This instruction must clearly include the target component area, the degree of detuning, and the warning level, with the warning level corresponding one-to-one with the degree of detuning: mild detuning corresponds to a level three warning, moderate detuning corresponds to a level two warning, and severe detuning corresponds to a level one warning. The higher the warning level, the greater the potential safety hazard to the bridge structure and the higher the urgency required to address it. The triggering methods for the safety warning instruction include displaying the warning information on the monitoring terminal of the bridge maintenance system, sending warning text messages to the mobile terminals of relevant personnel, and activating the warning indicator lights and voice broadcasting devices at the bridge site.

[0041] Optionally, the structural maintenance strategy of this invention refers to a specific maintenance plan formulated by the bridge maintenance system based on the degree of detuning of the target component area, component type, and service status. This plan aims to eliminate response detuning, restore the coordinated response capability of the component and the overall structure, and ensure the safety of the bridge structure. The plan must be operable and targeted, clearly defining the maintenance process, maintenance materials, maintenance standards, and maintenance cycle to ensure that the maintenance work can effectively solve the response detuning problem. The target component area refers to the specific area where the local component with response detuning is determined in step 30 is located. It must be clearly defined down to the specific location of the component (such as the key section of the three spans on the left side of the main beam, the second segment of the tower column under the bridge tower, etc.). The degree of detuning refers to the mild, moderate, and severe detuning determined in step 30. Different degrees of detuning correspond to different maintenance strategy intensities and maintenance cycles. The higher the degree of detuning, the stricter the maintenance measures and the shorter the maintenance cycle.

[0042] Optionally, the specific implementation process of this embodiment of the invention is as follows: First, the bridge maintenance system extracts the target component area and detuning degree information from the structural response assessment results, determines the corresponding warning level according to the detuning degree, generates a safety warning instruction containing the target component area, detuning degree, and warning level, and triggers the instruction according to a preset triggering method; Second, the bridge maintenance system retrieves the component information corresponding to the target component area (including component type, structural dimensions, material, service life, historical maintenance records, design parameters, etc.), and formulates a targeted structural maintenance strategy based on the detuning degree: For mild detuning, the maintenance strategy mainly involves daily inspections and minor adjustments, including increasing the inspection frequency of the target component area (from the usual once a month to twice a month), tightening the component connection parts, and removing debris and corrosion layers from the component surface. The maintenance cycle is one month. After maintenance is completed, the structural response signal of the target component needs to be re-collected to determine whether the detuning has been eliminated; For moderate detuning, the maintenance strategy mainly involves local repairs and performance reinforcement, including strengthening the target component's load-bearing capacity. For damaged areas, repairs, replacement of aging parts, and reinforcement of components (such as applying reinforcement materials and adding supporting structures) are carried out. The maintenance period is 15 days. During the maintenance process, the status of the target components must be monitored in real time. After the maintenance is completed, a comprehensive inspection is carried out to ensure that the detuning is eliminated. For severe detuning, the maintenance strategy focuses on emergency treatment and comprehensive inspection, including immediately limiting the bridge's operating load (such as prohibiting heavy vehicles from passing), suspending the operation of some areas of the bridge, carrying out a comprehensive disassembly and inspection of the target components, and replacing severely damaged components. The maintenance period is 7 days. After the maintenance is completed, load tests and structural response tests are carried out to confirm that the target components and the overall structure respond in harmony before the bridge can resume normal operation. Finally, the bridge maintenance system stores the generated structural maintenance strategy in the system database and pushes it to the terminal devices of relevant maintenance personnel to guide them in carrying out maintenance work. After the maintenance work is completed, the staff enters the maintenance record into the bridge maintenance system, and the system updates the service status and maintenance information of the target component area for continuous follow-up monitoring and evaluation.

[0043] Example 1 (Mild Detuning): The structural response assessment results show that a certain bearing component in the bearing area of ​​the Longjiang River Bridge has mild response detuning. The target component area is bearing No. 2 on the north side of the bearing area. The degree of detuning is mild, and the corresponding warning level is level three.

[0044] The bridge maintenance system triggered a Level 3 safety warning: the monitoring terminal displayed the warning message "There is a slight response mistunting in bearing No. 2 on the north side of the bearing area, warning level 3, please handle it in time", sent a corresponding warning text message to the maintenance staff, and the Level 3 warning indicator light in the bearing area of ​​the bridge site lit up.

[0045] The targeted structural maintenance strategy is as follows: 1. Maintenance process: First, conduct a comprehensive inspection of the No. 2 support on the north side to check for loose connections, surface corrosion, and debris accumulation. Then, tighten and clean the supports, and finally test the response signal. 2. Maintenance materials: Fastening bolts, rust remover, and cleaning tools. 3. Maintenance standards: The support connections are free of looseness, corrosion, and debris. The tightening bolt torque meets the design standard. 4. Maintenance cycle: 1 month, with 2 inspections per month. Within 3 days of maintenance completion, the structural response signal of the support will be collected to determine if the detuning has been eliminated. After maintenance personnel complete the maintenance according to this strategy, the maintenance record will be entered into the system, and the system will update the service status of the support for continuous monitoring.

[0046] Example 2 (Moderate Detuning): The structural response assessment results show that a certain segment of the bridge tower area of ​​the Longjiang River Bridge has moderate response detuning. The target component area is the third segment of the upper tower column of the bridge tower. The degree of detuning is moderate, and the corresponding warning level is level two.

[0047] The bridge maintenance system triggered a Level 2 safety warning: the monitoring terminal displayed the corresponding warning information, sent a warning text message to the staff, the Level 2 warning indicator light on site lit up and started a voice broadcast: "There is a moderate response detuning in the third segment of the tower column on the bridge tower. Please pay attention to safety."

[0048] The maintenance strategy for generated structures is as follows:

[0049] 1. Maintenance Process: Conduct a comprehensive inspection of the third segment of the bridge tower column to determine the damaged areas and extent of damage. Repair the damaged areas and reinforce the segment with carbon fiber cloth. Finally, conduct strain and displacement signal detection. 2. Maintenance Materials: Repair mortar, carbon fiber cloth, adhesive, and testing tools. 3. Maintenance Standards: Damaged areas should be repaired smoothly without cracks. The carbon fiber cloth should be firmly bonded without voids. After reinforcement, the strain and displacement response of the segment should be coordinated with the overall structure, with deviation values ​​less than or equal to the preset deviation threshold. 4. Maintenance Cycle: 15 days. During the maintenance process, monitor the structural status of the segment daily. After maintenance, conduct a comprehensive inspection. Once the detuning is confirmed to be eliminated, restore the normal monitoring frequency.

[0050] Example 3 (Severe Detuning): The structural response assessment results show that a key section in the main beam area of ​​the Longjiang River Bridge has severe response detuning. The target component area is the key section of the left side of the main beam, span 5, with a severe degree of detuning and a corresponding warning level of Level 1.

[0051] The bridge maintenance system triggered a Level 1 safety warning: the monitoring terminal popped up an emergency warning window and sent an emergency warning text message to all relevant personnel (including maintenance personnel, management personnel, and traffic control personnel). The Level 1 warning indicator light on site continued to flash and repeatedly broadcast "There is severe response detuning at the critical section of the 5 spans on the left side of the main beam. Heavy vehicles are prohibited from passing. Please carry out maintenance immediately." At the same time, the traffic control system was linked to set up warning signs at the bridge entrance to prohibit heavy vehicles (total mass exceeding 50 tons) from passing.

[0052] The maintenance strategy for generated structures is as follows:

[0053] 1. Maintenance Process: Immediately suspend non-essential traffic in the five spans on the left side of the main beam, conduct a comprehensive disassembly and inspection of this critical section, replace severely damaged steel bars and concrete components, perform overall reinforcement of the section, and conduct load tests and comprehensive structural response tests after maintenance. 2. Maintenance Materials: High-strength steel bars, high-performance concrete, reinforcing steel sections, and testing equipment. 3. Maintenance Standards: Replaced components must meet design parameters; the reinforced section's load-bearing capacity must meet design requirements; the displacement and strain response of this section must be fully coordinated with the overall structure, with deviations less than or equal to preset deviation thresholds; and load test results must comply with industry standards. 4. Maintenance Period: 7 days. During maintenance, the structural status of this area will be monitored 24 hours a day. After maintenance, continuous inspection for 3 days will be conducted. Once no abnormalities are confirmed, traffic control and Level 1 warning will be lifted, and normal bridge operation will resume. Subsequent inspections of this section will be adjusted to once a week.

[0054] The embodiments of the present invention solve the problem of delayed anomaly identification caused by the inability of fixed sensor networks to capture the overall dynamic coordinated response of the bridge, realize the overall perception and accurate safety early warning of the structural health status of the bridge across the Longjiang River, and support the initiative of bridge maintenance.

[0055] Optionally, the processes of steps 101 to 103 include:

[0056] Step 101: Extract the set of peak response times from the response signals of each physical sensing unit based on the time series waveforms of the structural response signals of any two adjacent physical sensing units in the time dimension, and obtain the peak response time sequence corresponding to each physical sensing unit.

[0057] Optionally, any two adjacent physical sensing units refer to two physical sensing units that are spatially adjacent and without any other sensing units separating them in the layout of the physical sensing unit array. The adjacency relationship is predefined according to the preset layout drawing. The time-series waveform of the structural response signal in the time dimension refers to the continuous waveform curve formed by a single physical sensing unit continuously acquiring the bridge structural response signal within a preset acquisition time period and arranging the acquired signals in chronological order of acquisition time. This waveform curve can intuitively reflect the changing trend of the structural response signal over time, including the rising phase, falling phase, peak point, and trough point of the signal. The peak response time refers to the specific moment in the time-series waveform of the structural response signal when the amplitude of the response signal reaches the preset peak standard.

