Lock catch steel pipe column cofferdam offset monitoring and analyzing system and method

Abstract

The invention belongs to the technical field of engineering construction safety monitoring, and relates to a lock catch steel pipe column cofferdam offset monitoring and analyzing system and method. According to the method, the product sequence of the included angle in the direction of the displacement vector and the displacement variation is cooperatively analyzed, and the time sequence monitoring of the relative displacement and leakage data of the lock catch area is combined, so that the abnormal starting point identification of the cofferdam structure, the linkage state classification of adjacent units and the systematic evaluation of lock catch deformation and water stop performance are realized, and a real-time dynamic response diagram is generated. The method overcomes the problems that traditional monitoring only pays attention to displacement of adjacent tubular columns, the local mechanical state of a lock catch is difficult to sense, structural linkage and failure cannot be effectively distinguished, and misjudgment, missing judgment and linkage instability risks are likely to be caused, remarkably improves the early-stage accurate recognition capability of cofferdam deformation and leakage risks, and improves the accuracy of cofferdam monitoring. And structural instability caused by delayed intervention is avoided, and the overall safety of the cofferdam and the construction anti-seepage reliability are effectively guaranteed.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of engineering construction safety monitoring, and relates to a lock buckle steel pipe column cofferdam offset monitoring and analyzing system and method. BACKGROUND

[0002] The lock buckle steel pipe column cofferdam is a new type of flexible supporting structure, and its core function is to connect steel pipe columns through mutual interlocking lock buckles to form a closed water blocking curtain, and is widely used in water-related engineering fields such as bridge deep water foundation and port wharf. However, in actual engineering, the structure is subjected to complex dynamic loads for a long time and needs to withstand changes in water and soil pressure, construction vibration and water flow scouring and other external actions, which easily causes problems such as structure offset, lock buckle deformation and water stop failure. If not monitored and warned in time, it may lead to cofferdam instability or serious leakage and other engineering accidents.

[0003] At present, the monitoring technology for the lock buckle steel pipe column cofferdam in the industry still has many deficiencies, mainly in the following aspects: (1) the cofferdam structure anomaly is often caused by the instability of local steel pipe columns and is transmitted to the surrounding components through the lock buckle connection to form a chain displacement effect, rather than a whole synchronous deformation. The traditional monitoring method only determines the anomaly according to whether the displacement of a single point exceeds the threshold value, ignoring the directionality and time-varying trend of the displacement. For example, some steel pipe columns may produce small random displacements due to local load disturbance, and the direction is chaotic and has no accelerating trend, which is actually harmless fluctuation; while the real initial disturbance point often shows spatial consistency and accelerating evolution characteristics. The traditional technology is difficult to identify these two characteristics, which makes it difficult to accurately locate the disturbance source and trace the root cause of the structure anomaly.

[0004] (2) Even if the initial disturbance point is preliminarily identified, the current monitoring system still lacks systematic evaluation ability for the internal mechanism of its influence on the surrounding components through the lock buckle structure. The current method only focuses on the displacement change of adjacent steel pipe columns, but does not deeply analyze the stress coordination state and performance evolution process of the lock buckle connection part. In fact, the displacement of the disturbance point is transmitted through the mechanical interlocking structure of the lock buckle, but the stress mode, deformation characteristics and water stop performance of the lock buckle are significantly different at different load stages. Due to the lack of fine perception of the local mechanical state of the lock buckle, the traditional monitoring method is difficult to distinguish whether the lock buckle is in a recoverable linked displacement or an irreversible failure state, which easily leads to misjudgment or missed judgment of the risk of the lock buckle, delays the risk intervention opportunity, and even induces the chain propagation of local instability to overall structural failure, seriously threatening the overall safety of the cofferdam structure and the construction period anti-seepage reliability. SUMMARY

[0005] In view of this, in order to solve the problems raised in the background art, a lock buckle steel pipe column cofferdam offset monitoring and analyzing system and method are provided.

[0006] The purpose of the application can be realized by the technical solutions as follows: the first aspect of the application provides a lock steel pipe column cofferdam offset monitoring and analysis system, comprising the following modules: a data acquisition and processing module: according to a cofferdam monitoring point arrangement scheme, original displacement data and original leakage data of each monitoring point are collected in real time by a displacement monitoring device and a lock leakage monitoring device, and pre-processing is performed to obtain displacement data and leakage data.

