Continuous beam prestress synchronous tension monitoring method and system

Abstract

The present application relates to the technical field of process control, in particular to a continuous beam prestress synchronous tension monitoring method and system, comprising the following steps: obtaining stress data, deformation data and construction disturbance data, determining a construction state benchmark in combination with numerical simulation, analyzing stress deformation changes of each tension position and comparing the benchmark, determining a tension coordination state, forming construction time sequence adjustment information in response to deviation and updating in real time with real-time monitoring, determining a risk level and control measures in combination with bearing state, deformation state and construction disturbance state, adjusting the tension time sequence and determining the coordination state again. In the present application, the construction state benchmark is used to uniformly judge the scale, so that the deviation is timely presented, the construction time sequence is corrected in real time with the structure response, the risk assessment is linked with the tension adjustment, a closed-loop feedback of monitoring, determination, regulation and re-monitoring is formed, the adjustment lag of experience disposal is reduced, the risk of stress imbalance and deformation accumulation is reduced, and the synchronous tension coordination and control reliability are improved.

Description

Technical Field

[0001] This invention relates to the field of process control technology, and in particular to a method and system for monitoring the synchronous tensioning of prestressed continuous beams. Background Technology

[0002] The field of process control technology involves generating control commands based on the detected quantities, set quantities, and control rules of industrial processes, and adjusting the continuous or phased operating status of actuators. Among these, the synchronous tensioning monitoring of continuous beam prestressed tension refers to pre-setting the target tension force, elongation, and graded loading parameters for each tensioning end during the tensioning process of a continuous beam. Pressure and displacement detection elements continuously collect variables from the tensioning process. The controller compares the real-time detected values ​​with the corresponding set values ​​and controls the oil supply, unloading, and jack actions of the hydraulic pump station based on the comparison results. This ensures that multiple tensioning ends perform synchronous pressurization, load holding, and oil return processes according to the set loading stages, while simultaneously saving the detection parameters and control commands for each stage.

[0003] Current continuous beam prestressed tensioning construction relies heavily on pre-set tensioning sequences and phased measurement results to determine the construction status. On-site stress and deformation are usually observed separately, and the impact of construction disturbances on monitoring results is difficult to distinguish in a timely manner. There is a lack of unified criteria for judging the degree of coordination between tensioning positions. When local stress or deformation deviates, construction adjustments often rely on experience. The adjustment information is not sufficiently linked to the real-time structural response, making it difficult to continuously correct subsequent construction sequences. Risk assessment is not closely related to the state of the tensioning process, which can easily lead to delayed anomaly identification and increase the risk of structural stress imbalance and deformation accumulation. Summary of the Invention

[0004] This invention aims to provide a method and system for synchronous prestressing monitoring of continuous beams. It synchronously monitors structural stress data, structural deformation data, and construction disturbance data during the tensioning process of continuous beams, and establishes a benchmark for the tensioning construction state based on numerical simulation results. The system then assesses the coordination of stress and deformation changes at different tensioning positions. For tensioning positions with deviations, the system dynamically adjusts the tensioning sequence based on the structural force transmission relationship, deviation direction, and degree of deviation. The system continuously updates the control strategy based on the adjusted real-time monitoring results. Simultaneously, it comprehensively considers the bridge structure's load-bearing capacity, deformation state, and construction disturbance state to determine the tensioning construction risk level and corresponding process control measures. This forms a construction monitoring process that integrates tensioning state monitoring, coordination assessment, dynamic control, risk management, and feedback reassessment.

[0005] To achieve the above objectives, the present invention provides a method for monitoring the synchronous tensioning of prestressed continuous beams, comprising the following steps:

[0006] The process involves acquiring structural stress data, structural deformation data, and construction disturbance data during the tensioning construction of a continuous beam, and determining the tensioning construction state benchmark based on numerical simulation results. Based on these data, the stress and deformation changes at each tensioning position are determined, and these changes are compared with the tensioning construction state benchmark to determine the tensioning coordination state. For tensioning positions where the tensioning coordination state deviates, construction sequence adjustment information is determined based on this state, and updated using real-time monitored structural stress and deformation data to generate dynamic tensioning control results. Based on the dynamic tensioning control results, the bridge structure's load-bearing capacity, deformation state, and construction disturbance state, the tensioning construction risk level is determined, and process control measures are implemented according to this risk level. The subsequent tensioning construction sequence is adjusted, and the adjusted structural stress and deformation data are used to re-determine the tensioning coordination state.

[0007] Furthermore, when determining the tensioning construction state benchmark, structural stress data collected from strain monitoring points, support reaction monitoring points, and prestressing tensioning ends arranged longitudinally along the continuous beam are acquired. Structural deformation data collected from key beam sections, pier-beam connection locations, and mid-span locations are also acquired. Construction disturbance data caused by the start-up and shutdown status of the tensioning equipment, temporary load changes, and changes in the construction environment are also acquired. A time correspondence is established between the structural stress data, structural deformation data, and construction disturbance data according to a unified sampling time, generating a construction state monitoring sequence. Numerical simulation results established based on the continuous beam structural dimensions, material parameters, boundary constraints, and a preset tensioning construction sequence are obtained. The construction state monitoring sequence is mapped to the tensioning stages in the numerical simulation results. Stress reference intervals and deformation reference intervals are determined for each tensioning stage, and the allowable disturbance boundaries for the corresponding tensioning stages are determined based on the construction disturbance data to establish the tensioning construction state benchmark.

[0008] Further, when determining the tension coordination state, the structural stress data and structural deformation data corresponding to each tensioning position at adjacent sampling times are acquired. Based on the construction disturbance data corresponding to each tensioning position, abrupt changes in data generated during the disturbance period are filtered out. The direction of force change, amplitude of force change, direction of deformation change, and amplitude of deformation change are determined for each tensioning position. A correspondence between the force change results and deformation change results is established according to the tensioning position, generating a force change state and a deformation change state. The force change state is compared with a preset force reference interval in the tensioning construction state benchmark, and the deformation change state is compared with a preset deformation reference interval in the tensioning construction state benchmark. When both the force change direction and deformation change direction at the same tensioning position conform to the corresponding benchmark and the change amplitude is within the corresponding reference interval, a coordination state is determined. When at least one does not conform to the corresponding benchmark, a deviation state is determined, and the tension coordination state is generated based on the comparison results of each tensioning position.

[0009] Furthermore, when determining the stress change state and the deformation change state, structural stress data and structural deformation data are acquired at least three consecutive sampling times at the same tensioning position. The stress change amplitude and deformation change amplitude between adjacent sampling times are calculated respectively, and the change direction is determined according to the continuity of sampling time. When the change direction of multiple consecutive sampling intervals is consistent, the corresponding change direction is determined as the stable change direction. When the change direction alternates, the corresponding monitoring result is determined as the fluctuation change result. The disturbance duration interval corresponding to each fluctuation change result is determined according to the construction disturbance data. The fluctuation change results located within the disturbance duration interval are removed from the state determination sequence, and the stress change state and the deformation change state are generated according to the stable change direction and change amplitude of the remaining monitoring results.