[0058] The preset peak value standard refers to the threshold value set in advance to determine the peak value of the signal. It is determined based on the normal fluctuation range of the structural response signal, the acquisition accuracy of the sensing unit, and the bridge design standards. This ensures accurate identification of meaningful response peak values ​​and eliminates false peak values ​​caused by minor fluctuations. The peak response time set refers to the set of all peak response times that meet the preset peak value standard within the acquisition time period of a single physical sensing unit. The times in the set are arranged in chronological order of acquisition time, without any disorder. The peak response time sequence refers to the continuous sequence of times formed by organizing and sorting the times in the peak response time set in chronological order. This sequence reflects the chronological order of peak response events for a single physical sensing unit over time.

[0059] Optionally, the specific process of this embodiment of the invention is as follows: The bridge maintenance system retrieves the deployment location information of all physical sensing units in the physical sensing unit array, clarifies the correspondence between any two adjacent physical sensing units, and forms a pairing list of adjacent sensing units to ensure that all adjacent pairings are covered. The bridge maintenance system controls the physical sensing unit array to continuously collect the structural response signals of the Longjiang River Bridge under operational loads, and simultaneously records the acquisition time corresponding to each structural response signal collected by each physical sensing unit, forming an independent structural response signal time series waveform for each physical sensing unit. The acquisition time is accurate to the millisecond level to ensure the accuracy of the time dimension. The bridge maintenance system preprocesses the time series waveform of each physical sensing unit, removing abnormal interference signals from the waveform. Abnormal interference signals refer to signals that do not conform to the normal response pattern due to sensing unit failure or sudden external interference (such as lightning or electromagnetic interference). The removal method is to compare the normal signal waveform of the sensing unit in adjacent time periods and delete signal segments with deviations exceeding a preset interference threshold to ensure the authenticity and validity of the waveform. The bridge maintenance system retrieves the preset peak standard and scans the preprocessed time series waveform of each physical sensing unit one by one. It identifies all points in the waveform where the amplitude reaches the preset peak standard, records the specific acquisition time corresponding to each peak point, and forms the peak response time set of the physical sensing unit.

[0060] Step 102: Based on the distribution characteristics of the time interval between adjacent peak response times in the peak response time sequence corresponding to each physical sensing unit, calculate the temporal regularity index of the response events occurring within each physical sensing unit, and obtain the temporal regularity characterization of each physical sensing unit.

[0061] Optionally, the time interval between adjacent peak response moments refers to the time difference between any two consecutive peak response moments in the peak response moment sequence of a single physical sensing unit, that is, the time length obtained by subtracting the previous peak response moment from the subsequent peak response moment. This time interval can reflect the time distance between the occurrence of two adjacent peak response events.

[0062] The time interval distribution characteristic refers to the overall distribution of time intervals between all adjacent peak response times in the peak response time sequence of a single physical sensing unit, including the magnitude of the time intervals, the degree of concentration of the distribution, the degree of dispersion, and whether there is a fixed pattern.

[0063] The internal response event of a physical sensing unit refers to the structural response event that a single physical sensing unit collects and reaches a preset peak standard, i.e., the structural response state corresponding to the peak response moment.

[0064] The time regularity index refers to the specific parameters used to quantitatively characterize the time regularity of response events within a single physical sensing unit. This index can reflect the stability and periodicity of the response events. It has no fixed numerical range and varies with the deployment location of the sensing unit and the response state of the bridge structure.

[0065] Temporal regularity characterization refers to a comprehensive characterization that takes temporal regularity indicators as the core and combines the characteristics of time interval distribution to fully reflect the temporal regularity of response events within a single physical sensing unit. This characterization can intuitively demonstrate the stability and regularity of the response of a single sensing unit in the time dimension.

[0066] Optionally, the specific process of this embodiment of the invention is as follows:

[0067] The bridge maintenance system processes each peak response time sequence one by one. If the peak response time sequence of a certain physical sensing unit contains less than 2 peak response times, the data collected by that sensing unit is determined to be invalid, and the re-acquisition process of that sensing unit is started until a valid sequence (with no less than 2 peak response times) is obtained, to ensure the validity of subsequent calculations.

[0068] Furthermore, for each effective peak response time sequence, the bridge maintenance system sequentially calculates the time interval between any two consecutive peak response times in the sequence. That is, starting from the first time of the sequence, the system subtracts the previous time from the next time to obtain the time interval of all adjacent times, thus forming the time interval set of the physical sensing unit.

[0069] Furthermore, the bridge maintenance system analyzes the distribution characteristics of this time interval set, specifically including the average, maximum, minimum, and deviation values ​​of all time intervals in the statistical time interval set. The average value is the sum of all time intervals divided by the number of time intervals, reflecting the overall average level of the time intervals. The maximum value is the time interval with the largest value in the set, reflecting the longest time interval between adjacent peak response events. The minimum value is the time interval with the smallest value in the set, reflecting the shortest time interval between adjacent peak response events. The deviation value is the average of the absolute values ​​of the differences between each time interval and the average value, reflecting the dispersion of the time intervals. The smaller the deviation value, the more concentrated the time interval distribution and the more obvious the temporal pattern of the response events.

[0070] Furthermore, based on the statistical results of the above-mentioned time interval distribution characteristics, the bridge maintenance system calculates the time regularity index. The calculation method in this embodiment of the invention is as follows: the average value is divided by the deviation value, and the result is the time regularity index. This calculation method can comprehensively reflect the concentration and dispersion of the time interval. The larger the value of the time regularity index, the more obvious the time regularity of the response event within a single physical sensing unit and the stronger the stability.

[0071] Furthermore, the bridge maintenance system integrates the statistical results (average, maximum, minimum, and deviation values) of the time regularity indicators and time interval distribution characteristics of each physical sensing unit to form a time regularity representation of that physical sensing unit.

[0072] Step 103: Determine the synchronization response mode based on the temporal regularity characteristics of each of the two physical sensing units and their corresponding peak response time sequences.

[0073] Optionally, the bridge maintenance system determines the synchronous response mode based on the temporal regularity representation of each of any two physical sensing units and their corresponding peak response time sequence, as in steps 1031 to 1034.

[0074] The embodiments of the present invention achieve comprehensive and accurate capture of the time-dimensional response characteristics of each sensing unit, effectively explore the synchronous correlation of responses between various sensing units, realize the overall perception of the structural health status of the bridge across the Longjiang River, and support the initiative of bridge maintenance.

[0075] Optionally, the process of steps 1031 to 1034 includes:

[0076] Step 1031: Based on the temporal regularity representation of each of any two physical sensing units and their corresponding peak response time sequences, the peak response times of the two units are aligned and matched one by one to obtain a set of response event alignment relationships between the pairs of physical sensing units.

[0077] Optionally, one-to-one alignment and matching refers to the process of selecting the peak response time sequences of two physical sensing units in chronological order, one by one, the peak response time of one sensing unit, and searching for peak response times that meet preset matching conditions in the peak response time sequence of the other sensing unit, thus establishing a correspondence between the two. A response event refers to the structural response state acquired by a single physical sensing unit that reaches a preset peak standard; each peak response time corresponds to one response event. The response event alignment relationship refers to the correspondence between two physical sensing units for peak response times (i.e., corresponding response events) that meet preset matching conditions. This relationship clearly indicates the specific values ​​and correspondence of the mutually matching peak response times in the two sensing units.

[0078] Optionally, the specific process of this embodiment of the invention is as follows: The bridge maintenance system retrieves the identification information and deployment location information of all physical sensor units in the physical sensor unit array, and generates all non-repeating physical sensor unit pairs according to the preset pairing rules. The preset pairing rules are to select one from all physical sensor units in sequence as the reference sensor unit, and then select all sensor units that have not been paired with the reference sensor unit as paired sensor units to form physical sensor unit pairs, until all sensor units have completed pairing with other sensor units to form a list of physical sensor unit pairs.

[0079] Furthermore, the bridge maintenance system selects one physical sensor unit pair from the list of physical sensor unit pairs one by one, and retrieves the peak response time sequence and time regularity characterization of each of the two physical sensor units in the pair.

[0080] Furthermore, the bridge maintenance system determines preset matching conditions. These conditions are based on the temporal regularity representations of two physical sensing units. Specifically, the time difference between two peak response moments does not exceed a preset time deviation threshold, and the time interval distribution characteristics of the response events corresponding to the two peak response moments have a matching degree not lower than a preset matching degree threshold. The preset time deviation threshold is the maximum time difference pre-set for determining whether two peak response moments can be matched, determined based on the sensor unit's acquisition accuracy and the propagation speed of the bridge structure's response. The preset matching degree threshold is the minimum standard for determining the temporal regularity matching of two response events, determined based on the deviation range of the temporal regularity index, ensuring that matched response events have the same temporal regularity background.

[0081] Furthermore, the bridge maintenance system performs one-by-one alignment and matching of the two peak response time sequences of the physical sensing unit pair. Taking the peak response time sequence of one of the sensing units as the reference sequence, starting from the first peak response time of the reference sequence, each peak response time is extracted one by one. In the peak response time sequence of the other sensing unit, all peak response times whose time difference with the peak response time does not exceed the preset time deviation threshold and whose time pattern matching degree is not lower than the preset matching degree threshold are found.

[0082] If a unique peak response moment that meets the criteria is found, an alignment relationship is established between the two. If multiple peak response moments that meet the criteria are found, the peak response moment with the smallest time difference and the highest time pattern matching degree is selected based on the temporal regularity characteristics of the two sensing units to establish an alignment relationship. If no peak response moment that meets the criteria is found, it is determined that there is no matching object for that peak response moment in the reference sequence, and no alignment relationship is established. The above process is repeated until all peak response moments in the reference sequence are matched. After that, the reference sequence and the paired sequence of the two sensing units are swapped, and the above matching process is repeated to supplement the unmatched alignment relationships and ensure the comprehensiveness of the alignment matching.

[0083] Furthermore, the bridge maintenance system organizes all the established response event alignment relationships in the physical sensor unit pair and arranges them in chronological order of the matching time to form a set of response event alignment relationships between the physical sensor unit pairs.

