Large-span bridge monitoring method and system, program product and storage medium

Abstract

The invention provides a monitoring method and system for a large-span bridge, a program product and a storage medium, and relates to the technical field of engineering bridges. Construction parameters are determined through the standard file, and a benchmark is provided for subsequent control; wherein each link of segment construction is considered in calculation of the theoretical elevation value, and a foundation is provided for accurate control. The construction deviation can be found in time by comparing an actually measured value with a theoretical value; error correction is carried out by adopting a loop iteration mode, so that the control process can dynamically adapt to the change of the structure state. The closed-loop control mechanism can effectively cope with the influence caused by factors such as concrete shrinkage and creep and temperature difference change, and the stability and controllability of construction quality are improved.

Description

Technical Field

[0001] The present application relates to the technical field of engineering bridges, and in particular to a monitoring method, system, program product, and storage medium for long-span bridges. Background Art

[0002] With the rapid development of my country's transportation infrastructure construction, continuous rigid frame bridges are widely used in long-span bridge projects due to their economy and applicability. Especially for long-span continuous rigid frame bridges with a span of more than 100 meters, the internal force distribution and deformation control during the construction process directly affect the service life and structural safety of the bridge.

[0003] At present, the cantilever construction method is mainly used for long-span continuous rigid frame bridges, that is, construction is carried out section by section from the pier to the middle of the span. The construction system implements the preset construction process according to the design specifications and drawings. The construction process of each section is carried out based on fixed process parameters, and the measurement equipment regularly collects structural position data for construction quality assessment.

[0004] However, in the actual construction process, concrete materials will shrink and creep over time, and the temperature difference between day and night and the uneven distribution of segment weight will also cause changes in the structural state. The dynamic change characteristics of these factors make it difficult for the preset fixed construction process to adapt to the continuous changes of the structure, affecting the stability of the construction quality. Summary of the invention

[0005] The present application provides a monitoring method, system, program product, and storage medium for a long-span bridge, which are used to improve the stability of construction quality in response to continuous changes in the structure.

[0006] In a first aspect, the present application provides a monitoring method for a long-span bridge, comprising: receiving a specification document and determining construction parameters according to the specification document; calculating a first theoretical elevation value of a first segment based on linear data in the construction parameters; using the first theoretical elevation value as a control output to guide the construction of the first segment; after the construction of the first segment is completed, obtaining a first measured elevation value of the first segment; comparing and calculating the first theoretical elevation value with the first measured elevation value to obtain a first parameter error; setting the first parameter error as the current parameter error, and starting from the second segment, cyclically performing the following steps on subsequent construction segments. Next control step: adjust the next theoretical elevation value of the next segment according to the current parameter error; use the next theoretical elevation value as the control output to guide the construction of the next segment; after the construction of the next segment is completed, obtain the next measured elevation value of the next segment; compare and calculate the next theoretical elevation value with the next measured elevation value to obtain a new current parameter error; determine whether the next segment is the last construction segment: if it is not the last construction segment, use the new current parameter error as the current parameter error, and continue to perform control steps on the next segment; if it is the last construction segment, end the loop control.

[0007] By adopting the above technical solution, the construction parameters are determined through the specification documents, providing a benchmark for subsequent control; the calculation of the theoretical elevation value takes into account all aspects of segment construction, providing a basis for precise control. By comparing the measured values ​​with the theoretical values, construction deviations can be discovered in a timely manner; error correction is performed in a cyclic iteration manner, so that the control process can dynamically adapt to changes in the structural state. This closed-loop control mechanism can effectively cope with the impact of factors such as concrete shrinkage creep and temperature difference changes, and improve the stability and controllability of construction quality.

[0008] In conjunction with some embodiments of the first aspect, in some embodiments, the step of adjusting the next theoretical elevation value of the next segment according to the current parameter error specifically includes: H 立模 =H 设计 +f 收缩徐变 +f 1 / 2活载 +f 施工 +f 挂篮 +f 参数误差 H 立模 is the next theoretical elevation value, H 设计 is the design elevation value of the next section in the construction parameters, f 收缩徐变 The deformation caused by concrete creep is obtained by controlling the maximum deflection of the cross section in the construction parameters and then distributing it along the span length in a parabola. 1 / 2活载 f is the deformation caused by the bridge bearing 1 / 2 of the static and live loads; 施工 is the pre-throw height of the box girder construction, f 挂篮 is the deformation of the concrete basket, f 参数误差 is the current parameter error.

[0009] By adopting the above technical solutions, an elevation correction model that considers multiple factors was established. Key parameters such as concrete creep deformation, static and live load deformation, and construction pre-throwing height were introduced into the model, which correspond to the deformation characteristics of the structure at different stages. Various deformation parameters are superimposed according to their physical nature, which not only ensures the scientific nature of the calculation, but also improves the accuracy of the correction. This systematic combination of parameters makes the elevation adjustment more in line with the actual working state of the structure and improves the accuracy of linear control.

[0010] In combination with some embodiments of the first aspect, in some embodiments, the step of adjusting the next theoretical elevation value of the next segment according to the current parameter error specifically includes: determining the elevation adjustment direction of the next segment based on the sign of the current parameter error, wherein when the current parameter error is a positive value, it is determined that the elevation of the next segment needs to be raised, and when the current parameter error is a negative value, it is determined that the elevation of the next segment needs to be lowered; calculating the stress prediction value according to the elevation adjustment direction, when the elevation of the next segment needs to be raised, calculating the tensile stress prediction value of the upper structure of the next segment; when the elevation of the next segment needs to be lowered , calculate the predicted compressive stress value of the upper structure of the next segment; compare the relationship between the predicted tensile stress value and the predicted compressive stress value and the preset stress threshold; when the predicted tensile stress value and the predicted compressive stress value are both less than the preset stress threshold, take the absolute value of the current parameter error as the adjustment amount, and make a full adjustment to the next theoretical elevation value; when the predicted tensile stress value or the predicted compressive stress value is greater than or equal to the preset stress threshold, calculate the maximum allowable adjustment amount based on the preset stress threshold, take the maximum allowable adjustment amount as the adjustment amount, and make a partial adjustment to the next theoretical elevation value.

[0011] By adopting the above technical solution, an intelligent adjustment mechanism based on stress prediction is realized. First, the adjustment direction is determined according to the error sign, and then a graded adjustment strategy is established by comparing the stress prediction value with the threshold: full adjustment is performed when the stress level is safe, and partial adjustment is performed when it is close to the threshold. This control mechanism based on stress feedback not only ensures the effectiveness of linear adjustment, but also avoids stress mutations caused by excessive adjustment.