[0010] Furthermore, when generating the tension dynamic control result, each tensioning position in the tension coordination state that is in a deviated state is obtained. The adjustment priority relationship between the deviated positions is determined according to the direction of force change, the direction of deformation change, and the degree of deviation relative to the tension construction state benchmark at each tensioning position. When both the force change and deformation change at the same tensioning position deviate from the corresponding benchmark, the corresponding tensioning position is determined as the priority adjustment position. The tensioning sequence and interval for each deviated position are determined in conjunction with the current tensioning construction sequence, generating construction sequence adjustment information. When tensioning is performed according to the construction sequence adjustment information, the real-time monitored structural force data and structural deformation data are obtained and compared with the force change state and deformation change state before the corresponding tensioning position adjustment. When the degree of deviation decreases, the current tensioning sequence is maintained; when the degree of deviation increases, the adjustment priority of the corresponding tensioning position is increased, and other tensioning positions with structural force transmission association with the corresponding tensioning position are delayed, generating the tension dynamic control result.

[0011] Furthermore, when determining the construction sequence adjustment information, the associated tensioning positions corresponding to each deviation from the tensioning position are determined based on the longitudinal structural force transmission relationship of the continuous beam. The force deviation direction and deformation deviation direction of each tensioning position within the same association relative to the tensioning construction state benchmark are compared. When the deviation directions of two tensioning positions are opposite, a sequential adjustment relationship is determined; when the deviation directions are the same, an interval adjustment relationship is determined, thereby generating the sequence adjustment relationship. Based on the sequence adjustment relationship, the tensioning positions in the sequential adjustment relationship are determined in descending order of deviation degree. The tensioning positions in the interval adjustment relationship maintain the predetermined tensioning order and increase the waiting interval between adjacent tensioning operations, thus generating the construction sequence adjustment information.

[0012] Furthermore, when determining the risk level of the tensioning construction, a bearing state score is determined based on the deviation of the structural stress data at each tensioning location from the stress reference interval in the tensioning construction state benchmark; a deformation state score is determined based on the deviation of the structural deformation data from the deformation reference interval; and a disturbance state score is determined based on the disturbance duration corresponding to the construction disturbance data and the increase in stress and deformation changes during the disturbance. The bearing state score, deformation state score, and disturbance state score are then used as single-location risk assessment parameters to generate a location risk score for each tensioning location. Location risk weights are determined according to the correlation range of each tensioning location in the structural force transmission relationship and the adjustment priority relationship in the tensioning dynamic control results. Multiple location risk scores are weighted and summarized according to their corresponding location risk weights to generate a tensioning construction risk score. The candidate risk level is then determined based on the highest location risk score, thus obtaining the tensioning construction risk level.

[0013] Furthermore, the location risk weight is determined based on a pre-established tensioning location risk weight table. This table stores the corresponding importance weights according to the structural force transmission relationships between the tensioning location and the mid-span location, support location, and adjacent tensioning locations. Based on the adjustment priority of each tensioning location in the tensioning dynamic control results, the basic weight is read from the tensioning location risk weight table, and the bearing capacity score and deformation state score of the corresponding tensioning location are compared with the corresponding scores of adjacent tensioning locations to generate a weight adjustment state. When both the bearing capacity score and deformation state score of the same tensioning location are higher than the corresponding scores of adjacent tensioning locations, the corresponding basic weight is increased; when only one score is higher, the corresponding basic weight is maintained. The basic weights of each tensioning location are updated according to the weight adjustment state, and the updated basic weights are proportionally allocated according to the relative size among all tensioning locations to obtain the location risk weight.

[0014] Furthermore, when adjusting the subsequent tensioning construction sequence, a pre-established risk level control mapping relationship is obtained. This risk level control mapping relationship records the tensioning loading rate limit, the waiting time for adjacent tensioning positions, the number of allowed synchronous tensioning positions, and the monitoring sampling period corresponding to each risk level. The tensioning construction risk level is matched with the risk level control mapping relationship to determine the loading control parameters and timing control parameters corresponding to the current risk level. The process control measures are then generated based on the loading control parameters and the timing control parameters. The tensioning positions that have not yet been executed and the predetermined construction sequence are obtained. The loading rate, synchronous execution relationship, and adjacent operation waiting time for each tensioning position are constrained according to the process control measures. If the number of allowed synchronous tensioning positions corresponding to the current risk level is lower than the predetermined number of synchronous tensioning positions, the tensioning positions with larger force deviations are preferentially retained in the current execution sequence, and the remaining tensioning positions are postponed to subsequent execution sequences, generating the adjusted subsequent tensioning construction sequence.

[0015] The present invention also provides a continuous beam prestressed synchronous tensioning monitoring system for implementing the above method, including a state benchmark determination module, a tensioning coordination judgment module, a tensioning dynamic control module, and a risk management module.

[0016] The state reference determination module is used to acquire structural stress data, structural deformation data, and construction disturbance data during the tensioning construction of the continuous beam, and to determine the tensioning construction state reference based on numerical simulation results. The tensioning coordination judgment module is connected to the state reference determination module and is used to determine the stress change state and deformation change state at each tensioning position based on the structural stress data, structural deformation data, and construction disturbance data, and to compare the stress change state and deformation change state with the tensioning construction state reference to determine the tensioning coordination state. The tensioning dynamic control module is connected to the tensioning coordination judgment module and is used to address the tensioning coordination... For each tensioning position where the state deviates, construction sequence adjustment information is determined based on the tension coordination state. This information is then updated using real-time monitored structural stress and deformation data to generate a dynamic tension control result. The risk management module, connected to the dynamic tension control module, determines the tensioning construction risk level based on the dynamic tension control result, the bridge structure's load-bearing capacity, deformation status, and construction disturbance status. Based on this risk level, process control measures are determined, subsequent tensioning construction sequences are adjusted, and the adjusted structural stress and deformation data are obtained to re-determine the tension coordination state.