[0084] Step 1032: Based on the time deviation of each alignment event in the set of response event alignment relationships between physical sensing unit pairs, statistically analyze the time deviation distribution characteristics of all alignment events to obtain the response synchronization deviation measure between physical sensing unit pairs.

[0085] Optionally, time deviation refers to the time difference between the peak response times of two physical sensing units in an alignment event. It is obtained by subtracting the previous peak response time from the later peak response time. If the difference is positive, it indicates that the latter response event is later than the former; if the difference is negative, it indicates that the latter response event is earlier than the former; if the difference is zero, it indicates that the two response events occur synchronously. Time deviation distribution characteristics refer to the overall distribution of time deviations of all alignment events in the set of response event alignment relationships of a pair of physical sensing units, including the average, maximum, minimum, deviation, and distribution concentration of time deviations. Response synchronization deviation metric refers to a comprehensive index used to quantify the degree of synchronization of response events of two physical sensing units in a pair of physical sensing units. It is calculated based on the statistical results of time deviation distribution characteristics and can intuitively reflect the level of response synchronization of the two sensing units in the time dimension. The smaller the value, the stronger the response synchronization of the two sensing units; the larger the value, the weaker the synchronization.

[0086] Optionally, the specific process of this embodiment of the invention is as follows: The bridge maintenance system selects an alignment relationship set of physical sensing unit pairs one by one. For each alignment event in the alignment relationship set, the peak response time corresponding to the two physical sensing units in the alignment event is extracted, the time difference between the two times is calculated, the time deviation of the alignment event is obtained, and the positive and negative attributes (positive value, negative value, zero) of the time deviation are recorded to ensure the integrity of the time deviation data.

[0087] Furthermore, the bridge maintenance system performs statistical analysis on the time deviations of all alignment events for this physical sensing unit pair to obtain the time deviation distribution characteristics. Specific statistical content includes:

[0088] First, calculate the average value of all time deviations, that is, the sum of all time deviations divided by the number of alignment events, which reflects the overall average level of the physical sensing unit in response to synchronization deviations.

[0089] Second, the maximum and minimum values ​​among all time deviations are selected to reflect extreme cases of synchronization deviation;

[0090] Third, calculate the deviation value of all time deviations, that is, the average of the absolute values ​​of the differences between each time deviation and the average value, which reflects the dispersion of the time deviation. The smaller the deviation value, the more concentrated the distribution of time deviations, and the more stable the response synchronization of the two sensing units.

[0091] Fourth, the number and proportion of aligned events whose time deviation falls within the preset deviation range are statistically analyzed. The preset deviation range is divided based on a preset time deviation threshold and is used to reflect the concentration of the time deviation distribution.

[0092] Furthermore, based on the statistical results of the aforementioned time deviation distribution characteristics, the bridge maintenance system calculates the response synchronization deviation metric of the physical sensing unit pair. The calculation method is as follows: the sum of the average time deviation and the deviation value is divided by the number of alignment events, and the result is the response synchronization deviation metric.

[0093] Step 1033: Based on the response synchronization deviation metric between all physical sensing unit pairs in the bridge structure, construct a topological relationship diagram of the synchronization deviation between each pair of physical sensing units within the entire bridge range to obtain the synchronization association network of physical sensing units.

[0094] Optionally, the synchronization deviation topology diagram refers to a topological graph constructed using physical sensing units as nodes and the response synchronization deviation metric between pairs of physical sensing units as the weight of the connections between nodes. This graph visually reflects the pairwise synchronization deviation relationships between all physical sensing units within the entire bridge. A node is a graphical unit representing a single physical sensing unit in the topology diagram, and each node is labeled with its corresponding physical sensing unit identifier and deployment location information. A connection between nodes is a line segment connecting two nodes (i.e., two physical sensing units). The weight of the line segment is the response synchronization deviation metric of the sensing unit pair composed of the two physical sensing units, and the weight value is marked on the line segment. The physical sensing unit synchronization association network refers to a network system formed based on the synchronization deviation topology diagram, integrating all nodes, connections between nodes, and weight information. This network comprehensively and systematically reflects the pairwise synchronization association relationships between all physical sensing units in the entire bridge. It not only includes synchronization deviation data between all pairs of sensing units but also visually reflects the synchronization association strength between sensing units, providing visual and systematic data support for subsequently determining the synchronization response mode.

[0095] Optionally, the specific process of this embodiment of the invention is as follows: The bridge maintenance system determines the construction rules for the synchronization deviation topology diagram, and the construction rules include:

[0096] First, each physical sensing unit is treated as an independent node, and the node is positioned according to the actual location of the physical sensing unit on the bridge structure to ensure that the topology diagram is consistent with the actual location of the sensing units on the bridge structure.

[0097] Second, the response synchronization deviation of any two physical sensing units forming a pair of sensing units is used as the connection weight connecting the corresponding nodes of these two physical sensing units.

[0098] Third, for sensor unit pairs with zero response synchronization deviation, the connection between nodes is marked with a "synchronization" label to facilitate quick identification of fully synchronized sensor unit pairs.

[0099] Fourth, the physical sensing unit identifier and deployment area (main beam area, bridge tower area, support area) corresponding to the node are marked, and the response synchronization deviation measurement value corresponding to the connection between nodes is marked.

[0100] Furthermore, the bridge maintenance system, following the aforementioned construction rules, draws the nodes corresponding to each physical sensing unit one by one, then draws the connections between each physical sensing unit and its corresponding nodes one by one, and labels the corresponding response synchronization deviation metric weights.

[0101] Furthermore, the bridge maintenance system verifies the completed synchronization deviation topology diagram. The verification includes: the number of nodes is consistent with the total number of sensor units in the physical sensor unit array; the node deployment location is consistent with the actual deployment location; the number of connections between nodes is consistent with the total number of physical sensor unit pairs; and the connection weight is consistent with the response synchronization deviation metric. After verification, all node, connection, and weight information are integrated to form a physical sensor unit synchronization association network.

[0102] Step 1034: Based on the aggregation trend of the synchronization deviation measurement between each physical sensing unit and its neighboring physical sensing units in the physical sensing unit synchronization association network, determine the synchronization response mode.

[0103] Optionally, the aggregation trend includes characteristics such as the concentration range, average distribution, and dispersion of the synchronization deviation metric. The bridge maintenance system determines the synchronization response mode based on the aggregation trend of the synchronization deviation metric between each physical sensor unit and its neighboring physical sensor units in the synchronization association network of physical sensor units, as described in steps 10341 to 10343.

[0104] The embodiments of the present invention accurately mine the synchronous correlation characteristics of each sensing unit in the physical sensing unit array, realize the overall perception and accurate safety early warning of the structural health status of the bridge across the Longjiang River, and support the initiative of bridge maintenance.

[0105] Optionally, the processes of steps 10341 to 10343 include:

[0106] Step 10341: Based on the aggregation trend of the synchronization deviation measurement between each physical sensing unit and its neighboring physical sensing units in the physical sensing unit synchronization association network, identify the physical sensing unit regions where the synchronization deviation is greater than the average level of the local neighborhood, and obtain a set of potential synchronization anomaly regions.

[0107] Optionally, the local neighborhood average level refers to the average value of the synchronization deviation measurement between all neighboring physical sensing units of a single physical sensing unit. This average value can reflect the overall average state of the synchronization deviation between sensing units in the local area where the physical sensing unit is located, and serve as a benchmark for determining whether the synchronization deviation of a single sensing unit is abnormal.

[0108] A synchronization deviation greater than the average level of the local neighborhood refers to a synchronization deviation measurement between a single physical sensing unit and its neighboring physical sensing units that exceeds the average level of its corresponding local neighborhood and reaches a preset deviation threshold. The preset deviation threshold is a pre-set critical value used to determine whether the synchronization deviation deviates from the local average level. It is determined based on the normal discrete range of the synchronization deviation measurement, the stability requirements of the bridge structure response, and the acquisition accuracy of the sensing unit, ensuring that synchronization deviations with abnormal characteristics can be accurately identified and misjudgments caused by normal fluctuations can be eliminated. The physical sensing unit region refers to a region composed of multiple spatially adjacent physical sensing units with similar synchronization deviation characteristics. This region matches the actual zoning of the bridge structure (main beam region, bridge tower region, and support region) to ensure the rationality and relevance of the region division.

[0109] A potential synchronization anomaly region refers to a region containing at least one physical sensing unit whose synchronization deviation is greater than the average level of the local neighborhood, and whose synchronization deviation characteristics are generally different from those of the surrounding normal regions. This region is only a preliminarily identified region that may have synchronization anomalies, and is not a finally confirmed anomaly region. The potential synchronization anomaly region set refers to the set of all potential synchronization anomaly regions initially identified by the bridge maintenance system. Each potential synchronization anomaly region in the set is marked with its corresponding region range, the identification of the physical sensing unit it contains, and the synchronization deviation anomaly data.

[0110] Optionally, the specific process of this embodiment of the invention is as follows: The bridge maintenance system retrieves the physical sensor unit synchronization association network, extracts the identification information, deployment location information, and synchronization deviation measurement between each physical sensor unit and all its neighboring physical sensor units.

[0111] Furthermore, the bridge maintenance system processes each physical sensing unit one by one and calculates the local neighborhood average level corresponding to the physical sensing unit. Optionally, the calculation method of this embodiment is as follows: extract all synchronization deviation metrics between the physical sensing unit and all its neighboring physical sensing units, divide the sum of these synchronization deviation metrics by the number of neighboring physical sensing units, and the result is the local neighborhood average level of the physical sensing unit.

[0112] Furthermore, the bridge maintenance system retrieves a preset deviation threshold and compares the synchronization deviation metric between the physical sensing unit and each of its neighboring physical sensing units with the average level of the local neighborhood of the physical sensing unit. It calculates the deviation value of each synchronization deviation metric from the average level of the local neighborhood. If the deviation value of a certain synchronization deviation metric is greater than the preset deviation threshold, it determines that there is an abnormal synchronization deviation in the neighboring pair corresponding to that synchronization deviation metric, and marks the physical sensing unit as a potentially abnormal sensing unit.