[0012] In combination with some embodiments of the first aspect, in some embodiments, after the step of adjusting the next theoretical elevation value of the next segment according to the current parameter error, the method also includes: detecting the measured elevation values ​​of the adjacent segments after the construction of the next segment is completed, and calculating the change in the measured elevation values ​​of the adjacent segments; calculating the change in the theoretical elevation value caused by the construction of the next segment; performing difference calculation between the measured elevation value change and the theoretical elevation value change to obtain the construction impact error; determining a preset error limit based on the segment span and stiffness; when the construction impact error is greater than the preset error limit, calculating the excess error portion of the construction impact error that exceeds the preset error limit; allocating the excess error portion to the parameter error of the adjacent segments according to a preset ratio to obtain an updated parameter error, wherein the updated parameter error includes: the parameter error of the current segment and the excess error portion allocated to the adjacent segments; and recalculating the next theoretical elevation value based on the updated parameter error.

[0013] By adopting the above technical solution, a dynamic correction system considering the error transmission effect is constructed. By detecting the elevation changes of adjacent segments, calculating the construction impact error, and comparing it with the preset limit value, real-time monitoring of error transmission is achieved. When the limit value is exceeded, the error is redistributed using a preset proportional distribution method, effectively avoiding the continuous accumulation of errors. This holistic error control method successfully solves the problem of gradual amplification of errors along the construction direction.

[0014] In combination with some embodiments of the first aspect, in some embodiments, the step of obtaining the first measured elevation value of the first segment specifically includes: real-time monitoring of the additional load impact value of the newly poured concrete of the first segment on the poured segment; obtaining the initial measured elevation value of the first segment before the final setting of the concrete of the first segment; obtaining the intermediate measured elevation value of the first segment within a preset time threshold after the final setting of the concrete of the first segment; collecting ambient temperature data and ambient humidity data during the construction of the first segment; calculating the creep development coefficient based on the ambient temperature data and the ambient humidity data; when the creep development coefficient reaches the preset coefficient value, obtaining the last measured elevation value of the first segment, and taking the last measured elevation value as the first measured elevation value.

[0015] By adopting the above technical solution, an accurate monitoring mechanism for the creep development process was established. The solution ensures that error analysis is performed after the concrete deformation is basically stable through elevation measurement at multiple time nodes, combined with environmental factor monitoring and calculation of creep development coefficient. This measurement timing selection method based on material properties improves the reliability of elevation data and provides accurate basic data for subsequent parameter error calculation.

[0016] In combination with some embodiments of the first aspect, in some embodiments, when the creep development coefficient reaches a preset coefficient value, the last measured elevation value of the first segment is obtained, and after the step of taking the last measured elevation value as the first measured elevation value, the method also includes: calculating the difference between the initial measured elevation value and the first theoretical elevation value, and deducting the additional load influence value from the difference to obtain the construction error of the first segment; calculating the difference between the intermediate measured elevation value and the initial measured elevation value, calculating the theoretical value of elastic deformation caused by the deadweight of concrete in the first segment, deducting the theoretical value of elastic deformation from the difference to obtain the elastic deformation error of the first segment; calculating the difference between the last measured elevation value and the intermediate measured elevation value, calculating the theoretical creep value of the first segment, deducting the theoretical creep value from the difference to obtain the creep error of the first segment; outputting the construction error, elastic deformation error, and creep error.

[0017] By adopting the above technical solution, a refined analysis of the error sources was achieved. By systematically analyzing the elevation values ​​at the initial, middle and final time points, construction errors, elastic deformation errors and creep errors were identified respectively. This classification and identification method can clearly reflect the contribution of various types of errors, providing a scientific basis for targeted improvement of construction technology and optimization of control parameters, and improving the overall construction quality.

[0018] In combination with some embodiments of the first aspect, in some embodiments, the step of adjusting the next theoretical elevation value of the next segment according to the current parameter error specifically includes: establishing an autocorrelation function of the current parameter error based on the current parameter error of the completed construction segment; determining the compensation method of the current parameter error according to the eigenvalue of the autocorrelation function: when the autocorrelation function shows that the current parameter error presents a concentrated trend, an error dispersion compensation strategy is used to adjust the next theoretical elevation value; when the autocorrelation function shows that the current parameter error presents a divergent trend, an error constraint compensation strategy is used to adjust the next theoretical elevation value; by adjusting the compensation amount and compensation direction of the compensation strategy, the autocorrelation function gradually approaches the autocorrelation characteristics of white noise.

[0019] By adopting the above technical solution, an intelligent compensation mechanism based on the error distribution characteristics is formed. By establishing the autocorrelation function of the error, the distribution pattern of the error can be accurately identified. When the error shows a concentrated trend, dispersion compensation is used, and when a divergent trend is found, constraint compensation is used. By dynamically adjusting the compensation strategy, the error distribution gradually approaches the white noise characteristics. This compensation mechanism effectively avoids the continuous accumulation effect of the error and improves the overall performance of the structure.

[0020] In a second aspect, the present application provides a monitoring system for a long-span bridge, the monitoring system for a long-span bridge comprising: one or more processors and a memory; the memory is coupled to the one or more processors, the memory is used to store computer program code, the computer program code comprises computer instructions, and the one or more processors call the computer instructions to enable the monitoring system for a long-span bridge to execute the method described in the first aspect and any possible implementation method of the first aspect.

[0021] In a third aspect, the present application provides a computer program product comprising instructions, which, when run on a monitoring system for a long-span bridge, enables the monitoring system for the long-span bridge to execute the method described in the first aspect and any possible implementation of the first aspect.

[0022] In a fourth aspect, the present application provides a computer-readable storage medium comprising instructions, which, when executed on a monitoring system for a long-span bridge, enables the monitoring system for the long-span bridge to execute the method described in the first aspect and any possible implementation of the first aspect.

[0023] One or more technical solutions provided in the embodiments of the present application have at least the following technical effects or advantages: 1. Determine construction parameters through specification documents to provide a benchmark for subsequent control; the calculation of theoretical elevation values ​​takes into account all aspects of segment construction, providing a basis for precise control. By comparing measured values ​​with theoretical values, construction deviations can be discovered in a timely manner; error correction is performed in a cyclic iteration manner, so that the control process can dynamically adapt to changes in structural states. This closed-loop control mechanism can effectively cope with the impact of factors such as concrete shrinkage creep and temperature difference changes, and improve the stability and controllability of construction quality.

