Intelligent monitoring and management system for hoisting construction of ultrahigh pier box girder

Abstract

The invention relates to the technical field of box girder construction, in particular to an intelligent monitoring and management system for ultrahigh pier box girder hoisting construction, which comprises a construction acquisition module used for acquiring construction monitoring data during box girder construction; the structure simulation module is used for extracting a support connection point during box girder construction from the construction monitoring data, acquiring a stress change value on the support connection point, converting the stress change value into a stress change curve, and setting a stress gain vector according to the stress change curve of the support connection point; the settlement identification module is used for extracting the settlement amount of the support connection point from the construction monitoring data, and combining the settlement amount with the stress change value according to the distribution direction and numerical value of the settlement amount to obtain a settlement distribution diagram during box girder construction; the structure matching module is used for analyzing the relationship between the support connection points in the settlement distribution diagram and sequentially determining the matching degree of the support connection points in the settlement distribution diagram; and the construction efficiency and the safety are improved.

Description

Technical Field

[0001] The invention relates to the technical field of box girder construction, and in particular to an intelligent monitoring and management system for hoisting construction of a super-high pier box girder. Background Art

[0002] In the field of super-high pier box girder hoisting construction, the traditional monitoring and management methods mainly rely on manual inspection and experience judgment. This method has many shortcomings, such as inaccurate data collection, untimely analysis, and incomplete risk identification. With the rapid development of information technology, intelligent monitoring and management systems have gradually become an important means to solve these problems. However, most of the existing intelligent systems are targeted at specific construction links or problems, lacking comprehensive and systematic solutions.

[0003] For example, Chinese patent publication number CN117933689A discloses a method for risk management in the technical decision-making stage of bridge construction based on ontology. The method constructs a bridge construction technology ontology knowledge base by introducing multiple technical knowledge sources of the knowledge base of bridge construction technology risks, and defines the relationship between entity classes and classes of the bridge construction technology ontology knowledge base. The bridge construction technology risk chain is obtained based on the bridge construction technology ontology knowledge base; and the bridge construction technology risk semantic web rules are constructed based on the bridge construction technology risk chain; the bridge construction technology risk semantic web rules are subjected to ontology consistency check, and decisions are made on bridge construction technology risk plans based on the bridge construction technology risk semantic web rules after the consistency check.

[0004] For example, Chinese patent publication number CN118798830A discloses a method and system for construction progress management of cast-in-place box girders based on BIM, which is used to improve the accuracy of construction progress management of cast-in-place box girders based on BIM. The method includes: correlating structural data and construction progress data to obtain progress correlation data, performing simulation analysis on progress correlation data to obtain construction plan improvement data; real-time collection of strain, temperature and vibration data to obtain original spectral data, processing and classifying the original spectral data to obtain structured construction data; performing progress analysis on structured construction data to obtain actual progress data, comparing the actual progress data with the construction progress data to obtain progress deviation data; performing intelligent analysis on progress deviation data to obtain early warning data and cause diagnosis data, performing decision analysis on the early warning data and cause diagnosis data to obtain recommendation data.

[0005] Existing technologies show that bridge construction will be set up according to risk weights and semantics, but when constructing box girders, it is necessary to determine the common characteristics of stress changes and settlement changes to accurately find out what problems are prone to occur during the construction of the current bridge under various factors such as stress and settlement changes during construction, and to perform intelligent processing on these problems to improve construction efficiency and safety. Summary of the invention

[0006] In order to solve the above technical problems, the technical solution adopted by the present invention is: an intelligent monitoring and management system for super-high pier box girder hoisting construction, including: a construction collection module for collecting construction monitoring data during box girder construction.

[0007] The structural simulation module is used to extract the support connection points during box girder construction from the construction monitoring data, obtain the stress change values ​​on the support connection points, convert the stress change values ​​into stress change curves, and set the stress gain vector according to the stress change curves of the support connection points.

[0008] The settlement identification module is used to extract the settlement of the support connection point from the construction monitoring data, and combine the settlement with the stress change value according to the direction and value of the settlement distribution to obtain the settlement distribution diagram during the box girder construction.

[0009] The structural matching module is used to analyze the relationship between each support connection point in the settlement distribution diagram, determine the matching degree of each support connection point in the settlement distribution diagram in turn, and adjust the stress gain vector according to the matching degree of each support connection point in the settlement distribution diagram.

[0010] The risk assessment module is used to determine the risk impact range during box girder construction based on the adjusted stress gain vector, and adjust the box girder construction plan according to the risk impact range.