[0113] Furthermore, the bridge maintenance system integrates all marked potential anomaly sensing units into regions. According to the principle of spatial adjacency, potential anomaly sensing units that are spatially adjacent and have similar synchronous deviation anomaly characteristics (deviation values ​​are at the same order of magnitude and anomaly types) are integrated into a physical sensing unit region to form a potential synchronous anomaly region. If a single potential anomaly sensing unit is not adjacent to any other potential anomaly sensing unit, then that single potential anomaly sensing unit is treated as a separate potential synchronous anomaly region. Each potential synchronous anomaly region corresponds to an actual structural partition of the bridge.

[0114] Furthermore, the bridge maintenance system verifies each initially formed potential synchronization anomaly area. The verification includes: all physical sensing units contained in the area are potential anomaly sensing units; the physical sensing units in the area are spatially adjacent; the area range matches the actual structural zoning of the bridge. After verification, the system marks the area range, the physical sensing unit identifiers contained in each potential synchronization anomaly area, the synchronization deviation anomaly data of each potential anomaly sensing unit, the average level of the local neighborhood, and the deviation value.

[0115] Furthermore, the bridge maintenance system compiles and summarizes all the potentially synchronized anomaly regions that have passed the verification, forming a set of potentially synchronized anomaly regions.

[0116] Step 10342: Based on the degree of difference in synchronization deviation between the physical sensing units contained in each region of the potential synchronization anomaly region set and the surrounding physical sensing units, and combined with the geometric layout of the bridge structure and the force transmission path, determine whether each potential synchronization anomaly region constitutes a local interruption of the overall coordinated deformation behavior, and obtain the local coordinated continuity judgment result.

[0117] Optionally, the surrounding physical sensing units refer to all neighboring physical sensing units within the potential synchronization anomaly area, including neighboring physical sensing units within and outside the potential synchronization anomaly area, ensuring a comprehensive reflection of the synchronization correlation characteristics between the potential synchronization anomaly area and the surrounding area. The synchronization deviation metric refers to the synchronization deviation metric between a physical sensing unit within the potential synchronization anomaly area and its surrounding physical sensing units, and the difference between this metric and the average level of the corresponding local neighborhood of the surrounding physical sensing units. This metric is used to quantify the synchronization difference between the potential synchronization anomaly area and the surrounding normal area; the greater the difference, the weaker the synchronization between this area and the surrounding area. The bridge structural geometric layout refers to the overall structural dimensions of the bridge across the Longjiang River, the spatial arrangement of various components, the layout of the physical sensing unit array, and the correspondence between the physical sensing unit array and the bridge components. This information is pre-stored by the bridge maintenance system and determined based on bridge design drawings and actual construction records.

[0118] The force transmission path refers to the path through which loads are transferred from the point of application to the bridge foundation under operational loads. This includes the force transmission paths of the main girder, bridge towers, and supports. This path is determined based on bridge structural design principles and stress analysis results, and reflects the stress coordination relationship between various bridge components. Overall coordinated deformation behavior refers to the synchronous deformation and coordinated operation of all components and areas of the bridge under operational loads. This behavior is centrally characterized by synchronous response patterns. Local interruption refers to a disconnect between the synchronous response characteristics of physical sensing units within a potentially synchronously abnormal region and the overall coordinated deformation behavior of the bridge. The synchronous deformation pattern in this region is completely different from the surrounding region and cannot form coordinated deformation with the surrounding region, resulting in the disruption of the coordination between the local area of ​​the bridge and the overall structure. The local coordination continuity judgment result refers to the conclusion obtained by the bridge maintenance system after judging each potential synchronous anomaly area whether the area constitutes a local interruption of the overall coordinated deformation behavior. Each potential synchronous anomaly area corresponds to a judgment result, which is divided into two types: "constituting a local interruption" and "not constituting a local interruption". If it constitutes a local interruption, the degree of interruption needs to be marked; if it does not constitute a local interruption, the reason for the synchronous deviation anomaly in the area needs to be explained (such as normal fluctuations or slight local disturbances). The judgment results of all potential synchronous anomaly areas are summarized to form a complete local coordination continuity judgment result.

[0119] Optionally, the specific process of this embodiment of the invention is as follows: the bridge maintenance system retrieves a set of potential synchronization anomaly regions, processes each potential synchronization anomaly region one by one, and extracts the region range, the physical sensing unit identifier contained therein, and the synchronization deviation anomaly data of the potential synchronization anomaly region.

[0120] Furthermore, the bridge maintenance system calculates the degree of difference in synchronization deviation between each physical sensing unit and each of its surrounding physical sensing units within the potential synchronization anomaly area. The calculation method is as follows: subtract the local neighborhood average level of the corresponding surrounding physical sensing unit from the synchronization deviation metric to obtain the difference value, and then divide the absolute value of the difference value by the local neighborhood average level of the corresponding surrounding physical sensing unit to obtain the percentage of difference. The larger the percentage of difference, the more obvious the difference.

[0121] Furthermore, by retrieving information on the bridge structure's geometric layout and force transmission path, the location of the potential synchronous anomaly area within the bridge structure, the corresponding bridge components, and the role of this area in the force transmission path are analyzed to determine the degree of influence of the coordinated deformation of this area on the overall coordinated deformation behavior of the bridge. If the area is located on the critical force transmission path of the bridge and corresponds to a core bridge component (such as a key section of the main beam or a core segment of the bridge tower), then the synchronous anomaly in this area has a significant impact on the overall coordinated deformation; otherwise, the impact is relatively small.

[0122] Furthermore, the bridge maintenance system formulates judgment rules based on the degree of difference in synchronization deviation measurement and the analysis results of the bridge structure's geometric layout and force transmission path. The judgment rules are as follows: if more than 50% of the physical sensing units in a potential synchronization anomaly area have a synchronization deviation measurement difference percentage greater than a preset difference threshold with more than 50% of their surrounding physical sensing units, and the area is located on the bridge's critical force transmission path and corresponds to a core component, then the potential synchronization anomaly area is determined to constitute a local interruption of the overall coordinated deformation behavior; if less than 50% of the physical sensing units in a potential synchronization anomaly area have a synchronization deviation measurement difference percentage greater than a preset difference threshold with less than 50% of their surrounding physical sensing units, or if the area is not located on the bridge's critical force transmission path and does not correspond to a core component, then the potential synchronization anomaly area is determined not to constitute a local interruption of the overall coordinated deformation behavior. Here, the preset difference threshold refers to a pre-set critical value used to determine whether the degree of difference in synchronization deviation measurement is significant, determined based on the bridge structure's coordinated deformation requirements and industry standards.

[0123] Furthermore, the bridge maintenance system judges each potential synchronization anomaly area one by one according to the above judgment rules, records the judgment result of each potential synchronization anomaly area, and if a local interruption is constituted, the degree of interruption is marked (mild, moderate, severe, based on the percentage of difference); if a local interruption is not constituted, the cause of the anomaly is explained, and all judgment results are summarized to form a local coordination continuity judgment result.

[0124] Step 10343: Based on the consistency characteristics of the synchronization deviation measurement of the physical sensing unit region that maintains the coordination continuity in the local coordination continuity judgment result, analyze the response synchronization evolution law of the full-bridge physical sensing unit in the time dimension to obtain the synchronization response mode.

[0125] Optionally, the physical sensing unit region that maintains cooperative continuity refers to the potential synchronization anomaly region that is determined to "not constitute a local interruption" in the local cooperative continuity judgment result, as well as the physical sensing unit region with normal synchronization deviation that is not identified as a potential synchronization anomaly region. The physical sensing units in these regions can form cooperative deformation with the surrounding regions and maintain consistency with the overall cooperative deformation behavior of the bridge.

[0126] Synchronization deviation measurement consistency characteristics refer to the overall consistency of synchronization deviation measurement among physical sensing units within a region of physical sensing units that maintain coordinated continuity. This includes characteristics such as the concentration range, average value, and dispersion of synchronization deviation measurement. The stronger the consistency, the more coordinated the synchronization response of the sensing units within that region.

[0127] The synchronous evolution law of the response of the physical sensing units of the whole bridge in the time dimension refers to the consistency characteristics of the synchronous deviation measurement of the physical sensing unit area that maintains cooperative continuity throughout the whole bridge, and the law of change over time. This law can reflect the dynamic change characteristics of the overall cooperative deformation behavior of the bridge and match the structural response evolution of the bridge under the action of operational loads.

[0128] Optionally, the specific process of this embodiment of the invention is as follows: The bridge maintenance system retrieves the local coordination continuity judgment result, extracts all physical sensing unit regions that are confirmed to maintain coordination continuity, including potential synchronization anomaly regions determined to "not constitute local interruption" and physical sensing unit regions with normal synchronization deviation, and marks the range of each region and the physical sensing unit identifiers contained therein.

[0129] Furthermore, the bridge maintenance system extracts the synchronization deviation measurement between all pairs of physical sensing units within each physical sensing unit area that maintains collaborative continuity, and analyzes the consistency characteristics of the synchronization deviation measurement in each area. The specific analysis includes: calculating the average, maximum, minimum, and deviation values ​​of all synchronization deviation measurements in the area; counting the number and percentage of synchronization deviation measurements falling within the normal range; the smaller the deviation value and the higher the percentage within the normal range, the stronger the consistency of the synchronization deviation measurement in the area; recording the consistency characteristics of the synchronization deviation measurement in each area and labeling the corresponding area information.

[0130] Furthermore, the bridge maintenance system retrieves the synchronization deviation measurement consistency characteristics of each physical sensing unit area that maintains coordinated continuity within different acquisition time periods, analyzes the changing trends of these characteristics over time, including the stability, magnitude, and patterns of the consistency characteristics, integrates the temporal change trends of all areas, and forms the response synchronization evolution law of the entire bridge's physical sensing units in the time dimension. This law can reflect the dynamic changes of the overall coordinated deformation behavior of the bridge over time.