[0024] 2. An intelligent adjustment mechanism based on stress prediction is implemented. First, the adjustment direction is determined according to the error sign, and then a graded adjustment strategy is established by comparing the stress prediction value with the threshold: full adjustment is performed when the stress level is safe, and partial adjustment is performed when it is close to the threshold. This control mechanism based on stress feedback not only ensures the effectiveness of linear adjustment, but also avoids stress mutations caused by excessive adjustment.

[0025] 3. A dynamic correction system considering the error transmission effect has been constructed. By detecting the elevation changes of adjacent sections, calculating the construction impact error, and comparing it with the preset limit value, real-time monitoring of error transmission is achieved. When the limit value is exceeded, the error is redistributed using a preset proportional distribution method, effectively avoiding the continuous accumulation of errors. This holistic error control method successfully solves the problem of gradual amplification of errors along the construction direction. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] Figure 1 It is a flow chart of a monitoring method for a long-span bridge in an embodiment of the present application; Figure 2 This is a specific flow chart of step S107 in the embodiment of the present application; Figure 3 is another flow chart of the monitoring method for a long-span bridge in an embodiment of the present application; Figure 4 is another specific flow chart of step S107 in the embodiment of the present application; Figure 5 is another specific flow chart of step S107 in the embodiment of the present application; Figure 6 It is a schematic diagram of an exemplary hardware structure of a monitoring system for a long-span bridge in an embodiment of the present application. DETAILED DESCRIPTION

[0027] The terms used in the following embodiments of the present application are only for the purpose of describing specific embodiments, and are not intended to be used as limitations to the present application. As used in the specification and appended claims of the present application, the singular expressions "one", "a kind of", "said", "above", "the" and "this" are intended to also include plural expressions, unless there is a clear indication to the contrary in the context. It should also be understood that the term "and / or" used in the present application refers to and includes any or all possible combinations of one or more listed items.

[0028] In the following, the terms "first" and "second" are used for descriptive purposes only and are not to be understood as suggesting or implying relative importance or implicitly indicating the number of the indicated technical features. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of the features, and in the description of the embodiments of the present application, unless otherwise specified, "plurality" means two or more.

[0029] See also Figure 1 , Figure 1 It is a flow chart of a monitoring method for a long-span bridge in an embodiment of the present application; S101, receiving specification documents and determining construction parameters according to the specification documents; Among them, specification documents refer to formal documents containing engineering construction standards, design requirements and technical specifications, which are used to guide the setting of various parameters and control requirements during the construction process; construction parameters refer to key control indicators that affect the quality and progress of engineering construction, including linear data, concrete strength, age, prestressed tension, construction procedures and other specific values.

[0030] S102, calculating a first theoretical elevation value of a first segment based on linear data in the construction parameters; Among them, the linear data represents a set of parameters that describe the geometric characteristics of the structural space, including key control data such as plane alignment and longitudinal section alignment; the first segment refers to the structural unit that is constructed first in the construction sequence; the first theoretical elevation value represents the theoretical value of the segment top surface elevation calculated based on the design requirements.

[0031] In a specific embodiment, if the overall structure height is 200 meters and is planned to be constructed in 10 sections, the theoretical elevation value of the first section can be obtained as 20 meters by dividing the total height 200 meters by the number of sections 10.

[0032] S103, using the first theoretical elevation value as a control output to guide the construction of the first section; Before the construction of the first section begins, the theoretical elevation needs to be output to external staff so that the external staff can carry out construction according to the first theoretical elevation value.

[0033] S104, after the construction of the first section is completed, obtaining a first measured elevation value of the first section; The first measured elevation value refers to the elevation data of the top surface of the segment after the actual construction is completed, which is obtained by a measuring instrument.

[0034] S105, comparing and calculating the first theoretical elevation value and the first measured elevation value to obtain a first parameter error; The first parameter error refers to the value reflecting the deviation between theoretical calculation and actual construction.

[0035] S106, setting the first parameter error as the current parameter error, starting from the second segment, and performing the following control steps for subsequent construction segments in a loop: It should be noted that the following control steps are S107 to S113.

[0036] S107, adjusting the next theoretical elevation value of the next segment according to the current parameter error; After determining the error correction value, the theoretical elevation of the next section needs to be adjusted. In a specific embodiment, if the current parameter error is +5 mm (indicating that the measured elevation is 5 mm higher than the theoretical elevation), the theoretical elevation value of the next section should be subtracted by 5 mm to offset this error. Conversely, if the error is -5 mm, it should be increased by 5 mm.

[0037] In some specific embodiments, the error is confirmed to be a positive value, and the error value is directly subtracted from the theoretical elevation. For example, the theoretical elevation is 20 meters, the error is +5 millimeters, and the adjusted elevation is 19.995 meters.

[0038] In some specific embodiments, the error is confirmed to be a negative value, and the absolute value of the error is directly added to the theoretical elevation. For example, if the theoretical elevation is 20 meters and the error is -5 millimeters, the adjusted elevation is 20.005 meters.

[0039] In some specific embodiments, H 立模 =H 设计 +f 收缩徐变 +f 1 / 2活载 +f 施工 +f 挂篮 +f 参数误差 H 立模 is the next theoretical elevation value, H 设计 is the design elevation value of the next section in the construction parameters, f 收缩徐变 The deformation caused by concrete creep is obtained by controlling the maximum deflection of the cross section in the construction parameters and then distributing it along the span length in a parabola. 1 / 2活载 f is the deformation caused by the bridge bearing 1 / 2 of the static and live loads; 施工 is the pre-throw height of the box girder construction, f 挂篮is the deformation of the concrete basket, f 参数误差 is the current parameter error.

[0040] It can be seen that an elevation correction model that considers multiple factors has been established. Key parameters such as concrete creep deformation, static and live load deformation, and construction pre-throwing height are introduced into the model, which correspond to the deformation characteristics of the structure at different stages. Various deformation parameters are superimposed according to their physical nature, which not only ensures the scientific nature of the calculation, but also improves the accuracy of the correction. This systematic combination of parameters makes the elevation adjustment more in line with the actual working state of the structure and improves the accuracy of linear control.

[0041] S108, taking the next theoretical elevation value as a control output to guide the construction of the next section; It should be noted that the principle and process of this step are similar to those of step S103. The relevant principles and processes can refer to step S103 and are not limited here.

[0042] S109, after the construction of the next section is completed, obtaining the next measured elevation value of the next section; It should be noted that the principle and process of this step are similar to those of step S104. The relevant principles and processes can refer to step S104 and are not limited here.

