A long-span beam string construction control method and system based on deformation data

Abstract

The application relates to the technical field of construction control, and particularly discloses a large-span cable-supported beam construction control method and system based on deformation data. The method comprises the following steps: acquiring cable force time sequence data and node deformation data in a tensioning construction process, and establishing a correlation deviation sequence; performing local relaxation deviation evolution track analysis on the correlation deviation sequence, extracting a local relaxation candidate interval, and screening candidate components through track similarity determination; then, a cause-and-effect tracing model is constructed and the candidate components are verified, and a prestress loss amplitude and a time domain distribution of local relaxation are output; a dynamic supplementary adjustment control strategy is formulated based on the quantitative results, and the prestress loss is offset through staged tensioning supplementary adjustment. The system comprises a deviation analysis module, a component extraction module, a component verification module and a dynamic supplementary adjustment module. According to the application, local relaxation is identified and loss is quantified, unbalance in supplementary adjustment is reduced, and the stress and deformation of the large-span cable-supported beam structure meet the design expectation.

Description

Technical Field

[0001] This invention relates to the field of construction control technology, specifically to a construction control method and system for large-span tensioned beams based on deformation data. Background Technology

[0002] Long-span tensioned beam structures are widely used in the roof systems of large public buildings such as stadiums, convention centers, and transportation hubs. As the core load-bearing component of a tensioned beam structure, the cable is prestressed to counteract the bending internal force of the upper chord beam, forming a coordinated load-bearing system of "beam-cable-strut". The prestress state directly determines the load-bearing safety and deformation control accuracy of the structure.

[0003] In actual tensioning construction, the occurrence of local relaxation of the chords stems from construction and material factors, such as differences in loading rates during the tensioning stages (initial tensioning, secondary tensioning, and final tensioning) and fluctuations in the friction coefficient of the anchor contact surface, which cause relative slippage between the anchor and the steel strand. Local relaxation will cause prestress loss in the chords. If the loss is not identified and compensated in time, it will cause the structural stress to deviate from the design expectation. Long-term accumulation may lead to problems such as uneven stress on the struts and excessive bending deformation of the upper chord beam, and in severe cases, it may even affect the overall stability of the structure.

[0004] Therefore, the present invention provides a construction control method and system for large-span tensioned beams based on deformation data. Summary of the Invention

[0005] The purpose of this invention is to provide a construction control method and system for large-span tensioned beams based on deformation data, so as to solve the above-mentioned background problems.

[0006] The objective of this invention can be achieved through the following technical solutions: A construction control method for large-span tensioned beams based on deformation data includes the following steps: Acquire cable force time-series data and node deformation data during the tensioning construction process, construct a dynamic benchmark trajectory, and perform deviation analysis on the cable force time-series data and node deformation data in combination with the benchmark trajectory to establish a correlation deviation sequence; The deviation evolution trajectory analysis of the associated deviation sequence is performed with local relaxation. Candidate intervals and standard trajectory templates of local relaxation are extracted and trajectory similarity is determined. Based on the determination results, candidate components of local relaxation in the associated deviation sequence are screened. Mechanical constraint verification is performed on the candidate components to verify whether the candidate components match the construction requirements. If they match, the matching candidate components are extracted and the prestress loss is quantified. The amplitude and time domain distribution of the locally relaxed prestress loss are output. Based on the amplitude and time-domain distribution of prestress loss, a dynamic adjustment control strategy is formulated to compensate for prestress loss caused by local relaxation during staged tensioning.

[0007] As a further technical solution of the present invention, the method for performing the deviation analysis is as follows: For each string, the measured string force value at each time-series sampling point is extracted from the string force time-series data, and the relative deviation is calculated with the theoretical string force value at the corresponding time-series sampling point in the dynamic reference trajectory to obtain the relative deviation value of the string force at each time-series sampling point. Define the key structural nodes of the tensioned beam, and take the key structural nodes associated with each chord as associated nodes. Calculate the relative deformation deviation of the associated nodes of the chords at each time sampling point. Construct an associated deviation sequence containing the relative deviation value of cable force for each cable and the relative deviation value of deformation of the corresponding associated node.

[0008] As a further technical solution of the present invention: the method for determining the trajectory similarity is as follows: Candidate intervals for each local relaxation are obtained based on deviation evolution trajectory analysis; The dynamic time warping algorithm is used to calculate the similarity between the associated deviation sequence within the locally relaxed candidate interval and the evolved trajectory of the standard trajectory template. Based on similarity comparison analysis, the effective interval of local relaxation is obtained; Based on the judgment results, the associated deviation sequence is filtered to obtain locally relaxed candidate components.

[0009] As a further technical solution of the present invention, the method for performing the deviation evolution trajectory analysis is as follows: Set a sliding window for the associated deviation sequence, calculate the average change in the relative deviation value of cable force at adjacent time-series sampling points within the sliding window, and obtain the cable force deviation judgment value; Calculate the average change in the relative deformation deviation of adjacent time-series sampling points within the same sliding window to obtain the deformation deviation judgment value; A deviation evolution criterion that satisfies local relaxation is set, and the deviation stage evolution judgment is performed on the cable force deviation judgment value and the deformation deviation judgment value. The sliding windows that continuously satisfy the deviation evolution criterion are combined to establish the candidate interval for local relaxation.

[0010] As a further technical solution of the present invention, the screening process is performed as follows: The effective intervals in the associated deviation sequence are screened layer by layer. The relative deviation values ​​of cable force and the relative deviation values ​​of deformation of associated nodes in each effective interval are spliced ​​together in time sequence to obtain the candidate components of local relaxation.