[0007] An abnormal structure identification module: according to the displacement data, a steel pipe column unit with structural abnormalities is identified as a starting disturbance point through cooperative analysis of displacement direction and acceleration characteristics, and the adjacent steel pipe column unit connected with the starting disturbance point is classified and marked through cooperative analysis of the product sequence of the displacement vector direction angle and the displacement change amount.

[0008] A lock performance evaluation module: for the classified steel pipe column unit, the deformation event of the lock is detected through monitoring the relative displacement change amount sequence based on the relative displacement time series data of the lock area, and the lock seal performance is evaluated by combining the leakage response event in the leakage data and the time sequence correlation.

[0009] A dynamic response visualization module: according to the results of structural abnormality cooperative identification and lock performance evaluation, a real-time dynamic response graph is generated through space topology relationship and real-time data fusion.

[0010] The second aspect of the application provides a lock steel pipe column cofferdam offset monitoring and analysis method, comprising the following steps: S1, according to a cofferdam monitoring point arrangement scheme, original displacement data and original leakage data of each monitoring point are collected in real time by a displacement monitoring device and a lock leakage monitoring device, and pre-processing is performed to obtain displacement data and leakage data.

[0011] S2, according to the displacement data, a steel pipe column unit with structural abnormalities is identified as a starting disturbance point through cooperative analysis of displacement direction and acceleration characteristics.

[0012] S3, through cooperative analysis of the product sequence of the displacement vector direction angle and the displacement change amount, the adjacent steel pipe column unit connected with the starting disturbance point is classified and marked.

[0013] S4, for the classified steel pipe column unit, the deformation event of the lock is detected through monitoring the relative displacement change amount sequence based on the relative displacement time series data of the lock area.

[0014] S5, through combining the deformation event and the leakage response event in the leakage data, the lock seal performance is evaluated by using the time sequence correlation.

[0015] S6, according to the results of structural abnormality cooperative identification and lock performance evaluation, a real-time dynamic response graph is generated through space topology relationship and real-time data fusion.

[0016] Compared with the prior art, the beneficial effects of the present application are as follows: (1) The present application accurately identifies the starting disturbance point of the lock steel pipe column cofferdam through the synergistic analysis means of displacement direction space consistency and time-varying acceleration characteristics. This method discards the traditional single-point displacement threshold judgment logic, can effectively distinguish between harmless small random displacement and initial disturbance displacement with risk, solves the problem that the traditional monitoring is difficult to locate the disturbance source and trace the root cause of structural abnormalities, and from the source, suppresses the abnormal transmission to the surrounding through the lock connection, and improves the accuracy and effectiveness of the cofferdam structure safety monitoring.

[0017] (2) The present application realizes the system evaluation of the water stop performance by analyzing the displacement vector direction angle and the displacement change amount product sequence, and combining the relative displacement time sequence data of the lock area, makes up for the defects of the traditional monitoring which only pays attention to the displacement of adjacent steel pipe columns and lacks fine perception of the local mechanical state of the lock, solves the problem that it is difficult to distinguish the lock linkage displacement and failure state and is prone to misjudgment and missed judgment risk, can avoid delaying the intervention opportunity to cause chain instability, and guarantees the overall safety of the cofferdam and the impermeability reliability during construction. BRIEF DESCRIPTION OF DRAWINGS

[0018] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the following will briefly introduce the drawings needed to be used in the description of the embodiments. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative labor.

[0019] Figure 1 It is a module connection schematic diagram of a lock steel pipe column cofferdam deviation monitoring and analysis system in the present application.

[0020] Figure 2 It is a flowchart of the identification of the starting disturbance point in the present application.

[0021] Figure 3 It is a step diagram of a lock steel pipe column cofferdam deviation monitoring and analysis method in the present application. DETAILED DESCRIPTION

[0022] The technical solutions in the embodiments of the present application will be described clearly and completely in the following with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only some embodiments of the present application, not all. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor are within the scope of protection of the present application.

[0023] Embodiment 1

[0024] Please refer to Figure 1As shown, the present application provides a lock steel pipe column cofferdam offset monitoring analysis system, comprising: a data acquisition and processing module, a structure anomaly identification module, a lock performance evaluation module and a dynamic response visualization module, the connection relationship between the modules is: the connection between the data acquisition and processing module and the structure anomaly identification module, the connection between the structure anomaly identification module and the dynamic response visualization, the connection between the data acquisition and processing module and the lock performance evaluation module, the connection between the lock performance evaluation module and the dynamic response visualization.