[0017] Compared with the prior art, the advantages and positive effects of the present invention are as follows:

[0018] In this invention, structural stress data, structural deformation data, and construction disturbance data are combined with numerical simulation results to form a benchmark for tensioning construction status. A unified response judgment scale is established, and the stress and deformation changes at each tensioning position are analyzed to determine the coordination status. This allows local deviations to be promptly identified, and construction sequence adjustment information is generated for deviations and updated with real-time monitoring. This enables dynamic connection between control and structural response. Risks are assessed and control measures are matched by combining the load-bearing status, deformation status, and construction disturbance status. Risk assessment is fed back to the subsequent tensioning sequence, forming a closed-loop link of monitoring, judgment, control, and re-monitoring. This reduces the adjustment lag of experience-based handling, lowers the risk of stress imbalance and deformation accumulation, and improves the coordination and control reliability of synchronous tensioning. Attached Figure Description

[0019] Figure 1 This is a flowchart of the synchronous tensioning monitoring method for continuous beam prestressing according to the present invention;

[0020] Figure 2 This is a flowchart of the tension coordination state determination process of the present invention;

[0021] Figure 3 This is the construction sequence dynamic control logic diagram of the present invention;

[0022] Figure 4 This is a data flow diagram for the risk assessment and process control of tensioning construction in this invention;

[0023] Figure 5 This is a diagram showing the module collaboration and feedback closed-loop of the continuous beam prestressed synchronous tensioning monitoring system of the present invention. Detailed Implementation

[0024] The following embodiments, based on the protection scope text and the invention content, further illustrate the feasible process of the method and system for monitoring the synchronous tensioning of prestressed beams. The accompanying drawings referenced in the following embodiments are all newly created drawings based on the technical solutions described in this invention, and are from [the original text is missing here]. Figure 1Begin numbering. The structural stress data referred to below are data collected from strain monitoring points, support reaction monitoring points, and prestressing tensioning ends arranged along the longitudinal direction of the continuous beam, which can reflect the changes in stress on the beam during tensioning; structural deformation data are data collected from key sections of the beam, pier-beam connection locations, and mid-span locations, which can reflect the changes in deformation of the continuous beam; construction disturbance data are data generated from the start-up and shutdown status of the tensioning equipment, changes in temporary loads, and changes in the construction environment, which are used to define the period of abnormal tensioning. The tensioning construction state benchmark includes the stress reference range, deformation reference range, and allowable disturbance boundary corresponding to each tensioning stage; the tensioning coordination state is used to characterize whether the current stress and deformation changes at each tensioning position are coordinated with the tensioning construction state benchmark of the corresponding tensioning stage; the construction sequence adjustment information is used to limit the tensioning sequence and interval between deviations from the tensioning position; the tensioning dynamic control result is the current control state formed after continuous correction based on real-time structural stress and deformation data during the execution of the construction sequence adjustment information; the tensioning construction risk level is used to comprehensively reflect the bridge structure's load-bearing state, deformation state, and construction disturbance state, and further determine the loading control parameters and timing control parameters in the subsequent tensioning construction process. The above data objects, state objects, and result objects maintain the same meaning in the following implementation.

[0025] Example 1

[0026] Please see Figures 1 to 4 This embodiment provides a method for monitoring the synchronous tensioning of prestressed continuous beams. Taking the prestressing tensioning construction of continuous beams as the object, this embodiment correlates the structural stress data, structural deformation data, and construction disturbance data generated by synchronous on-site monitoring with the numerical simulation results established according to the continuous beam's structural dimensions, material parameters, boundary constraints, and preset tensioning construction sequence in stages. First, a tensioning construction state benchmark is established. Then, based on the data changes at adjacent sampling times and multiple consecutive sampling times, the stress change state, deformation change state, and tensioning coordination state of each tensioning position are determined. For tensioning positions in a deviated state, construction sequence adjustment information is generated according to the structural force transmission relationship, deviation direction, and deviation degree, and feedback correction is performed using real-time monitoring data during the adjustment process. Based on this, the bearing state, deformation state, and construction disturbance state are summarized into a tensioning construction risk level. The risk level control mapping relationship constrains the subsequent loading rate, the number of synchronous tensioning positions, and the waiting time for adjacent tensioning operations, thereby forming a closed-loop construction process that continuously connects monitoring, judgment, control, risk management, and feedback re-judgment.

[0027] S1: Obtain structural stress data, structural deformation data, and construction disturbance data during the tensioning construction of the continuous beam, and determine the tensioning construction state benchmark by combining the numerical simulation results.

[0028] S111, Collect structural stress data. Strain monitoring points arranged longitudinally along the continuous beam output strain monitoring results at their corresponding locations during tensioning construction. Support reaction monitoring points output reaction monitoring results at their corresponding support locations, and prestressed tensioning ends output the stress monitoring results corresponding to the current tensioning end. These monitoring results form structural stress data according to their tensioning location and sampling time. Before the structural stress data enters subsequent state determination, at least its corresponding tensioning location and sampling time should be determined, so that adjacent sampling results at the same tensioning location can form a continuous sequence according to time, and that different tensioning locations can correspond to each other at the same sampling time.

[0029] S112, Collect structural deformation data. During tensioning, structural deformation data corresponding to the key sections of the beam, the pier-beam connection locations, and the mid-span location are generated, and a correspondence is established between the sampling time and the structural stress data. For the same sampling time, the structural deformation data and the structural stress data should be able to determine the corresponding current tensioning stage, so that subsequent joint judgments on the stress change state and deformation change state are based on the same construction state.

[0030] S113, Collect construction disturbance data. The start / stop status of the tensioning equipment, changes in temporary loads, and changes in the construction environment are recorded as construction disturbance data according to their occurrence time and duration. Construction disturbance data does not directly replace structural stress or deformation data, but rather serves as a basis for identifying unstable change intervals in the monitoring sequence and determining permissible disturbance boundaries. Therefore, for intervals where the start / stop status of the tensioning equipment, changes in temporary loads, or changes in the construction environment overlap with structural monitoring data in time, it can be determined during subsequent state identification whether the corresponding abrupt change or fluctuation is within the period of disturbance duration.

[0031] S114. Establish a construction status monitoring sequence. Establish a time correspondence between structural stress data, structural deformation data, and construction disturbance data according to a unified sampling time. This ensures that each sampling time is associated with at least the current tensioning position, structural stress data, structural deformation data, and whether the system is currently within a construction disturbance duration period. Monitoring results whose timestamps cannot be directly incorporated into the joint status determination for the current sampling time are not included directly. Instead, they should be included in the corresponding sampling interval only after the time correspondence can be confirmed, to avoid comparing data from different construction times as the same tensioning state. After time correspondence, a construction status monitoring sequence is formed, and this sequence serves as the common input for tensioning stage matching and subsequent coordination determination.

[0032] S115: Obtain numerical simulation results based on the continuous beam structure dimensions, material parameters, boundary constraints, and preset tensioning construction sequence. The numerical simulation results generate structural stress and deformation reference states corresponding to different tensioning stages according to the preset tensioning construction sequence. The construction status monitoring sequence is matched to the corresponding tensioning stage in the numerical simulation results based on the currently executed tensioning position, tensioning sequence, and corresponding sampling time, ensuring that the on-site monitoring status is compared with the simulation benchmark at the same tensioning stage.

[0033] S116. Stress reference intervals and deformation reference intervals are determined for each tensioning stage, and the allowable disturbance boundaries for the corresponding tensioning stage are determined in conjunction with construction disturbance data, thus forming the tensioning construction state benchmark. The stress reference interval is used to determine whether the direction and magnitude of stress change at each tensioning position are within the allowable range for the current stage. The deformation reference interval is used to determine whether the direction and magnitude of deformation change at each tensioning position are within the allowable range for the current stage. The allowable disturbance boundary is used to define the disturbance range caused by the start-up and shutdown of tensioning equipment, changes in temporary loads, and changes in the construction environment on the monitoring results.