[0011] As a further technical solution of the present invention, the method for quantifying the prestress loss is as follows: If the candidate components of local relaxation in the mechanical constraint verification match the construction requirements, obtain the candidate components of local relaxation that meet the construction expectations, and establish the mapping relationship between the relative deviation value of cable force and the amplitude of prestress loss. Obtain the maximum value of the relative deviation of cable force, input the maximum value of the relative deviation of cable force into the mapping relationship, and calculate the prestress loss amplitude caused by local relaxation; Using the time sequence of the candidate components as the horizontal axis, the relative deviation value of cable force at each time sequence sampling point is converted into the corresponding prestress loss value; Based on the prestress loss values ​​at different time-series sampling points, a time-series curve of prestress loss is constructed as the time-domain distribution.

[0012] As a further technical solution of the present invention, the method for verifying the mechanical constraints is as follows: The local relaxation amount corresponding to the candidate component is calculated in reverse. Based on the local relaxation amount, the axial force of the string and the constraint reaction force of the associated node are extracted, and it is verified whether the axial force and the constraint reaction force satisfy the force balance. If force balance is satisfied, the theoretical deformation deviation sequence is extracted. Based on the relative deviation sequence of the candidate components, the relative deviation between the two sequences is calculated and the deviation constraint is verified to determine whether the deformation conforms to the geometric constraint law of the structure. If the geometric constraints of the structure are met, the energy loss due to local relaxation and the deformation energy increment of the associated nodes are extracted. An energy balance analysis is performed on the two energies to determine whether the energy is balanced. If the energy is balanced, the candidate component for local relaxation is determined to match the construction requirements.

[0013] As a further technical solution of the present invention, the method for performing the deviation constraint verification is as follows: Extract the theoretical deformation deviation sequence of the nodes corresponding to the temporal sequence of the candidate components; Obtain the relative deviation value of the deformation of the associated node at each time-series sampling point in the candidate component, and establish the measured relative deviation sequence of deformation. For each time-series sampling point, the difference between the measured relative deviation value of deformation and the corresponding theoretical relative deviation value of deformation is calculated. The difference is then divided by the theoretical relative deviation value of deformation for the corresponding time-series sampling point to obtain the relative deviation rate of deformation for each sampling point. The relative deviation rates of deformation at all time-series sampling points are statistically analyzed and compared to obtain the determination result of whether the deformation response conforms to the geometric constraints of the structure.

[0014] As a further technical solution of the present invention: the method for formulating the dynamic compensation control strategy is as follows: Based on the time-domain distribution of prestress loss, the adjustment start node of the dynamic adjustment control strategy is determined. Extract the maximum prestress loss value and perform compensation amplitude allocation processing to obtain the total compensation amplitude value for a single cable; The adjustment level is divided based on the total adjustment amplitude, and the adjustment parameters are matched in stages based on the adjustment level.

[0015] A construction system for large-span tensioned beams based on deformation data includes the following modules; Deviation Analysis Module: Used to acquire cable force time series data and node deformation data during the tensioning construction process, construct a dynamic benchmark trajectory, and perform deviation analysis on the cable force time series data and node deformation data in combination with the benchmark trajectory to establish a related deviation sequence; Component extraction module: used to perform local relaxation deviation evolution trajectory analysis on the associated deviation sequence, extract candidate intervals and standard trajectory templates for local relaxation and perform trajectory similarity determination, and filter candidate components for local relaxation in the associated deviation sequence based on the determination results; Component verification module: used to verify the mechanical constraints of candidate components, verify whether the candidate components match the construction requirements, if they match, extract the matching candidate components and quantify the prestress loss, and output the amplitude and time domain distribution of the locally relaxed prestress loss. Dynamic adjustment module: Based on the amplitude and time domain distribution of prestress loss, a dynamic adjustment control strategy is formulated to realize the phased tensioning and adjustment of prestress loss caused by local relaxation.

[0016] The beneficial effects of this invention are as follows: 1. By constructing a dynamic reference trajectory in conjunction with construction conditions and calibrating the parameters of the structural finite element model based on measured data, the reference trajectory is made to better match the actual structural response under construction conditions, which is conducive to improving the reliability of cable force and nodal deformation deviation analysis. In the process of screening local relaxation candidate components, by setting evolution criteria at different stages and performing trajectory similarity judgment, it is beneficial to extract local relaxation features from the associated deviation sequence and reduce the impact of non-local relaxation interference on candidate component screening.

[0017] 2. By verifying the correlation between candidate components and local relaxation from a mechanical perspective, the rationality of the quantitative results of prestress loss is improved, providing loss data that is more in line with the actual situation for subsequent construction adjustments. The adjustment level is divided according to the amplitude and time domain distribution of prestress loss, adapting to different adjustment rates, settling times and adjustment accuracy. At the same time, it takes into account the synergy between single cable adjustment and the overall structural stress, which helps to reduce the possibility of structural stress imbalance during the adjustment process, improve the fit between the stress state of the adjusted structure and the design expectation, and achieve safe control of the construction of large-span tensioned beam structures. Attached Figure Description

[0018] The invention will now be further described with reference to the accompanying drawings.

[0019] Figure 1 This is a flowchart of a construction control method for large-span tensioned beams based on deformation data according to the present invention; Figure 2 This is a schematic diagram of the tensioned beam structure of the present invention; Figure 3 This is a flowchart of the determination process for determining whether a locally relaxed candidate interval is a valid interval in this invention. Figure 4 This is a functional module diagram of a large-span tensioned beam construction control system based on deformation data in this invention. Detailed Implementation

[0020] To make the technical means, creative features, objectives and effects of this invention easier to understand, the invention will be further described below in conjunction with specific embodiments.