[0025] The data acquisition and processing module: according to the cofferdam monitoring point scheme, real-time acquisition of original displacement data and original leakage data of each monitoring point by displacement monitoring equipment and lock leakage monitoring equipment, and preprocessing to obtain displacement data and leakage data.

[0026] Further, the specific content of the cofferdam monitoring point scheme is: after the completion of the lock steel pipe column cofferdam assembly, the cofferdam structure area to be monitored is divided into three types of functional monitoring sub-areas, including: high-risk sub-area, low-risk sub-area and lock water stop belt inside and lock backwater surface diversion groove sub-area.

[0027] The corner area and the lock bite area in the cofferdam structure area to be monitored are divided into high-risk sub-areas, and the remaining areas are divided into low-risk sub-areas.

[0028] It needs to be explained that the corner area and the lock bite area are divided into high-risk sub-areas because the corner area produces stress concentration due to change of stress direction, and the lock bite area is the core part of the connection of adjacent steel pipe columns. These areas bear more external force and have more complex structure stress in the use process of the lock steel pipe column cofferdam, and the stability of the lock connection directly affects the safety of the entire cofferdam.

[0029] High-risk sub-area: high-density grid displacement monitoring points are used.

[0030] Among them, the specific size of the grid division is determined comprehensively according to the actual engineering structure characteristics, monitoring accuracy and equipment performance requirements, and cost efficiency and other factors.

[0031] It needs to be explained that the high-risk sub-area is the part of the cofferdam that is most prone to offset and structural anomaly, and needs to accurately grasp every tiny displacement change. High-density grid point arrangement can cover the area in all directions like a dense net, and does not miss any potential abnormal signal, ensuring the accuracy and comprehensiveness of the monitoring.

[0032] Low-risk sub-area: sparse and uniform displacement monitoring points are used.

[0033] It should be noted that the low-risk sub-area is small in force and relatively stable in structure, and the probability of serious abnormalities is low. Sparse and uniform distribution of points can not only reflect the overall state of the region through a small number of monitoring points to meet the basic monitoring needs, but also reduce equipment, manpower and data processing costs, and realize the rational allocation of resources.

[0034] The lock buckle water stop belt inside and the lock buckle backwater surface flow guide groove sub-area: linear sensing network is used to arrange leakage monitoring points.

[0035] It should be noted that the lock buckle water stop belt inside and the backwater surface flow guide groove are the core areas of leakage problems, and leakage usually spreads along the linear connection path of the lock buckle. Linear sensing network can conform to the form of these linear areas to form a continuous monitoring link, accurately capture leakage data along the length direction of the lock buckle, and avoid missing leakage points due to point monitoring.

[0036] It should be explained that the function monitoring area division of the to-be-monitored cofferdam structure area can realize accurate configuration and efficient use of monitoring resources. This partition strategy not only ensures that the key parts are monitored without blind area and the data is accurate and reliable, but also avoids excessive investment of equipment, manpower and data processing resources in low-risk areas, thereby significantly reducing monitoring costs under the premise of ensuring structural safety, and achieving the balance between safety and economy.

[0037] Further, the collection method of the original displacement data and the original leakage data of each monitoring point is: collecting the original displacement data of each monitoring point in the high-risk sub-area and the low-risk sub-area by the displacement monitoring equipment in real time, and collecting the original leakage data of each monitoring point in the lock buckle water stop belt inside and the lock buckle backwater surface flow guide groove sub-area by the lock buckle leakage monitoring equipment in real time.

[0038] It should be noted that the displacement sensor includes an inclination sensor arranged at the top of the steel pipe column, a wire displacement gauge arranged in the middle of the column body, and a transverse opening sensor, a vertical fault sensor and a lateral slip sensor arranged at the lock joint connection; the leakage monitoring equipment includes a lock joint inside osmometer and a lock joint backwater surface micro-flow meter.

[0039] The displacement monitoring equipment collects according to the preset collection frequency level mapping table, and the lock buckle leakage monitoring equipment collects synchronously with the associated displacement monitoring equipment.