[0131] Furthermore, the bridge maintenance system processes potential synchronization anomaly regions that constitute local interruptions, eliminating the interference of abnormal synchronization deviation data in these regions on the synchronization evolution of the entire bridge response, and retaining only the normal synchronization deviation data in these regions that do not affect the overall coordination continuity.

[0132] Furthermore, the bridge maintenance system integrates the consistency characteristics of the synchronous deviation measurement of all physical sensing unit areas that maintain collaborative continuity, the synchronous evolution law of the response of all physical sensing units of the bridge, and combines the geometric layout of the bridge structure and the characteristics of the force transmission path to sort out and optimize the data, forming a synchronous response mode that can comprehensively and accurately characterize the collaborative deformation behavior of the overall bridge structure.

[0133] The embodiments of this invention promote the transformation from "local sensing synchronization" to "whole-bridge collaborative deformation characterization", solve the problem of difficulty in accurately distinguishing local anomalies from overall collaborative relationships, realize the overall perception and accurate safety early warning of the structural health status of the bridge across the Longjiang River, and support the initiative of bridge maintenance.

[0134] Optionally, steps 201 to 203 include:

[0135] Step 201: Based on the temporal evolution law of the overall structural cooperative deformation behavior of the bridge as represented in the synchronous response mode, extract the response phase consistency characteristics of each physical sensing unit under the preset typical environmental excitation, and obtain the cooperative response phase sequence corresponding to the position of each preset key component.

[0136] Optionally, the response phase consistency characteristic refers to the consistency of the phase change pattern of the structural response signal collected by each physical sensing unit under the excitation of a preset typical environment. Phase refers to the phase state of the structural response signal as it changes over time, which can reflect the rhythm of the response signal change. The stronger the phase consistency, the more synchronized the response rhythm of each sensing unit is, and the better the coordinated deformation effect of the corresponding component.

[0137] Optionally, the specific process of this embodiment of the invention is as follows: The bridge maintenance system extracts the time evolution law of the overall structural collaborative deformation behavior of the bridge, and clarifies the time interval corresponding to the law, the collaborative deformation characteristics in different time periods, and the correspondence between the law and the response data of the physical sensing unit.

[0138] Furthermore, the bridge maintenance system initiates a preset typical environmental excitation simulation or monitoring process, controlling the physical sensor unit array to continuously collect bridge structural response signals under the preset typical environmental excitation. At the same time, it records the specific time and corresponding phase state of the signal collected by each physical sensor unit. The phase state is calculated based on the time series waveform of the structural response signal.

[0139] Furthermore, the bridge maintenance system preprocesses the structural response signals and corresponding phase states of each physical sensing unit collected, eliminating abnormal phase data caused by sudden changes in environmental excitation or temporary failures of sensing units. Abnormal phase data refers to phase data that deviates too much from the time evolution law of the overall structural coordinated deformation behavior in the synchronous response mode. The elimination method is to compare the normal phase state of the physical sensing unit in adjacent time periods and delete the phase data whose deviation exceeds the preset phase deviation threshold. The preset phase deviation threshold is determined based on the phase law in the synchronous response mode and the acquisition accuracy of the sensing unit.

[0140] Furthermore, based on the time evolution law of the overall structure's coordinated deformation behavior, the bridge maintenance system groups the phase states of each pre-processed physical sensing unit. The phase states of physical sensing units corresponding to the same preset key component location are grouped together. The grouping is based on the correspondence between the physical sensing unit's location and the preset key component's location, ensuring that the phase state of each group of sensing units can reflect the deformation response of the corresponding preset key component.

[0141] Furthermore, the bridge maintenance system extracts the response phase consistency features of each group of physical sensing units. Optionally, the extraction method in this embodiment of the invention is as follows: statistically analyze the phase state of all physical sensing units in each group at the same time, calculate the average phase value and phase deviation value at each time. The smaller the phase deviation value, the stronger the response phase consistency of the sensing units in that group at that time. Arrange the phase consistency features (average value and deviation value) at each time in chronological order. Further, the bridge maintenance system associates the response phase consistency feature sequence of each group of physical sensing units with the identification information of the corresponding preset key components, and organizes them into a coordinated response phase sequence corresponding to the location of each preset key component. Each sequence is labeled with the name, deployment location, and corresponding physical sensing unit identifier of the preset key component.

[0142] Step 202: Based on the phase difference change trend of adjacent response events in the coordinated response phase sequence corresponding to the positions of each preset key component, determine the start time and duration of the relative motion of each preset key component in the time dimension, and obtain the set of relative motion time intervals of each preset key component.

[0143] Optionally, adjacent response events refer to two adjacent response events with significant phase changes in the coordinated response phase sequence, i.e., the response events corresponding to the moments when the phase state deviates from the normal stable range and exhibits significant fluctuations. Each response event corresponds to a specific time point and phase state. The phase difference change trend refers to the pattern and direction of the change in the phase state difference between two adjacent response events in the coordinated response phase sequence over time. The phase difference is the difference obtained by subtracting the phase value of the previous response event from the phase value of the subsequent response event, which can reflect the amplitude and direction of the phase change of adjacent response events. A positive phase difference indicates that the phase of the subsequent response event is ahead, a negative phase difference indicates that the phase is lagging, and zero phase difference indicates that the phase is stable. The relative motion start time refers to the specific moment when the preset key component begins to exhibit relative motion, i.e., the moment when the phase difference change trend first exceeds the preset phase difference threshold, indicating that the component begins to produce significant relative displacement. The duration period refers to the length of time from the start of the relative motion of the preset key component to the moment when the phase difference change trend returns to the normal stable range and the relative motion stops. The duration period can reflect the duration of the relative motion of the preset key component. A relative motion time history interval refers to a time interval determined by the start time and duration of relative motion. Specifically, it is a continuous time interval from the start time to the end time corresponding to the start time plus the duration. Each relative motion time history interval corresponds to one relative motion process of a preset key component. A set of relative motion time history intervals refers to the collection of all relative motion time history intervals of a single preset key component under the excitation of a preset typical environment. The time history intervals within the set are arranged in chronological order, reflecting all relative motion processes of the preset key component in the time dimension.

[0144] Optionally, the specific process of this embodiment of the invention is as follows: the bridge maintenance system processes each coordinated response phase sequence one by one, extracts all response events in the sequence, clarifies the time point and phase state corresponding to each response event, and sorts the response events according to the chronological order.

[0145] Furthermore, the phase difference between adjacent response events in each coordinated response phase sequence is calculated. Starting from the first response event, the phase value of the previous response event is subtracted from the phase value of the next response event to obtain the phase difference between adjacent response events. At the same time, the time interval corresponding to each phase difference (the time difference between two adjacent response events) is recorded.

[0146] Furthermore, the bridge maintenance system analyzes the phase difference change trend of adjacent response events. The specific analysis includes: statistically analyzing the magnitude, direction (increasing, decreasing, fluctuating) and amplitude of the phase difference, and comparing the phase difference change trend with the preset phase difference change standard. The preset phase difference change standard refers to the pre-set phase difference change threshold used to determine whether preset key components have generated relative motion, which is determined based on the structural characteristics, allowable deformation range, and bridge design standards of the preset key components.

[0147] Furthermore, the relative motion start time of each preset key component is determined based on the phase difference change trend. The judgment criterion is: when the phase difference change trend first exceeds the preset phase difference change threshold, and the duration of the trend exceeds the preset stable duration (the preset stable duration is determined based on the sensor unit acquisition frequency and component deformation response speed), then the moment that exceeds the threshold is determined as the relative motion start time.

[0148] Furthermore, the duration corresponding to the start time of each relative motion is determined. The criterion is as follows: starting from the start time of the relative motion, the phase difference change trend is continuously monitored until the phase difference change trend returns to the preset phase difference change threshold range and remains stable for more than the preset stable duration. The time length from the start time to the stable time is the duration of the relative motion.

[0149] Furthermore, the bridge maintenance system organizes the start times and corresponding durations of all relative movements of each preset key component, determines the time interval corresponding to each relative movement, and arranges them in chronological order to form a set of relative movement time intervals for that preset key component.

[0150] Step 203: Determine the displacement correlation sequence based on the overlapping time periods in the set of relative motion time history intervals of each preset key component.

[0151] Optionally, the bridge maintenance system determines the displacement correlation sequence based on the overlapping time periods in the set of relative motion time history intervals of each preset key component, as in steps 2031 to 2034.

[0152] The embodiments of the present invention realize the transformation path from single sensor response to coordinated displacement between components, so that the displacement correlation sequence can accurately reflect the structural spatial coordination performance between various preset key components, realize the overall perception of the structural health status of the bridge across the Longjiang River, and support the initiative of bridge maintenance.

[0153] Optionally, the process of steps 2031 to 2034 includes:

[0154] Step 2031: Based on the overlapping time periods in the set of relative motion time history intervals of each preset key component, select the time window in which multiple preset key components jointly participate in coordinated deformation to obtain the coordinated response time window sequence.

[0155] Optionally, collaborative deformation refers to the simultaneous relative motion of multiple pre-defined key components within the same time period, where their relative motion states are interconnected and mutually influential, conforming to the laws governing the collaborative deformation behavior of the overall bridge structure. A time window is a continuous time segment of fixed length determined by the overlapping time intervals of the relative motion time histories of the various pre-defined key components. The length of the time window is determined based on the relative motion response speed of the pre-defined key components and the acquisition frequency of the physical sensing unit, ensuring that the collaborative deformation process of each pre-defined key component within this time period can be fully captured. A collaborative response time window is a time window that can fully encompass the collaborative deformation process of multiple pre-defined key components. Each collaborative response time window corresponds to a specific time range, and the window must contain the relative motion process of at least two pre-defined key components.

[0156] Optionally, the specific process of this embodiment of the invention is as follows: The bridge maintenance system compares the relative motion time intervals of all preset key components pairwise, and identifies the overlapping time intervals of any two preset key component time intervals one by one. The identification method is as follows: For any two time intervals of any two preset key components, if the start time and end time of the two time intervals overlap (that is, the start time of one time interval is between the start time and end time of another time interval, or the two time intervals completely coincide), then the overlapping part is determined as the preliminary overlapping time interval.