[0011] The beneficial effects of the present invention are as follows: 1. The structural simulation module of the present invention can extract the stress change value of the support connection point, identify the obtained stress change value according to the support connection point at the adjacent position, to obtain the stress mutation that may exist in different areas, and convert these parts that are prone to appear into movement trends, and then convert them into stress change curves, and finally set the stress gain vector corresponding to the stress change curve. This helps to accurately evaluate the stability and safety of the box girder structure, focuses more on the situation of stress mutation, and is easy to identify stress changes under unconventional circumstances, so as to improve the efficiency of overall stress identification.

[0012] Second, the settlement identification module of the present invention can extract the settlement of the support connection point, identify the settlement and settlement direction, and obtain the settlement path according to the different stresses on the settlement. After that, it also verifies the location of the current settlement and load to obtain the load path under the current settlement, and finally combines the load path and settlement path to generate a settlement distribution map. This helps to intuitively display the settlement during the construction of the box girder, and is more helpful to evaluate the stability of the structure on the bridge, providing an important basis for subsequent risk assessment.

[0013] 3. The structural matching module of the present invention can analyze the relationship between the support connection points in the settlement distribution diagram, and adjust the stress gain vector according to the matching degree. The uniformity of the corresponding distribution of the current settlement is verified by matching the settlement at each position relative to the maximum settlement. The matching degree is then combined with the stress gain vector to obtain relevant data when the current settlement is generated after considering different settlements and the positions of the support connection points. This helps to optimize the design and construction plan of the box girder structure and improve the stability and safety of the structure.

[0014] 4. The risk assessment module of the present invention can determine the risk impact range according to the adjusted stress gain vector, and adjust the box girder construction plan. The adjusted stress gain vector is used as the main body of identification, and multiple risk area identifiers are set. Then, multiple groups of data are obtained according to the difference in marking time, and the differences in corresponding features in the risk area are quantified. Finally, the range of these risk areas is divided, which helps to timely discover and respond to potential risks in the construction process and ensure the safety and smooth progress of the construction. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] The present invention is further described below in conjunction with the accompanying drawings and embodiments.

[0016] Figure 1 It is a system framework diagram of an intelligent monitoring and management system for super-high pier box girder hoisting construction.

[0017] Figure 2 The present invention is a flow chart of the structural simulation module of the intelligent monitoring and management system for the hoisting construction of super-high pier box girder.

[0018] Figure 3 The present invention is a flow chart of the settlement identification module of the intelligent monitoring and management system for the hoisting construction of super-high pier box girder.

[0019] Figure 4 The present invention is a flow chart of the structure matching module of the intelligent monitoring and management system for the hoisting construction of super-high pier box beams.

[0020] Figure 5 The present invention is a flow chart of the risk assessment module of the intelligent monitoring and management system for the hoisting construction of super-high pier box girder. DETAILED DESCRIPTION

[0021] The embodiments of the present invention are described in detail below. The embodiments described below are exemplary and are only used to explain the present invention, and should not be construed as limiting the present invention. If no specific techniques or conditions are specified in the embodiments, the techniques or conditions described in the literature in the art or the product specifications are used.

[0022] See also Figure 1An intelligent monitoring and management system for super-high pier box girder hoisting construction includes: a construction acquisition module, a structure simulation module, a settlement identification module, a structure matching module and a risk assessment module; the output end of the construction acquisition module is connected to the structure simulation module, the output end of the structure simulation module is connected to the settlement identification module, the output end of the settlement identification module is connected to the structure matching module, and the output end of the structure matching module is connected to the risk assessment module.

[0023] The construction collection module is used to collect construction monitoring data during box girder construction.

[0024] The structural simulation module is used to extract the support connection points during box girder construction from the construction monitoring data, obtain the stress change values ​​on the support connection points, convert the stress change values ​​into stress change curves, and set the stress gain vector according to the stress change curves of the support connection points.

[0025] The settlement identification module is used to extract the settlement of the support connection point from the construction monitoring data, and combine the settlement with the stress change value according to the direction and value of the settlement distribution to obtain the settlement distribution diagram during the box girder construction.

[0026] The structural matching module is used to analyze the relationship between each support connection point in the settlement distribution diagram, determine the matching degree of each support connection point in the settlement distribution diagram in turn, and adjust the stress gain vector according to the matching degree of each support connection point in the settlement distribution diagram.

[0027] The risk assessment module is used to determine the risk impact range during box girder construction based on the adjusted stress gain vector, and adjust the box girder construction plan according to the risk impact range.

[0028] In one embodiment of the present invention, the construction monitoring data is mainly divided into two parts: structure and stress. The stress part is the stress change of the box girder and the supporting structure during installation; the structural part is the displacement, offset and settlement of the supporting structure, as well as the position and accuracy of the connection points of the supporting structure during box girder construction. At this time, the construction monitoring data will be simply divided. The stress aspect mainly indicates whether there will be problems in the current box girder construction, and whether there will be related settlement and offset when problems occur. The problem point is located based on this part of the offset and settlement, and whether uneven settlement will occur during box girder construction. Finally, after locating the relevant problem points, the risk of box girder construction can be reduced.

