Prestress tension control method for continuous rigid frame aqueduct

Abstract

The invention discloses a continuous rigid frame aqueduct prestress tension control method. The method comprises the steps that S1, a digital twinborn model is established; s2, collecting strain, temperature and environment humidity data of the concrete in real time; s3, based on a digital twinborn model, determining an initial tensioning sequence of four-way prestress and a control target value of each stage of tensioning; s4, tensioning operation is executed through tensioning equipment, and in the tensioning process, the tensioning force, the steel beam elongation and the actual concrete stress value obtained through reconstruction of the collecting system are obtained in real time; s5, performing real-time comparison and evaluation on the tension, the elongation of the steel bundle and the actual stress value of the concrete obtained in real time and corresponding predicted values in the digital twinborn model; and S6, based on comparison and evaluation results in S5, performing optimization calculation through a digital twinborn model, dynamically generating a tensioning adjustment instruction, and feeding back the tensioning adjustment instruction to the tensioning equipment. And the accuracy, the reliability and the overall construction efficiency of the aqueduct tensioning process are improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of hydraulic engineering construction, and particularly relates to a continuous rigid structure aqueduct prestressed tension control method. BACKGROUND

[0002] The prestressed concrete continuous rigid structure aqueduct is a common aqueduct structure and is widely used in water conservancy projects. The traditional prestressed tension method is mainly for single direction prestress, such as longitudinal or transverse, and is controlled by manual or semi-automatic tensioning equipment. However, for the U-shaped water section prestressed concrete continuous rigid structure aqueduct, due to the complexity and mutual influence of the four-way prestress (longitudinal, mid-plate transverse, web vertical, and U-shaped steel beam), it is difficult to achieve uniform distribution of internal forces in the structure by relying only on the preset tensioning sequence and parameters, which can easily lead to local stress concentration and even cause concrete cracking, affecting the durability and safety of the structure.

[0003] In order to improve the precision of tension control, a prestressed tension optimization method based on finite element numerical simulation appears in the prior art. This method establishes a finite element model of the structure to simulate the structural response under different tensioning sequences and load conditions, thereby guiding the field construction. However, this method still has the following shortcomings: On the one hand, the finite element model is usually based on idealized material parameters and boundary conditions, and it is difficult to truly reflect factors such as material time-varying characteristics, environmental temperature changes, and support condition differences in the construction site; On the other hand, this method lacks real-time monitoring and feedback mechanism, and cannot dynamically adjust the tensioning parameters according to the actual structural response during tensioning, resulting in limited control precision and insufficient adaptability.

[0004] Therefore, how to achieve precise, dynamic and safe tension control in the U-shaped water section prestressed concrete continuous rigid structure aqueduct, and avoid local stress over-limiting and concrete cracking caused by mutual involvement of prestress, is still a technical problem to be solved in the field. SUMMARY

[0005] The technical problem to be solved by the present application is how to achieve precise, dynamic and safe tension control in the U-shaped water section prestressed concrete continuous rigid structure aqueduct.

[0006] In order to solve the above technical problems, the present application provides a continuous rigid structure aqueduct prestressed tension control method, characterized in that it comprises the following steps: S1, a digital twin model is established by a finite element analysis model combined with BIM technology; S2, a distributed strain automatic acquisition system is arranged in the U-shaped water section prestressed concrete continuous rigid structure aqueduct to real-time collect strain, temperature and environmental humidity data of the concrete; S3, determining an initial tensioning sequence and control target values of each stage of tensioning based on the digital twin model, wherein the four-way prestress includes longitudinal, diaphragm transverse, web vertical, and U-shaped ring transverse prestress; S4, performing tensioning operation by using tensioning equipment, and acquiring tensioning force, steel strand elongation, and actual concrete stress value obtained by reconstruction through the acquisition system in real time during tensioning; S5, comparing and evaluating the tensioning force, the steel strand elongation, and the actual concrete stress value acquired in real time with corresponding predicted values in the digital twin model in real time; S6, based on the comparison and evaluation results in S5, performing optimization calculation through the digital twin model, dynamically generating tensioning adjustment instructions, and feeding back to the tensioning equipment.

[0007] Further, the construction process of the digital twin model specifically includes: acquiring three-dimensional geometric information of the aqueduct, constructing a BIM geometric model of the aqueduct based on the BIM technology, and defining material properties and steel strand properties of the aqueduct prestress; based on the BIM geometric model, the material properties, and the steel strand properties, establishing a solid-beam element hybrid model considering material time-varying characteristics through a finite element analysis software; by integrating a prestress time-varying effect module and a temperature and humidity shrinkage coupling algorithm, the hybrid model has the ability to simulate the staged tensioning process and long-term time-varying effect; develop a real-time data assimilation interface to correct the boundary conditions and material parameters of the hybrid model, so that the hybrid model can continuously track and reflect the real state of the aqueduct; integrate an application service module on the hybrid model to output the tensioning adjustment instructions based on the updated state of the hybrid model.