[0040] It should be noted that the collection frequency level mapping table is a corresponding relationship table for differentiating the collection frequency of displacement monitoring points in high-risk sub-regions and low-risk sub-regions according to the risk level of different regions. The mapping table determines the frequency by engineering experience, reference to historical engineering monitoring data and practical laws, combination of the change characteristics and precision requirements of different regions under working conditions; or through theoretical analysis and calculation, with the help of structural mechanics and hydrodynamics, the deformation and leakage sensitivity of the cofferdam under load are simulated and calculated, the change sensitivity of the monitoring point is inferred, and the corresponding collection frequency is set.

[0041] It should be explained that the lock leakage monitoring equipment collects according to the collection time of the displacement monitoring point associated therewith, to ensure that both can obtain leakage and displacement data at the same time point, to realize accurate matching in the time dimension. The purpose of this method is to provide time-matched data basis for analyzing the performance of the lock, which can not only accurately judge whether the displacement of the steel pipe column directly causes the lock leakage, but also scientifically evaluate the real-time response and failure degree of the water stop belt 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 are used to represent the spatial attitude and relative deformation of the structure, and the original leakage data are used to represent the hydraulic response and leakage flux of the sealing interface. The data are respectively used to monitor the structural stability of the lock steel pipe column cofferdam and the effectiveness of the lock water stop function, to constitute a structure-function dual protection, to form a synergistic relationship of pre-monitoring-function verification through time sequence synchronous collection, and to jointly support the comprehensive performance evaluation of the lock, so as to comprehensively cover the structural instability and leakage risk of the cofferdam.

[0043] In a specific embodiment, the method for preprocessing displacement data and leakage data is: uniformly time-stamping the original displacement data and original leakage data collected by each monitoring point, performing data cleaning and noise reduction processing on the displacement data and leakage data after time-stamping, such as identifying and removing abnormal values in the displacement data and leakage data based on physical thresholds and statistical thresholds obtained based on structural mechanics models; performing smoothing and noise reduction processing on the displacement data and leakage data through a digital filtering algorithm, establishing a global coordinate system of the cofferdam structure, and normalizing the spatial position coordinates of each monitoring point based on the coordinate system to obtain standardized displacement data and leakage data.

[0044] The structure anomaly identification module: identifies a steel pipe column unit with structural anomaly as a starting disturbance point through cooperative analysis of displacement direction and acceleration characteristics based on displacement data, and classifies and labels adjacent steel pipe column units connected with the starting disturbance point through cooperative analysis of the product sequence of the included angle of the displacement vector direction and the displacement change amount.

[0045] Further, refer to Figure 2As shown, the identification method of the initial disturbance point is to extract the displacement time curve of each steel pipe column unit in the continuous monitoring period from the displacement data.

[0046] For the displacement time curve of each steel pipe column unit, the direction included angle between the displacement vectors of two adjacent time points is calculated along the time axis. If all the included angles of the adjacent displacement vectors in any sliding time window are less than the preset angle threshold, it is determined that the displacement direction of the steel pipe column unit has spatial consistency.

[0047] In a specific embodiment, the method for calculating the included angle between the displacement vector directions of adjacent time points is as follows: in each sliding time window, the displacement vectors of two adjacent time points are selected along the time axis. According to the spatial direction of the vector direction, such as horizontal left / right, vertical up / down, etc., the included angle between the two adjacent displacement vectors is obtained through geometric calculation, and the calculation of the included angles of all adjacent displacement vectors in the window is completed.

[0048] It should be noted that the setting of the sliding time window is set according to the actual monitoring requirements, such as 1 hour, 2 hours, etc. The window can slide along the time axis to ensure that the displacement vector data of multiple time points is included in each window.

[0049] The preset angle threshold is determined according to the engineering safety standard, the cofferdam structure characteristics, etc. It is used to determine the critical angle of whether the displacement direction is stable. If all the adjacent included angles in the window are less than the threshold, it means that the displacement direction of the steel pipe column unit has not deviated greatly in this time period, and thus it is determined that the displacement direction of the steel pipe column unit in the sliding time window has spatial consistency.

[0050] The displacement increment between adjacent time points is calculated for the displacement time curve. If each displacement increment in any sliding time window is not less than the displacement increment of the previous time point, it is determined that the displacement behavior of the steel pipe column unit has the time-varying acceleration characteristic.