[0029] In one embodiment of the present invention, the structural simulation module is mainly used to extract the support connection points during box girder construction from the construction monitoring data, and judge the stresses occurring during construction according to these connection points to find out whether there will be instability problems in the structure and position represented by these stresses.

[0030] The support connection points will indicate the connection points on the main supporting structure of the box girder that need to be observed during the construction of the box girder. At the same time, these connection points will also indicate the points on the box girder used to connect multiple box girders. These connection points can indicate whether the current box girder installation is normal. At this time, stress sensors and displacement sensors will be set at the positions of these points to detect whether these points are overloaded or underloaded.

[0031] The stress change curve is mainly used to simulate the stress changes at each support connection point used to install the box girder during the installation and construction of the box girder, so as to prevent longitudinal bending, rigid torsion, distortion, lateral bending, etc. during installation. These conditions will lead to unstable box girder installation and installation defects in the vector after installation, resulting in corresponding losses. The stress gain represents the difference in these stress changes, and identifies whether there will be risks according to the lateral and longitudinal changes in stress. Then, a stress gain vector is set to complete the overall processing and identification. This vector will indicate the positions of the support connection points on the supporting structure that may have risks, and convert these positions into vector form, which is convenient for monitoring the settlement under the box girder construction.

[0032] like Figure 2 As shown, the implementation method of the structural simulation module includes: according to the position of the support connection point, the stress change value on the support connection point is converted into a stress change sequence; at this time, the conversion into the stress change sequence is set according to the time when the data is collected on the support connection point to obtain a corresponding time series.

[0033] For the stress change values ​​of the same support connection point at different time points, the average absolute difference of stress at each support connection point is calculated; the average absolute difference of stress at this time is to first calculate the average value of the stress change values ​​at all support connection points, and then for each support connection point, calculate the absolute difference relative to the average value of the stress change values ​​at all support connection points, and then average this absolute difference according to the total amount of data collected at each support connection point to obtain the average absolute difference of stress at each support connection point. This average absolute difference of stress is used to reflect the degree of discreteness of the stress change at the support connection point relative to the overall situation, so as to measure the stress change.

[0034] Compare the average absolute difference of stress at adjacent support connection points, and analyze the stress movement of the average absolute difference of stress at adjacent support connection points relative to the position of the support connection points to obtain the stress movement trend corresponding to the support connection points. This stress movement trend will indicate the distribution of the support connection points during construction, and under these distribution conditions, when stress changes occur, what movement trend the stress shows at the positions corresponding to these connection points.

[0035] When analyzing the stress movement, the corresponding extreme changes in these support connection points are analyzed, and the corresponding points are connected to find the stress movement trend that needs to be identified. For example, the implementation method of the stress movement trend corresponding to the support connection point includes: dividing the adjacent support connection points into intervals according to the value of the average absolute difference of stress, and obtaining the stress division intervals corresponding to multiple support connection points. This stress division interval represents an interval set for the relative change of stress value. This interval is mainly divided according to the location of the support connection point, and according to the situation and value of these data, the intervals that different support connection points need to fall into are determined.

[0036] For each stress division interval, the probability of occurrence of the boundary value of each support connection point in the stress division interval is calculated. The probability of occurrence of the boundary value indicates the probability that the mean absolute difference of stress at a single support connection point is exactly equal to the upper and lower limits of the stress division interval. This probability will indicate the extreme situation of stress at the support connection point in this interval.

[0037] Connect the support connection points corresponding to the maximum probability of the boundary value in each stress division interval, and regard the connected support connection points as the stress movement trend corresponding to the support connection points. This stress movement trend will make different support connection points easier to manage during construction, and can also help engineers quickly identify the patterns and anomalies that exist during the current construction.

[0038] After completing the setting of the moving trend, the numerical value on the moving trend needs to be converted into a stress change curve. At this time, the conversion method will calculate the relative data change rate of the support connection points on the moving trend, that is, the ratio of the stress change value of the support connection points on the moving trend to the moving average of the stress change value, and the specific stress change value and the ratio value are jointly represented in the change curve to show how the stress changes at the corresponding support connection points during the current construction.

[0039] Based on the acquired stress movement trend, the support connection points existing on the stress movement trend are identified, and the relative data change rate of the corresponding support connection points is calculated. According to the relative data change rate and stress change value of the support connection points existing on the stress movement trend, the stress change curve is obtained.