[0021] Example 1 like Figure 1 As shown, a construction control method for large-span tensioned beams based on deformation data includes the following steps: S10. Obtain cable force time series data and node deformation data during the tensioning construction process, construct a dynamic reference trajectory, and perform deviation analysis on the cable force time series data and node deformation data in combination with the reference trajectory to establish a correlation deviation sequence. The methods for obtaining cable force timing data and nodal deformation data during the tensioning construction process are as follows: like Figure 2 As shown, the tensioned beam structure includes: a chord beam, vertical struts, and cables. The upper end of the vertical strut is connected to the bottom of the chord beam, and the lower end is connected to the cables. Together, the three constitute the core load-bearing system of the tensioned beam. Preferably, according to the cable numbering of the tensioned beam (e.g., L1 to L4, corresponding to 4 lower cables), one vibrating wire cable force sensor is installed at the anchor position at both ends of each cable, and the cable force time series data (i.e., L1 cable force sequence, L2 cable force sequence... L4 cable force sequence) of each cable at each time series sampling point is acquired at a sampling frequency of 10 to 20 Hz (preferably 15 Hz). Key structural nodes of the tensioned beam are defined, and the deformation data of these key structural nodes at each time-series sampling point are collected using laser displacement sensors. It should be noted that the cable force time series data includes the measured cable force value at each time series sampling point, and the node deformation data includes the measured deformation of each key structural node at the time series sampling point; Among them, the key structural nodes of the tensioned beam include: the center point of the anchorage corresponding to each chord (corresponding to L1-anchor 1 and L1-anchor 2 according to the chord number), the upper and lower ends of the struts (if there are 4 struts, they correspond to C1 upper to C4 upper and C1 lower to C4 lower), and N1 collection points are set at the mid-span and quarter-span sections of the upper chord beam. Preferably, N1=16; The associated nodes of each chord are the center points of its two anchors and the endpoints of two adjacent struts (e.g., associated nodes of L1 cable: L1-anchor 1, L1-anchor 2, C1 lower, C2 lower), which are used for subsequent coupling deviation analysis. The method for constructing the dynamic baseline trajectory is as follows: The construction condition information, including tensioning stage and tensioning loading rate, is read from the construction control system's condition log. The tensioning stage includes: initial tensioning, secondary tensioning, and final tensioning; The working conditions are classified according to the tensioning stage and the tensioning loading rate to obtain different working condition types; For example, the classification method is as follows: according to the tensioning construction specifications, the loading rate is divided into three categories: low speed (0.3~0.5kN / s), medium speed (0.5~1.0kN / s), and high speed (1.0~1.5kN / s). The working conditions are divided into 3×3=9 types according to the combination of tensioning stage and loading rate. For example, working condition 1: initial tensioning + low speed, working condition 2: initial tensioning + medium speed, ..., working condition 9: final tensioning + high speed. The key structural nodes associated with each string are designated as associated nodes; The tensioning stage, tensioning loading rate, cable force time series data of each cable, and deformation data of associated nodes for each working condition are combined to construct a single cable-node coupled working condition data group. Establish a finite element model of the tensioned beam based on the structural design drawings of the tensioned beam; It should be noted that the structural finite element model includes the geometric parameters (length, cross-sectional dimensions) and material properties (elastic modulus, Poisson's ratio, anchor friction coefficient) of each chord, beam, and strut. For each set of working condition data, the average cable force of each chord and the average deformation of the associated nodes are calculated. The average cable force and the average deformation of the key nodes of the structure are used as dual-objective calibration values ​​to calibrate the corresponding parameters of the chords in the structural finite element model separately. For example, the calibration method is as follows: the relative deviation between the average cable force calculated by the structural finite element model and the average cable force is ≤3%, and the relative deviation between the average deformation of the cable-related nodes calculated by the model and the average deformation is ≤5% is used as the calibration qualification standard. By adjusting the elastic modulus of the cable (iterically at a gradient of 0.5%, within a range of ±5%), and once the cable force deviation meets the requirements, the friction coefficient of the corresponding anchor is then adjusted (iterically at a gradient of 0.005, within a range of ±0.02) until both deviations meet the expectations. By combining the deformation data of the nodes associated with each string, the iterative target conditions of the structural finite element model corresponding to the string are established; The model is iteratively calculated based on the iterative target conditions, and a dynamic reference trajectory matching the current construction condition type and cable is output. The dynamic reference trajectory includes the theoretical cable force value of each time-series sampling point and the theoretical deformation of the associated nodes; It should be noted that the objective condition for the iterative calculation is: the absolute deviation between the theoretical value and the measured value of the deformation of the cable-related node at each time-series sampling point is ≤0.2mm as the termination condition for the iteration; During the iterative calculation, the parameters adjusted include the elastic modulus of the chord cable by a gradient of 0.5%, the friction coefficient of the anchor by a gradient of 0.005, and the equivalent stiffness of the strut by a gradient of 1%. The iteration step size is set to calculate the cable force and deformation deviation of the overall structure once for each set of parameters adjusted, until the iteration termination condition of cable force deviation ≤ ±3% and nodal deformation deviation ≤ ±0.2mm is met. If the condition is not met after more than 50 iterations, the termination condition is set at a deviation of ≤0.5% in the average tension of the chord before and after the iteration. Among them, the method of combining the reference trajectory with the cable force time series data and nodal deformation data to perform deviation analysis and establish the associated deviation sequence is as follows: For each string, the measured string force value at each time-series sampling point is extracted from the string force time-series data, and the relative deviation is calculated with the theoretical string force value at the corresponding time-series sampling point in the dynamic reference trajectory to obtain the relative deviation value of the string force at each time-series sampling point. Calculate the relative deformation deviation of the string-connected nodes at each time-series sampling point; Construct an associated deviation sequence containing the relative deviation value of cable force for each cable and the relative deviation value of deformation for the corresponding associated node.

