A lock steel pipe column cofferdam offset monitoring analysis system and method

Abstract

The present application belongs to the technical field of engineering construction safety monitoring, and relates to a lock steel pipe column cofferdam offset monitoring and analyzing system and method. The present application realizes the identification of the cofferdam structure abnormal starting point, the adjacent unit linkage state classification, the lock deformation and the system evaluation of the water stop performance by the cooperative analysis of the displacement vector direction angle and the displacement change product sequence, the combination of the relative displacement of the lock area and the time sequence monitoring of the leakage data, and the generation of the real-time dynamic response graph. The method overcomes the problems of the traditional monitoring, such as only paying attention to the adjacent pipe column displacement, being difficult to perceive the local mechanical state of the lock, being unable to effectively distinguish the structure linkage and failure, being easy to cause misjudgment and missing judgment and the risk of chain instability, significantly improves the early accurate identification ability of the cofferdam deformation and leakage risk, avoids the structural instability caused by delay intervention, and effectively guarantees the overall safety of the cofferdam and the construction anti-seepage reliability.

Description

Technical Field

[0001] This invention belongs to the field of engineering construction safety monitoring technology, and relates to a system and method for monitoring and analyzing the displacement of a locking steel pipe column cofferdam. Background Technology

[0002] Interlocking steel pipe column cofferdams are a new type of flexible support structure. Their core function is to connect steel pipe columns through interlocking interlocks to form a closed water-retaining curtain, widely used in deep-water foundations of bridges, port terminals, and other water-related engineering projects. However, in actual engineering projects, this structure is subjected to complex dynamic loads for extended periods, including changes in soil and water pressure, construction vibrations, and water erosion. This can easily lead to structural displacement, interlock deformation, and water-stopping failure. Failure to monitor and provide timely warnings can result in cofferdam instability or serious leakage, among other engineering accidents.

[0003] At present, there are still many shortcomings in the monitoring technology of interlocked steel pipe column cofferdams in the industry, mainly reflected in the following aspects: (1) The structural anomalies of the cofferdam are mostly caused by the instability of local steel pipe columns, and are transmitted to the surrounding components through the interlocking connection, forming a chain displacement effect, rather than the overall synchronous deformation. Traditional monitoring methods only judge the anomaly based on whether the displacement of a single point exceeds the threshold, ignoring the directionality and time-varying trend of the displacement. For example, some steel pipe columns may have small random displacements due to local load disturbances. Their directions are chaotic and have no acceleration trend, which are actually harmless fluctuations; while the displacement of the real initial disturbance point often shows spatial consistency and accelerated evolution characteristics. Traditional technology is difficult to identify these two types of characteristics, which makes it impossible to accurately locate the source of disturbance, and even more difficult to trace the root cause of structural anomalies.

[0004] (2) Even if the initial disturbance point is initially identified, the current monitoring system still lacks the ability to systematically assess the underlying mechanism by which the disturbance is transmitted to surrounding components through the interlocking structure. Current methods only focus on the displacement changes of adjacent steel pipe columns, but do not deeply analyze the stress coordination state and performance evolution process of the interlocking connection. In fact, the displacement of the disturbance point is transmitted step by step through the mechanical interlocking structure of the interlocking, but the stress mode, deformation characteristics and water-stopping performance of the interlocking vary significantly at different load stages. Due to the lack of refined perception of the local mechanical state of the interlocking, traditional monitoring methods cannot distinguish whether the interlocking is in a recoverable linkage displacement or an irreversible failure state, which can easily lead to misjudgment or omission of the interlocking risk, thereby delaying the timing of risk intervention, or even inducing a chain propagation of local instability to overall structural failure, seriously threatening the overall safety of the cofferdam structure and the reliability of seepage prevention during construction. Summary of the Invention

[0005] In view of this, in order to solve the problems mentioned in the background technology, a monitoring and analysis system and method for the offset of locking steel pipe cofferdams is proposed.

[0006] The objective of this invention can be achieved through the following technical solutions: The first aspect of this invention provides a monitoring and analysis system for the displacement of a cofferdam with interlocking steel pipe columns, comprising the following modules: a data acquisition and processing module: based on the cofferdam monitoring point layout plan, the original displacement data and original leakage data of each monitoring point are collected in real time through displacement monitoring equipment and interlocking leakage monitoring equipment, and preprocessed to obtain displacement data and leakage data.

[0007] Structural anomaly identification module: Based on displacement data, the module identifies steel pipe column units with structural anomalies as the starting disturbance points through collaborative analysis of displacement direction and acceleration characteristics. It then classifies and marks adjacent steel pipe column units that are interlocked with the starting disturbance point through collaborative analysis of the product sequence of displacement vector direction angle and displacement change.

[0008] Locking performance evaluation module: For classified steel pipe column units, based on the relative displacement time series data of their locking area, deformation events of the locking are detected by monitoring the relative displacement change sequence, and combined with leakage response events in leakage data, the performance of the locking waterstop is evaluated by using time series correlation.

[0009] Dynamic response visualization module: Based on the results of structural anomaly collaborative identification and latch performance evaluation, a real-time dynamic response map is generated by fusing spatial topology relationships with real-time data.

[0010] The second aspect of the present invention proposes a method for monitoring and analyzing the displacement of a cofferdam with interlocking steel pipe columns, comprising the following steps: S1, according to the cofferdam monitoring point layout plan, the original displacement data and original leakage data of each monitoring point are collected in real time by displacement monitoring equipment and interlocking leakage monitoring equipment, and preprocessed to obtain displacement data and leakage data.

[0011] S2. Based on the displacement data, identify the structurally abnormal steel pipe column unit as the starting disturbance point through collaborative analysis of displacement direction and acceleration characteristics.