[0051] The steel pipe column unit that simultaneously has spatial consistency and time-varying acceleration characteristics in the same sliding time window is determined as the initial disturbance point.

[0052] It should be explained that the initial disturbance point identification method accurately locates the initial occurrence point of structural abnormalities from all steel pipe columns by simultaneously analyzing the spatial consistency of displacement direction and the time-varying acceleration characteristics of displacement behavior. Whether the displacement direction is stable and consistent is determined by analyzing whether the included angle of the displacement vector direction of a single steel pipe column is less than the threshold in the sliding time window. At the same time, the adjacent displacement increments are calculated to determine whether they are continuously accelerated. When both conditions are met, the point is determined as the initial disturbance point.

[0053] The method reasonably fits the structural abnormal development law, local instability usually shows directional and accelerated displacement, and can effectively exclude uniform settlement or random shaking and other non- abnormal interference, as the core starting point of the whole cofferdam monitoring analysis system, the method can discover the abnormal source as early as possible, and provides key basis for accurate maintenance, subsequent adjacent unit classification analysis and early warning of structural risk.

[0054] The application accurately identifies the initial disturbance point of the locking steel pipe column cofferdam through the displacement direction space consistency and time-varying acceleration feature cooperative analysis means, discards the traditional single-point displacement threshold value judgment logic, can effectively distinguish harmless small random displacement from initial disturbance displacement with risk, solves the problems that the traditional monitoring is difficult to locate the disturbance source and trace the root cause of structural abnormalities, and from the source, suppresses the abnormal transmission to the surrounding through the locking connection, and improves the accuracy and effectiveness of the cofferdam structure safety monitoring.

[0055] Further, the specific method of classifying and marking the adjacent steel pipe column unit connected with the initial disturbance point through the locking connection is that, for the steel pipe column unit identified as the initial disturbance point, the displacement time sequence curve of the adjacent steel pipe column unit connected through the locking mechanism is extracted from the displacement data.

[0056] In the same sliding time window as the initial disturbance point, the displacement vector direction angle between the adjacent steel pipe column unit and the initial disturbance point unit and the displacement change amount product of the two at each corresponding time are calculated.

[0057] If the displacement vector direction angle Wherein is a preset angle deviation, and the displacement change amount product sequence is all negative, and any adjacent three items in the product sequence do not satisfy the strictly monotone increasing or strictly monotone decreasing, it is determined that the cofferdam structure is currently 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 an angle buffer critical value set for judging whether the displacement direction of the adjacent steel pipe column and the initial disturbance point is close to opposite, which is usually based on the design parameters of the cofferdam structure and the deviation range of the mechanical simulation derivation theory, and is calibrated and determined by referring to the actual angle deviation statistical data in the elastic coordination state of the similar engineering, and combining the accuracy of the displacement monitoring equipment and the engineering safety requirements, which guarantees the accuracy of the judgment, and takes into account the engineering actual fault tolerance and monitoring reliability.

[0059] The displacement vector direction angle reflects whether the displacement direction of the adjacent steel pipe column and the initial disturbance point is adaptive, that is, the adjacent unit usually produces displacement approximately opposite to the disturbance point when the steel pipe column connected by the locking mechanism is in normal stress coordination, and if the direction deviation is too large, it indicates that the coordination of the locking force transmission fails.

[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] The lock performance evaluation module: for the classified steel pipe column unit, based on the relative displacement time series data of the lock area, the deformation event of the lock is detected by monitoring the relative displacement change sequence, and the lock seal performance is evaluated by combining the leakage response event in the leakage data and the time sequence correlation.

[0067] Further, the monitoring method of the deformation event is: for the steel pipe column unit that has been classified and marked, the relative displacement time series data of the corresponding lock area in the sliding time window is extracted from the displacement data, including the lateral relative displacement, the vertical relative displacement and the lateral relative displacement.

[0068] It should be noted that the lateral relative displacement is the projection of the displacement vector in 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 in the horizontal direction parallel to the cofferdam axis.

[0069] The change sequence of the lateral relative displacement, the vertical relative displacement and the lateral relative displacement of the lock area at each corresponding time is calculated respectively.

[0070] If the change sequence of the lateral relative displacement is continuously positive in the sliding time window, and there are any three adjacent terms that satisfy the strictly monotone increasing, it is determined that the corresponding lock occurs the lateral pull-apart event.