[0008] Further, the temperature and humidity shrinkage coupling algorithm satisfies the formula:

[0009] In the formula, represents total shrinkage strain of concrete at time t, including drying shrinkage, temperature shrinkage, and coupling effect; represents a shrinkage time development function, wherein, represents the current time; represents the shrinkage starting age; represents the theoretical thickness of the component; represents the real-time relative humidity of the environment; represents the reference reference humidity; denotes the basic dry shrinkage strain; denotes the thermal expansion coefficient of concrete; denotes the real-time temperature of concrete; denotes the reference datum temperature; denotes the temperature and humidity coupling coefficient.

[0010] Further, the boundary conditions and material parameters of the mixed model are corrected, wherein: the boundary conditions include support settlement; the material parameters include the elastic modulus of concrete.

[0011] Further, the application service module at least includes stress field visualization, tensioning scheme simulation optimization and risk early warning functions.

[0012] Further, the real-time comparison and evaluation in S5 is weighted evaluation, wherein the weight of the actual stress value of the concrete is higher than the weights of the tensioning force and the steel strand elongation.

[0013] Further, in the weighted evaluation: the weight of the actual stress value of the concrete is 0.5-0.7; the weight of the tensioning force is 0.1-0.2; the weight of the steel strand elongation is 0.2-0.4.

[0014] Further, the optimization calculation in S6 through the digital twin model specifically includes: based on the digital twin model, a stress influence matrix of unit tensioning force of four-way prestressed steel strand on key control points is calculated; based on the stress influence matrix, taking the minimization of the deviation between the actual stress value of the concrete and the control target value as the optimization objective, and imposing the upper limit of the tensioning force of the single steel strand and / or the upper limit of the compressive stress of the concrete as the constraint condition, the adjustment amount of the tensioning force of each prestressed steel strand is solved.

[0015] Further, the initial tensioning sequence of four-way prestress in S3 is: first, tensioning the U-shaped ring transverse prestress to a first predetermined proportion, then alternately tensioning the longitudinal prestress and the mid-plate transverse prestress, and finally tensioning the web vertical prestress.

[0016] Further, during the tensioning process, if it is found through the comparison in S5 that the actual stress value of the concrete in a local area exceeds the expected range, compensation tensioning of the tensioned prestress or adjustment of the subsequent tensioning sequence is triggered.

[0017] Further, the distributed strain automatic acquisition system comprises a fiber grating sensor array arranged on the inner side of the aqueduct web plate, a vibrating wire strain gauge grid arranged on the bottom plate and a micro strain gauge arranged in the steel beam anchoring area.

[0018] Further, in the S2, the strain data collected in real time is subjected to data cleaning, temperature compensation and shrinkage strain separation processing, and is used to reconstruct the actual stress value of the concrete.

[0019] Compared with the prior art, the embodiment of the present application has the following beneficial effects: The present application constructs a high-fidelity digital twin model which is real-time synchronized with the aqueduct entity and dynamically updated, and performs real-time comparison and evaluation of the tensioning equipment readings, steel beam elongation and the actual stress value of the concrete collected by the distributed sensor in a "three-control" mode with stress as the highest weight, and finally dynamically optimizes the four-way prestress tensioning sequence and parameters based on the evaluation results through a model predictive control algorithm, thereby forming a closed-loop intelligent control system which is precise, self-adaptive and takes structural safety as the core. The problems of local stress concentration and concrete cracking caused by mutual involvement in the traditional tensioning method in the complex four-way prestressed structure of the U-shaped water-crossing section prestressed concrete continuous rigid aqueduct are effectively solved, and the precision, reliability and overall construction efficiency of the tensioning process are improved. BRIEF DESCRIPTION OF DRAWINGS

[0020] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed in the embodiment description will be briefly introduced as follows. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can also be obtained by those skilled in the art without creative labor.

[0021] Figure 1 The flowchart of the present application is disclosed; Figure 2 The construction flowchart of the digital twin model disclosed by the present application is disclosed; Figure 3 The logic diagram of real-time comparison and evaluation disclosed by the present application is disclosed; Figure 4 The arrangement diagram of four-way prestress disclosed by the present application is disclosed. DETAILED DESCRIPTION

[0022] In order to make the person skilled in the art better understand the technical scheme of the present application, the technical scheme in the embodiments of the present application will be described clearly and completely below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by the person skilled in the art without creative labor fall within the protection scope of the present application.