[0012] S3. Through collaborative analysis and judgment of the product sequence of displacement vector direction angle and displacement change, the adjacent steel pipe column units that are locked to the starting disturbance point are classified and marked.

[0013] S4. For the classified steel pipe column units, the deformation events of the locking are detected by monitoring the relative displacement change sequence based on the relative displacement time series data of their locking area.

[0014] S5. By combining the deformation events with the leakage response events in the leakage data, the performance of the locking waterstop is evaluated using time-series correlation.

[0015] S6. Based on the results of structural anomaly collaborative identification and locking performance evaluation, a real-time dynamic response map is generated by fusing spatial topology relationships with real-time data.

[0016] Compared with the prior art, the beneficial effects of the present invention are as follows: (1) The present invention accurately identifies the starting disturbance point of the locking steel pipe column cofferdam by means of spatial consistency of displacement direction and time-varying acceleration feature collaborative analysis. This method abandons the traditional single-point displacement exceeding threshold judgment logic, can effectively distinguish between harmless small-amplitude random displacement and risky initial disturbance displacement, solves the problem that traditional monitoring is difficult to locate the source of disturbance and trace the root cause of structural anomalies, curbs the transmission of anomalies to the surrounding area through locking connection from the source, and improves the accuracy and effectiveness of cofferdam structure safety monitoring.

[0017] (2) This invention analyzes the product sequence of the displacement vector direction angle and the displacement change, and combines it with the time series data of the relative displacement of the locking area to achieve a systematic evaluation of the performance of the waterstop. This makes up for the shortcomings of traditional monitoring, which only focuses on the displacement of adjacent steel pipe columns and lacks refined perception of the local mechanical state of the locking. It solves the problems of difficulty in distinguishing between the linkage displacement of the locking and the failure state, and the risk of misjudgment and omission. It can avoid delaying the intervention time and causing chain instability, and ensure the overall safety of the cofferdam and the reliability of seepage prevention during the construction period. Attached Figure Description

[0018] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0019] Figure 1 This is a schematic diagram of the module connection of a locking steel pipe column cofferdam offset monitoring and analysis system according to the present invention.

[0020] Figure 2 This is a flowchart illustrating the identification process of the initial disturbance point in this invention.

[0021] Figure 3 This is a flowchart illustrating the steps of a method for monitoring and analyzing the offset of a locking steel pipe cofferdam in this invention. Detailed Implementation

[0022] 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.

[0023] Example 1

[0024] Please see Figure 1As shown, the present invention provides a monitoring and analysis system for the offset of a cofferdam with interlocking steel pipe columns, comprising: a data acquisition and processing module, a structural anomaly identification module, an interlocking performance evaluation module, and a dynamic response visualization module. The connection relationships between the modules are as follows: the data acquisition and processing module is connected to the structural anomaly identification module, the structural anomaly identification module is connected to the dynamic response visualization module, the data acquisition and processing module is connected to the interlocking performance evaluation module, and the interlocking performance evaluation module is connected to the dynamic response visualization module.

[0025] Data acquisition and processing module: Based on the cofferdam monitoring point layout plan, the module collects the original displacement data and original leakage data of each monitoring point in real time through displacement monitoring equipment and interlocking leakage monitoring equipment, and performs preprocessing to obtain displacement data and leakage data.

[0026] Furthermore, the specific details of the cofferdam monitoring layout scheme are as follows: after the cofferdam with interlocking steel pipe columns is assembled, the cofferdam structure area to be monitored is divided into three functional monitoring sub-areas, including: high-risk sub-area, low-risk sub-area, and the inner side of the interlocking waterstop and the diversion channel on the back water surface of the interlocking.

[0027] The corner areas and interlocking areas of the cofferdam structure to be monitored are designated as high-risk sub-areas, while the remaining areas are designated as low-risk sub-areas.

[0028] It should be explained that the corner area and the interlocking area are designated as high-risk sub-areas because the corner area experiences stress concentration due to changes in the direction of force, and the interlocking area is the core part of the connection between adjacent steel pipe columns. During the use of the interlocking steel pipe column cofferdam, these areas bear greater external forces and have more complex structural stresses, and the stability of the interlocking connection directly affects the safety of the entire cofferdam.

[0029] High-risk sub-area: Displacement monitoring points are deployed using a high-density grid.

[0030] The specific dimensions of the grid division are determined comprehensively based on factors such as the actual engineering structure characteristics, monitoring accuracy and equipment performance requirements, and cost efficiency.

[0031] It should be noted that the high-risk sub-area is the part of the cofferdam most prone to displacement and structural abnormalities. It is necessary to accurately grasp every minute displacement change. The high-density grid layout can cover the area in all directions like a dense net, without missing any potential abnormal signals, and ensure the accuracy and comprehensiveness of monitoring.

[0032] Low-risk sub-region: Displacement monitoring points are sparsely and uniformly distributed.

[0033] It should be noted that the low-risk sub-regions are subject to less stress and have relatively stable structures, resulting in a low probability of serious anomalies. The sparse and uniform distribution of monitoring points can reflect the overall state of the area through a small number of monitoring points, meeting basic monitoring needs, while also reducing equipment, manpower, and data processing costs, thus achieving a reasonable allocation of resources.

[0034] Leakage monitoring points are set up using a linear sensor network on the inner side of the locking waterstop and the drainage channel area on the back side of the locking waterstop.

[0035] It should be noted that the inner side of the locking waterstop and the backwater guide groove are the core areas where leakage occurs, and leakage usually spreads along the linear connection path of the locking. The linear sensor network can fit the shape of these linear areas to form a continuous monitoring link, accurately capture leakage data along the length of the locking, and avoid missing leakage points due to point monitoring.