[0034] The tensioning construction state benchmark formed by S1 provides a unified comparison scale for subsequent state determination. The verification method is as follows: the on-site construction state monitoring sequence can be mapped to a determined tensioning stage, and the corresponding stress reference range, deformation reference range, and allowable disturbance boundary can be obtained for that stage; data that cannot form a stage correspondence are not directly used to determine the current tensioning coordination state, thereby avoiding cross-stage comparisons.

[0035] S2. Based on the structural stress data, structural deformation data, and construction disturbance data, determine the stress change state and deformation change state at each tensioning position. Compare the stress change state and deformation change state with the tensioning construction state benchmark to determine the tensioning coordination state.

[0036] S211, for the same tensioning position, read the structural stress data and structural deformation data corresponding to adjacent sampling times, and compare the sampling results before and after. The difference in structural stress data before and after is used to determine the direction and magnitude of force change, and the difference in structural deformation data before and after is used to determine the direction and magnitude of deformation change. The direction of change reflects the trend of adjacent sampling results during the tensioning process, and the magnitude of change reflects the degree of change between adjacent sampling results.

[0037] S212, to avoid directly determining a stable state based on random changes in a single sampling interval, structural force and deformation data at at least three consecutive sampling times at the same tensioning location are continuously compared. The magnitudes of force and deformation changes between adjacent sampling times are calculated, and the direction of change for each adjacent sampling interval is determined according to the continuity of sampling time. When the direction of change remains consistent across multiple consecutive sampling intervals, the corresponding direction is identified as the stable direction; when the directions of change alternate, the corresponding monitoring results are identified as fluctuating changes. Therefore, the stable direction of change is based on the consistent changes across multiple consecutive sampling intervals, rather than directly replacing trend judgment with a single sampling difference.

[0038] S213, based on construction disturbance data, determine whether each fluctuation change falls within the disturbance duration range corresponding to the start / stop of tensioning equipment, changes in temporary loads, or changes in the construction environment. Fluctuation changes within the disturbance duration range are not included in the current stable state determination sequence; monitoring results outside the disturbance duration range, but whose time relationship can be confirmed, continue to participate in determining the direction and magnitude of stable changes. Thus, construction disturbance data serves as the basis for screening fluctuation results, without altering the original structural stress and deformation data themselves.

[0039] S214, based on the stable change direction and amplitude of the remaining monitoring results, the stress change state and deformation change state of each tensioning position are formed respectively, and the correspondence between the two is established according to the tensioning position. The formed stress change state can at least characterize the stress change direction and amplitude of the current tensioning position, and the deformation change state can at least characterize the deformation change direction and amplitude of the current tensioning position, so as to provide a joint and coordinated judgment for the same tensioning position.

[0040] S215, compare the stress change state with the stress reference range of the current tensioning stage, and compare the deformation change state with the deformation reference range of the current tensioning stage. When the stress change direction at the same tensioning position conforms to the corresponding benchmark, the stress change amplitude is within the corresponding stress reference range, and the deformation change direction conforms to the corresponding benchmark and the deformation change amplitude is within the corresponding deformation reference range, the tensioning position is determined to be in a coordinated state. When at least one of the above-mentioned stress change direction, stress change amplitude, deformation change direction, and deformation amplitude does not conform to the corresponding benchmark, the tensioning position is determined to be in a deviated state. Monitoring states located at the boundary of the reference range but still within the corresponding reference range are treated as coordinated states; states exceeding the corresponding boundary are treated as deviated states and enter subsequent control processing.

[0041] S216 summarizes the comparison results of each tensioning position to form the tension coordination state. The tension coordination state retains not only the coordination or deviation judgment of each tensioning position, but also the force deviation direction, deformation deviation direction, and degree of deviation relative to the corresponding reference interval corresponding to the deviation tensioning position, so that S3 can distinguish the adjustment priority relationship between different deviation positions, rather than just outputting a single normal or abnormal conclusion.

[0042] S2 can form a traceable tension coordination state from the synchronous monitoring results. The verification basis is that each deviation state can be traced back to the determined tension position, continuous sampling results, change direction, change amplitude and corresponding tension construction state benchmark. Fluctuation results that are screened out by the continuous interval of construction disturbance do not directly enter the stable state judgment, thereby reducing the impact of instantaneous changes caused by construction disturbance on the coordination judgment.

[0043] S3, for each tensioning position where the tensioning coordination state deviates, determines the construction sequence adjustment information based on the tensioning coordination state, and updates the construction sequence adjustment information based on the structural stress data and structural deformation data obtained from real-time monitoring, generating the tensioning dynamic control result.

[0044] S311: Read the tensioning positions that are in a deviated state in the tensioning coordination state, and obtain their respective directions of force change, deformation change, force deviation, and deformation deviation. Determine the associated tensioning positions corresponding to each deviated tensioning position based on the longitudinal force transmission relationship of the continuous beam. The associated tensioning positions are used to indicate that the force adjustment of a tensioning position can be related to other tensioning positions through the longitudinal force transmission relationship of the continuous beam; therefore, subsequent timing adjustments cannot be processed in isolation for a single position.

[0045] S312 compares the force deviation direction and deformation deviation direction of each tensioning position relative to the tensioning construction state reference within the same structural force transmission relationship. When both the force change state and deformation change state of the same tensioning position deviate from the corresponding reference, that tensioning position is determined as the priority adjustment position; for tensioning positions that deviate from the corresponding reference only in one aspect, their subsequent adjustment order is determined according to the degree of deviation and the structural force transmission relationship with the priority adjustment position. This establishes the adjustment priority relationship between the deviation positions.

[0046] S313, within the same correlation, further compare the deviation directions of different tensioning positions. When the deviation directions of two correlated tensioning positions are opposite, they are determined to be in a sequential adjustment relationship, and the opposite deviation states are processed separately using the tensioning sequence; when the deviation directions of two correlated tensioning positions are the same, they are determined to be in an interval adjustment relationship, maintaining the established tensioning sequence while increasing the waiting interval between adjacent tensioning operations, so that the structural response generated by the previous tensioning operation can continue to be monitored before subsequent tensioning operations. If multiple deviation tensioning positions that can form different adjustment relationships exist simultaneously within the same correlation, the current adjustment object is determined first according to the position where both force change and deformation change deviation exist, and then sequential adjustment relationships or interval adjustment relationships are determined for other positions that have structural force transmission relationships with them.

[0047] S314: For tensioning positions in the sequence adjustment relationship, determine the tensioning order according to the degree of deviation from largest to smallest; for tensioning positions in the interval adjustment relationship, maintain the predetermined tensioning order and increase the waiting interval between adjacent tensioning operations. The tensioning order and tensioning interval together form the construction sequence adjustment information. The output object of the construction sequence adjustment information is the tensioning construction process that still needs to be executed. Its function is not to change the tensioning operations that have been completed, but to constrain the construction sequence between the current and subsequent tensioning positions that have not yet been completed.