[0157] Furthermore, the bridge maintenance system integrates the initial overlapping time periods. If multiple initial overlapping time periods overlap or are adjacent (the time interval between adjacent time periods is less than a preset interval threshold, which is determined based on the acquisition frequency of the physical sensing unit to ensure that adjacent collaborative deformation processes are not split), they are integrated into a complete overlapping time period to avoid the time window being split too finely.

[0158] Furthermore, the bridge maintenance system divides the integrated overlapping time periods based on a preset time window length. If the duration of the overlapping time period is greater than or equal to the preset time window length, it is evenly divided into multiple collaborative response time windows according to the preset length. If the duration of the overlapping time period is less than the preset time window length but greater than or equal to the preset minimum window length (the preset minimum window length is half of the preset time window length to ensure that effective collaborative deformation features can be captured), the overlapping time period is directly used as a collaborative response time window. If the duration of the overlapping time period is less than the preset minimum window length, the overlapping time period is determined to be an invalid overlap and is removed.

[0159] Furthermore, the bridge maintenance system verifies all the divided collaborative response time windows. The verification includes: each time window contains the relative movement process of at least two preset key components; the time range of the time window is within the integrated overlapping time period; and all the verified collaborative response time windows are sorted in chronological order to form a collaborative response time window sequence.

[0160] Step 2032: Based on the order of occurrence of extreme points of the physical sensing unit response signals corresponding to each preset key component in each time window of the collaborative response time window sequence, deduce the relative displacement direction relationship of each preset key component in the time window, and obtain the relative displacement direction configuration between components under each time window.

[0161] Optionally, the physical sensing unit response signal refers to the structural response signal collected by the physical sensing unit corresponding to each preset key component position under preset typical environmental excitation, including displacement signals, strain signals, etc., which can directly reflect the deformation state of the preset key components. The extreme point refers to the point in the time series waveform of the physical sensing unit response signal where the amplitude of the response signal reaches its maximum or minimum value. The maximum value point corresponds to the positive limit position of the component deformation, and the minimum value point corresponds to the reverse limit position of the component deformation. The order in which the extreme points appear can reflect the chronological rhythm of component deformation, thereby deriving the relative displacement direction. The order of extreme points refers to the order in which the extreme points (maximum and minimum points) of the physical sensing unit response signals corresponding to each preset key component are arranged in chronological order within a single collaborative response time window. The relative displacement direction relationship refers to the mutual relationship of the displacement directions between any two preset key components within a single collaborative response time window, including both-direction and opposite-direction displacements. Both-direction displacements mean that the displacement directions of the two preset key components are consistent (both deform in the positive direction or both deform in the opposite direction), while opposite-direction displacements mean that the displacement directions of the two preset key components are opposite (one deforms in the positive direction and the other deforms in the opposite direction).

[0162] Optionally, the specific process of this embodiment of the invention is as follows: For each preset key component within the time window, the bridge maintenance system retrieves the response signal time sequence waveform of all physical sensing units corresponding to its position within the time window, extracts all extreme points (maximum value point, minimum value point) in the waveform, and clarifies the specific time, corresponding signal amplitude, and extreme value type (maximum value, minimum value) of each extreme point.

[0163] Furthermore, the bridge maintenance system sorts the extreme points corresponding to all preset key components within the time window in chronological order, forming the order in which the extreme points appear within the time window.

[0164] Furthermore, based on the order of occurrence of extreme points, the relative displacement direction of each preset key component is deduced. The deduction method of this embodiment is as follows: taking the extreme point of a certain preset key component as a benchmark, comparing the occurrence time and extreme value type of the extreme points of other preset key components, if the occurrence time of the maximum point (or minimum point) of two preset key components is similar, and the corresponding signal amplitude change trend is consistent, then the relative displacement direction of the two components is determined to be in the same direction; if the occurrence time of the maximum point and minimum point of two preset key components is similar, and the corresponding signal amplitude change trend is opposite, then the relative displacement direction of the two components is determined to be in opposite directions; during the deduction process, if the time interval between the occurrence of extreme points exceeds the preset time difference threshold (the preset time difference threshold is determined based on the acquisition frequency of the physical sensing unit and the deformation response speed of the component to ensure the accuracy of the deduction result), then it is determined that the two components have no clear relative displacement direction relationship within the time window, and all preset key components within the time window are paired up one by one, and the relative displacement direction relationship of each pair of components is deduced one by one, forming a set of relative displacement direction relationships between components within the time window.

[0165] Furthermore, the bridge maintenance system organizes the set, labels each pair of components with their identifiers and corresponding relative displacement directions, forming the relative displacement direction configuration between components within that time window.

[0166] Step 2033: Based on the relative displacement direction configuration between components under each time window and the corresponding duration of the time window, integrate the continuity of the relative displacement direction configuration of all time windows with time evolution to obtain the relative displacement evolution path between each preset key component pair.

[0167] Optionally, the duration of the time window refers to the time length obtained by subtracting the start time from the end time of a single collaborative response time window, which can reflect the duration of the collaborative deformation process within the time window.

[0168] The continuity of relative displacement direction configuration over time refers to the change pattern of the relative displacement direction configuration of the same pre-set key component pair within two adjacent collaborative response time windows. If the relative displacement direction of the same component pair is consistent within adjacent time windows, or shows a continuous gradual change (such as gradually changing from the same direction to the opposite direction, and there is a clear intermediate transition feature), then its evolution is considered to be continuous. If the relative displacement direction of the same component pair suddenly changes abruptly within adjacent time windows (without any transition feature), then its evolution is considered to be discontinuous. A pre-set key component pair refers to a pair consisting of any two non-repeating pre-set key components, and each pre-set key component pair corresponds to an independent relative displacement evolution path.

[0169] Optionally, the specific process of this embodiment of the invention is as follows: the bridge maintenance system retrieves the relative displacement direction configuration between components corresponding to all collaborative response time windows, as well as the duration and time range of each time window, and sorts all time windows in chronological order.

[0170] Furthermore, the bridge maintenance system generates all non-repeating preset key component pairs. The generation rule is to select one of all preset key components as a reference component, and then select all components that have not been paired with the reference component as paired components to form preset key component pairs, until all components have been paired with other components to form a list of preset key component pairs.

[0171] Furthermore, each preset key component pair is processed one by one, and the relative displacement direction relationship of the component pair within all collaborative response time windows is extracted and arranged according to the order of the time windows to form the relative displacement direction sequence of the component pair.

[0172] Furthermore, the continuity of the relative displacement direction sequence is analyzed, that is, the relative displacement direction relationship of the component pair within two adjacent time windows is compared one by one to determine whether there is a continuous evolution feature. If there is a sudden change in direction and there is no reasonable reason for the change (such as sudden change in environmental excitation, sensor unit failure, etc.), the sudden change node is marked. At the same time, combined with the duration of the corresponding time window, it is determined whether the change is a valid change (the duration exceeding the preset change duration is a valid change, otherwise it is an invalid change caused by instantaneous fluctuation and is corrected).

[0173] Furthermore, the bridge maintenance system integrates the relative displacement direction sequence of the component pair, combines it with the duration of each time window, and marks the duration and direction change nodes (effective mutation nodes) corresponding to each relative displacement direction to form the relative displacement evolution path of the component pair.

[0174] Step 2034: Based on the consistency of the frequency and timing of displacement direction conversion in the relative displacement evolution path between each preset key component pair, determine the displacement association sequence.

[0175] Optionally, the frequency of displacement direction conversion refers to the number of effective abrupt changes in the relative displacement direction, and the conversion timing refers to the specific moment when the abrupt change in direction occurs. The bridge maintenance system determines the displacement association sequence based on the consistency of the frequency and timing of displacement direction conversion in the relative displacement evolution path between each preset key component pair, as described in steps 20341 to 20343.

[0176] The embodiments of the present invention realize the transformation path from single sensor response to coordinated displacement between components, so that the displacement correlation sequence can accurately reflect the structural spatial coordination performance between various preset key components, realize the overall perception of the structural health status of the bridge across the Longjiang River, and support the initiative of bridge maintenance.

[0177] Optionally, the processes of steps 20341 to 20343 include:

[0178] Step 20341: Based on the consistency of the frequency and timing of displacement direction conversion in the relative displacement evolution path between each preset key component pair, identify component pair combinations with stable relative motion laws to obtain a set of relative displacement evolution component pairs.

[0179] Optionally, the stable relative motion law characterizes the relative displacement direction configuration between preset key component pairs within all multi-component coordinated response time windows. This configuration remains consistent within a time window not less than a preset proportional threshold, and the timing of the relative displacement direction transition has a temporal deviation from the start time of the coordinated response time window that does not exceed a preset time tolerance. The temporal deviation refers to the time difference between the timing of the displacement direction transition of the preset key component pair and the start time of the corresponding coordinated response time window. The preset time tolerance is a pre-set critical value used to determine whether the temporal deviation is within a reasonable range. It is determined based on the acquisition frequency of the physical sensing unit and the response speed of the preset key components, ensuring that it can tolerate micro-time deviations caused by normal response fluctuations. The stable relative motion law means that the relative displacement behavior of the preset key component pair is consistent and repeatable, and its relative displacement direction and direction transition timing do not exhibit irregular abrupt changes, conforming to the law of coordinated deformation of the overall bridge structure. A component pair combination refers to a set of two or more pre-defined key component pairs with stable relative motion laws. The component pairs are interconnected and work together to reflect the coordinated deformation characteristics of the local area of ​​the bridge. The relative displacement evolution component pair set refers to the set of all identified pre-defined key component pairs with stable relative motion laws. Each component pair in the set is marked with the corresponding component identifier and the specific parameters of the stable motion law.