[0036] It should be explained that by dividing the area of ​​the cofferdam structure to be monitored into functional monitoring areas, the monitoring resources can be accurately allocated and efficiently utilized. This zoning strategy not only ensures that there are no blind spots in the monitoring of key parts and that the data is accurate and reliable, but also avoids excessive investment in equipment, manpower and data processing resources in low-risk areas. Thus, while ensuring structural safety, the monitoring cost is significantly reduced, achieving a balance between safety and economy.

[0037] Furthermore, the method for collecting the original displacement data and original leakage data of each monitoring point is as follows: the original displacement data of each monitoring point in the high-risk sub-zone and the low-risk sub-zone are collected in real time by the displacement monitoring equipment, and the original leakage data of each monitoring point in the inner side of the locking waterstop and the back water surface of the locking water guide channel sub-zone are collected in real time by the locking leakage monitoring equipment.

[0038] It should be noted that the displacement sensors include an inclination sensor installed at the top of the steel pipe column, a wire displacement meter in the middle of the column, and a lateral opening sensor, a vertical misalignment sensor, and a lateral sliding sensor installed at the lock joint; the leakage monitoring equipment includes a piezometer inside the lock joint and a micro-flow meter on the back surface of the lock joint.

[0039] The displacement monitoring equipment collects data according to a preset acquisition frequency level mapping table, while the latch leakage monitoring equipment collects data synchronously with the associated displacement monitoring equipment.

[0040] It should be noted that the aforementioned sampling frequency level mapping table is a table that sets different sampling frequencies for displacement monitoring points in high-risk and low-risk sub-regions based on the risk levels of different areas. This mapping table determines the frequency based on engineering experience, referring to historical engineering monitoring data and practical patterns, and combining the variation characteristics and accuracy requirements of different areas under working conditions; or through theoretical analysis and calculation, using theories such as structural mechanics and hydraulics, simulating and calculating the deformation and leakage sensitivity of the cofferdam under load, inferring the change sensitivity of the monitoring points and setting the corresponding sampling frequency.

[0041] It should be explained that the locking buckle leakage monitoring device collects data according to the collection time of its associated displacement monitoring point, ensuring that both can acquire leakage and displacement data at the same time point, achieving precise alignment in the time dimension. The purpose of this method is to provide time-matched data basis for analyzing locking buckle performance, which can accurately determine whether the displacement of the steel pipe column directly causes locking buckle leakage, and scientifically assess the real-time response and failure degree of the waterstop when deformation occurs, thereby avoiding misjudgment due to data time misalignment and improving the accuracy and reliability of state analysis.

[0042] The original displacement data is used to characterize the spatial attitude and relative deformation of the structure, and the original leakage data is used to characterize the hydraulic response and leakage flux of the sealing interface. These data are used to monitor the structural stability and the effectiveness of the locking water-stopping function of the cofferdam, respectively, forming a dual guarantee of structure and function. Through time-series synchronous acquisition, the two form a synergistic relationship of pre-monitoring and functional verification, jointly supporting the comprehensive performance evaluation of the locking, thereby comprehensively covering the structural instability and leakage risks of the cofferdam.

[0043] In one specific embodiment, the method for preprocessing displacement data and leakage data is as follows: the original displacement data and original leakage data collected from each monitoring point are uniformly timestamped; the timestamped displacement data and leakage data are cleaned and denoised, such as identifying and removing outliers in the displacement data and leakage data based on physical thresholds and statistical thresholds obtained from the structural mechanics model; the displacement data and leakage data are smoothed and denoised using a digital filtering algorithm; a global coordinate system for the cofferdam structure is established; and the spatial coordinates of each monitoring point are normalized and mapped based on this coordinate system to obtain standardized displacement data and leakage data.

[0044] Structural anomaly identification module: Based on displacement data, the module identifies steel pipe column units with structural anomalies as the starting disturbance points through collaborative analysis of displacement direction and acceleration characteristics. It then classifies and marks adjacent steel pipe column units that are interlocked with the starting disturbance point through collaborative analysis of the product sequence of displacement vector direction angle and displacement change.

[0045] For further details, please refer to [link / reference]. Figure 2As shown, the method for identifying the initial disturbance point is to extract the displacement time sequence curve of each steel pipe column unit during the continuous monitoring period from the displacement data.

[0046] For the displacement time-series curve of each steel pipe column unit, the directional angle between two adjacent displacement vectors is calculated sequentially along the time axis. If the directional angle between all adjacent displacement vectors is less than the preset angle threshold within any sliding time window, the displacement direction of the steel pipe column unit is determined to have spatial consistency.

[0047] In one specific embodiment, the method for calculating the angle between the directions of displacement vectors at adjacent moments is as follows: within each sliding time window, displacement vectors at two adjacent moments are selected sequentially along the time axis. Based on the spatial direction of the vectors, such as horizontal left / right or vertical up / down, the angle between the directions of these two adjacent displacement vectors is obtained through geometric calculation, and the calculation of the angle between the displacement vectors at all adjacent moments within the window is completed.

[0048] It should be noted that the sliding time window is set according to the actual monitoring needs, such as 1 hour, 2 hours, etc. The window can slide sequentially along the time axis to ensure that each window contains displacement vector data of multiple consecutive moments.

[0049] The preset angle threshold is determined based on engineering safety standards, cofferdam structural characteristics, etc., and is used to define the critical angle for whether the displacement direction is stable. If all adjacent included angles within the window are less than the threshold, it indicates that the displacement direction of the steel pipe column unit has not deviated significantly within the time period, thus determining that the displacement direction of the steel pipe column unit has spatial consistency within the sliding time window.

[0050] The displacement increment between adjacent moments is calculated for the displacement time series curve. If, within any sliding time window, the displacement increment for each moment is not less than the displacement increment of the previous moment, then the displacement behavior of the steel pipe column unit is determined to have time-varying acceleration characteristics.