[0043] S110, compare and calculate the next theoretical elevation value with the next measured elevation value to obtain a new current parameter error; it should be noted that the principle and process of this step are similar to step S105, and the relevant principles and processes can refer to step S105, which is not limited here.

[0044] S111, judging whether the next section is the last construction section: The last construction segment represents the final completed unit arranged in the construction sequence.

[0045] After the new section is constructed, the subsequent construction process needs to be determined. In some embodiments, the construction schedule is checked to confirm the position of the current construction section in the overall construction sequence and make a judgment conclusion.

[0046] S112, if it is not the last construction section, taking the new current parameter error as the current parameter error, and continuing to perform control steps on the next section; When it is confirmed that there are subsequent sections to be constructed, error transmission and control are required. In some embodiments, the newly acquired error data is first updated to the control system, the error change trend is analyzed, the correction parameters are optimized, and a more accurate control plan is formulated for the construction of the next section to ensure continuous improvement of construction quality.

[0047] S113. If it is the last construction section, end the loop control.

[0048] When the current section is confirmed to be the last construction section, the control process needs to be completed.

[0049] It can be seen that the construction parameters are determined through the specification documents, which provides a benchmark for subsequent control; the calculation of the theoretical elevation value takes into account all aspects of segment construction, providing a basis for precise control. By comparing the measured values ​​with the theoretical values, construction deviations can be discovered in a timely manner; error correction is performed in a cyclic iteration manner, so that the control process can dynamically adapt to changes in the structural state. This closed-loop control mechanism can effectively cope with the impact of factors such as concrete shrinkage creep and temperature difference changes, and improve the stability and controllability of construction quality.

[0050] The above technical solution solves the problem that the dynamic change characteristics of these factors make it difficult for the preset fixed construction process to adapt to the continuous changes of the structure, affecting the stability of the construction quality. However, in the actual construction process, in order to ensure that the structural line shape meets the design requirements, the segment construction elevation needs to be dynamically adjusted. However, excessive adjustment of the elevation will lead to the redistribution of the internal force of the structure, causing sudden stress changes, and in severe cases, may cause cracks, excessive deformation and other safety hazards.

[0051] See also Figure 2 , Figure 2 This is a specific flow chart of step S107 in the embodiment of the present application; Therefore, in some embodiments, step S107 specifically includes: S201. Determine the elevation adjustment direction of the next section based on the sign of the current parameter error, wherein when the current parameter error is a positive value, it is determined that the elevation of the next section needs to be raised, and when the current parameter error is a negative value, it is determined that the elevation of the next section needs to be lowered; wherein the parameter error sign represents the positive and negative characteristics of the difference between the measured elevation value and the theoretical elevation value, such as +5mm or -5mm; the elevation adjustment direction refers to the upward or downward trend of the elevation correction of the next section.

[0052] After obtaining the measured data of the current segment, it is necessary to determine the adjustment direction of the next segment. In some embodiments, the positive and negative characteristics of the current parameter error are first analyzed. When the error is a positive value, it means that the actual construction height exceeds the theoretical value, and it is necessary to compensate by raising the next segment; when the error is a negative value, it means that the actual construction height is lower than the theoretical value, and it is necessary to compensate by lowering the next segment. This compensation mechanism can effectively prevent error accumulation and ensure the accuracy of the overall structural line shape.

[0053] S202, calculating the stress prediction value according to the elevation adjustment direction, when the elevation of the next segment needs to be raised, calculating the tensile stress prediction value of the upper structure of the next segment; when the elevation of the next segment needs to be lowered, calculating the compressive stress prediction value of the upper structure of the next segment; Among them, the stress prediction value represents the numerical value of the structural stress state calculated according to the adjustment direction; the superstructure refers to the completed structure as a whole above the current segment; the tensile stress represents the internal force caused by the tensile deformation of the structure; and the compressive stress represents the internal force caused by the compressive deformation of the structure.

[0054] After determining the adjustment direction, it is necessary to predict the structural stress state that may be caused by the adjustment. In some embodiments, the force type is first determined based on the adjustment direction. When it is necessary to lift up, the upper structure will produce tensile deformation, and the tensile stress needs to be calculated; when it is necessary to lower, the upper structure will produce compressive deformation, and the compressive stress needs to be calculated.

[0055] In some specific embodiments, the total weight and center of gravity position of the superstructure are determined; the horizontal distance from the adjustment position to the center of gravity is measured; the inclination angle caused by the elevation adjustment amount is calculated, and the inclination angle is equal to the adjustment amount divided by the horizontal distance and then the inverse tangent value is calculated; the generated bending moment is calculated, and the bending moment is equal to the total weight of the superstructure multiplied by the horizontal distance and then multiplied by the sine value of the inclination angle; the cross-sectional characteristics are determined: cross-sectional area, bending section coefficient; substitute into the stress calculation formula: stress is equal to the bending moment divided by the bending section coefficient, and then add or subtract the axial force divided by the cross-sectional area to obtain the stress prediction value.

[0056] In some specific embodiments, the superstructure is divided into several horizontal layers, and the weight of each layer and the distance of each layer to the calculation position are determined; the inclination angle generated by each layer is calculated, and the angle is equal to the adjustment amount divided by the distance of the corresponding layer and then the inverse tangent value is calculated; the bending moment generated by each layer is calculated, and the bending moment is equal to the weight of the layer multiplied by the distance of the layer multiplied by the sine value of the inclination angle of the layer; the geometric parameters of the calculated section (including area, bending coefficient, etc.) are determined; the stress generated by each layer is calculated separately, and the stress is equal to the bending moment of the layer divided by the bending section coefficient; the stress values ​​generated by each layer are superimposed to obtain the total stress value.

[0057] S203, comparing the predicted value of tensile stress and the predicted value of compressive stress with a preset stress threshold; The preset stress threshold represents the maximum stress limit that the structure is allowed to withstand.

[0058] S204, when the predicted tensile stress value and the predicted compressive stress value are both less than the preset stress threshold, the absolute value of the current parameter error is used as the adjustment amount to fully adjust the next theoretical elevation value; After completing the stress comparison, if the predicted stress is within the safe range, a full adjustment is required. In some embodiments, the absolute value of the current parameter error is directly used as the adjustment amount to fully correct the theoretical elevation value of the next segment. For example, when the error is +5mm and the predicted stress is less than the threshold, the theoretical elevation of the next segment is directly increased by 5mm; when the error is -5mm and the predicted stress is less than the threshold, the theoretical elevation of the next segment is directly reduced by 5mm.