[0023] The present application aims to provide a continuous rigid aqueduct prestress tension control method to realize accurate, safe and collaborative tension of four-way prestress of U-shaped water section prestressed concrete continuous rigid aqueduct.

[0024] Referring to Figure 1 and Figure 3 , the method mainly comprises the following steps: S1, a digital twin model is established by a finite element analysis model combined with BIM technology.

[0025] Referring to Figure 2 , the construction process of the digital twin model specifically comprises: S11, three-dimensional geometric information of the aqueduct is obtained, a BIM geometric model of the aqueduct is constructed based on BIM technology, and material properties and steel beam properties of prestress of the aqueduct are defined.

[0026] S12, based on the BIM geometric model, material properties and steel beam properties, a solid-beam element hybrid model considering material time-varying characteristics is established by ANSYS or ABAQUS and other finite element analysis software.

[0027] The solid-beam element hybrid model adopts solid elements for stress complex regions (such as U-shaped thin walls and anchoring areas) and beam elements for components with simple stress, so as to balance the calculation accuracy and efficiency.

[0028] S13, by integrating a prestress time-varying effect module and a temperature and humidity shrinkage coupling algorithm, an equivalent load method and a birth and death element technology are used to simulate the staged tensioning process of the prestressed steel beam and the long-term time-varying effect of the concrete, so that the hybrid model has the ability to simulate the staged tensioning process and the long-term time-varying effect.

[0029] Among them, the temperature and humidity shrinkage coupling algorithm satisfies the formula:

[0030] In the formula, represents a dry shrinkage term; represents a temperature shrinkage term; represents a coupling effect term.

[0031] Specifically, represents Total shrinkage strain of concrete at time t, including drying shrinkage, temperature shrinkage and coupling effect; represents the shrinkage time development function, which characterizes the evolution of shrinkage with time , wherein, represents the current time; represents the shrinkage starting age, which is taken as the end time of curing; represents the theoretical thickness of the member, which is calculated according to the section perimeter / area, and the unit is mm; represents the real-time relative humidity of the environment, which is collected by a sensor; represents the reference benchmark humidity, which is taken as 60%; represents the basic drying shrinkage strain, which is taken as ; represents the thermal expansion coefficient of concrete, which is taken as ; represents the real-time temperature of concrete, which is collected by a buried sensor; represents the reference benchmark temperature, which is taken as 20℃; represents the temperature and humidity coupling coefficient.

[0032] Through the temperature and humidity shrinkage coupling algorithm, on the one hand, the sensor data can be fused to reconstruct the real stress state of the concrete; on the other hand, the predicted strain is compared with the actual monitoring value to evaluate the accuracy of the digital twin model; in addition, the tensioning instruction is dynamically optimized to solve the problem of prestress loss deviation caused by ignoring the temperature and humidity interaction effect in the traditional method.

[0033] S14, a real-time data assimilation interface is developed, which can receive real-time monitoring data from the aqueduct entity and dynamically correct the boundary conditions and material parameters of the hybrid model using these data, so that the hybrid model can continuously track and reflect the real state of the aqueduct.

[0034] Among them, the boundary conditions include support settlement; the material parameters include the elastic modulus of concrete.

[0035] S15, an application service module is integrated on the hybrid model, which is used to output tensioning adjustment instructions based on the updated hybrid model state and feedback to the tensioning equipment to realize the coordinated closed-loop control of four-way prestress.

[0036] Among them, the application service module at least includes stress field visualization, tensioning scheme simulation optimization and risk warning functions.

[0037] S2, a distributed strain automatic acquisition system is laid out in the U-shaped water-crossing section prestressed concrete continuous rigid aqueduct to collect real-time strain, temperature and environmental humidity data of the concrete.

[0038] In a specific example, the distributed strain automatic acquisition system comprises a fiber grating sensor array arranged on the inner side of the aqueduct web plate, a grid of vibrating wire strain gauges arranged on the bottom plate, and micro strain gauges arranged in the steel beam anchoring area.

[0039] Specifically, The fiber grating sensor array is arranged on the inner side of the web plate with a longitudinal and transverse spacing of 0.5 m for monitoring the ring stress gradient; the vibrating wire strain gauges are arranged on the bottom plate to form a 1 m x 1 m grid for controlling the transverse bending; the micro strain gauges are densely arranged in key parts such as the steel beam anchoring area for detecting local stress concentration; three groups of temperature and humidity sensors are arranged per span for monitoring environmental parameters to provide data for shrinkage and creep compensation.