[0040] At the same time, according to the display of the stress change curve, the stress gain vector will be set for the current stress change curve. In general, the stress gain vector converts the data in the stress change curve at this time into a vector to obtain an input vector. Then, the data in the current stress change curve is used to establish an inverse covariance matrix and generate the transposed matrix of the input vector. Finally, the product of the inverse covariance matrix and the input vector is calculated respectively, and the transposed matrix of the input vector, the inverse covariance matrix, and the product of the input vector are added with a regularization parameter. The two values ​​are divided to obtain a stress gain vector. The regularization parameter used at this time is generally a number set to prevent the denominator from being zero.

[0041] At this time, the peaks in the stress change curve will be identified, and these peaks and the data adjacent to the peaks will be used as the data for setting the stress gain vector at this time to obtain a stress gain vector that is prominent with the current stress change. The purpose of setting this stress gain vector at this time is mainly to distinguish and find out the characteristic data that may have significant changes from the stress change curve, or that may easily cause instability in some areas, to emphasize the local mutation points and abnormal points in the construction process, and use this vector in combination with subsequent data to complete the monitoring of the entire construction process.

[0042] In one embodiment of the present invention, the settlement identification module is mainly used to identify the settlement of the support connection point, and the direction and value of the settlement need to be marked to obtain a settlement distribution diagram. At this time, it is mainly to identify whether different settlements will occur at different support connection points during the construction of the box girder. The settlement will be described by the displacement of each support connection point, and after verifying the direction and corresponding value of the displacement, it will be identified whether uneven settlement occurs to determine the stability of the construction. At the same time, it will also determine the load conditions that may exist on each support connection point when the settlement occurs, so as to adjust the settlement in time so that each support connection point can achieve uniform settlement.

[0043] like Figure 3 As shown, the implementation method of the settlement identification module includes: obtaining the displacement of the support connection point in the horizontal direction and the vertical direction, and setting the settlement amount and settlement angle of the support connection point in sequence.

[0044] At this time, the horizontal displacement and vertical displacement of the support connection point are obtained. According to the horizontal and vertical displacements, the angle at which the current support connection point is displaced can be known. This angle will be considered as the settlement angle of the settlement. The settlement is expressed as the vertical displacement of the support connection point. After that, it is necessary to compare the actual settlement under the current displacement and the settlement direction under the combination of multiple points to determine whether the surrounding points can achieve uniform settlement.

[0045] Perform vector synthesis on the settlement angles of adjacent support connection points, and set the synthesized direction as the settlement direction; at this time, add the displacements of adjacent support connection points in the horizontal and vertical directions respectively, and use the inverse tangent function to calculate the added angle, which is the settlement direction at this time; this settlement direction is generally the same as the settlement angles of multiple support connection points during calculation. If they are different, it means that there is uneven settlement in this part. At the same time, compare the horizontal displacement and the vertical displacement to determine the settlement path generated by the settlement at this time, and then judge whether the overall settlement is normal according to the settlement path, and finally get a settlement distribution diagram.

[0046] Based on the settlement and settlement direction of the support connection points, the load distribution of the support connection points is inverted; the way to invert the load distribution is to take the current settlement and settlement direction as input, use the gradient descent method, genetic algorithm and particle swarm optimization to calculate, select the load with the highest similarity to the current settlement and settlement direction in the historical data, and express these loads in the form of values ​​and distribution. Among them, the gradient descent method minimizes the difference between the angle value of the current settlement and settlement direction and the historical data. When the angle value difference of the settlement and settlement direction at all support connection points is the smallest, the load at the corresponding position is selected; the genetic algorithm uses the mean square error to describe the fitness of the current settlement and settlement direction input values, and then cross-replaces until the iteration is completed, and outputs the load corresponding to the support connection point after the iteration; the particle swarm optimization is to find the position of the settlement and settlement direction values ​​of each support connection point in the particle swarm, and then update the speed and position of the particle swarm to complete the distribution of the support connection points, and then obtain a load; the purpose of using these three algorithms is to invert the load existing at the current support connection point to determine whether the settlement of the current support connection point is normal, and to indicate whether these contents can finally be fully processed.

[0047] Get the actual load diagram of the support connection point, superimpose the actual load diagram of the support connection point with the load distribution, and set the load path according to the superimposed load value and the stress change value of the support connection point; at this time, the actual load diagram represents the actual load value of the support connection point, and then superimpose the load value of the inverted load distribution with the actual load value to obtain a load path; superposition is to obtain the average value of the load value and the actual load in the load distribution, and then find the load concentration area, and find the stress change value in this area, and find a path corresponding to the maximum stress direction from the load concentration area as the identified path at this time. This path can facilitate the evaluation of the strength and stability of different structures under box girder construction when settlement occurs.