[0048] S315: Tensioning is performed according to the construction sequence adjustment information, and real-time structural stress and deformation data are continuously acquired. The real-time monitoring results are used to form the adjusted stress and deformation states according to the same data correspondence as in S2, and compared with the stress and deformation states before the corresponding tensioning position adjustment. This comparison uses the reduction in the degree of deviation from the tensioning construction state benchmark as the feedback judgment criterion.

[0049] S316, when the adjusted deviation decreases, the current tensioning sequence and corresponding adjustment relationship are maintained, and the unfinished tensioning operations continue to be executed according to the current construction sequence adjustment information; when the adjusted deviation increases, the adjustment priority of the corresponding tensioning position in the current adjustment sequence is increased, and other tensioning positions that have structural force transmission relationships with this tensioning position are postponed. When the tensioning position with increased adjustment priority enters the next sequence determination process, it is processed before the corresponding associated position, thereby forming updated construction sequence adjustment information.

[0050] S317 combines the current tensioning position, adjustment priority, sequential adjustment or interval adjustment, tensioning order, tensioning interval, and whether the adjustment priority is maintained or increased after real-time feedback to form the dynamic tensioning control result. This result serves as the input for S4 to determine the location risk weight and subsequent construction sequence constraints. At the same time, the real-time monitoring result is retained as the input for determining the coordination state of the next round of tensioning, thus establishing a feedback entry point.

[0051] The control process formed by S3 is not a one-time static sorting, but rather uses the structural force transmission relationship, direction, and degree of deviation at the deviation position to form initial construction sequence adjustment information. Then, the adjusted structural force data and structural deformation data are used to verify whether the degree of deviation has decreased. When the degree of deviation decreases, the current order is maintained; when the degree of deviation increases, the adjustment priority of the corresponding tensioning position is increased and the associated position is delayed. This allows the construction sequence to be continuously updated with the on-site structural response.

[0052] S4. Based on the dynamic control results of tensioning and the load-bearing state, deformation state and construction disturbance state of the bridge structure, determine the tensioning construction risk level, determine process control measures based on the tensioning construction risk level, adjust the subsequent tensioning construction sequence, and obtain the adjusted structural stress data and structural deformation data to determine the tensioning coordination state again.

[0053] S411, the load-bearing state score is determined based on the degree of deviation of the structural stress data at each tensioning position from the corresponding stress reference interval. When the structural stress data is within the stress reference interval of the current tensioning stage, its load-bearing state is treated as being within the benchmark range; when the structural stress data exceeds the corresponding stress reference interval, a load-bearing state score is formed according to the degree of deviation from the corresponding boundary. The greater the deviation, the higher the risk assessment level of the corresponding load-bearing state.

[0054] S412, the deformation state score is determined based on the degree of deviation of the structural deformation data from the deformation reference range. When the structural deformation data is within the deformation reference range of the current tensioning stage, it is processed within the benchmark range; when it exceeds the corresponding deformation reference range, the degree of deformation state evaluation is increased according to the degree of deviation from the corresponding boundary. The load-bearing state score and the deformation state score retain their respective data sources and are not interchangeable.

[0055] S413. The disturbance state score is determined based on the disturbance duration corresponding to the construction disturbance data, and the degree of increase in structural stress and deformation changes during the disturbance duration. The construction disturbance state is obtained from the disturbance duration intervals corresponding to the recorded start-up and shutdown status of tensioning equipment, changes in temporary loads, and changes in the construction environment. Its evaluation considers both the disturbance duration and whether the structural response increases during the disturbance, thereby avoiding using the occurrence of disturbance as the sole evaluation criterion.

[0056] S414 defines the load-bearing state score, deformation state score, and disturbance state score at the same tensioning location as single-location risk assessment parameters, thus generating location risk scores for each tensioning location. All three types of assessment parameters used in the location risk score can be traced back to the structural stress data, structural deformation data, or construction disturbance data at the corresponding tensioning location, thereby ensuring the traceability of the risk assessment source.

[0057] S415, Read the pre-established tensioning position risk weight table. The tensioning position risk weight table stores the corresponding importance weights according to the structural force transmission relationship between the tensioning position and the mid-span position, support position, and adjacent tensioning positions. Based on the adjustment priority relationship in the tensioning dynamic control results, read the basic weight of each tensioning position and compare the load-bearing state score and deformation state score of the corresponding tensioning position with the corresponding scores of adjacent tensioning positions. When both the load-bearing state score and deformation state score of the same tensioning position are higher than the corresponding scores of adjacent tensioning positions, increase the basic weight of that tensioning position; when only one of the load-bearing state score or deformation state score is higher, maintain the basic weight of that tensioning position. The weight adjustment status of each tensioning position is obtained through the above comparison.

[0058] S416 updates the basic weights of each tensioning position according to the weight adjustment status, and distributes them proportionally according to the relative size of the basic weights after the update of all tensioning positions, thus obtaining the positional risk weight of each tensioning position. The positional risk weight is used to reflect the relative impact of different tensioning positions on the overall tensioning construction risk under the current structural force transmission relationship and dynamic control state, without changing the data content of the corresponding positional risk score.

[0059] S417: Multiple location risk scores are weighted and aggregated according to their corresponding location risk weights to form a tensioning construction risk score. Simultaneously, the risk level corresponding to each location risk score is read, and the level corresponding to the highest location risk score is used to determine the candidate risk level. When the risk aggregation result and the highest location risk status coexist, the lower overall aggregation status is not used to cover the highest location risk status. Instead, the level corresponding to the highest location risk score is used to determine the current tensioning construction risk level, thus preserving the constraint of locally high-risk locations on overall construction control.

[0060] S418, Read the pre-established risk level control mapping relationship. This mapping relationship records the tension loading rate limit, waiting time for adjacent tensioning positions, number of allowed simultaneous tensioning positions, and monitoring sampling period corresponding to each tensioning construction risk level. Match the current tensioning construction risk level with the risk level control mapping relationship to obtain the corresponding loading control parameters and timing control parameters. The loading control parameters include at least the tension loading rate limit corresponding to the current risk level, and the timing control parameters include at least the waiting time for adjacent tensioning positions and the number of allowed simultaneous tensioning positions. The monitoring sampling period is used to limit the acquisition rhythm of structural stress data and structural deformation data in the next round under the risk state. If the current level can uniquely match a corresponding record, the control parameters in that record are output; if no valid level match is formed, control parameters without a source are not directly sent to subsequent tensioning processes.

[0061] S419: Based on the loading control parameters and timing control parameters, process control measures are formulated, and the unexecuted tensioning positions and their predetermined construction sequences are read. The loading rate of subsequent tensioning positions is constrained according to the loading control parameters, and the number of tensioning positions allowed to be executed simultaneously and the waiting time between adjacent tensioning operations are constrained according to the timing control parameters. If the number of allowed simultaneous tensioning positions corresponding to the current tensioning construction risk level is lower than the predetermined number of simultaneous tensioning positions, the stress deviation of the original predetermined simultaneous tensioning positions is compared. Tensioning positions with larger stress deviations are preferentially retained in the current execution sequence, and the remaining tensioning positions are postponed to subsequent execution sequences. If the number of allowed simultaneous tensioning positions is not lower than the predetermined number, the corresponding synchronous execution relationship is maintained under the condition of satisfying the current loading rate limit and waiting time constraints.