[0071] It should be noted that the determination of the lateral pull-apart of the lock satisfies two conditions: one is that in the set sliding time window, the relative displacement change sequence of the two adjacent steel pipe columns connected by the lock in the horizontal direction is continuously positive, that is, the relative displacement at each subsequent time is greater than that at the previous time, indicating that the lock is being continuously loosened and the gap is continuously increasing; the other is that there are any three consecutive values in the change sequence that are strictly monotonically increasing, that is, there are such values as 0.2mm, 0.3mm, 0.4mm that increase gradually, indicating that the pull-apart speed continues to accelerate, and both conditions are met, so it can be determined that the lock has occurred the lateral pull-apart, and its connection state is obviously deteriorated.

[0072] If the change sequence of the vertical relative displacement exists any three adjacent terms that satisfy the strictly monotone increasing or strictly monotone decreasing in the sliding time window, it is determined that the corresponding lock occurs the vertical misalignment event.

[0073] It should be noted that in the set sliding time window, if there are any three consecutive values in the vertical relative displacement change sequence of the two steel pipe columns on both sides of the lock that satisfy the strictly monotone increasing or decreasing, it indicates that the vertical misalignment continues to intensify, the increasing represents the high-low difference between the two columns accelerates to expand, and the decreasing represents the high-low difference accelerates to shrink, which reflects that the vertical connection smoothness of the lock is damaged, the misalignment continues to deteriorate, and there is a risk of connection failure.

[0074] If the sequence of lateral relative displacement variation is the same in sign and any three adjacent terms in the sequence of cumulative sum satisfy the strictly monotonic increasing, or the signs are opposite but the absolute value of the difference satisfies the strictly monotonic increasing, it is determined that the corresponding lock occurs lateral slip event.

[0075] It needs to be explained that the sequence of lateral relative displacement variation reflects the displacement increase and decrease of each period, the sign represents the direction, and the value represents the amplitude. The determination logic is divided into two scenarios: if the variation signs are the same, that is, the sliding direction is consistent, then whether there is a strictly monotonic increasing of three consecutive terms in the cumulative sum sequence is observed, which indicates that the total slip amount is accelerating accumulation; if the variation signs are opposite, that is, the sliding direction fluctuates repeatedly, then the absolute value is taken to form the difference absolute value sequence. If there is a strictly monotonic increasing of three consecutive terms in the sequence, it means that the single sliding amplitude continues to increase. No matter which case, as long as the strictly monotonic increasing of three adjacent terms is met, it means that the steel pipe column connected by the lock has occurred sustained relative sliding in the lateral direction, the connection stability is accelerating deterioration, and the lateral slip event should be determined.

[0076] The deformation event monitoring method focuses on the relative displacement of the lock, effectively filters environmental interference and accidental fluctuations through time series trend analysis, scientifically distinguishes harmless micro-motion from dangerous deformation, designs double-path analysis logic for different stress modes such as one-way thrust or reciprocating impact, ensures full coverage of risks, supports automated early warning with objective and quantifiable determination standards, avoids subjective misjudgment, and adapts to different engineering scales, construction stages, and monitoring precision requirements by flexibly setting the sliding time window, realizing full-cycle coverage from real-time early warning to long-term trend evaluation.

[0077] Different deformation modes correspond to different external causes and risk evolution mechanisms: when the lock is subjected to continuous one-way external force such as water flow thrust or soil pressure, the displacement direction is stable, the variation signs are the same, and the risk is manifested as the accelerated growth of cumulative displacement, which needs to be captured by the cumulative sum sequence; when subjected to intermittent bidirectional external force such as wave impact or equipment vibration, the displacement direction fluctuates repeatedly, the variation signs are opposite, and the risk is reflected in the continuous increase of single fluctuation amplitude, which must be accurately identified with the help of the absolute value sequence.

[0078] If not classified and a unified criterion is used, it is easy to cause risk omission or misjudgment due to positive and negative cancellation or trend misreading, especially the fatigue loosening hidden danger brought by fluctuation type deformation may be ignored. After classification, the system not only can fully cover all typical dangerous scenarios in engineering and realize no dead angle monitoring, but also can accurately determine the risk level with objective and quantitative standards, finally ensuring the stability of the lock connection and the safety of the cofferdam structure.