[0048] The load path is set in the following way: calculate the load ratio of the superimposed load value of a single support connection point to all superimposed load values, and when the load ratio value is greater than the first ratio threshold, mark the corresponding support connection point, and divide the load concentration area with the center point of the marked support connection point as the center of the circle and the maximum distance between the marked support connection points as the diameter. The first ratio threshold is the value set for the overall ratio of the load value of each point in the historical data, that is, the current support connection point is set according to the average value of the load ratio value in the historical data. In different cases, the first ratio threshold can be 60%, 80% and 120% of the average value of the load ratio value in the historical data to select the position with a larger current load value. These positions are generally more critical points in the construction of the box girder, and these points can better represent the strength and stability of the overall construction. Taking the center point of the marked support connection point as the center of the circle means selecting the point in the center of these marked points, and then setting this point as the center of the circle. After that, setting the diameter according to the maximum distance between the marked points can surround these load concentrated points as much as possible, making the stress changes identified in this area more prominent.

[0049] The support connection points in the load concentration area are connected according to the maximum stress direction to obtain the load path, wherein the maximum stress direction of the support connection point is the support connection point in three dimensions, the stress change value generated is decomposed into components in three coordinate systems, the components in the three coordinate systems are based on the component of the coordinate system with the largest stress value, and then starting from this component, the support connection points existing in the direction angle corresponding to this component are connected, and then connected until a path can be obtained in the current load concentration area, which is the load path; the implementation method of obtaining the load path also includes: if there is no point in the maximum stress direction of the support connection point, the maximum stress direction is fitted to the settlement direction, and the fitting is to find the average angle of the components of the two angles in the same coordinate system to obtain an angle value in the coordinate system corresponding to the maximum stress direction, and connect the support connection points closest to the ray extending from this angle value; connect the support connection points closest to the maximum stress direction after fitting to obtain the load path, thereby completing the connection of the support connection points in the load area. The loads identified in this way will be displayed in a centralized manner according to the changes in stress, so as to prevent the stress received by the corresponding structure itself from being ignored when identifying the corresponding load for the settlement.

[0050] Then, according to the settlement amount and settlement direction of the support connection point, the settlement path is generated, and the settlement path is combined with the load path and output as a settlement distribution map. The settlement path at this time is the product of the generated settlement amount and the angle corresponding to the settlement direction to generate the area of ​​the settlement amount. This area will be in the form of a polygon to represent the specific settlement volume of the settlement in the corresponding direction. Then, the settlement path and load path are output according to the specific values.

[0051] When addressing a series of issues such as uneven foundation settlement, unreasonable load distribution, and construction quality control, the settlement path is combined with the load path and output as a settlement distribution map, which also includes: verifying whether the load path and the settlement path intersect. If so, the intersection point is output; if not, the load path and the settlement path are output to obtain a settlement distribution map; at this time, if the load path and the settlement path do not intersect, this is usually a positive signal, indicating that the foundation or supporting structure of the structure has not experienced adverse settlement when it is under load; in this case, the original construction plan can be continued, but settlement monitoring must still be maintained to ensure the safety of the structure throughout the construction and use process. If the load path intersects with the settlement path, immediate action is required to assess and resolve potential safety issues. First, a detailed geological survey and structural analysis should be conducted in the intersection area to determine the cause and extent of the settlement. Based on the survey and analysis results, measures such as foundation reinforcement, support structure adjustment or load redistribution may be required to mitigate the effects of settlement on the structure. In some cases, temporary or permanent reinforcement of the structure may also be required to ensure its safety and stability.

[0052] In this case, the output of the settlement distribution diagram indicates whether there is a correlation between the load path and the settlement path, and outputs the part where there is no correlation to remind external engineering personnel how to carry out the current box girder construction.

[0053] In one embodiment of the present invention, the structural matching module is mainly used to analyze the relationship between the support connection points in the settlement distribution diagram, analyze the support connection points that still exist in the settlement distribution diagram after the identification processing of settlement, load and stress distribution, calculate the relationship between these points relative to the settlement, and set a matching degree. This matching degree is then used as a calculated value to perform a comprehensive calculation with the stress gain vector; thereby determining whether the normal deformation is exceeded under the corresponding settlement conditions, and whether the value of the stress gain vector at this time can correspond to the settlement, and thereby adjusting the stress gain vector to determine whether the current construction is in normal condition.