[0059] S205. When the predicted value of tensile stress or the predicted value of compressive stress is greater than or equal to the preset stress threshold, a maximum allowable adjustment amount is calculated based on the preset stress threshold, and the maximum allowable adjustment amount is used as the adjustment amount to partially adjust the next theoretical elevation value.

[0060] After completing the stress comparison, if the predicted stress exceeds the safety range, partial adjustments are required. In some embodiments, the maximum allowable adjustment is first calculated based on the preset stress threshold, and then the theoretical elevation value of the next segment is partially corrected with this smaller adjustment. Although this method may require multiple adjustments to completely eliminate the error, it can ensure the safety of the structure.

[0061] It can be seen that an intelligent adjustment mechanism based on stress prediction has been realized. First, the adjustment direction is determined according to the error sign, and then a graded adjustment strategy is established by comparing the stress prediction value with the threshold: full adjustment is performed when the stress level is safe, and partial adjustment is performed when it is close to the threshold. This control mechanism based on stress feedback not only ensures the effectiveness of linear adjustment, but also avoids stress mutation caused by excessive adjustment.

[0062] In actual use, the above technical solution is mainly based on the parameter error between two adjacent segments for correction, without fully considering the error transmission law in the overall structure. If each correction is only based on the error of the previous segment for compensation, it may cause the error to gradually accumulate and amplify along the construction direction, eventually causing the mid-span joint section to have too large a deviation.

[0063] See also Figure 3 , Figure 3 is another flow chart of the monitoring method for a long-span bridge in an embodiment of the present application; therefore, in some embodiments, after step S107, it also includes: S301, detecting the measured elevation value of the adjacent segment after the construction of the next segment is completed, and calculating the change in the measured elevation value of the adjacent segment; Among them, the adjacent segment refers to the completed structural unit that is directly connected to the next segment.

[0064] After the construction of the next section is completed, the elevation of the adjacent section is measured to obtain the actual elevation data after construction, which is then compared with the elevation data before construction to calculate the actual deformation caused by the construction process.

[0065] S302, calculating the theoretical elevation value change caused by the construction of the next section; It should be noted that, as can be seen from step S102, the theoretical elevation value of each segment can be obtained, and then the theoretical elevation value change can be obtained based on the theoretical elevation value of each segment. In some embodiments, the theoretical elevation value change caused by the construction of the next segment is calculated by comparing the theoretical elevation values ​​of adjacent segments before and after construction.

[0066] S303, the difference between the measured elevation value change and the theoretical elevation value change is calculated to obtain the construction impact error; after obtaining the measured and theoretical deformation data, the accuracy of the construction impact needs to be evaluated. In some embodiments, the actual monitored elevation change is compared with the predicted value calculated theoretically, and the difference between the two is obtained by subtraction. This difference reflects the degree of deviation between the actual construction impact and the theoretical prediction, which can be used to evaluate the accuracy of construction control.

[0067] S304, determining a preset error limit based on the segment span and stiffness; Among them, the segment span represents the horizontal length dimension of the structural unit; stiffness refers to the ability of the structure to resist deformation; and the preset error limit represents the maximum allowable deformation deviation.

[0068] For example: Consult relevant specifications to determine the reference value range: Determine the benchmark deformation limit based on relevant data: for general concrete structures, take 1 / 2000 as the benchmark value under the standard span (30 meters); record the benchmark value recommended by the specification.

[0069] Measure the actual segment span: measure the coordinates of the segment endpoints to obtain the span length; for continuous structures, the influence of adjacent spans must be considered; and record the actual calculated span.

[0070] Calculate the structural stiffness coefficient: Calculate the stiffness coefficient = elastic modulus × moment of inertia / span cubed; elastic modulus is the elastic modulus of concrete; moment of inertia is the section moment of inertia; determine whether the structure belongs to high / medium / low stiffness.

[0071] Determine the span correction coefficient: span ≤30 meters, correction coefficient = 1.0; 30 meters < span ≤50 meters, correction coefficient = 0.8; span >50 meters, correction coefficient = 0.67.

[0072] Determine the stiffness correction coefficient: high stiffness, correction coefficient = 0.8; medium stiffness, correction coefficient = 1.0; low stiffness, correction coefficient = 1.2.

[0073] Calculate the final error limit: limit = reference value × span correction factor × stiffness correction factor.

[0074] S305, when the construction impact error is greater than the preset error limit, calculating the excess error portion of the construction impact error that exceeds the preset error limit; In some embodiments, the calculated construction impact error is compared with a preset error limit. When the actual error is greater than the allowable value, the specific value of the excess portion needs to be calculated.

[0075] S306, allocating the excess error portion to the parameter errors of adjacent segments according to a preset ratio to obtain an updated parameter error, wherein the updated parameter error includes: the parameter error of the current segment and the excess error portion obtained by allocating to adjacent segments; After the over-limit error is found, the error needs to be reasonably distributed. In some embodiments, the error part that exceeds the allowable range is distributed to the relevant segments according to a predetermined proportion rule, and the parameter error value of each segment is updated. This distribution method can reasonably disperse the error and avoid excessive concentration of errors.

[0076] S307. Recalculate the next theoretical elevation value based on the updated parameter error.

[0077] In some embodiments, the theoretical elevation value of the next construction stage is recalculated based on the updated parameter error value. This dynamic update can make the predicted value closer to the actual situation and improve the accuracy of subsequent construction control.

[0078] It can be seen that a dynamic correction system considering the error transmission effect has been constructed. By detecting the elevation changes of adjacent segments, calculating the construction impact error, and comparing it with the preset limit value, real-time monitoring of error transmission is achieved. When the limit value is exceeded, the error is redistributed using a preset proportional distribution method, effectively avoiding the continuous accumulation of errors. This holistic error control method successfully solves the problem of gradual amplification of errors along the construction direction.

[0079] In actual use, due to the creep characteristics of concrete, the deformation of the segmental concrete will continue to develop over time after it is poured. If the elevation measurement is performed before the deformation is stable and the parameter error is calculated based on it, the error analysis results may be distorted.

[0080] See also Figure 4 , Figure 4 is another specific flow chart of step S107 in the embodiment of the present application; Therefore, in some embodiments, step S107 specifically includes: S401, real-time monitoring of the additional load impact value of the newly poured concrete of the first segment on the poured segments; Among them, newly poured concrete refers to the concrete material that has just been poured; the cast section refers to the structural part that has been cast before; the additional load impact value refers to the additional effect of the added weight on the existing structure.