[0022] S20. Perform local relaxation deviation evolution trajectory analysis on the associated deviation sequence, extract candidate intervals and standard trajectory templates for local relaxation, and determine trajectory similarity. Based on the determination results, screen candidate components for local relaxation in the associated deviation sequence. The method for performing local relaxation of the deviation evolution trajectory analysis on the associated deviation sequence, and extracting candidate intervals and standard trajectory templates for local relaxation, is as follows: Set a sliding window for the associated deviation sequence, calculate the average change in the relative deviation value of cable force at adjacent time-series sampling points within the sliding window, and obtain the cable force deviation judgment value; Calculate the average change in the relative deformation deviation of adjacent time-series sampling points within the same sliding window to obtain the deformation deviation judgment value; Preferably, the sliding window length is 8 time-series sampling points; A deviation evolution criterion that satisfies local relaxation is set, and deviation stage evolution is determined for cable force deviation judgment value and deformation deviation judgment value to establish candidate intervals for local relaxation. Preferably, the method for setting the deviation stage evolution criterion that satisfies local relaxation is as follows: S201, Abrupt Change Stage: If the cable force deviation judgment value is ≤-2% and continues for N2 sliding windows (preferably, N2=2), it is judged as an abrupt change stage; S202. Stable Phase: After the abrupt change phase ends, calculate the variance of the cable force deviation judgment value within N2 consecutive sliding windows (N2=3~4). If the variance of the cable force deviation judgment value is ≤±0.5; and the variance of the deformation deviation judgment value within the same window is ≤±0.3%, and the Pearson correlation coefficient between cable force and deformation fluctuation is ≥0.8 (cooperative stability), the system is determined to be in a stable phase. S203. Convergence Phase: After the stabilization phase, the deformation deviation judgment value of the associated node is ≥ ±0.8%, and there is no regression trend within 5 consecutive sliding windows (regression amount ≤ 10% of the cumulative change), which conforms to the irreversible cumulative deformation law caused by local relaxation, and is judged to be in the convergence phase. By combining sliding windows that continuously satisfy the three stage deviation evolution criteria from S201 to S203, a candidate interval for local relaxation is established. It should be noted that the length of the candidate interval for local relaxation is ≥ 8 consecutive sliding windows, which is used to cover the complete evolution process; Based on the measured data of local relaxation under the same working conditions during the construction of multiple sets of tensioned beams, the associated deviation sequence within the candidate interval of local relaxation that meets the deviation evolution criterion is extracted, and standard evolution trajectory templates are constructed according to the tensioning rate type (low speed, medium speed, high speed). Preferably, the standard evolution trajectory template is constructed as follows: select 10 to 15 sets of local relaxation measured data, extract only the sequence within the candidate interval of local relaxation defined in the data, and normalize the cable force deviation judgment value and deformation deviation judgment value of different evolution stages within each interval. Calculate the mean values ​​of cable force deviation judgment value and deformation deviation judgment value, construct the mean value sequence of cable force deviation judgment value and the mean value sequence of deformation deviation judgment value, and form a standard trajectory template for the corresponding rate type; The method for determining trajectory similarity is as follows: For each defined candidate interval of local relaxation, the Dynamic Time Warping (DTW) algorithm is used to calculate the similarity between the associated deviation sequence within the candidate interval of local relaxation and the evolution trajectory of the corresponding rate type standard trajectory template. like Figure 3As shown, the similarity of the evolutionary trajectory is compared with a preset similarity threshold. If the similarity of the evolutionary trajectory is higher than or equal to the preset similarity threshold, the candidate interval of local relaxation is determined to be a valid interval. If the similarity of the evolutionary trajectories is lower than the preset similarity threshold, no action will be taken. Those skilled in the art will understand that, by setting a similarity threshold of ≥0.85 (preferably ≥0.88), candidate intervals of local relaxation with similarity ≥ the similarity threshold are determined as valid intervals of local relaxation; The method for selecting candidate components with local relaxation in the associated deviation sequence based on the judgment result is as follows: The effective intervals in the associated deviation sequence are screened layer by layer, and the sequence of relative deviation of cable force - relative deviation of deformation of associated node in each effective interval is spliced ​​in time sequence to obtain the candidate components of local relaxation. It is understandable that the purpose of extracting candidate components for local relaxation is: Function 1: Eliminate non-relaxation interference and extract core feature data: Select data intervals that conform to the local relaxation mechanical characteristics, eliminate invalid interference data, provide analysis samples for subsequent mechanical verification and loss quantification, and reduce misjudgments caused by non-relaxation signals; Secondly, it provides raw data for the analysis of prestress; the quantification of prestress loss (amplitude and time domain distribution) due to local relaxation needs to be based on data corresponding to the relaxation process. If the full correlation deviation sequence is used directly for calculation, the loss calculation will be biased due to data redundancy.