[0079] Further, the method for evaluating the performance of the locking waterstop by combining the leakage response event in the leakage data with time correlation is: according to the locking area of the steel pipe column unit of the reverse linkage failure type, the leakage time sequence data of the locking area in the continuous monitoring period is synchronously extracted from the leakage data, and the strictly increasing values of two continuous time points in the leakage data sequence are defined as the leakage response event.

[0080] It should be noted that the strictly increasing values of two continuous time points in the leakage data sequence are defined as the leakage response event, which is essentially a precise quantitative early warning mechanism for the evolution law of the leakage hidden danger of the locking area of the reverse linkage failure type steel pipe column unit. The leakage of such locking is often progressive deterioration, such as continuous expansion of the gap leading to steady increase of water leakage, rather than random fluctuation or instantaneous mutation. The strictly increasing values of two continuous time points are a scientific capture of this continuous deterioration trend, which can effectively exclude accidental interference such as equipment noise or water flow disturbance, and lock the real risk. At the same time, this definition realizes the process from identifying only the existence of leakage to focusing on the leakage deterioration, accurately distinguishes between harmless stable micro-leakage and dangerous accelerated leakage, avoids early warning flooding, and ensures that engineering resources are concentrated on the hidden danger points that really need intervention.

[0081] The occurrence of the deformation event type and the occurrence of the leakage response event are compared through time correlation to obtain a determination result of the performance of the locking waterstop.

[0082] In a specific embodiment, the method for obtaining the determination result is: if the lateral pulling event occurs and the leakage response event occurs after a preset time interval, it is determined that the locking area waterstop has insufficient tensile resistance; if the vertical fault event occurs and the leakage response event occurs after a preset time interval, it is determined that the locking area waterstop has insufficient shear resistance; if the lateral sliding event occurs and the leakage response event occurs after a preset time interval, it is determined that the locking area waterstop has insufficient wear resistance; if the leakage response event occurs without any deformation event, it is determined that there is local sealing damage or construction defects in the locking area; if the deformation event occurs without the leakage response event, it is determined that the locking area waterstop structure can still adapt to the current deformation.

[0083] The preset time interval is used to define the time boundary of whether there is a causal relationship between the deformation event and the leakage response event, effectively excluding the misjudgment interference caused by the independent occurrence of the two due to accidental factors, thereby ensuring the scientificity and reliability of the determination of the shear or tensile performance of the waterproof belt. On the one hand, through the effective time window of the deformation damage to the waterproof belt, only the leakage increase within a reasonable time limit after the deformation occurs can be attributed to the deformation directly damaging the sealing structure of the waterproof belt, such as cracking and breaking, so as to avoid attributing the leakage caused by irrelevant factors such as aging and construction defects to the previous deformation. On the other hand, the leakage caused by the deformation of the waterproof belt under the action of the deformation is not immediate or continuous mechanical damage, but the delayed leakage after the deformation has stabilized, so that the performance evaluation truly reflects the resistance of the waterproof belt to the current deformation. The time interval is determined comprehensively through the cofferdam structure characteristics, waterproof belt material performance, engineering experience and monitoring data.

[0084] The present application realizes the system evaluation of the performance of the waterproof belt by analyzing the product sequence of the displacement vector direction angle and the displacement change amount, and combining the relative displacement time sequence data of the lock buckle area, which makes up for the defects of the traditional monitoring which only focuses on the displacement amount of the adjacent steel pipe column and lacks fine perception of the local mechanical state of the lock buckle, solves the problem of difficult differentiation between the lock buckle linkage displacement and the failure state and the risk of misjudgment and omission, and can avoid delaying the intervention opportunity to cause chain instability, thereby ensuring the overall safety of the cofferdam and the impermeability reliability during construction.

[0085] The dynamic response visualization module generates a real-time dynamic response graph by fusing real-time data and spatial topological relationship according to the results of cooperative identification of structural abnormalities and lock buckle performance evaluation.

[0086] Further, the acquisition method of the real-time dynamic response graph is: constructing a spatial topological model of the cofferdam structure, and the spatial topological model takes the spatial positions of each steel pipe column unit in the global coordinate system as nodes and takes the mechanical connection relationship of the lock buckle as edges.