[0054] like Figure 4As shown, the implementation method of the structure matching module is: according to the distribution of each support connection point in the settlement distribution diagram, the Pearson correlation coefficient of each support connection point and the adjacent support connection point is calculated in turn, and the Pearson correlation coefficient of each support connection point and the adjacent support connection point is calculated using the settlement amount and historical data existing at these points to obtain the calculated Pearson correlation coefficient, that is, the settlement of the current support connection point and the adjacent support connection point is calculated with the average settlement amount at this position in the historical data, and all the support connection points in the settlement distribution diagram are traversed, and the value of the calculated Pearson correlation coefficient is used as the analysis result of the relationship between the support connection points in the settlement distribution diagram at this time. This Pearson correlation coefficient will represent the settlement pattern between the corresponding support connection points in the currently set settlement distribution diagram.

[0055] Based on the settlement of each support connection point in the settlement distribution diagram, the matching degree corresponding to each support connection point in the settlement distribution diagram is set; for the matching degree set here, the settlement difference between the current support connection point and the adjacent support connection point is divided by the maximum settlement value in the settlement distribution diagram, and the absolute value of the divided value is taken and set as the matching degree at this time. This matching degree is used to quantify the degree of coordination between the support connection points.

[0056] Based on the Pearson correlation coefficient between each support connection point and the adjacent support connection point in the settlement distribution map and the matching degree corresponding to each support connection point, the stress gain vector is adjusted. At this time, the obtained Pearson correlation coefficient is used. First, a gain adjustment amplitude corresponding to the Pearson correlation coefficient is selected from the database. This value represents the proportional value of the adjustment. Then, this amplitude is multiplied by the average value of the matching degree and added to the initial stress gain vector to complete the adjustment of the stress gain vector on the corresponding support connection point. At this time, the adjusted stress gain vector refers to the part that can correspond to the support connection point in the settlement distribution map. This part of the points can be analyzed by the Pearson correlation coefficient to quantify the linear relationship between each support connection point and the adjacent points, so as to more accurately identify the key areas and change trends in the settlement distribution map; combined with the matching degree information, it can further ensure that the adjustment of the stress gain vector is more in line with the actual situation and improve the accuracy of the analysis; according to the different correlation coefficients and matching degrees, different adjustment strategies can be adopted for different support connection points, so that the adjustment of the stress gain vector is more targeted; this helps to optimize the stability and safety of the overall structure, especially in areas where settlement problems are more serious.

[0057] In one embodiment of the present invention, the risk assessment module is mainly used to determine which positions in the support connection points may have risks in the scenario of adjusting the stress gain vector according to the adjusted stress gain vector, explain these risky places, and adjust the box girder construction plan. During the risk assessment, the stress gain vector is mainly used to identify the places where stress changes may be prominent. Under normal circumstances, when the stress of multiple support connection points reaches 90% of the design for many times and then meets the design requirements, the construction of the box girder can be completed. However, if there are single and multiple stress points that are marked with vectors and analyzed and processed many times according to the settlement, there are still problems. In this case, it is necessary to identify the range of possible risks for these situations, and output these ranges and causes to adjust the construction plan, and finally ensure that the box girder can be constructed normally.

[0058] like Figure 5 As shown, the implementation method of the risk assessment module is: according to the adjusted stress gain vector, determine whether the support connection point corresponding to the stress gain vector has risks, and set multiple risk area identifications. This is based on the adjusted stress gain vector. The identification method at this time is to identify the stress gain vector at continuous time points. Whether this vector value can reach 90% of the design value multiple times, and the subsequent vector value will present a stable value to meet the design requirements. If it is not reached, the corresponding support connection point will be marked to obtain multiple risk area identifications.

[0059] Obtain the marking time of the risk area identification. If the difference between the marking times of two risk area identifications is less than the marking time threshold, the two risk area identifications are regarded as a group of risk area identifications, and the risk area identifications in each group are compared to capture the risk difference characteristics. The selection of the marking time threshold depends largely on the specific project background, construction schedule and the characteristics of the monitoring data. The main purpose of setting this threshold is to identify risk areas that may be related to each other due to construction activities or changes in external conditions in similar time periods.

[0060] For example, if a construction phase such as concrete pouring lasts for a short period of time, with a total time ranging from a few hours to a day, the marking time threshold should be set relatively small, such as 1, 3, or 6 hours, in order to capture the risks directly related to the activity.

[0061] For a long construction process, which lasts from weeks to months, the marking time threshold can be set to a slightly longer length, such as 1 day, 3 days, or 7 days, to cover the changes that may occur during the entire activity. Ensure that the content currently under construction can be prepared and classified under the construction period to identify possible risk issues.

[0062] The risk difference characteristics will indicate the different places where risks appear in each group, so as to identify what form of risks appear in this similar period of time, so as to facilitate the control of the overall construction plan. The risk difference characteristics at this time will include differences in time and space correlation, mechanical properties, construction activity correlation, and environmental factors.