[0023] Example 2 Please see Figure 1 As shown, a construction control method for large-span tensioned beams based on deformation data includes the following steps: S30. Perform mechanical constraint verification on the candidate components to verify whether the candidate components match the construction requirements. If they match, extract the matching candidate components and quantify the prestress loss, and output the amplitude and time domain distribution of the locally relaxed prestress loss. The method for verifying the mechanical constraints of candidate components and whether they match construction requirements is as follows: Based on the structural finite element model, the mechanical parameters of the corresponding chord (including the calibrated elastic modulus and anchor friction coefficient) and the constraint conditions of the associated nodes are extracted. The method for determining the match between candidate components for local relaxation and construction requirements is as follows: S301. Calculate the local relaxation amount corresponding to the candidate component in reverse, extract the axial force of the string and the constraint reaction force of the associated node based on the local relaxation amount, and verify whether the axial force and the constraint reaction force satisfy the force balance. Preferably, the design cable force value of the cable is obtained, and the cable force value is calculated and multiplied by the relative deviation value of the cable force at the current time-series sampling point to obtain the cable force change at the time-series sampling point; The physical meaning of the change in cable force is the difference between the measured cable force and the design cable force caused by local relaxation. If the change in cable force is positive, it means there is no local relaxation, and the subsequent calculation is stopped. Obtain the actual length of the chords, the elastic modulus of the chords after calibration, and the nominal cross-sectional area of ​​the chords from the structural design drawings (obtained from the chord product specifications). The amount of anchor slippage is calculated by multiplying the change in cable force by the actual length of the cable and then dividing by the product of the calibrated elastic modulus of the cable and the nominal cross-sectional area. The physical meaning of anchor slip is the distance that the anchor slips relative to the steel strand; The stress change is obtained by calculating the ratio of the change in cable force to the nominal cross-sectional area of ​​the cable. The modulus synergy factor is obtained by multiplying the elastic modulus of the chord after calibration with the anchor slippage. The physical meaning of the modulus synergy factor is the correlation parameter of the change in cable stress caused by anchor slippage; Calculate the ratio of the modulus synergy factor to the actual length of the cable, and subtract this ratio from the stress change to obtain the slack of the steel strand (if the result is negative, it indicates that anchor slippage is the main cause of the cable force reduction). The anchor slip and the steel strand relaxation are used as the local relaxation values ​​corresponding to the candidate components; Substitute the local relaxation amount into the structural finite element model, and solve the axial force of the string and the constraint reaction force of the associated node through the model; Those skilled in the art will understand that, in the structural finite element model, the relaxation of the steel strand is converted into the equivalent stress loss of the cable element (reducing the initial prestress of the cable), and the slippage of the anchor is converted into the axial relative displacement of the nodes at both ends of the cable (applying corresponding displacement boundary conditions); the Newton-Raphson iterative algorithm in the general static solver is called, combined with the cable constitutive equation ( , For cable stress, For the calibrated elastic modulus, The model is iteratively calculated using the existing nodal deformation compatibility equations commonly used in finite element analysis of tensioned beams (for cable strain) and the deformation of connected cables and struts to meet geometric constraints. The calculation continues until the model converges (convergence criteria: nodal displacement change ≤ 0.001 mm, element internal force change ≤ 0.1 kN). After convergence, the axial force is extracted from the internal forces of the cable elements, and the force value opposite to the axial force of the cable is extracted from the constraint reaction forces of the connected nodes. This yields the target result. Calculate the percentage of the absolute difference between the axial force of the cable and the constraint reaction force of the associated node. If the percentage of the absolute difference is ≤ ±1%, the force balance requirement is satisfied; otherwise, it is not satisfied. It should be noted that the percentage of absolute difference is calculated by taking the absolute value of the difference between the axial force of the cable and the constraint reaction force of the associated node, and then calculating the ratio of the absolute value of the difference to the axial force of the cable to obtain the percentage of absolute difference between the axial force of the cable and the constraint reaction force of the associated node. S302. If force balance is satisfied, extract the theoretical deformation deviation sequence, calculate the relative deviation of the two sequences based on the relative deviation sequence of the candidate components, and verify the deviation constraint to determine whether the deformation conforms to the geometric constraint law of the structure. Preferably, the theoretical deformation deviation sequence of the associated nodes that completely correspond to the time sequence of the candidate components is extracted from the structural finite element model, so that the theoretical value of each time sequence sampling point corresponds one-to-one with the measured value of the candidate component; Obtain the relative deviation value of the deformation of the associated node at each time-series sampling point in the candidate component, and establish the measured relative deviation sequence of deformation. For each time-series sampling point, the difference between the measured relative deviation value of deformation and the corresponding theoretical relative deviation value of deformation is calculated. The difference is divided by the theoretical relative deviation value of deformation for the corresponding time-series sampling point to obtain the relative deviation rate of deformation for each sampling point. The relative deviation rate of deformation at all time-series sampling points is statistically analyzed. If the absolute value of the relative deviation rate of deformation at each sampling point is ≤ ±3%, and the absolute value of the average relative deviation rate of deformation at five consecutive time-series sampling points is ≤ ±2%, then the deformation response is determined to conform to the geometric constraint law of the structure. If the absolute value of the relative deformation deviation rate of any sampling point is greater than ±3%, or the absolute value of the average relative deformation deviation rate of five consecutive sampling points is greater than ±2%, then the deformation response is determined to be inconsistent with the geometric constraints of the structure. S303. If the geometric constraints of the structure are met, extract the prestress loss energy caused by local relaxation and the deformation energy increment of the associated nodes, perform energy balance analysis on the two energies, and determine whether the energy is balanced. Preferably, the product of twice the elastic modulus of the cable and the nominal cross-sectional area is calculated to obtain the twice elastic modulus cross-sectional area; Calculate the square of the maximum change in cable force, multiply the square by the actual length of the cable, and then divide by twice the elastic modulus cross-sectional area. The result is the prestressed energy loss. It should be noted that the method for obtaining the energy loss due to prestress is derived based on the change in the elastic potential energy of the cable; Obtain the equivalent stiffness of the associated node, calculate the product of the equivalent stiffness of the associated node and the square of the maximum change in deformation, and then multiply the product value by 0.5. The result is the deformation energy increment of the associated node. Calculate the ratio of prestressed energy loss to the increase in deformation energy of associated nodes. If the ratio is within a preset range (e.g., 0.9 to 1.1), the energy is considered balanced; otherwise, it is unbalanced. It should be noted that the ratio of prestressed energy loss to the increase in deformation energy of associated nodes is set to 0.9 to 1.1. According to the law of conservation of energy in structural mechanics (the prestressed energy lost due to local relaxation should be converted into the deformation energy of associated nodes, considering energy loss within 10% in the project (such as frictional energy loss), the range is set). If the ratio is within this range, energy balance is determined. If the energy is balanced, the candidate component of local relaxation is determined to match the construction requirements. If the candidate component does not meet any of the judgment conditions S301-S303, it is determined to be a non-locally relaxed interference component. Understandably, the purpose of determining whether candidate components for local relaxation match construction requirements is: Objective 1: To reduce the misinterpretation of non-relaxation disturbances (such as sensor noise and temporary loading fluctuations) as true relaxation, and to prevent structural stress imbalance caused by erroneous adjustment. Objective 2: The candidate components used for screening reflect the local relaxation state, which is beneficial for subsequent quantification of prestress loss and formulation of effective compensation strategies; The method for quantizing the prestress loss of the matched candidate components and outputting the amplitude and time-domain distribution of the locally relaxed prestress loss is as follows: Obtain candidate components of local relaxation that meet construction expectations, and establish a mapping relationship between cable force relative deviation value and prestress loss amplitude; Those skilled in the art will understand that the method for establishing the mapping relationship between the relative deviation of cable force and the prestress loss amplitude is as follows: Preset a range of local relaxation parameters covering the actual engineering scenario (anchor slippage increases in a gradient of 0.1–5 mm, and strand relaxation increases in a gradient of 1–50 MPa), with each set of preset parameters corresponding to a set of simulated local relaxation conditions; substitute each set of preset parameters into the structural finite element model, and obtain the relative deviation of cable force under the corresponding condition and the prestress loss amplitude caused by the local relaxation condition through forward calculation using the structural finite element model; store the maximum value of the relative deviation of cable force and the prestress loss amplitude data of all sets in pairs to form a mapping relationship sample database; use quadratic polynomial fitting to fit the data in the sample database to obtain the functional relationship between the relative deviation of cable force and the prestress loss amplitude, which is the mapping relationship; Obtain the maximum value of the relative deviation of cable force, input the maximum value of the relative deviation of cable force into the mapping relationship, and calculate the prestress loss amplitude caused by local relaxation; Using the time sequence of the candidate components as the horizontal axis, the relative deviation value of cable force at each time sequence sampling point is converted into the corresponding prestress loss value; Based on the prestress loss values ​​at different time-series sampling points, a time-series curve of prestress loss is constructed as the time-domain distribution.