[0051] The steel tube column element that simultaneously exhibits spatial consistency and time-varying acceleration characteristics within the same sliding time window is identified as the initial disturbance point.

[0052] It should be explained that the method for identifying the initial disturbance point accurately locates the initial occurrence point of the structural anomaly from all steel pipe columns by collaboratively analyzing the spatial consistency of the displacement direction and the time-varying acceleration characteristics of the displacement behavior. It determines whether the displacement direction is stable and consistent by analyzing whether the included angle of the displacement vector direction of a single steel pipe column is continuously less than a threshold within the sliding time window. At the same time, it calculates the adjacent displacement increments to determine whether there is continuous acceleration. When both conditions are met, the point can be determined as the initial disturbance point.

[0053] This method aligns well with the development patterns of structural anomalies. Local instability typically manifests as directional and accelerating displacement, and can effectively eliminate non-abnormal disturbances such as uniform settlement or random swaying. As the core starting point of the entire cofferdam monitoring and analysis system, this method can detect the source of anomalies earliest, providing crucial evidence for precise maintenance, subsequent classification analysis of adjacent units, and early warning of structural risks.

[0054] This invention uses a collaborative analysis method of spatial consistency of displacement direction and time-varying acceleration characteristics to accurately identify the initial disturbance point of the interlocked steel pipe column cofferdam. This method abandons the traditional judgment logic of single-point displacement exceeding the threshold and can effectively distinguish between harmless small-amplitude random displacement and risky initial disturbance displacement. It solves the problem that traditional monitoring is difficult to locate the source of disturbance and trace the root cause of structural anomalies. It curbs the transmission of anomalies to the surrounding area through interlocking connections from the source and improves the accuracy and effectiveness of cofferdam structure safety monitoring.

[0055] Furthermore, the specific method for classifying and marking the adjacent steel pipe column units that are locked to the starting disturbance point is as follows: for the steel pipe column unit identified as the starting disturbance point, extract the displacement time sequence curves of the adjacent steel pipe column units that are mechanically connected by the locking mechanism from the displacement data.

[0056] Within the same sliding time window as the initial disturbance point, calculate the angle between the displacement vector directions of adjacent steel pipe column elements and the initial disturbance point element, as well as the product of their displacement changes at each corresponding moment.

[0057] If within this sliding time window, the angle between the displacement vector directions... in If the preset angle deviation is given, and the product sequence of displacement changes is negative, and any three adjacent terms in the product sequence do not satisfy strict monotonically increasing or strictly monotonically decreasing, then the cofferdam structure is determined to be in the elastic coordination stage, and the adjacent steel pipe column unit is marked as the reverse linkage displacement type.

[0058] It should be noted that the preset angle deviation is a critical value for angle buffering set to determine whether the displacement directions of adjacent steel pipe columns and the initial disturbance point are nearly opposite. It is usually determined based on the deviation range of the cofferdam structure design parameters and mechanical simulation derivation theory, with reference to the actual angle deviation statistics of similar projects under elastic coordination state, and combined with the accuracy of displacement monitoring equipment and engineering safety requirements. This ensures the accuracy of the judgment while taking into account the actual fault tolerance of the project and the reliability of monitoring.

[0059] The included angle of the displacement vector direction reflects whether the displacement direction of the adjacent steel pipe column matches that of the initial disturbance point. That is, when the steel pipe columns connected by the locking are under normal force coordination, the adjacent units will usually produce a displacement that is approximately opposite to that of the disturbance point. If the direction deviation is too large, it indicates that the coordination of the locking force transmission has failed.

[0060] The elastic coordination stage refers to the state in which, when the interlocked steel pipe column cofferdam structure is affected by external forces and some steel pipe columns, as the initial disturbance points, shift, the adjacent steel pipe columns connected to it by interlocking undergo adaptive reverse displacement through their own elastic deformation, and the entire local structure can still maintain a relatively stable state without irreversible damage.

[0061] If the minimum value of the angle between the displacement vector directions in the current sliding window is less than the minimum value of the angle between the displacement vector directions in the previous sliding window, or if a non-negative value appears in the product sequence of displacement changes, or if any three adjacent terms in the product sequence satisfy a strictly monotonically increasing or strictly monotonically decreasing condition, then the cofferdam structure is determined to have entered the chain instability stage, and the adjacent steel pipe column unit is marked as a reverse linkage failure type.

[0062] It should be noted that the product sequence of displacement changes reflects whether the displacement change trend of adjacent steel pipe columns and the initial disturbance point is controllable. A negative product indicates that the displacement directions of the two are opposite, which is in line with the coordination logic. The absence of a strictly monotonically changing product sequence indicates that the displacement change is stable. If the product has a non-negative value, that is, the direction is the same or disordered, or the sequence is monotonically increasing or decreasing, that is, the change continues to intensify, it indicates that the structural coordination mechanism has failed and the anomaly has begun to spread.

[0063] The aforementioned chain instability stage refers to the stage in a cofferdam structure with interlocked steel pipe columns, where, starting from the initial disturbance point, the adjacent steel pipe columns connected by the interlocking can no longer coordinate the stress through elastic deformation, the structural anomaly begins to spread, the local instability is transmitted to the surrounding area, and the entire cofferdam, both locally and as a whole, faces the risk of instability.

[0064] It should be explained that the method of classifying and marking adjacent steel pipe column units that are locked to the initial disturbance point conforms to the structural mechanics law of the lock connection, and can accurately reflect the mechanical state between adjacent steel pipe columns and the initial disturbance point. When the structure is in the elastic coordination stage, the lock transmits force through elastic deformation, causing adjacent units to produce displacements with approximately opposite directions and stable changes, which is consistent with the judgment condition that the displacement angle is within the allowable deviation range, the product is negative and there is no monotonic trend. However, when entering the chain instability stage, the lock failure leads to disordered force transmission, and the displacement is manifested as chaotic direction and uncontrolled change, which meets the judgment condition that the minimum value of the angle decreases, the product is non-negative or the sequence is monotonic.