[0180] Optionally, the specific process of this embodiment of the invention is as follows: The bridge maintenance system processes each preset key component pair one by one, extracts the relative displacement direction configuration of the component pair within each collaborative response time window, counts the number of time windows in which the relative displacement direction configuration of the component pair remains consistent, and calculates the ratio of this number to the total number of collaborative response time windows of all multi-component pairs to obtain the direction configuration consistency ratio.

[0181] Furthermore, the occurrence times of all displacement direction transformations in the relative displacement evolution path of the component are extracted. The timing deviation between each occurrence time and the start time of the corresponding coordinated response time window is calculated one by one. It is determined whether each timing deviation does not exceed a preset time tolerance. The number of displacement direction transformations meeting the timing deviation requirements is counted, and the ratio of this number to the total number of displacement direction transformations for the component is calculated to obtain the timing deviation compliance ratio. Further, the bridge maintenance system retrieves a preset ratio threshold and simultaneously determines whether the direction configuration consistency ratio and the timing deviation compliance ratio are not lower than the preset ratio threshold. If both ratios meet the requirements, the preset key component pair is determined to have a stable relative motion law and is included in the candidate component pair set; if either ratio does not meet the requirements, the preset key component pair is determined not to have a stable relative motion law and is removed.

[0182] Furthermore, the bridge maintenance system performs correlation verification on the preset key component pairs in the candidate component pair set. The verification includes determining whether candidate component pairs share common preset key components and whether they reflect coordinated deformation characteristics of the same region. If correlation exists, they are integrated into a component pair combination; otherwise, they are treated as independent component pairs within the set. Further, the bridge maintenance system performs a final verification on all candidate component pairs and component pair combinations. The verification includes ensuring that the directional configuration consistency ratio and timing deviation compliance ratio of each component pair meet preset requirements, and that all component pairs within a component pair combination are correlated. After verification, a relative displacement evolution component pair set is formed.

[0183] Step 20342: Based on the recurrence pattern of the relative displacement evolution path of each component pair in the relative displacement evolution component pair set within the entire collaborative response time window, summarize the periodic or quasi-periodic relative displacement behavior characteristics of each component pair under the preset typical environmental excitation, and obtain the displacement evolution law description of the component pair level.

[0184] Optionally, the recurring pattern refers to the recurring relative displacement change segments with similar characteristics in the relative displacement evolution path of a single preset key component pair in the set of relative displacement evolution component pairs within the entire collaborative response time window. These segments include the recurrence of characteristics such as relative displacement direction, direction conversion timing, and duration, and the number of recurrences is not less than a preset recurrence threshold.

[0185] The preset repetition threshold refers to the minimum number of repetitions set in advance to determine whether a relative displacement change segment constitutes a recurring pattern. It is determined based on the total number of coordinated response time windows and the periodic characteristics of preset typical environmental excitations. Preset typical environmental excitations refer to various common environmental excitations that bridges may encounter during service, including wind load excitations, temperature change excitations, and minor seismic disturbance excitations. Periodic relative displacement behavior characteristics refer to the relative displacement behavior of preset key component pairs, which repeats according to a fixed time period. The duration deviation between two adjacent repetition periods does not exceed the preset period deviation threshold, and the characteristics such as relative displacement direction and direction change timing are basically consistent.

[0186] Quasi-periodic relative displacement behavior refers to the relative displacement behavior of a preset key component pair, which exhibits an approximately periodic repetitive pattern. However, the duration of two adjacent repetitive cycles fluctuates to some extent (the fluctuation range does not exceed the preset cycle fluctuation threshold). The characteristics such as relative displacement direction and direction conversion timing are basically consistent, with no obvious irregular sudden changes.

[0187] Optionally, the specific process of this embodiment of the invention is as follows: The bridge maintenance system segments the relative displacement evolution path of the component pair. According to the order of the coordinated response time windows, the path is divided into relative displacement change segments corresponding to each time window. Each segment includes features such as the relative displacement direction, direction conversion timing, and duration of the component pair within that time window. Further, by comparing the features of all relative displacement change segments, segments with similar features are identified. The number of repetitions of each similar feature segment is counted, and it is determined whether the number of repetitions is not lower than a preset repetition threshold. If it is satisfied, the similar feature segment is determined as the repetition pattern of the component pair, and the specific features (relative displacement direction, direction conversion timing, duration) and repetition period of the pattern are recorded.

[0188] Furthermore, based on the repetitive periodicity of the recurring pattern, the relative displacement behavior characteristic type of the component pair is determined: if the duration of the repetition period is basically fixed and the duration deviation between two adjacent repetition periods does not exceed a preset period deviation threshold, it is determined to be a periodic relative displacement behavior characteristic, and the period duration and deviation range are recorded; if the duration of the repetition period fluctuates to some extent, but the fluctuation range does not exceed a preset period fluctuation threshold, and the characteristics such as the relative displacement direction and the timing of direction conversion are basically consistent, it is determined to be a quasi-periodic relative displacement behavior characteristic, and the average period duration and fluctuation range are recorded; if no repetitive pattern that meets the preset repetition threshold is identified, the relative displacement evolution path of the component pair is re-verified, and after confirming that there are no abnormalities, it is determined that the component pair has no obvious periodic or quasi-periodic characteristics.

[0189] Step 20343: Based on the displacement evolution time coupling relationship between each component pair in the description of the displacement evolution law of the component pair level, the relative displacement evolution paths of all preset key components within the whole bridge range are time-aligned and integrated to obtain the displacement association sequence characterizing the structural spatial coordination performance between each preset key component.

[0190] Optionally, the temporal coupling relationship of displacement evolution refers to the interrelationship and mutual influence among different preset key component pairs in the description of the displacement evolution law of component pairs at each level, in terms of the temporal rhythm, direction conversion timing, and periodic characteristics of relative displacement evolution. This includes temporal synchronization, temporal lag, and periodic coordination. Temporal synchronization means that the relative displacement direction conversion timing and periodic start time of different component pairs are basically consistent, with temporal deviations not exceeding a preset time tolerance. Temporal lag means that the relative displacement direction conversion timing and periodic start time of one component pair lag behind the corresponding time of another component pair, and the lag duration remains stable (fluctuation range does not exceed a preset lag fluctuation threshold). Periodic coordination means that the relative displacement period duration of different component pairs is basically consistent, showing a coordinated change trend. All preset key components within the entire bridge range refer to all pre-determined components that play a decisive role in the overall structural stability and safety of the bridge. Timing alignment refers to taking the relative displacement evolution path of a pre-defined key component pair with obvious periodic characteristics as a benchmark, and adjusting the relative displacement evolution paths of all other pre-defined key components to the same time benchmark according to the temporal coupling relationship of displacement evolution, so as to ensure that the time rhythm of all evolution paths remains coordinated and the timing deviation is controlled within the preset time tolerance range.

[0191] Optionally, the specific process of this embodiment of the invention is as follows: The bridge maintenance system retrieves the displacement evolution law descriptions of all preset key component pairs at the component pair level, analyzes the temporal coupling relationship of displacement evolution between each component pair, and identifies the temporal synchronization relationship, temporal lag relationship, and periodic coordination relationship between different component pairs one by one. Further, preset key component pairs with obvious periodic characteristics and stable recurrence patterns are selected, and their relative displacement evolution paths are determined as the temporal alignment reference paths. The selection criteria for the reference path are: stable period duration, clear direction conversion timing, and the highest number of recurrences, ensuring the reliability of the reference path. Furthermore, using the time axis of the reference path as a benchmark, and combining the temporal coupling relationship of displacement evolution between each component pair and the reference path component pair, the relative displacement evolution paths of all preset key components within the entire bridge range are time-aligned: for component pairs with temporal synchronization relationships, their evolution path time axes are aligned with the reference path time axis to ensure that the temporal deviations of direction conversion timing and cycle start time do not exceed the preset time tolerance; for component pairs with temporal lag relationships, their evolution path time axes are adjusted according to the stable lag duration to ensure that the temporal coupling relationship with the reference path remains stable; for component pairs with periodic coordination relationships, the periodic rhythm of their evolution paths is adjusted to ensure that the periodic duration deviation from the reference path does not exceed the preset periodic deviation threshold.

[0192] Furthermore, after the temporal alignment is completed, the relative displacement evolution paths of all preset key components are associated and integrated. Key data (relative displacement direction, direction conversion timing, cycle duration, duration, etc.) in the evolution path of each component are extracted. Combined with the description of the displacement evolution law of the component to the level, the temporal coupling relationship information between components is supplemented. Duplicate evolution data and invalid fluctuation data are removed. The integrated data is sorted and ordered according to the time sequence to form a preliminary displacement association sequence.

[0193] The embodiments of the present invention realize the transformation path from single sensor response to coordinated displacement between components, so that the displacement correlation sequence can accurately reflect the structural spatial coordination performance between various preset key components, realize the overall perception of the structural health status of the bridge across the Longjiang River, and support the initiative of bridge maintenance.

[0194] Optional, refer to Figure 2 , Figure 2 This is a schematic diagram of the bridge health and safety monitoring system for the Longjiang River bridge provided by the present invention. The bridge health and safety monitoring system for the Longjiang River bridge includes:

[0195] The response pattern recognition module 210 is used to identify the response synchronicity characteristics of each sensing unit in the time dimension based on the structural response signal of the bridge under the operation load collected by the physical sensing unit array, and to obtain the synchronous response pattern.

[0196] The displacement evolution identification module 220 is used to analyze the relative displacement evolution trajectory between various preset key components of the bridge under preset typical environmental excitation based on the synchronous response mode, and obtain the displacement correlation sequence.

[0197] The structural response assessment module 230 is used to determine whether there is a phenomenon of mismatch between the response of local components and the overall structure of the bridge based on the displacement correlation sequence, and to obtain the structural response assessment results.

[0198] The safety warning triggering module 240 is used to trigger a safety warning command based on the target component area where the detuning occurs and the degree of detuning if the structural response assessment result indicates that there is response detuning, and to generate a structural maintenance strategy for the target component area.