[0063] Assuming that the two risk areas being compared at this time are Area A and Area B, then the time difference between Area A and Area B is calculated to be 2 hours, which means that the problems in these two areas occurred almost at the same time. After analyzing the spatial positions of Area A and Area B, it is found that they are located on the same side and are about 10 meters apart. It is speculated that they may be caused by the same construction activity, which explains the difference in time and space correlation.

[0064] It can also be explained from the perspective of mechanical properties. Assuming that the maximum principal stress value of area A is 250MPa and the direction is northeast; the maximum principal stress value of area B is 260MPa and the direction is also northeast, indicating that the two have similar stress concentration patterns; then it is found that the settlement of area A is 10mm, and the settlement of area B is 12mm. Both show a gradual increase trend, but the growth rate of area B is slightly faster; finally, the maximum strain of area A is identified as 0.002, and the maximum strain of area B is 0.0025, indicating that the deformation of area B is more significant. At this time, the specific problems at these locations can be identified from the perspective of mechanical properties.

[0065] At the same time, these identified risk difference characteristics are also related to the correlation of construction activities. For example, by checking the construction log, it was found that the concrete pouring work near area A and area B was completed in the 20th hour. It was speculated that the problem might be caused by uneven local loads during the pouring process; further analysis of the load application confirmed that areas A and B did bear higher local loads; at this time, the problem of long construction time appeared, and these abnormal problems during construction could also be discovered.

[0066] Finally, in terms of environment, we compare weather conditions to find out if any abnormal settlement during construction is affected by the environment.

[0067] According to the probability of occurrence of the risk difference feature in the risk area identifier, the risk impact range corresponding to the risk area identifier is set. At this time, the risk impact range represents the degree of influence of the corresponding part of the risk difference feature. The probability of occurrence of the risk difference feature is weighted and summed, and the value obtained after the summation is regarded as the value of the corresponding risk impact range. According to the different values ​​of the risk impact range, multiple risk impact ranges of different sizes are obtained. At this time, the range set according to the risk impact range value will be divided using the average value of the risk impact range value, and the risk impact range is divided in the form of 30%, 60%, 90% and greater than the average value.

[0068] Finally, according to the risk impact range, the way to adjust the box girder construction plan is to output the current risk impact range to the external control terminal. The engineering personnel find the corresponding construction plan from the database according to the actual distribution and value of the risk impact range to complete the adjustment of the current construction plan, so as to realize the intelligent monitoring of the box girder construction. That is, the construction process of the risk impact range is obtained, the risk impact range is associated with the database, the cosine similarity between the risk impact range and the box girder construction plan in the database under each construction process is calculated, and the box girder construction plan with the largest cosine similarity value is used to adjust the current box girder construction plan. At this time, the risk impact range and the data in the database are calculated by using the risk difference characteristics existing in the risk impact range and the weighted sum of the risk difference characteristics calculated according to the probability of occurrence and the cosine similarity of the box girder construction plan in the database. The box girder construction plan will design the corresponding simulated design value in advance to determine how to adjust the construction plan when risks occur during construction. Then, the current construction is adjusted according to the box girder construction plan with the maximum cosine similarity under each construction process, and the timely monitoring and processing of the on-site construction situation is completed.

[0069] Although the embodiments of the present invention have been shown and described above, it is to be understood that the above embodiments are exemplary and are not to be construed as limitations on the present invention. A person skilled in the art may make changes, modifications, substitutions and variations to the above embodiments within the scope of the present invention and they are still covered by the protection scope of the present invention.

Claims

1. An intelligent monitoring and management system for the hoisting construction of super-high pier box beams, characterized in that: include: Construction collection module, used to collect construction monitoring data during box girder construction; The structural simulation module is used to extract the support connection points during the box girder construction from the construction monitoring data, obtain the stress change values ​​on the support connection points, convert the stress change values ​​into stress change curves, and set the stress gain vector according to the stress change curves of the support connection points; The settlement identification module is used to extract the settlement of the support connection point from the construction monitoring data, and combine the settlement with the stress change value according to the direction and value of the settlement distribution to obtain the settlement distribution diagram during the box girder construction; A structural matching module is used to analyze the relationship between each support connection point in the settlement distribution diagram, determine the matching degree of each support connection point in the settlement distribution diagram in turn, and adjust the stress gain vector according to the matching degree of each support connection point in the settlement distribution diagram; The risk assessment module is used to determine the risk impact range during box girder construction based on the adjusted stress gain vector, and adjust the box girder construction plan according to the risk impact range.