[0081] After the construction of the previous segment is completed, it is necessary to evaluate the impact of the new segment construction on the completed structure. In some embodiments, the sensor system collects real-time data on the load of the newly poured concrete on the completed segment, records the force changes at each measuring point, evaluates the impact of the additional load, and provides a basis for subsequent deformation control.

[0082] S402, obtaining an initial measured elevation value of the first section before the final setting of the concrete of the first section; After the concrete pouring is completed, the initial deformation data needs to be obtained in time. In some embodiments, before the concrete reaches the final setting state, a high-precision measuring device is used to measure the elevation of the first segment, and the initial measured elevation value is recorded as the benchmark data for subsequent deformation monitoring.

[0083] S403, obtaining the measured intermediate elevation value of the first section within a preset time threshold after the final setting of the concrete of the first section; In a specific time period after the final setting of the concrete, periodic deformation observation is required. In some embodiments, after the final setting of the concrete, the elevation of the first segment is measured at a preset time interval, and the intermediate measured elevation values ​​are recorded for analyzing the deformation development trend.

[0084] S404, collecting ambient temperature data and ambient humidity data during the construction of the first section; During concrete construction, it is necessary to understand the changes in environmental conditions. In some embodiments, temperature and humidity data of the construction site are continuously collected through temperature and humidity sensors to record changes in environmental parameters and provide basic data for evaluating the impact of environmental factors.

[0085] S405, calculating the creep growth coefficient based on the ambient temperature data and the ambient humidity data; Among them, the creep development coefficient represents the deformation rate parameter of concrete under continuous load over time.

[0086] In some specific embodiments, the calculated limit creep coefficient φu=2.35·γc; Determine the temperature influence coefficient γT=[1+0.015(T-20)]; Calculate the humidity influence coefficient γRH = 1.27-0.0067·RH; Determine the time development function ψ(t) = (t0.6) / (10+t0.6); Calculate the creep development coefficient φ(t) = φu·ψ(t)·γT·γRH; S406. When the creep development coefficient reaches a preset coefficient value, the last measured elevation value of the first segment is obtained, and the last measured elevation value is used as the first measured elevation value.

[0087] After the creep development reaches a predetermined degree, the final deformation value needs to be determined. In some embodiments, when the calculated creep development coefficient reaches a preset standard, the first segment is measured for the last time, and the measured elevation value is used as the first measured elevation value for subsequent construction control.

[0088] It can be seen that an accurate monitoring mechanism for the creep development process has been established. The scheme combines the elevation measurement of multiple time nodes with the monitoring of environmental factors and the calculation of the creep development coefficient to ensure that the error analysis is carried out after the concrete deformation is basically stable. This method of selecting the measurement timing based on material properties improves the reliability of the elevation data and provides accurate basic data for the subsequent calculation of parameter errors.

[0089] In some embodiments, step S406 further includes: S407, calculating the difference between the initial measured elevation value and the first theoretical elevation value, and deducting the additional load influence value from the difference to obtain the construction error of the first section; Among them, the additional load impact value represents the deformation caused by the newly poured concrete to the completed structure; the construction error represents the elevation deviation caused by the construction process and operation.

[0090] After obtaining the initial measurement data, the construction accuracy needs to be evaluated. In some embodiments, by comparing the initial measured elevation with the designed theoretical elevation, calculating the difference between the two, and considering the deformation effect caused by the weight of the newly poured concrete, the pure construction error is obtained after eliminating this part of the effect, which is used to evaluate the construction quality control level.

[0091] S408, calculating the difference between the intermediate measured elevation value and the initial measured elevation value, calculating the theoretical value of elastic deformation caused by the deadweight of concrete of the first segment, deducting the theoretical value of elastic deformation from the difference, and obtaining the elastic deformation error of the first segment; Among them, the theoretical value of elastic deformation refers to the instantaneous deformation obtained according to mechanical calculation; the elastic deformation error refers to the difference between the actual elastic deformation and the theoretical calculated value.

[0092] After obtaining the intermediate measurement data, the elastic deformation control effect needs to be evaluated. In some embodiments, the difference between the intermediate measurement elevation and the initial elevation is calculated, and the theoretical elastic deformation value is calculated based on the deadweight of the concrete and its elastic modulus. The elastic deformation error is obtained by deducting the theoretical value from the actual deformation, which is used to evaluate the structural stress performance.

[0093] S409, calculating the difference between the last measured elevation value and the middle measured elevation value, calculating the theoretical creep value of the first section, deducting the theoretical creep value from the difference, and obtaining the creep error of the first section; Among them, the theoretical creep value refers to the long-term deformation calculated according to the creep theory; the creep error refers to the deviation between the actual creep deformation and the theoretical predicted value.

[0094] After the deformation is basically stable, the creep control effect needs to be evaluated. In some embodiments, by calculating the difference between the final measured elevation and the intermediate elevation, and calculating the expected creep deformation according to creep theory, the creep error is obtained by deducting the theoretical value from the actual deformation, which is used to evaluate the long-term deformation control effect of the structure.

[0095] S4010, output construction error, elastic deformation error, and creep error.

[0096] It can be seen that a refined analysis of the error sources has been achieved. By systematically analyzing the elevation values ​​at the initial, middle, and final time points, construction errors, elastic deformation errors, and creep errors were identified respectively. This classification and identification method can clearly reflect the contribution of various types of errors, providing a scientific basis for targeted improvements in construction technology and optimization of control parameters, and improving the overall construction quality.

[0097] The error distribution during construction usually presents the following typical patterns: (1) Continuous accumulation type: Although the error peak of a single segment is small, if multiple consecutive segments have errors in the same direction (positive or negative), a cumulative amplification effect will occur, resulting in serious deviations in the structural line shape and internal force distribution; (2) Local mutation type: Large error peaks appear in individual segments, which will cause stress concentration in local areas and affect structural safety; (3) Ideal distribution type: The error presents the characteristics of alternating positive and negative and uniform distribution, similar to white noise interference, and has little impact on the overall performance of the structure.

[0098] Therefore, how to make long-span bridges as close to the ideal distribution type as possible to reduce the impact on the overall performance of the structure.

[0099] See also Figure 5 , Figure 5 is another specific flow chart of step S107 in the embodiment of the present application; Therefore, in some embodiments, step S107 specifically includes: S501, based on the current parameter error of the completed construction section, establishing an autocorrelation function of the current parameter error; In some embodiments, various error data of completed segments are collected and used as time series, correlation coefficients under different time delays are calculated, and an autocorrelation function is constructed to evaluate the time correlation and change trend of the errors.