[0065] By collaboratively analyzing two indicators—the angle of displacement and the product of displacement changes—this method requires both directional adaptability and controllable trend of change, effectively avoiding misjudgments that may be caused by a single indicator. It accurately distinguishes between elastic coordination and instability states. The method also provides quantifiable and operable judgment criteria, such as clarifying the mathematical conditions of the angle interval and the product sequence, enabling engineers to quickly classify and label data based on monitoring data, providing a reliable basis for locking performance evaluation and risk warning.

[0066] Locking performance evaluation module: For classified steel pipe column units, based on the relative displacement time series data of their locking area, deformation events of the locking are detected by monitoring the relative displacement change sequence, and combined with leakage response events in leakage data, the performance of the locking waterstop is evaluated by using time series correlation.

[0067] Furthermore, the method for monitoring the deformation event is as follows: for the steel pipe column unit that has been classified and marked, the relative displacement time series data of its corresponding locking area within the sliding time window is extracted from the displacement data. The relative displacement time series data includes lateral relative displacement, vertical relative displacement and side relative displacement.

[0068] It should be noted that the lateral relative displacement is the projection of the displacement vector onto the horizontal direction perpendicular to the cofferdam axis; the vertical relative displacement is the component of the displacement vector in the direction of gravity; and the lateral relative displacement is the projection of the displacement vector onto the horizontal direction parallel to the cofferdam axis.

[0069] Calculate the sequence of changes in the lateral, vertical, and side relative displacements of the locking area at each corresponding moment.

[0070] If the sequence of changes in the lateral relative displacement remains positive within the sliding time window, and any three adjacent terms satisfy a strictly monotonically increasing condition, then the corresponding latch is determined to have experienced a lateral opening event.

[0071] It should be explained that the determination that the latch has been pulled apart laterally is based on two conditions: First, within the set sliding time window, the sequence of relative displacement changes of the two adjacent steel pipe columns connected by the latch in the horizontal direction is continuously positive, that is, the relative displacement at each later moment is greater than that at the previous moment, indicating that the latch is being continuously loosened and the gap is constantly increasing; second, there are any three consecutive values ​​in the sequence of changes that are strictly monotonically increasing, that is, there is a situation where the increase is gradually accelerated, such as 0.2mm, 0.3mm, 0.4mm, indicating that the opening speed is continuously accelerating. Only when both conditions are met can it be determined that the latch has been pulled apart laterally and its connection status has obviously deteriorated.

[0072] If the sequence of changes in vertical relative displacement contains any three adjacent terms that are strictly monotonically increasing or strictly monotonically decreasing within the sliding time window, then the corresponding latch is determined to have experienced a vertical misalignment event.

[0073] It should be explained that, within the set sliding time window, if any three consecutive values ​​in the sequence of vertical relative displacement changes of the steel pipe columns on both sides of the locking buckle satisfy a strict monotonically increasing or decreasing trend, it indicates that the vertical misalignment continues to worsen. An increasing trend represents an accelerated widening of the height difference between the two columns, while a decreasing trend represents an accelerated narrowing of the height difference. Both reflect that the smoothness of the vertical connection of the locking buckle has been damaged, the misalignment has continued to deteriorate, and there is a risk of connection failure.

[0074] If the sequence of changes in lateral relative displacement has the same sign within the sliding time window and any three adjacent terms in its cumulative sequence satisfy a strict monotonically increasing condition, or if the signs are opposite but any three adjacent terms in the absolute value sequence of their difference satisfy a strict monotonically increasing condition, then the corresponding latch is determined to have experienced a lateral slip event.

[0075] It should be explained that the lateral relative displacement change sequence reflects the increase or decrease of displacement in each time period. The sign represents the direction and the value represents the amplitude. The judgment logic is divided into two scenarios: if the change amount has the same sign, that is, the sliding direction is consistently consistent, then we examine whether there are three consecutive strictly monotonically increasing terms in the cumulative sequence, indicating that the total slip amount is accumulating rapidly; if the change amount has opposite signs, that is, the sliding direction fluctuates repeatedly, then we take the absolute value to form a difference absolute value sequence. If there are three consecutive strictly monotonically increasing terms in it, it means that the amplitude of a single slip is continuously increasing. In either case, as long as the condition of three adjacent strictly monotonically increasing terms is met, it indicates that the steel pipe column with the locking connection has undergone a continuously aggravated relative slip in the lateral direction, and the connection stability is deteriorating rapidly. It should be judged as a lateral slip event.

[0076] The deformation event monitoring method focuses on the relative displacement of the latch, effectively filters environmental interference and random fluctuations through time-series trend analysis, scientifically distinguishes between harmless micro-movements and dangerous deformations, and designs dual-path analysis logic for different force modes such as unidirectional thrust or reciprocating impact to ensure full risk coverage. It supports automated early warning with objective and quantifiable judgment criteria to avoid subjective misjudgment, and adapts to different project scales, construction stages and monitoring accuracy requirements by flexibly setting sliding time windows, achieving full-cycle coverage from real-time early warning to long-term trend assessment.

[0077] Different deformation patterns correspond to different external force causes and risk evolution mechanisms: when the lock is subjected to continuous unidirectional external forces such as water flow thrust or earth pressure, the displacement direction is stable and the change amount has the same sign. The risk manifests as the cumulative displacement accelerating, and its trend needs to be captured by the summation sequence. However, when affected by intermittent bidirectional external forces such as wave impact or equipment vibration, the displacement direction fluctuates repeatedly and the change amount has the opposite sign. The risk manifests as the amplitude of a single fluctuation continuously increasing, and it can only be accurately identified by the use of an absolute value sequence.