[0087] In a specific embodiment, the spatial topological model is constructed by using professional engineering modeling software such as ANSYS, Midas, etc., according to the functions and operation processes of the software, and the determined nodes and edges are input and constructed according to the actual spatial positions and connection relationships. For example, in some GIS software, the coordinate data of the steel pipe column unit can be imported as nodes, and then the edges can be drawn according to the connection relationship of the lock buckle by using the topological editing function of the software, so as to establish the spatial topological model.

[0088] The starting disturbance point position and the state mark result of the adjacent steel pipe column unit output by the structural abnormality identification module are bound to the corresponding nodes or edges of the spatial topological model according to the spatial positions in the global coordinate system together with the deformation event type and the waterproof belt performance evaluation result output by the lock buckle performance evaluation module to obtain the monitoring result data.

[0089] The time alignment and fusion of the monitoring result data and the displacement data and the leakage data output by the data acquisition and processing module obtain a multi-dimensional state data set.

[0090] In a specific embodiment, the method for obtaining the multi-dimensional state data set is as follows: the time stamp precision and the monitoring object identifier of the three types of data are extracted, the key business fields are extracted, the time alignment is performed based on the time stamp, the data of the same object at the same time period are associated through the precise matching or interval interpolation method, then the structure state, the displacement parameter and the leakage condition are fused according to the monitoring object and the time dimension, the comprehensive data entry is formed, the invalid records are removed through the time logic, the object identifier and the business logic verification, the data set is ensured to be reliable and consistent, and finally the multi-dimensional data set with the spatial state, the displacement change and the leakage condition is formed.

[0091] According to the sliding time window order, the monitoring result and the real-time data of each node or edge in the multi-dimensional state data set are combined to drive the spatial topology model to dynamically configure the visual attributes of the graphical elements of the cofferdam structure, and a real-time dynamic response graph of the cofferdam structure is generated.

[0092] Embodiment 2

[0093] Referring to Figure 3 The present application provides a lock steel pipe column cofferdam offset monitoring analysis method, which comprises the following steps: S1, collecting original displacement data and original leakage data of each monitoring point in real time through displacement monitoring equipment and lock leakage monitoring equipment according to a cofferdam monitoring point arrangement scheme, and pre-processing the displacement data and the leakage data.

[0094] S2, identifying a steel pipe column unit with structural abnormalities as a starting disturbance point through displacement direction and acceleration feature collaborative analysis based on the displacement data.

[0095] S3, classifying and marking the adjacent steel pipe column units connected with the starting disturbance point through the collaborative analysis of the product sequence of the displacement vector direction angle and the displacement change.

[0096] S4, detecting a deformation event of the lock through the monitoring of the relative displacement change sequence based on the relative displacement time sequence data of the lock area of the classified steel pipe column unit.

[0097] S5, evaluating the lock gasket performance by combining the deformation event and the leakage response event in the leakage data.

[0098] S6, generating a real-time dynamic response graph through the fusion of the spatial topology relationship and the real-time data based on the structural abnormality collaborative recognition and the lock performance evaluation result.

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

[0100] Those of ordinary skill in the art can realize that the algorithm steps of the examples described in conjunction with the embodiments disclosed herein can be implemented by electronic hardware, or a combination of computer software and electronic hardware. Whether the functions are performed by hardware or software depends on the specific application and design constraints of the technical solution. Those of ordinary skill in the art can use different methods to implement the described functions for each specific application, but such implementation should not be considered beyond the scope of the present application.

[0101] In addition, each functional module in each embodiment of the present application can be integrated in one processing module, or each module can exist physically independently, or two or more modules can be integrated in one module.

[0102] The above is merely specific embodiments of the present application, but the protection scope of the present application is not limited thereto, and any person skilled in the art can easily think of changes or replacements within the technical scope disclosed in the present application, which should be included in the protection scope of the present application. Therefore, the protection scope of the present application should be subject to the protection scope of the claims.

[0103] Finally, the above is merely preferred embodiments of the present application, and is not intended to limit the present application, and any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the protection scope of the present application.

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. 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 method for identifying the initial disturbance point is as follows: Extract the displacement time-series curves 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 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. Meanwhile, the displacement increment between adjacent moments is calculated for the displacement time series curve. If, in any sliding time window, the displacement increment of 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. 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.

6. 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.

7. 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.

8. 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.

9. 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.

10. A method for monitoring and analyzing the offset of a cofferdam with interlocking steel pipe columns, 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 tube 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 diagram is generated by fusing spatial topology relationships with real-time data.

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