[0024] S40. Based on the amplitude and time domain distribution of prestress loss, a dynamic compensation and adjustment control strategy of single cable-to-whole coordination is formulated to compensate for prestress loss caused by local relaxation during staged tensioning. The method for formulating a dynamic adjustment control strategy that combines single-line and overall coordination is as follows: S401. Based on the time-domain distribution of prestress loss, determine the adjustment start-up node of the dynamic adjustment control strategy; Preferably, the moment when the prestress loss stabilizes is extracted from the time-domain distribution of the prestress loss output by S30; It should be noted that the loss stabilization time is the starting time when the fluctuation range of the prestress loss value of five consecutive time-series sampling points is ≤ ±0.1kN; The moment when the loss stabilizes is used as the starting point for compensation adjustment, thereby reducing the secondary stress imbalance caused by compensation adjustment when the loss is not stable; S402. Extract the maximum value of prestress loss and perform compensation amplitude allocation processing to obtain the total compensation amplitude of a single cable; The method for adjusting the amplitude distribution is as follows: Obtain the preset adjustment coefficient, extract the maximum prestress loss value, calculate the product of the maximum prestress loss value and the adjustment coefficient, and obtain the total adjustment value of a single cable. Preferably, the compensation coefficient is 1.05, that is, a 5% compensation margin is reserved to offset the instantaneous loss during the compensation process; S403. Divide the adjustment level based on the total adjustment amplitude, and match the phased adjustment parameters based on the adjustment level; The method for classifying supplementary adjustment levels is as follows: From the deformation data of key structural nodes, the cumulative deformation value of the associated nodes corresponding to the adjustment start node is extracted and used as the deformation control benchmark during the adjustment process. Based on the total amplitude of the adjustment, the adjustment levels are divided, and the adjustment parameters are matched in stages: Preferably, the total adjustment amplitude is divided into 3 adjustment levels, with each level corresponding to a differentiated phased adjustment strategy: First-level compensation adjustment with a total compensation amplitude ≤ 5kN: Preferably, a one-time adjustment and real-time calibration mode is adopted, and the adjustment rate follows the low-speed tensioning standard of S10 (0.3~0.5kN / s, preferably 0.4kN / s). During the adjustment process, the cable force data of the chord is collected in real time. When the measured cable force reaches the design cable force minus the residual loss value (the residual loss value is the prestress loss value at the steady moment), the adjustment is paused and left to stand for 5 minutes to eliminate instantaneous deformation. After settling, the cable force data is collected again. If the relative deviation of the cable force is ≤ ±1%, the adjustment is complete; if the deviation is > ±1%, a second fine adjustment is performed according to the deviation value (fine adjustment rate 0.2 kN / s). Secondary compensation adjustment: 5kN < total compensation amplitude ≤ 10kN Preferably, a two-stage adjustment mode is adopted. The adjustment rate in the first stage is medium speed (0.5~0.8kN / s, preferably 0.6kN / s), and the adjustment is carried out to 70% of the total adjustment amplitude. The structure is then left to stand for 10 minutes to release the internal stress. In the second stage, the adjustment rate is reduced to a low speed (0.3-0.5 kN / s, preferably 0.4 kN / s), and the adjustment is made to the design cable force - residual loss value. After standing for 8 minutes, the cable force is checked. It should be noted that a maximum of one fine-tuning is allowed, and the fine-tuning amplitude shall not exceed 5% of the total compensation amplitude; Third-level compensation adjustment with a total compensation amplitude > 10kN: During the pre-tensioning stage, the cable is adjusted at a low speed (0.3 kN / s) to 50% of the total adjustment amplitude, and then left to stand for 15 minutes. During the stabilization stage, the current cable force is maintained for 5 minutes, and the deformation of the associated nodes is monitored in real time. If the deformation increment is ≤0.1 mm, the fine adjustment stage is entered. If the deformation increment is >0.1 mm, the standing time is extended until the deformation stabilizes. Understandably, during the fine adjustment phase, the value is adjusted to the target value at a rate of 0.2–0.3 kN / s, and then verified after standing for 10 minutes. It should be noted that single-cable-overall coordinated control is implemented to reduce overall stress imbalance caused by adjustment: during the adjustment process, deformation data of key structural nodes and cable force data of all associated cables (adjacent cables, cables in the same span) are collected. Based on the structural finite element model, the stress effect of single cable adjustment on the overall structure is calculated. If the relative deviation of the cable force of the associated chord is > ±5%, or the relative deviation of the deformation of the key node is > ±1mm, an early warning signal is triggered and the adjustment operation is immediately suspended. After the adjustment is completed, cable force data and associated node deformation data are continuously collected from 30 time-series sampling points to calculate the average relative deviation of cable force and the average relative deviation of deformation. If the average relative deviation of cable force is ≤ ±1.5%, the maximum relative deviation of cable force is ≤ ±3%, and the average relative deviation of deformation is ≤ ±0.15mm and the maximum relative deviation of deformation is ≤ ±0.3mm, then the adjustment is deemed qualified. If the qualified standard is not met, the process is returned to the phased process corresponding to the adjustment level. Those skilled in the art will readjust the adjustment parameters (resting time, adjustment rate) and readjust until the construction requirements are met.