[0062] In S420, based on process control measures and dynamic tensioning control results, an adjusted subsequent tensioning construction sequence is generated, and tensioning continues according to this adjusted sequence. After the tensioning operation is executed, structural stress and deformation data are reacquired, and a correspondence is established between the unified sampling time and the construction disturbance data. The process then re-enters S2 to form new stress change states, deformation change states, and tension coordination states. If deviations still exist in the new tension coordination state, the process re-enters S3 to update the construction sequence adjustment information; if the risk state changes, S4 re-matches the corresponding process control measures. This forms a continuous closed loop from construction monitoring status to coordination judgment, dynamic control, risk management, execution feedback, and a return to coordination judgment.

[0063] In the aforementioned closed loop, if a unified temporal correspondence cannot be established between the structural stress data, structural deformation data, and construction disturbance data at a certain sampling moment, then this incomplete sampling combination is not directly used for the current joint coordination judgment; it will proceed to subsequent judgments once corresponding sampling data can be formed. If the construction disturbance data indicates that a certain fluctuation result is entirely within the disturbance duration range, then that fluctuation result is removed from the current stable change state determination sequence, but its disturbance duration state still enters the disturbance state scoring process. Thus, the same construction disturbance will not be misjudged as a stable stress trend or a stable deformation trend, while still retaining its influence path on construction risk assessment.

[0064] The input conditions for this method are the structural stress data, structural deformation data, construction disturbance data, and corresponding numerical simulation results generated during the current continuous beam tensioning construction. S1 forms the tensioning construction state benchmark; S2 forms the stress change state, deformation change state, and tension coordination state at each tensioning position; S3 forms the construction sequence adjustment information and tensioning dynamic control results; and S4 forms the tensioning construction risk level, process control measures, and the adjusted subsequent tensioning construction sequence. The adjusted tensioning execution results are returned to S2 again with structural stress data and structural deformation data, thus enabling verification based on the observable structural response on site whether the previous round of adjustments reduced the deviation, and further determining whether to maintain or update the tensioning sequence. This process ensures that stress monitoring, deformation monitoring, and construction disturbance monitoring are no longer isolated but jointly participate in construction state determination and sequence control under a unified sampling time, unified tensioning stage, and structural force transmission relationship.

[0065] Example 2

[0066] Please see Figure 1 and Figure 5 This embodiment provides a continuous beam prestressed synchronous tensioning monitoring system. The difference between this embodiment and Embodiment 1 is that this embodiment uses the data reception, state generation, control output, and feedback relationship between system modules to carry out the method flow of Embodiment 1. This allows the on-site monitoring data to sequentially enter the state benchmark determination module, tension coordination judgment module, tension dynamic control module, and risk management module according to a determined data direction. The subsequent tensioning construction sequence formed by the risk management module then acts on the subsequent construction process. Finally, the adjusted structural stress data and structural deformation data are returned to the tension coordination judgment module to form a new tension coordination state.

[0067] The state reference determination module receives structural stress data, structural deformation data, and construction disturbance data during the tensioning construction of continuous beams, and receives numerical simulation results established according to the continuous beam's structural dimensions, material parameters, boundary constraints, and preset tensioning construction sequence. This module first establishes a time correspondence between the three types of monitoring data according to a unified sampling time, forming a construction state monitoring sequence. Then, based on the current tensioning construction state, it matches the construction state monitoring sequence to the corresponding tensioning stage in the numerical simulation results. Subsequently, it obtains the stress reference interval and deformation reference interval corresponding to this tensioning stage, and forms the allowable disturbance boundary for the corresponding tensioning stage based on the construction disturbance data, outputting the tensioning construction state reference. The tensioning construction state reference is sent to the tensioning coordination judgment module as a comparison basis for stress change states and deformation change states.

[0068] The tensioning coordination determination module is connected to the state benchmark determination module and receives structural stress data, structural deformation data, and construction disturbance data. This module reads structural stress and deformation data at at least three consecutive sampling times according to the tensioning position, compares adjacent sampling results to form the stress change amplitude and deformation change amplitude, and determines the stable change direction or fluctuating change result based on whether the change direction remains consistent throughout the continuous sampling interval. Fluctuating change results that overlap with the continuous interval of construction disturbance are removed from the current stable state determination sequence; subsequently, the stress change state and deformation change state of each tensioning position are formed based on the remaining monitoring results. The tensioning coordination determination module compares the stress change direction, stress change amplitude, deformation change direction, and deformation change amplitude with the tensioning construction state benchmark, outputs the coordination state or deviation state of each tensioning position, and combines the deviation direction and degree of deviation at the deviation position to form the tensioning coordination state.

[0069] The tensioning dynamic control module is connected to the tensioning coordination judgment module and receives the tensioning coordination status. For tensioning positions in a deviated state, this module determines the associated tensioning positions based on the longitudinal structural force transmission relationship of the continuous beam and compares the direction of force deviation and deformation deviation of the associated tensioning positions. When both the force change state and deformation change state of the same tensioning position deviate from the corresponding reference, the tensioning dynamic control module places that position in the priority adjustment position; when the deviation directions between associated tensioning positions are opposite, a sequential adjustment relationship is formed; when the deviation directions are the same, an interval adjustment relationship is formed. For sequential adjustment relationships, the tensioning order is formed according to the degree of deviation from large to small; for interval adjustment relationships, the predetermined tensioning order is maintained and the waiting interval between adjacent tensioning operations is increased, thereby outputting construction sequence adjustment information.

[0070] After the construction sequence adjustment information is applied to the current tensioning process, the tensioning dynamic control module continues to receive real-time structural stress and deformation data, and re-establishes the adjusted stress and deformation states. This module compares the adjusted deviation with the original deviation; when the deviation decreases, the current tensioning sequence is maintained; when the deviation increases, the adjustment priority of the corresponding tensioning position is increased, and other tensioning positions with structural force transmission connections to that position are postponed. The tensioning position, adjustment priority, tensioning sequence, tensioning interval, and feedback update status together form the tensioning dynamic control result, which is then output to the risk management module.

[0071] The risk management module is connected to the tensioning dynamic control module, simultaneously receiving data on the bridge structure's load-bearing state, deformation state, and construction disturbance state. The risk management module generates a load-bearing state score based on the deviation of the structural stress data at each tensioning location from the stress reference range; a deformation state score based on the deviation of the structural deformation data from the deformation reference range; and a disturbance state score based on the duration of the construction disturbance and the increase in stress and deformation changes during the disturbance. These three scores together form the single-location risk assessment parameters, and based on these parameters, a location risk score is generated for each tensioning location.