2. According to claim 1, the intelligent monitoring and management system for super-high pier box girder hoisting construction is characterized in that: The implementation methods of the structural simulation module include: According to the position of the support connection point, the stress change value at the support connection point is converted into a stress change sequence; For the stress change values ​​of the same support connection point at different time points, calculate the average absolute difference of stress at each support connection point; Compare the average absolute difference of stresses at adjacent support connection points, and analyze the stress movement of the average absolute difference of stresses at adjacent support connection points relative to the position of the support connection points to obtain the stress movement trend corresponding to the support connection points; Based on the acquired stress movement trend, the support connection points existing on the stress movement trend are identified, and the relative data change rate of the corresponding support connection points is calculated. According to the relative data change rate and stress change value of the support connection points existing on the stress movement trend, the stress change curve is obtained.

3. According to claim 2, the intelligent monitoring and management system for super-high pier box girder hoisting construction is characterized in that: The implementation methods of stress movement trend corresponding to support connection points include: The adjacent support connection points are divided into intervals according to the value of the mean absolute difference of stress, so as to obtain stress division intervals corresponding to the multiple support connection points; For each stress division interval, the probability of occurrence of the boundary value of each support connection point in the stress division interval is calculated; The support connection points corresponding to the maximum probability of occurrence of the boundary value in each stress division interval are connected, and the connected support connection points are regarded as the stress movement trend corresponding to the support connection points.

4. According to claim 1, the intelligent monitoring and management system for super-high pier box girder hoisting construction is characterized in that: The implementation methods of the settlement identification module include: Obtain the horizontal displacement and vertical displacement of the support connection point, and set the settlement amount and settlement angle of the support connection point in turn; Perform vector synthesis of the settlement angles of adjacent support connection points, and set the synthesized direction as the settlement direction; Based on the settlement amount and settlement direction of the support connection point, the load distribution of the support connection point is inverted; Obtain the actual load diagram of the support connection point, superimpose the actual load diagram of the support connection point with the load distribution, and set the load path according to the superimposed load value and the stress change value of the support connection point; According to the settlement amount and settlement direction of the support connection point, the settlement path is generated, and the settlement path is combined with the load path and output as a settlement distribution map.

5. According to claim 4, the intelligent monitoring and management system for super-high pier box girder hoisting construction is characterized in that: The load path is set as follows: Calculate the load ratio of the superimposed load value of a single support connection point to all superimposed load values, and when the load ratio value is greater than a first ratio threshold, mark the corresponding support connection point, and divide the load concentration area with the center point of the marked support connection point as the center of the circle and the maximum distance between the marked support connection points as the diameter; The support connection points in the load concentration area are connected according to the direction of maximum stress to obtain the load path.

6. The intelligent monitoring and management system for super-high pier box girder hoisting construction according to claim 5 is characterized in that: The implementation method of obtaining the load path also includes: If there is no point in the maximum stress direction of the support connection point, the maximum stress direction is fitted to the settlement direction, and the support connection points closest to the fitted maximum stress direction are connected to obtain the load path.

7. The intelligent monitoring and management system for super-high pier box girder hoisting construction according to claim 4 is characterized in that: The settlement path and load path are combined and output as a settlement distribution map, which also includes: Check whether the load path and settlement path intersect. If they do, output the intersection point; if they do not intersect, output the load path and settlement path to obtain the settlement distribution diagram.

8. The intelligent monitoring and management system for super-high pier box girder hoisting construction according to claim 1 is characterized in that: The implementation of the structure matching module is as follows: According to the distribution of each support connection point in the settlement distribution diagram, the Pearson correlation coefficient between each support connection point and the adjacent support connection point is calculated in turn; Based on the settlement amount of each support connection point in the settlement distribution map, the matching degree corresponding to each support connection point in the settlement distribution map is set; The stress gain vector is adjusted based on the Pearson correlation coefficient between each support connection point and the adjacent support connection points in the settlement distribution diagram and the matching degree corresponding to each support connection point.

9. The intelligent monitoring and management system for super-high pier box girder hoisting construction according to claim 1 is characterized in that: The implementation of the risk assessment module is as follows: According to the adjusted stress gain vector, determine whether the support connection point corresponding to the stress gain vector has risks, and set multiple risk area identifiers; Obtain the marking time of the risk area identification. If the difference between the marking times of two risk area identifications is less than the marking time threshold, the two risk area identifications are regarded as a group of risk area identifications, and the risk area identifications in each group are compared to capture the risk difference characteristics. According to the probability of occurrence of risk difference characteristics within the risk area identification, set the risk impact range corresponding to the risk area identification.

10. The intelligent monitoring and management system for super-high pier box girder hoisting construction according to claim 9, characterized in that: According to the scope of risk impact, the box girder construction plan is adjusted as follows: Obtain the construction process within the risk impact range, associate the risk impact range with the database, calculate the cosine similarity between the risk impact range under each construction process and the box girder construction plan in the database, and adjust the current box girder construction plan based on the box girder construction plan with the largest cosine similarity value.

Images