[0078] If a unified criterion is used without classification, it is easy to miss or misjudge risks due to the cancellation of positive and negative factors or misinterpretation of trends. In particular, it may overlook the potential for fatigue loosening caused by fluctuating deformation. After classification, the system can not only fully cover all typical dangerous scenarios in the project and achieve monitoring without blind spots, but also accurately determine the risk level with objective and quantitative standards, ultimately ensuring the stability of the interlocking connection and the safety of the cofferdam structure.

[0079] Furthermore, the method for evaluating the performance of the locking waterstop by combining leakage response events in the leakage data and utilizing time-series correlation is as follows: based on the locking area of ​​the steel pipe column unit with reverse linkage failure type, the leakage time-series data of the steel pipe column unit within the continuous monitoring period is extracted synchronously from the leakage data, and the leakage response event is defined as the strictly increasing value of two consecutive moments in the leakage data sequence.

[0080] It should be noted that defining a leakage response event as a strictly increasing value at two consecutive moments in a leakage data sequence is essentially a precise quantitative early warning mechanism for the evolution of leakage hazards in the locking area of ​​steel pipe column units with reverse linkage failure. Due to connection failure and seal damage, the leakage of such locking devices often manifests as a gradual deterioration, such as the continuous expansion of gaps leading to a steady increase in seepage volume, rather than random fluctuations or instantaneous changes. The strict increase at two consecutive moments is a scientific capture of this continuous deterioration trend, which can effectively eliminate accidental interference such as equipment noise or water flow disturbance and pinpoint the real risk. At the same time, this definition realizes the shift from merely identifying the existence of leakage to focusing on the process of leakage deterioration, accurately distinguishing between harmless, stable, trace seepage and dangerous accelerated leakage, avoiding the overuse of warnings, and ensuring that engineering resources are concentrated on the hidden danger points that truly require intervention.

[0081] The performance of the locking waterstop is determined by comparing the deformation event type with the leakage response event through time correlation.

[0082] In one specific embodiment, the method for obtaining the determination result is as follows: if a lateral pulling event occurs and a leakage response event occurs after a preset time interval, the tensile strength of the waterstop in the locking area is determined to be insufficient; if a vertical misalignment event occurs and a leakage response event occurs after a preset time interval, the shear strength of the waterstop in the locking area is determined to be insufficient; if a lateral slippage event occurs and a leakage response event occurs after a preset time interval, the wear resistance of the waterstop material in the locking area is determined to be insufficient; if a leakage response event occurs but no deformation event occurs, the locking area is determined to have local sealing damage or construction defects; if a deformation event occurs but no leakage response event occurs, the waterstop structure in the locking area is determined to be able to adapt to the current deformation.

[0083] The preset time interval is used to define the time boundary between deformation events and leakage response events to determine whether there is a causal relationship. This effectively eliminates the interference of misjudgment caused by the independent occurrence of the two events due to accidental factors, thereby ensuring the scientific and reliable nature of the shear or tensile performance assessment of the waterstop. On the one hand, by using the effective time window for the destructive effect of deformation on the waterstop, only if leakage increases within a reasonable time limit after deformation occurs can it be attributed to the deformation directly damaging the sealing structure of the waterstop, such as cracking or breakage. This avoids mistakenly attributing leakage caused by irrelevant factors such as aging and construction defects to the early deformation. On the other hand, leakage caused by the waterstop failing to withstand immediate or continuous mechanical damage under deformation is not a delayed leakage after the deformation has already stabilized. This ensures that the performance assessment truly reflects the waterstop's resistance to the current deformation. This time interval is determined comprehensively by considering the characteristics of the cofferdam structure, the material properties of the waterstop, engineering experience, and monitoring data.

[0084] This invention analyzes the product sequence of the displacement vector direction angle and displacement change, combined with the time series data of relative displacement in the locking area, to achieve a systematic evaluation of the performance of the waterstop. This invention overcomes the shortcomings of traditional monitoring, which only focuses on the displacement of adjacent steel pipe columns and lacks refined perception of the local mechanical state of the locking. It solves the problems of difficulty in distinguishing between the linkage displacement of the locking and the failure state, and the risk of misjudgment and omission. It can avoid delaying the intervention time and causing chain instability, and ensure the overall safety of the cofferdam and the reliability of seepage prevention during the construction period.

[0085] Dynamic response visualization module: Based on the results of structural anomaly collaborative identification and latch performance evaluation, a real-time dynamic response map is generated by fusing spatial topology relationships with real-time data.

[0086] Furthermore, the method for obtaining the real-time dynamic response diagram is as follows: construct a spatial topology model of the cofferdam structure, wherein the spatial topology model takes the spatial position of each steel pipe column unit in the global coordinate system as nodes and their locking mechanical connection relationship as edges.

[0087] In one specific embodiment, the spatial topology model is constructed by using professional engineering modeling software, such as ANSYS or Midas, according to the software's functions and operating procedures. The determined nodes and edges are input and constructed according to their actual spatial locations and connection relationships. For example, in some GIS software, the coordinate data of steel pipe column units can be imported as nodes, and then the software's topology editing function can be used to draw edges according to the interlocking connection relationship, thereby establishing a spatial topology model.

[0088] The starting disturbance point location and the state marking results of adjacent steel pipe column units output by the structural anomaly identification module are bound to the corresponding nodes or edges of the spatial topology model according to their spatial positions in the global coordinate system to obtain monitoring result data.

[0089] The monitoring results data are time-aligned and fused with the displacement data and leakage data output by the data acquisition and processing module to obtain a multidimensional state dataset.