[0100] S502: Determine the compensation method of the current parameter error according to the characteristic value of the autocorrelation function: After obtaining the autocorrelation function, it is necessary to determine the error development trend. In some embodiments, by analyzing the characteristic values ​​of the autocorrelation function (such as correlation length, decay rate, periodicity, etc.), the error development characteristics are determined and the corresponding compensation method is selected for subsequent elevation adjustment.

[0101] S503, when the autocorrelation function shows that the current parameter error presents a concentrated trend, an error dispersion compensation strategy is adopted to adjust the next theoretical elevation value; Among them, the central tendency refers to the phenomenon that error values ​​are clustered within a certain range; the error dispersion compensation strategy refers to the method of dispersing the errors in different directions through adjustment.

[0102] When the error shows a concentrated trend, decentralized measures need to be taken. In some embodiments, by analyzing the clustering characteristics of the error, a targeted decentralized compensation strategy is designed to appropriately adjust the theoretical elevation of the next construction section to avoid continuous accumulation of errors.

[0103] S504, when the autocorrelation function shows that the current parameter error presents a divergent trend, an error constraint compensation strategy is adopted to adjust the next theoretical elevation value; Among them, the divergence trend indicates the phenomenon that the error value gradually increases; the error constraint compensation strategy indicates the method of limiting the error growth by setting boundaries.

[0104] When the error shows a divergent trend, constraint control measures need to be taken. In some embodiments, by analyzing the divergent characteristics of the error, an effective constraint compensation strategy is designed to make targeted adjustments to the theoretical elevation of the next construction section to prevent the error from continuing to expand.

[0105] S505 , by adjusting the compensation amount and compensation direction of the compensation strategy, the autocorrelation function gradually approaches the autocorrelation characteristic of white noise.

[0106] Among them, the compensation amount represents the specific numerical size of the adjustment; the compensation direction represents the positive and negative direction of the adjustment; and the autocorrelation characteristics of white noise represent the correlation characteristics of the ideal random sequence.

[0107] After implementing the compensation strategy, the adjustment effect needs to be evaluated. In some embodiments, by continuously adjusting the compensation amount and compensation direction and observing the change of the autocorrelation function, the error sequence is gradually made close to the random white noise characteristics to achieve the optimal compensation effect.

[0108] It can be seen that an intelligent compensation mechanism based on the error distribution characteristics has been formed. By establishing the autocorrelation function of the error, the distribution pattern of the error can be accurately identified. When it is found that the error shows a concentrated trend, dispersion compensation is used, and when a divergent trend is found, constraint compensation is used. By dynamically adjusting the compensation strategy, the error distribution gradually approaches the white noise characteristics. This compensation mechanism effectively avoids the continuous accumulation effect of the error and improves the overall performance of the structure.

[0109] The following introduces an exemplary long-span bridge monitoring system 600 provided in an embodiment of the present application. Figure 5 It is a schematic diagram of an exemplary hardware structure of a monitoring system 600 for a long-span bridge provided in an embodiment of the present application.

[0110] In some embodiments, the monitoring system 600 for a long-span bridge is a computer device or the monitoring system 600 for a long-span bridge includes a computer device. The computer device includes a processor, a memory, and a network interface connected via a system bus. Among them, the processor of the computer device is used to provide computing and control capabilities. The memory of the computer device includes a non-volatile storage medium and an internal memory. The non-volatile storage medium stores an operating system, a computer program, and a database. The internal memory provides an environment for the operation of the operating system and the computer program in the non-volatile storage medium. The database of the computer device is used to store data. The network interface of the computer device is used to communicate with other external terminals or servers through a network connection. In some embodiments, the network interface can be a wired network interface, and in some embodiments, the network interface can also be a wireless network interface. When the computer program is executed by the processor, the method in the embodiment of the present application is implemented.

[0111] Those skilled in the art will understand that Figure 5 The structure shown in the figure is only a block diagram of a part of the structure related to the solution of the present application, and does not constitute a limitation on the computer device to which the solution of the present application is applied. The specific computer device may include more or fewer components than those shown in the figure, or combine certain components, or have a different arrangement of components.

[0112] As described above, the above embodiments are only used to illustrate the technical solutions of the present application, rather than to limit them. Although the present application has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or make equivalent replacements for some of the technical features therein. However, these modifications or replacements do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present application.

[0113] As used in the above embodiments, the term "when..." may be interpreted to mean "if..." or "after..." or "in response to determining..." or "in response to detecting...", depending on the context. Similarly, the phrases "upon determining..." or "if (the stated condition or event) is detected" may be interpreted to mean "if determining..." or "in response to determining..." or "upon detecting (the stated condition or event)" or "in response to detecting (the stated condition or event)", depending on the context.

[0114] In the above embodiments, it can be implemented in whole or in part by software, hardware, firmware or any combination thereof. When implemented using software, it can be implemented in whole or in part in the form of a computer program product. The computer program product includes one or more computer instructions. When the computer program instructions are loaded and executed on a computer, the process or function described in the embodiment of the present application is generated in whole or in part. The computer can be a general-purpose computer, a special-purpose computer, a computer network, or other programmable devices. The computer instructions can be stored in a computer-readable storage medium, or transmitted from one computer-readable storage medium to another computer-readable storage medium. For example, the computer instructions can be transmitted from a website site, computer, server or data center by wired (e.g., coaxial cable, optical fiber, digital subscriber line) or wireless (e.g., infrared, wireless, microwave, etc.) mode to another website site, computer, server or data center. The computer-readable storage medium can be any available medium that a computer can access or a data storage device such as a server or data center that contains one or more available media integration. The available medium can be a magnetic medium, (e.g., a floppy disk, a hard disk, a tape), an optical medium (e.g., a DVD), or a semiconductor medium (e.g., a solid-state hard disk), etc.

[0115] Those skilled in the art can understand that to implement all or part of the processes in the above-mentioned embodiments, the processes can be completed by computer programs to instruct related hardware, and the programs can be stored in computer-readable storage media. When the programs are executed, they can include the processes of the above-mentioned method embodiments. The aforementioned storage media include: ROM or random access memory RAM, magnetic disk or optical disk and other media that can store program codes.