[0025] Example 3 Please see Figure 4As shown, a construction control system for a large-span tensioned beam based on deformation data includes the following modules: Deviation Analysis Module: Used to acquire cable force time series data and node deformation data during the tensioning construction process, construct a dynamic benchmark trajectory, and perform deviation analysis on the cable force time series data and node deformation data in combination with the benchmark trajectory to establish a related deviation sequence; Component extraction module: used to perform local relaxation deviation evolution trajectory analysis on the associated deviation sequence, extract candidate intervals and standard trajectory templates for local relaxation and perform trajectory similarity determination, and filter candidate components for local relaxation in the associated deviation sequence based on the determination results; Component verification module: used to verify the mechanical constraints of candidate components, verify whether the candidate components match the construction requirements, if they match, extract the matching candidate components and quantify the prestress loss, and output the amplitude and time domain distribution of the locally relaxed prestress loss. Dynamic adjustment module: Based on the amplitude and time domain distribution of prestress loss, a dynamic adjustment control strategy for single cable-to-whole coordination is formulated to realize the prestress loss caused by local relaxation during staged tensioning.

[0026] The foregoing has provided a detailed description of one embodiment of the present invention, but this description is merely a preferred embodiment and should not be construed as limiting the scope of the invention. All equivalent variations and modifications made within the scope of the present invention should still fall within the scope of the present invention.

Claims

1. A construction control method for large-span tensioned beams based on deformation data, characterized in that: Includes the following steps: Acquire cable force time-series data and node deformation data during the tensioning construction process, construct a dynamic reference trajectory, and perform deviation analysis on the cable force time-series data and node deformation data in combination with the reference trajectory to establish a correlation deviation sequence; The deviation evolution trajectory analysis of the associated deviation sequence is performed with local relaxation, the candidate intervals and standard trajectory templates of local relaxation are extracted and the trajectory similarity is determined, and the candidate components of local relaxation in the associated deviation sequence are screened based on the determination results. Mechanical constraint verification is performed on the candidate components to verify whether the candidate components match the construction requirements. If they match, the matching candidate components are extracted and the prestress loss is quantified. The amplitude and time domain distribution of the locally relaxed prestress loss are output. Based on the amplitude and time-domain distribution of prestress loss, a dynamic adjustment control strategy is formulated to compensate for prestress loss caused by local relaxation during staged tensioning.

2. The construction control method for large-span tensioned beams based on deformation data according to claim 1, characterized in that: The deviation analysis is performed as follows: For each string, the measured string force value at each time-series sampling point is extracted from the string force time-series data, and the relative deviation is calculated with the theoretical string force value at the corresponding time-series sampling point in the dynamic reference trajectory to obtain the relative deviation value of the string force at each time-series sampling point. Define the key structural nodes of the tensioned beam, and take the key structural nodes associated with each chord as associated nodes. Calculate the relative deformation deviation of the associated nodes of the chords at each time sampling point. Construct an associated deviation sequence containing the relative deviation value of cable force for each cable and the relative deviation value of deformation of the corresponding associated node.