[0072] The risk management module further reads the tensioning location risk weight table. This table stores the foundation weights according to the structural force transmission relationship between the tensioning location and the mid-span location, support location, and adjacent tensioning locations. The risk management module reads the foundation weights based on the adjustment priority relationship in the tensioning dynamic control results, and then compares the bearing capacity score and deformation state score of the current tensioning location with those of adjacent tensioning locations; when both scores are higher than those of adjacent tensioning locations, the foundation weight is increased; if only one score is higher, the foundation weight remains unchanged. After the foundation weights are updated, they are proportionally allocated according to their relative size to form the location risk weights. The location risk scores are summarized according to the location risk weights to form the tensioning construction risk score, and the current tensioning construction risk level is determined by combining the highest location risk score with the corresponding level.

[0073] The risk management module queries the risk level management mapping relationship based on the current tensioning construction risk level. It retrieves the tensioning loading rate limit, waiting time between adjacent tensioning positions, allowed number of simultaneous tensioning positions, and monitoring sampling cycle from the records corresponding to the current level, and formulates process management measures accordingly. Tensioning positions that have not yet been executed and their predetermined construction sequence are the targets of these process management measures. When the allowed number of simultaneous tensioning positions is lower than the predetermined number, the risk management module retains the tensioning positions with the largest deviations in the current execution sequence based on the degree of force deviation, and postpones the remaining tensioning positions, thus forming an adjusted subsequent tensioning construction sequence.

[0074] After the adjusted subsequent tensioning construction sequence is applied to the continuous beam during the subsequent tensioning construction process, structural stress data and structural deformation data are generated again. The new monitoring data is returned to the tension coordination judgment module, and after establishing a correspondence with the current tensioning construction state benchmark and construction disturbance data, a tension coordination state is generated again. If deviations still exist, the tension coordination state is sent to the tension dynamic control module; the new tension dynamic control results are then sent to the risk management module. Thus, the state benchmark determination module provides a comparison scale, the tension coordination judgment module provides deviation positions and deviation states, the tension dynamic control module provides construction sequence adjustment results oriented towards deviation positions, the risk management module provides loading and timing constraints oriented towards overall construction risk, and the adjusted monitoring results are returned to the coordination judgment stage, forming a continuous data feedback chain within the system.

[0075] As can be seen from the above embodiments, the present invention uses the synchronous monitoring of structural stress data, structural deformation data, and construction disturbance data as input, and the tensioning stage corresponding to the numerical simulation results as the comparison basis. It forms a tensioning coordination state by continuously sampling the direction and amplitude of change, and forms construction sequence adjustment information through structural force transmission relationships, deviation directions, and deviation degrees. The construction sequence adjustment information is updated by real-time structural response. Subsequently, the risk weight relationship between the bearing state, deformation state, construction disturbance state, and tensioning position is used to form a tensioning construction risk level, and the subsequent loading rate, waiting time, and number of synchronous tensioning positions are constrained according to the risk level control mapping relationship. The specific monitoring locations, process connections, state generation relationships, processing order, data uses, module collaboration, and parameter sources described in the embodiments are used to illustrate that the technical solution described in the present invention can form an executable and verifiable construction monitoring process, and do not limit the present invention to the specific implementation methods listed. Without departing from the technical solution described in this invention, any equivalent substitutions, equivalent modifications, equivalent combinations, equivalent adjustments to the execution order, corresponding connections between modules, equivalent transformations of data names, and equivalent changes to the execution subject made by those skilled in the art based on the same technical essence shall fall within the scope of protection of this patent; however, this shall not extend to the subject matter of protection not described in the application documents, nor shall it change the substantial correspondence between technical objects through changes in names or reference numerals.

Claims

1. A method for monitoring synchronous prestressing tensioning of continuous beams, characterized in that, Includes the following steps: Acquire structural stress data, structural deformation data, and construction disturbance data during the tensioning construction of continuous beams, and determine the benchmark for tensioning construction state by combining numerical simulation results; Based on the structural stress data, structural deformation data, and construction disturbance data, the stress change state and deformation change state at each tensioning position are determined, and the stress change state and deformation change state are compared with the respective tensioning construction state benchmarks to determine the tensioning coordination state. For each tensioning position where the tensioning coordination state deviates, construction timing adjustment information is determined based on the tensioning coordination state, and the construction timing adjustment information is updated according to the structural stress data and structural deformation data obtained from real-time monitoring, thereby generating a dynamic tensioning control result; Based on the dynamic control results of tensioning and the load-bearing state, deformation state and construction disturbance state of the bridge structure, the tensioning construction risk level is determined, and process control measures are determined according to the tensioning construction risk level. The subsequent tensioning construction sequence is adjusted, and the adjusted structural stress data and structural deformation data are obtained to re-determine the tensioning coordination state.

2. The method for monitoring synchronous prestressing tensioning of continuous beams according to claim 1, characterized in that, The steps for determining the tensioning construction state benchmark include: Structural stress data collected from strain monitoring points, support reaction monitoring points, and prestressing tensioning ends arranged longitudinally along the continuous beam are acquired. Structural deformation data collected from key sections of the beam, pier-beam connection locations, and mid-span locations are also acquired. Construction disturbance data caused by the start-up and shutdown status of the tensioning equipment, changes in temporary loads, and changes in the construction environment are also acquired. A time correspondence is established between the structural stress data, the structural deformation data, and the construction disturbance data according to a unified sampling time, and a construction status monitoring sequence is generated. Numerical simulation results are obtained based on the continuous beam structure dimensions, material parameters, boundary constraints, and preset tensioning construction sequence. The construction state monitoring sequence is mapped to the tensioning stage in the numerical simulation results. The stress reference range and deformation reference range are determined according to each tensioning stage. The allowable disturbance boundary for the corresponding tensioning stage is determined based on the construction disturbance data, and the tensioning construction state benchmark is established.

3. The method for monitoring synchronous prestressing tensioning of continuous beams according to claim 1, characterized in that, The steps for determining the tension coordination state include: Obtain the structural stress data and structural deformation data corresponding to each tensioning position at adjacent sampling times. Based on the construction disturbance data corresponding to each tensioning position, filter out abrupt data generated during the duration of disturbance. Determine the direction of force change, magnitude of force change, direction of deformation change, and magnitude of deformation change at each tensioning position. Establish the correspondence between the force change results and the deformation change results according to the tensioning position, and generate the force change state and deformation change state. The stress change state is compared with the preset stress reference range in the tensioning construction state benchmark, and the deformation change state is compared with the preset deformation reference range in the tensioning construction state benchmark. When the stress change direction and deformation change direction at the same tensioning position both conform to the corresponding benchmark and the change amplitude are both within the corresponding reference range, a coordinated state is determined. When at least one does not conform to the corresponding benchmark, a deviation state is determined. The tensioning coordinated state is generated based on the comparison results of each tensioning position.