[0090] In one specific embodiment, the method for obtaining the multidimensional state dataset is as follows: extract key business fields from the timestamp precision and monitoring object identifier of the three types of data, perform time alignment based on the timestamp, associate data of the same object in the same period through precise matching or interval interpolation, and then integrate structural state, displacement parameters and leakage status according to the monitoring object and time dimension to form a comprehensive data entry. Invalid records are eliminated through time logic, object identifier and business logic verification to ensure the reliability and consistency of the dataset, and finally form a multidimensional dataset that combines spatial state, displacement change and leakage status.

[0091] Following the sliding time window sequence, and combining the monitoring results of each node or edge in the multidimensional state dataset with real-time data, the spatial topology model is driven to dynamically configure the visual attributes of its graphical elements, generating a real-time dynamic response diagram of the cofferdam structure.

[0092] Example 2

[0093] See Figure 3 As shown, the present invention proposes a method for monitoring and analyzing the displacement of a cofferdam with interlocking steel pipe columns, including the following steps: S1, according to the cofferdam monitoring point layout plan, the original displacement data and original leakage data of each monitoring point are collected in real time through displacement monitoring equipment and interlocking leakage monitoring equipment, and preprocessed to obtain displacement data and leakage data.

[0094] S2. Based on the displacement data, identify the structurally abnormal steel pipe column unit as the starting disturbance point through collaborative analysis of displacement direction and acceleration characteristics.

[0095] S3. Through collaborative analysis and judgment of the product sequence of displacement vector direction angle and displacement change, the adjacent steel pipe column units that are locked to the starting disturbance point are classified and marked.

[0096] S4. For the classified steel pipe column units, the deformation events of the locking are detected by monitoring the relative displacement change sequence based on the relative displacement time series data of their locking area.

[0097] S5. By combining the deformation events with the leakage response events in the leakage data, the performance of the locking waterstop is evaluated using time-series correlation.

[0098] S6. Based on the results of structural anomaly collaborative identification and locking performance evaluation, a real-time dynamic response map is generated by fusing spatial topology relationships with real-time data.

[0099] The above embodiments can be implemented, in whole or in part, by software, hardware, firmware, or any other combination thereof. When implemented using software, the above embodiments can be implemented, in whole or in part, in the form of a computer program product.

[0100] Those skilled in the art will recognize that the algorithmic steps of the various examples described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are implemented in hardware or software depends on the specific application and design constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementations should not be considered beyond the scope of this application.

[0101] In addition, the functional modules in the various embodiments of this application can be integrated into one processing module, or each module can exist physically separately, or two or more modules can be integrated into one module.

[0102] The above description is merely a specific embodiment of this application, but the scope of protection of this application is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in this application should be included within the scope of protection of this application. Therefore, the scope of protection of this application should be determined by the scope of the claims.

[0103] Finally, the above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A system for monitoring and analyzing the offset of a cofferdam with interlocking steel pipe columns, characterized in that, include: Data acquisition and processing module: Based on the cofferdam monitoring point layout plan, the module collects raw displacement data and raw leakage data of each monitoring point in real time through displacement monitoring equipment and interlocking leakage monitoring equipment, and performs preprocessing to obtain displacement data and leakage data. Structural anomaly identification module: Based on displacement data, the module identifies steel pipe column units with structural anomalies as the starting disturbance point through collaborative analysis of displacement direction and acceleration characteristics. Through collaborative analysis of the product sequence of displacement vector direction angle and displacement change, the module classifies and marks adjacent steel pipe column units that are locked to the starting disturbance point. The method for identifying the initial disturbance point is as follows: extracting the displacement time sequence curve of each steel pipe column unit during the continuous monitoring period from the displacement data; For the displacement time series curve of each steel pipe column unit, the directional angle between adjacent displacement vectors is calculated along the time axis. If the angle between all adjacent displacement vectors is less than a preset angle threshold within any sliding time window, the displacement direction of the steel pipe column unit is determined to have spatial consistency. At the same time, the displacement increment between adjacent moments is calculated for the displacement time series curve. If, within any sliding time window, the displacement increment of each moment is not less than the displacement increment of the previous moment, the displacement behavior of the steel pipe column unit is determined to have time-varying acceleration characteristics. Steel pipe column units that simultaneously exhibit both spatial consistency and time-varying acceleration characteristics within the same sliding time window are identified as the initial disturbance point. Locking performance evaluation module: For classified steel pipe column units, based on the relative displacement time series data of their locking area, deformation events of the locking are detected by monitoring the relative displacement change sequence, and combined with the leakage response events in the leakage data, the performance of the locking waterstop is evaluated by using time series correlation. Dynamic response visualization module: Based on the results of structural anomaly collaborative identification and latch performance evaluation, a real-time dynamic response map is generated by fusing spatial topology relationships with real-time data.

2. The locking steel pipe column cofferdam offset monitoring and analysis system as described in claim 1, characterized in that: The specific details of the cofferdam monitoring point layout plan are as follows: After the assembly of the interlocking steel pipe column cofferdam is completed, the cofferdam structure area to be monitored is divided into three functional monitoring sub-areas: High-risk sub-areas: Displacement monitoring points are deployed using a high-density grid pattern; Low-risk sub-regions: Displacement monitoring points are sparsely and uniformly distributed. Leakage monitoring points are set up using a linear sensor network on the inner side of the locking waterstop and the drainage channel area on the back side of the locking waterstop.

3. The interlocking steel pipe column cofferdam offset monitoring and analysis system as described in claim 2, characterized in that: The criteria for dividing the high-risk sub-regions and low-risk sub-regions are as follows: The corner areas and interlocking areas of the cofferdam structure to be monitored are designated as high-risk sub-areas, while the remaining areas are designated as low-risk sub-areas.