3. The construction control method for large-span tensioned beams based on deformation data according to claim 1, characterized in that: The method for determining the trajectory similarity is as follows: Candidate intervals for each local relaxation are obtained based on deviation evolution trajectory analysis; The dynamic time warping algorithm is used to calculate the similarity between the associated deviation sequence within the locally relaxed candidate interval and the evolved trajectory of the standard trajectory template. Based on similarity comparison analysis, the effective interval of local relaxation is obtained; Based on the judgment results, the associated deviation sequence is filtered to obtain locally relaxed candidate components.

4. The construction control method for large-span tensioned beams based on deformation data according to claim 3, characterized in that: The method for performing the aforementioned deviation evolution trajectory analysis is as follows: Set a sliding window for the associated deviation sequence, calculate the average change in the relative deviation value of cable force at adjacent time-series sampling points within the sliding window, and obtain the cable force deviation judgment value; Calculate the average change in the relative deformation deviation of adjacent time-series sampling points within the same sliding window to obtain the deformation deviation judgment value; A deviation evolution criterion that satisfies local relaxation is set, and the deviation stage evolution judgment is performed on the cable force deviation judgment value and the deformation deviation judgment value. The sliding windows that continuously satisfy the deviation evolution criterion are combined to establish the candidate interval for local relaxation.

5. The construction control method for large-span tensioned beams based on deformation data according to claim 4, characterized in that: The filtering process is performed as follows: The effective intervals in the associated deviation sequence are screened layer by layer. The relative deviation values ​​of cable force and the relative deviation values ​​of deformation of associated nodes in each effective interval are spliced ​​together in time sequence to obtain the candidate components of local relaxation.

6. The construction control method for large-span tensioned beams based on deformation data according to claim 1, characterized in that: The method for quantifying the prestress loss is as follows: If the candidate components of local relaxation in the mechanical constraint verification match the construction requirements, obtain the candidate components of local relaxation that meet the construction expectations, and establish the mapping relationship between the relative deviation value of cable force and the amplitude of prestress loss. Obtain the maximum value of the relative deviation of cable force, input the maximum value of the relative deviation of cable force into the mapping relationship, and calculate the prestress loss amplitude caused by local relaxation; Using the time sequence of the candidate components as the horizontal axis, the relative deviation value of cable force at each time sequence sampling point is converted into the corresponding prestress loss value; Based on the prestress loss values ​​at different time-series sampling points, a time-series curve of prestress loss is constructed as the time-domain distribution.

7. The construction control method for large-span tensioned beams based on deformation data according to claim 1, characterized in that: The method for verifying the aforementioned mechanical constraints is as follows: The local relaxation amount corresponding to the candidate component is calculated in reverse. Based on the local relaxation amount, the axial force of the string and the constraint reaction force of the associated node are extracted, and it is verified whether the axial force and the constraint reaction force satisfy the force balance. If force balance is satisfied, the theoretical deformation deviation sequence is extracted. Based on the relative deviation sequence of the candidate components, the relative deviation between the two sequences is calculated and the deviation constraint is verified to determine whether the deformation conforms to the geometric constraint law of the structure. If the geometric constraints of the structure are met, the energy loss due to local relaxation and the deformation energy increment of the associated nodes are extracted. An energy balance analysis is performed on the two energies to determine whether the energy is balanced. If the energy is balanced, the candidate component for local relaxation is determined to match the construction requirements.

8. The construction control method for large-span tensioned beams based on deformation data according to claim 7, characterized in that: The method for verifying the aforementioned deviation constraints is as follows: Extract the theoretical deformation deviation sequence of the nodes corresponding to the temporal sequence of the candidate components; Obtain the relative deviation value of the deformation of the associated node at each time-series sampling point in the candidate component, and establish the measured relative deviation sequence of deformation. For each time-series sampling point, the difference between the measured relative deviation value of deformation and the corresponding theoretical relative deviation value of deformation is calculated. The difference is divided by the theoretical relative deviation value of deformation for the corresponding time-series sampling point to obtain the relative deviation rate of deformation for each sampling point. The relative deviation rates of deformation at all time-series sampling points are statistically analyzed and compared to obtain the determination result of whether the deformation response conforms to the geometric constraints of the structure.

9. The construction control method for large-span tensioned beams based on deformation data according to claim 1, characterized in that: The method for formulating the dynamic adjustment control strategy is as follows: Based on the time-domain distribution of prestress loss, the adjustment start node of the dynamic adjustment control strategy is determined. Extract the maximum prestress loss value and perform compensation amplitude allocation processing to obtain the total compensation amplitude value for a single cable; The adjustment level is divided based on the total adjustment amplitude, and the adjustment parameters are matched in stages based on the adjustment level.

10. A construction system for large-span tensioned beams based on deformation data, used to implement the construction control method for large-span tensioned beams based on deformation data as described in any one of claims 1-9, characterized in that: Includes the following modules; Deviation Analysis Module: Used to acquire cable force time series data and node deformation data during the tensioning construction process, construct a dynamic benchmark trajectory, and perform deviation analysis on the cable force time series data and node deformation data in combination with the benchmark trajectory to establish a related deviation sequence; Component extraction module: used to perform local relaxation deviation evolution trajectory analysis on the associated deviation sequence, extract candidate intervals and standard trajectory templates for local relaxation and perform trajectory similarity determination, and filter candidate components for local relaxation in the associated deviation sequence based on the determination results; Component verification module: used to verify the mechanical constraints of candidate components, verify whether the candidate components match the construction requirements, if they match, extract the matching candidate components and quantify the prestress loss, and output the amplitude and time domain distribution of the locally relaxed prestress loss. Dynamic adjustment module: Based on the amplitude and time domain distribution of prestress loss, a dynamic adjustment control strategy is formulated to realize the phased tensioning and adjustment of prestress loss caused by local relaxation.

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