Claims

1. A monitoring method for a long-span bridge, characterized in that: include: receiving specification documents and determining construction parameters based on said specification documents; Calculating a first theoretical elevation value of a first segment based on the linear data in the construction parameters; Using the first theoretical elevation value as a control output to guide the construction of the first section; After the construction of the first section is completed, obtaining a first measured elevation value of the first section; Comparing and calculating the first theoretical elevation value with the first measured elevation value to obtain a first parameter error; The first parameter error is set as the current parameter error, and starting from the second segment, the following control steps are performed for subsequent construction segments: Adjusting the next theoretical elevation value of the next section according to the current parameter error; Using the next theoretical elevation value as a control output to guide the construction of the next section; After the construction of the next section is completed, obtaining the next measured elevation value of the next section; Compare and calculate the next theoretical elevation value with the next measured elevation value to obtain a new current parameter error; Determine whether the next section is the last construction section: If it is not the last construction section, the new current parameter error is used as the current parameter error, and the control step is continued for the next section; If it is the last construction section, end the loop control.

2. The method according to claim 1, characterized in that The step of adjusting the next theoretical elevation value of the next segment according to the current parameter error specifically includes: H 立模 =H 设计 +f 收缩徐变 +f 1 / 2活载 +f 施工 +f 挂篮 +f 参数误差 H 立模 is the next theoretical elevation value, H 设计 is the design elevation value of the next section in the construction parameters, f 收缩徐变 The deformation caused by concrete creep is obtained by controlling the maximum deflection of the cross section in the construction parameters and then distributing it along the span length in a parabola. 1 / 2活载 f is the deformation caused by the bridge bearing 1 / 2 of the static and live loads; 施工 is the pre-throw height of the box girder construction, f 挂篮 is the deformation of the concrete basket, f 参数误差 is the current parameter error.

3. The method according to claim 1, characterized in that The step of adjusting the next theoretical elevation value of the next segment according to the current parameter error specifically includes: Determine the elevation adjustment direction of the next section based on the sign of the current parameter error, wherein when the current parameter error is a positive value, it is determined that the elevation of the next section needs to be raised, and when the current parameter error is a negative value, it is determined that the elevation of the next section needs to be lowered; Calculating the stress prediction value according to the elevation adjustment direction, when the elevation of the next section needs to be raised, calculating the tensile stress prediction value of the upper structure of the next section; when the elevation of the next section needs to be lowered, calculating the compressive stress prediction value of the upper structure of the next section; Comparing the relationship between the tensile stress prediction value and the compressive stress prediction value and a preset stress threshold; When the predicted tensile stress value and the predicted compressive stress value are both less than the preset stress threshold, the absolute value of the current parameter error is used as the adjustment amount to fully adjust the next theoretical elevation value; When the predicted tensile stress value or the predicted compressive stress value is greater than or equal to the preset stress threshold, a maximum allowable adjustment amount is calculated based on the preset stress threshold, and the maximum allowable adjustment amount is used as the adjustment amount to partially adjust the next theoretical elevation value.

4. The method according to claim 1, characterized in that: After the step of adjusting the next theoretical elevation value of the next segment according to the current parameter error, the method further comprises: Detecting the measured elevation value of the adjacent segment after the construction of the next segment is completed, and calculating the change in the measured elevation value of the adjacent segment; Calculating the theoretical elevation value change caused by the construction of the next section; The difference between the measured elevation value change and the theoretical elevation value change is calculated to obtain the construction impact error; Determining preset error limits based on segment span and stiffness; When the construction impact error is greater than the preset error limit, calculating the excess error portion of the construction impact error that exceeds the preset error limit; Allocating the excess error portion to the parameter errors of the adjacent segments according to a preset ratio to obtain an updated parameter error, wherein the updated parameter error includes: the parameter error of the current segment and the excess error portion obtained by allocating the adjacent segments; The next theoretical elevation value is recalculated based on the updated parameter error.

5. The method according to claim 1, characterized in that The step of obtaining the first measured elevation value of the first segment specifically includes: Real-time monitoring of the additional load impact value of the newly poured concrete of the first segment on the already poured segment; Obtaining an initial measured elevation value of the first section before the concrete of the first section finally sets; Obtaining an intermediate measured elevation value of the first segment within a preset time threshold after the final setting of concrete of the first segment; Collecting ambient temperature data and ambient humidity data during the construction of the first section; Calculating a creep growth coefficient based on the ambient temperature data and the ambient humidity data; When the creep development coefficient reaches a preset coefficient value, the last measured elevation value of the first segment is obtained, and the last measured elevation value is used as the first measured elevation value.

6. The method according to claim 5, characterized in that After the step of obtaining the last measured elevation value of the first segment when the creep development coefficient reaches the preset coefficient value and taking the last measured elevation value as the first measured elevation value, the method further comprises: Calculating the difference between the initial measured elevation value and the first theoretical elevation value, and deducting the additional load influence value from the difference to obtain the construction error of the first segment; Calculating the difference between the intermediate measured elevation value and the initial measured elevation value, calculating the theoretical value of elastic deformation caused by the deadweight of concrete of the first segment, and deducting the theoretical value of elastic deformation from the difference to obtain an elastic deformation error of the first segment; Calculating the difference between the last measured elevation value and the intermediate measured elevation value, calculating the theoretical creep value of the first segment, and deducting the theoretical creep value from the difference to obtain the creep error of the first segment; The construction error, the elastic deformation error, and the creep error are output.

7. The method according to claim 1, characterized in that The step of adjusting the next theoretical elevation value of the next segment according to the current parameter error specifically includes: Based on the current parameter error of the completed construction section, establishing an autocorrelation function of the current parameter error; According to the characteristic value of the autocorrelation function, the compensation method of the current parameter error is determined: When the autocorrelation function shows that the current parameter error presents a centralized trend, an error dispersion compensation strategy is adopted to adjust the next theoretical elevation value; When the autocorrelation function shows that the current parameter error presents a divergent trend, an error constraint compensation strategy is adopted to adjust the next theoretical elevation value; By adjusting the compensation amount and compensation direction of the compensation strategy, the autocorrelation function is gradually made to approach the autocorrelation characteristic of white noise.

8. A monitoring system for a long-span bridge, characterized in that: The monitoring system for the long-span bridge includes: one or more processors and a memory; the memory is coupled to the one or more processors, the memory is used to store computer program code, the computer program code includes computer instructions, and the one or more processors call the computer instructions to enable the monitoring system for the long-span bridge to execute the method described in any one of claims 1-7.

9. A computer program product comprising instructions, characterized in that When the computer program product is run on a monitoring system for a long-span bridge, the monitoring system for the long-span bridge is enabled to execute the method according to any one of claims 1 to 7.

10. A computer-readable storage medium comprising instructions, characterized in that: When the instruction is executed on a monitoring system for a long-span bridge, the monitoring system for the long-span bridge executes the method according to any one of claims 1 to 7.

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