4. The locking steel pipe column cofferdam offset monitoring and analysis system as described in claim 1, characterized in that: The method for collecting the original displacement data and original leakage data of each monitoring point is as follows: The original displacement data of each monitoring point in the high-risk sub-zone and low-risk sub-zone are collected in real time by displacement monitoring equipment, and the original leakage data of each monitoring point in the sub-zone of the inner side of the locking waterstop and the back water surface of the locking waterstop are collected in real time by locking leakage monitoring equipment. The displacement monitoring equipment collects data according to a preset acquisition frequency level mapping table, while the latch leakage monitoring equipment collects data synchronously with the associated displacement monitoring equipment.

5. The locking steel pipe column cofferdam offset monitoring and analysis system as described in claim 1, characterized in that: The specific method for classifying and marking adjacent steel pipe column units that are locked to the initial disturbance point is as follows: For the steel tube column element identified as the initial disturbance point, the displacement time-series curves of its adjacent steel tube column elements connected by locking mechanisms are extracted from the displacement data. Within the same sliding time window as the initial disturbance point, calculate the angle between the displacement vector directions of adjacent steel pipe column elements and the element at the initial disturbance point, as well as the product of their displacement changes at each corresponding time point: If within this sliding time window, the angle between the displacement vector directions... in If the preset angle deviation is given, and the product sequence of displacement changes is negative, and any three adjacent terms in the product sequence do not satisfy monotonically increasing or monotonically decreasing, then the cofferdam structure is determined to be in the elastic coordination stage, and the adjacent steel pipe column unit is marked as the reverse linkage displacement type. If the minimum value of the angle between the displacement vector directions in the current sliding window is less than the minimum value of the angle between the displacement vector directions in the previous sliding window, or if a non-negative value appears in the product sequence of displacement changes, or if any three adjacent terms in the product sequence satisfy a strictly monotonically increasing or strictly monotonically decreasing condition, then the cofferdam structure is determined to have entered the chain instability stage, and the adjacent steel pipe column unit is marked as a reverse linkage failure type.

6. The locking steel pipe column cofferdam offset monitoring and analysis system as described in claim 1, characterized in that: The method for monitoring the deformation event is as follows: For the steel pipe column units that have been classified and marked, the relative displacement time series data of the corresponding locking area within the sliding time window is extracted from the displacement data. The relative displacement time series data includes lateral relative displacement, vertical relative displacement and side relative displacement. Calculate the sequence of changes in the lateral, vertical, and side relative displacements of the locking area at each corresponding moment; If the sequence of changes in the lateral relative displacement is continuously positive within the sliding time window, and there exists any three adjacent terms that satisfy strict monotonically increasing, then it is determined that the corresponding latch has experienced a lateral opening event. If the sequence of changes in vertical relative displacement contains any three adjacent terms that satisfy strict monotonically increasing or strict monotonically decreasing within the sliding time window, then the corresponding latch is determined to have experienced a vertical misalignment event. If the sequence of changes in lateral relative displacement has the same sign within the sliding time window and any three adjacent terms in its cumulative sequence satisfy a strict monotonically increasing condition, or if the signs are opposite but any three adjacent terms in the absolute value sequence of their difference satisfy a strict monotonically increasing condition, then the corresponding latch is determined to have experienced a lateral slip event.

7. The locking steel pipe column cofferdam offset monitoring and analysis system as described in claim 1, characterized in that: The method for evaluating the performance of the interlocking waterstop by combining leakage response events from leakage data and utilizing time-series correlation is as follows: Based on the locking area of ​​the steel pipe column unit with reverse linkage failure type, the leakage time sequence data during the continuous monitoring period is extracted synchronously from the leakage data, and the leakage response event is defined as the strictly increasing value of two consecutive moments in the leakage data sequence. The performance of the locking waterstop is determined by comparing the deformation event type with the leakage response event through time correlation.

8. The locking steel pipe column cofferdam offset monitoring and analysis system as described in claim 1, characterized in that: The method for obtaining the real-time dynamic response diagram is as follows: A spatial topology model of the cofferdam structure is constructed, wherein the spatial topology model takes the spatial position of each steel pipe column unit in the global coordinate system as the node and its locking mechanical connection relationship as the edge; The starting disturbance point location and the state marking results of adjacent steel pipe column units output by the structural anomaly identification module are bound to the corresponding nodes or edges of the spatial topology model according to their spatial positions in the global coordinate system to obtain monitoring result data. The monitoring results data and the displacement and leakage data output by the data acquisition and processing module are time-aligned and fused to obtain a multidimensional state dataset; Following the sliding time window sequence, and combining the monitoring results of each node or edge in the multidimensional state dataset with real-time data, the spatial topology model is driven to dynamically configure the visual attributes of its graphical elements, generating a real-time dynamic response diagram of the cofferdam structure.

9. A method for monitoring and analyzing the offset of a cofferdam with interlocking steel pipe columns, comprising the following steps performed by a monitoring and analysis system for the offset of a cofferdam with interlocking steel pipe columns as described in any one of claims 1-8, characterized in that, include: S1. According to the cofferdam monitoring point layout plan, the original displacement data and original leakage data of each monitoring point are collected in real time through displacement monitoring equipment and lock-lock leakage monitoring equipment, and preprocessed to obtain displacement data and leakage data. S2. Based on displacement data, identify structurally abnormal steel pipe column units as the initial disturbance points through collaborative analysis of displacement direction and acceleration characteristics. S3. Through the collaborative analysis and judgment of the product sequence of the displacement vector direction angle and the displacement change, the adjacent steel pipe column units that are locked to the starting disturbance point are classified and marked. S4. For the classified steel pipe column units, the deformation events of the locking are detected by monitoring the relative displacement change sequence based on the relative displacement time series data of their locking area. S5. By combining the deformation events with the leakage response events in the leakage data, the performance of the locking waterstop is evaluated using time-series correlation. S6. Based on the results of structural anomaly collaborative identification and locking performance evaluation, a real-time dynamic response map is generated by fusing spatial topology relationships with real-time data.

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