[0199] The embodiments of the present invention solve the problem of delayed anomaly identification caused by the inability of fixed sensor networks to capture the overall dynamic coordinated response of the bridge, realize the overall perception and accurate safety early warning of the structural health status of the bridge across the Longjiang River, and support the initiative of bridge maintenance.

[0200] Please see Figure 3 , Figure 3 An embodiment diagram of an electronic device provided in accordance with the present invention. For example... Figure 3 As shown, an embodiment of the present invention provides an electronic device 300, including a memory 310, a processor 320, and a computer program 311 stored in the memory 310 and executable on the processor 320. When the processor 320 executes the computer program 311, it implements the processes of steps 10 to 40.

[0201] Please see Figure 4 , Figure 4 An embodiment diagram of a computer-readable storage medium provided in accordance with an embodiment of the present invention is shown. Figure 4 As shown, this embodiment provides a computer-readable storage medium 400 on which a computer program 311 is stored. When the computer program 311 is executed by a processor, it implements the processes of steps 10 to 40.

[0202] On the other hand, the present invention also provides a computer program product, which includes a computer program that can be stored on a non-transitory computer-readable storage medium. When the computer program is executed by a processor, the computer is able to execute the bridge health and safety monitoring method for the Longjiang River Bridge provided by the above methods, which includes steps 10 to 40.

Claims

1. A method for monitoring the health and safety of bridges spanning the Longjiang River, characterized in that, Multiple types of physical sensor arrays are deployed in the main beam area, bridge tower area and support area of ​​the bridge across the Longjiang River. The bridge health and safety monitoring methods include: Based on the structural response signals of the bridge under operational loads collected by the physical sensor unit array, the response synchronicity characteristics of each sensor unit in the time dimension are identified to obtain the synchronous response mode. Based on the synchronous response mode analysis, the relative displacement evolution trajectory between the bridge and its key components under the pre-set typical environmental excitation is obtained, and the displacement correlation sequence is obtained. Based on the displacement correlation sequence, it is determined whether there is a phenomenon of mismatch between the response of local components and the overall structure of the bridge, and the structural response evaluation result is obtained. If the structural response assessment results indicate that there is response detuning, a safety warning command is triggered based on the target component area where the detuning occurs and the degree of detuning, and a structural maintenance strategy for the target component area is generated.

2. The bridge health and safety monitoring method for bridges spanning the Longjiang River according to claim 1, characterized in that, The steps for obtaining the displacement correlation sequence include: Based on the temporal evolution law of the overall structural cooperative deformation behavior of the bridge represented in the synchronous response mode, the response phase consistency characteristics of each physical sensing unit under the pre-set typical environmental excitation are extracted to obtain the cooperative response phase sequence corresponding to the position of each pre-set key component. Based on the phase difference change trend of adjacent response events in the coordinated response phase sequence corresponding to the location of each preset key component, the start time and duration of the relative motion of each preset key component in the time dimension are determined, and the set of relative motion time history intervals of each preset key component is obtained. The displacement correlation sequence is determined based on the overlapping time periods in the set of relative motion time history intervals of each preset key component.

3. The bridge health and safety monitoring method for bridges spanning the Longjiang River according to claim 2, characterized in that, The displacement correlation sequence is determined by the overlapping time periods in the set of relative motion time history intervals of each preset key component, including: Based on the overlapping time periods in the relative motion time history intervals of each preset key component, the time windows in which multiple preset key components jointly participate in coordinated deformation are selected to obtain the coordinated response time window sequence. Based on the order of occurrence of extreme points of the physical sensing unit response signals corresponding to each preset key component in each time window of the coordinated response time window sequence, the relative displacement direction relationship of each preset key component in the time window is derived, and the relative displacement direction configuration between components under each time window is obtained. Based on the relative displacement direction configuration between components under each time window and the corresponding duration of the time window, the continuity of the relative displacement direction configuration of all time windows with the evolution of time is integrated to obtain the relative displacement evolution path between each preset key component pair. The displacement association sequence is determined based on the consistency of the frequency and timing of displacement direction conversion in the relative displacement evolution path between each preset key component pair.

4. The bridge health and safety monitoring method for bridges spanning the Longjiang River according to claim 3, characterized in that, The determination of the displacement association sequence based on the consistency of the frequency and timing of displacement direction transitions in the relative displacement evolution paths between each pair of preset key components includes: Based on the consistency of the frequency and timing of displacement direction conversion in the relative displacement evolution path between each preset key component pair, component pair combinations with stable relative motion laws are identified, resulting in a set of relative displacement evolution component pairs. The stable relative motion law is characterized by the fact that, within all multi-component collaborative response time windows, the relative displacement direction configuration between preset key component pairs remains consistent within a time window of no less than a preset proportion threshold, and the occurrence time of their relative displacement direction conversion has a temporal deviation of no more than a preset time tolerance relative to the start time of the collaborative response time window. Based on the recurrence pattern of the relative displacement evolution path of each component pair in the relative displacement evolution component pair set within the entire collaborative response time window, the periodic or quasi-periodic relative displacement behavior characteristics of each component pair under the preset typical environmental excitation are summarized, and the displacement evolution law description of the component pair at the level is obtained. Based on the displacement evolution law description of the component pair, the displacement evolution time coupling relationship between each component pair is described. The relative displacement evolution paths of all preset key components within the whole bridge range are time-aligned and integrated to obtain the displacement association sequence characterizing the structural spatial coordination performance between each preset key component.

5. The bridge health and safety monitoring method for bridges spanning the Longjiang River according to any one of claims 1 to 4, characterized in that, The steps to obtain the synchronous response mode include: Based on the time series waveform of the structural response signal of any two adjacent physical sensing units in the physical sensing unit array in the time dimension, the set of peak response times in the response signal of each physical sensing unit is extracted to obtain the peak response time sequence corresponding to each physical sensing unit. Based on the distribution characteristics of the time interval between adjacent peak response times in the peak response time sequence corresponding to each physical sensing unit, the temporal regularity index of the response events occurring within each physical sensing unit is calculated, and the temporal regularity characterization of each physical sensing unit is obtained. The synchronization response mode is determined based on the temporal regularity of each of any two physical sensing units and their corresponding peak response time sequences.

6. The bridge health and safety monitoring method for bridges spanning the Longjiang River according to claim 5, characterized in that, The determination of the synchronization response mode based on the temporal regularity representation of each of any two physical sensing units and their corresponding peak response time sequences includes: Based on the temporal regularity representation of each of any two physical sensing units and their corresponding peak response time sequences, the peak response times of the two units are aligned and matched one by one to obtain the set of response event alignment relationships between the physical sensing unit pairs. Based on the time deviation of each alignment event in the set of response event alignment relationships between physical sensing unit pairs, the distribution characteristics of the time deviation of all alignment events are statistically analyzed to obtain the response synchronization deviation measure between physical sensing unit pairs. Based on the response synchronization deviation metric among all physical sensing unit pairs in the bridge structure, a topological relationship diagram of the synchronization deviation between each pair of physical sensing units within the entire bridge is constructed to obtain the synchronization association network of physical sensing units. Based on the aggregation trend of the synchronization deviation measurement between each physical sensing unit and its neighboring physical sensing units in the physical sensing unit synchronization association network, the synchronization response mode is determined.

7. The bridge health and safety monitoring method for bridges spanning the Longjiang River according to claim 6, characterized in that, The method of determining the synchronization response mode based on the aggregation trend of synchronization deviation measurements between each physical sensing unit and its neighboring physical sensing units in the physical sensing unit synchronization association network includes: Based on the aggregation trend of the synchronization deviation measurement between each physical sensing unit and its neighboring physical sensing units in the physical sensing unit synchronization association network, the regions of physical sensing units with synchronization deviation greater than the average level of the local neighborhood are identified, and a set of potential synchronization anomaly regions is obtained. Based on the degree of difference in synchronization deviation between the physical sensing units contained in each region of the potential synchronization anomaly region set and the surrounding physical sensing units, combined with the geometric layout of the bridge structure and the force transmission path, it is determined whether each potential synchronization anomaly region constitutes a local interruption of the overall coordinated deformation behavior, and the result of the local coordinated continuity judgment is obtained. Based on the consistency characteristics of the synchronization deviation measurement of the physical sensing unit region that maintains the cooperative continuity in the local cooperative continuity judgment result, the response synchronization evolution law of the full-bridge physical sensing unit in the time dimension is analyzed to obtain the synchronous response mode.

8. A bridge health and safety monitoring system for a bridge spanning the Longjiang River, characterized in that, The bridge health and safety monitoring method for bridges spanning the Longjiang River as described in any one of claims 1 to 7; Multiple types of physical sensor arrays are deployed in the main beam area, bridge tower area and support area of ​​the bridge across the Longjiang River. The bridge health and safety monitoring system includes: The response pattern recognition module is used to identify the response synchronicity characteristics of each sensing unit in the time dimension based on the structural response signals of the bridge under operational loads collected by the physical sensing unit array, and to obtain the synchronous response pattern. The displacement evolution identification module is used to analyze the relative displacement evolution trajectory between various preset key components of the bridge under preset typical environmental excitation based on the synchronous response mode, and obtain the displacement correlation sequence. The structural response assessment module is used to determine whether there is a mismatch between the response of local components and the overall structure of the bridge based on the displacement correlation sequence, and to obtain the structural response assessment result. The safety warning triggering module is used to trigger a safety warning command based on the target component area where the detuning occurs and the degree of detuning if the structural response assessment result indicates that there is response detuning, and to generate a structural maintenance strategy for the target component area.

9. An electronic device, comprising: Memory, used to store computer software programs; A processor for reading and executing the computer software program, characterized in that, when the processor executes the computer software program, it implements the bridge health and safety monitoring method for the Longjiang River Bridge as described in any one of claims 1 to 7.

10. A non-transitory computer-readable storage medium, wherein a computer software program is stored therein, characterized in that, When the computer software program is executed by the processor, it implements the bridge health and safety monitoring method for the Longjiang River Bridge as described in any one of claims 1 to 7.

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