4. The method for monitoring synchronous prestressing tensioning of continuous beams according to claim 3, characterized in that, The process of determining the stress change state and the deformation change state specifically includes: Obtain the structural force data and structural deformation data at at least three consecutive sampling times at the same tension position, calculate the force change amplitude and deformation change amplitude between adjacent sampling times, and determine the change direction according to the continuity of sampling time. When the change direction of multiple consecutive sampling intervals is consistent, the corresponding change direction is determined as the stable change direction. When the change direction alternates, the corresponding monitoring result is determined as the fluctuation change result. Based on the construction disturbance data, the disturbance duration interval corresponding to each fluctuation change result is determined. The fluctuation change results located within the disturbance duration interval are removed from the state determination sequence. Based on the stable change direction and change amplitude of the remaining monitoring results, the stress change state and the deformation change state are generated respectively.

5. The method for monitoring synchronous prestressing tensioning of continuous beams according to claim 1, characterized in that, The steps for generating the tension dynamic control results include: The tensioning positions that are in a deviated state are obtained. The adjustment priority relationship between the deviated positions is determined according to the direction of force change, the direction of deformation change, and the degree of deviation from the tensioning construction state benchmark of each tensioning position. When the force change and deformation change of the same tensioning position deviate from the corresponding benchmark, the corresponding tensioning position is determined as the priority adjustment position. The tensioning sequence and tensioning interval of each deviated position are determined in combination with the current tensioning construction sequence to generate construction sequence adjustment information. The system acquires the structural stress data and structural deformation data monitored in real time during the tensioning process according to the construction sequence adjustment information, and compares them with the stress change state and deformation change state before the corresponding tensioning position adjustment. When the deviation decreases, the current tensioning sequence is maintained; when the deviation increases, the adjustment priority of the corresponding tensioning position is increased and other tensioning positions with structural force transmission correlation with the corresponding tensioning position are postponed, thereby generating the tensioning dynamic control result.

6. The method for monitoring synchronous prestressing tensioning of continuous beams according to claim 5, characterized in that, The process of determining the construction sequence adjustment information specifically includes: The process involves obtaining the tensioning positions where deviations from the tensioning coordination state occur, along with the corresponding force and deformation changes. Based on the longitudinal structural force transmission relationship of the continuous beam, the associated tensioning positions corresponding to each deviation are determined. The force and deformation deviation directions of each tensioning position within the same association relative to the tensioning construction state benchmark are compared. When the deviation directions of two tensioning positions are opposite, a sequential adjustment relationship is established; when the deviation directions are the same, an interval adjustment relationship is established, thus generating a temporal adjustment relationship. Based on the timing adjustment relationship, the tensioning positions in the sequence adjustment relationship are determined in descending order of deviation. The tensioning positions in the interval adjustment relationship are kept in the predetermined tensioning order, and the waiting interval between adjacent tensioning operations is increased to generate the construction timing adjustment information.

7. The method for monitoring synchronous prestressing tensioning of continuous beams according to claim 1, characterized in that, The steps for determining the risk level of the tensioning construction include: The dynamic control results of tensioning at each tensioning position are obtained. The bearing state score is determined based on the deviation of the structural stress data at the corresponding tensioning position from the stress reference interval in the tensioning construction state benchmark. The deformation state score is determined based on the deviation of the structural deformation data from the deformation reference interval. The disturbance state score is determined based on the disturbance duration corresponding to the construction disturbance data and the increase in stress and deformation changes during the disturbance. The bearing state score, the deformation state score, and the disturbance state score are determined as single-position risk assessment parameters to generate the position risk score for each tensioning position. The position risk weight is determined according to the correlation range of each tensioning position in the structural force transmission relationship and the adjustment priority relationship in the tensioning dynamic control results. Multiple position risk scores are weighted and summarized according to their corresponding position risk weights to generate a tensioning construction risk score. The candidate risk level is determined by the level corresponding to the highest position risk score to obtain the tensioning construction risk level.

8. The method for monitoring synchronous prestressing tensioning of continuous beams according to claim 7, characterized in that, The process of determining the location risk weights specifically includes: Obtain a pre-established tensioning position risk weight table. The tensioning position risk weight table stores the corresponding importance weights according to the structural force transmission relationship between the tensioning position and the mid-span position, the support position, and adjacent tensioning positions. Based on the adjustment priority relationship of each tensioning position in the tensioning dynamic control results, read the basic weight from the tensioning position risk weight table, and compare the bearing state score and deformation state score of the corresponding tensioning position with the corresponding scores of adjacent tensioning positions to generate a weight adjustment state. When both the load-bearing state score and the deformation state score at the same tensioning position are higher than the corresponding scores at adjacent tensioning positions, the corresponding basic weight is increased. When only one score is higher, the corresponding basic weight is maintained. The basic weights of each tensioning position are updated according to the weights, and the updated basic weights are proportionally allocated according to the relative size between all tensioning positions to obtain the position risk weight.

9. The method for monitoring synchronous prestressing tensioning of continuous beams according to claim 1, characterized in that, The steps for adjusting the subsequent tensioning construction sequence include: A pre-established risk level control mapping relationship is obtained, wherein the risk level control mapping relationship records the tension loading rate limit, the waiting time of adjacent tensioning positions, the number of allowed synchronous tensioning positions, and the monitoring sampling period corresponding to each risk level. The tensioning construction risk level is matched with the risk level control mapping relationship to determine the loading control parameters and timing control parameters corresponding to the current risk level, and the process control measures are generated based on the loading control parameters and the timing control parameters. Obtain the tensioning positions that have not yet been executed and the established construction sequence. Based on the process control measures, constrain the loading rate, synchronous execution relationship and adjacent operation waiting time of each tensioning position. If the number of allowable synchronous tensioning positions corresponding to the current risk level is lower than the number of established synchronous tensioning positions, the tensioning positions with larger force deviations will be reserved in the current execution sequence first, and the remaining tensioning positions will be postponed to the subsequent execution sequence to generate the adjusted subsequent tensioning construction sequence.

10. A continuous beam prestressed synchronous tensioning monitoring system, characterized in that, The system is used to implement the method according to any one of claims 1-9, comprising: The state benchmark determination module is used to acquire structural stress data, structural deformation data and construction disturbance data during the tensioning construction of continuous beams, and to determine the state benchmark for tensioning construction by combining numerical simulation results. The tensioning coordination determination module is connected to the state reference determination module. It is used to determine the stress change state and deformation change state at each tensioning position based on the structural stress data, the structural deformation data and the construction disturbance data. It also compares the stress change state and the deformation change state with the respective tensioning construction state references to determine the tensioning coordination state. The tension dynamic control module is connected to the tension coordination determination module. It is used to determine the construction sequence adjustment information based on the tension coordination state for each tension position where the tension coordination state deviates, and update the construction sequence adjustment information according to the structural stress data and structural deformation data obtained by real-time monitoring, and generate the tension dynamic control result. The risk management module, connected to the tension dynamic control module, is used to determine the tension construction risk level based on the tension dynamic control results and the bridge structure's load-bearing state, deformation state, and construction disturbance state. Based on the tension construction risk level, it determines process control measures, adjusts the subsequent tension construction sequence, and obtains the adjusted structural stress data and structural deformation data to re-determine the tension coordination state.

Images