[0040] In a further scheme, the real-time collected strain data is processed through data cleaning, temperature compensation and shrinkage strain separation to reconstruct the actual stress value of the concrete.

[0041] Specifically, The original data collected in real time is cleaned through wavelet transform to filter out vibration noise, then temperature compensation is performed based on the thermal expansion coefficient of concrete, and the shrinkage strain component is separated by driving the B4 model with humidity sensor data, and finally the net elastic strain is substituted into the model to reconstruct the actual stress field of the concrete.

[0042] The B4 model in this scheme is a specific version of the model series proposed by Bažant et al. for predicting concrete shrinkage and creep, which has a complete mathematical description, physical mechanism explanation, parameter determination method and extensive experimental verification of the B4 model published in the Journal of Engineering Mechanics of ASCE, so it is not repeated here.

[0043] S3, based on the digital twin model, determining the initial tensioning sequence of the four-way prestress and the control target value of each level of tensioning; wherein the four-way prestress comprises longitudinal, mid-plate transverse, web vertical and U-shaped ring prestress, Figure 4 The arrangement of the four-way prestress is shown.

[0044] The initial tensioning sequence of the four-way prestress is determined as follows: first, tension the U-shaped ring prestress to a first predetermined proportion, then alternately tension the longitudinal prestress and the mid-plate transverse prestress, and finally tension the web vertical prestress.

[0045] In a specific example, the U-shaped ring steel beam is first tensioned to 30% of the design force to form the cross-sectional closed stiffness; then the longitudinal steel beam is alternately tensioned to 50% of the design force and the transverse steel beam is tensioned to 70% of the design force; then the transverse steel beam is supplemented to 100% and the web vertical steel beam is tensioned; finally, the ring steel beam is supplemented to 100% of the design force.

[0046] If the concrete actual stress value of a local area exceeds the expected range through S5 comparison during tensioning, compensation tensioning of the pre-stressed tensioned or adjustment of the subsequent tensioning sequence is triggered.

[0047] S4, tensioning operation is performed by using a tensioning device, and during tensioning, tensioning force, steel beam elongation, and concrete actual stress value obtained by reconstruction through a collection system are obtained in real time.

[0048] The tensioning device in the scheme has a built-in high-precision pressure sensor, a magnetostrictive displacement sensor, and an overload protection electromagnetic valve, communicates with the upper system through MODBUS / TCP protocol, and adopts PID closed-loop control, which will not be repeated here.

[0049] S5, the real-time acquired tensioning force, steel beam elongation, and concrete actual stress value are compared and evaluated with the corresponding predicted values in the digital twin model in real time.

[0050] During tensioning, the system synchronously reads three key parameters: tensioning force provided by the tensioning device, actual elongation of the steel beam, and concrete actual stress value reconstructed by the distributed strain system. The three kinds of data are input into the digital twin model in real time for comparison and evaluation.

[0051] In a further scheme, the real-time comparison and evaluation is a weighted evaluation; wherein the weight of the concrete actual stress value is higher than the weight of the tensioning force and the steel beam elongation, and the weight setting is based on the highest control principle of the final stress state of the structure.

[0052] The weight of the concrete actual stress value is 0.5-0.7; the weight of the tensioning force is 0.1-0.2; and the weight of the steel beam elongation is 0.2-0.4.

[0053] In a further scheme, when the concrete stress deviation exceeds 15% of the design value, or the elongation exceeds the theoretical value L±5%, or the residual error of the three data sources is greater than 10%, the system will trigger a warning and start an optimization adjustment program.

[0054] S6, based on the comparison and evaluation results in S5, the digital twin model is used for optimization calculation, dynamic generation of tensioning adjustment instructions, and feedback to the tensioning device.

[0055] In a further scheme, it further includes: S61, based on the digital twin model, the stress influence matrix of the unit tensioning force of the four-way pre-stressed steel beam on the key control point is calculated; S62, based on the stress influence matrix, the deviation between the concrete actual stress value and the control target value is minimized as the optimization objective, and the upper limit of the tensioning force of the single steel beam and / or the upper limit of the concrete compressive stress are applied as the constraint conditions, and the adjustment amount of each pre-stressed steel beam tensioning force is solved.

[0056] Specifically, taking the subsequent three tension steps as the prediction time domain, taking the minimum key section stress uneven coefficient as the optimization target, under the constraint condition of single beam tension force ≤0.8fptk and concrete compressive stress ≤0.6fck, the optimal tension force adjustment amount is solved rolling to realize the dynamic collaborative optimization of four-way prestress.

[0057] Embodiment The following takes the construction of an 80m-span aqueduct as an example to further illustrate the design idea of the application.

[0058] The structure of the 80m-span aqueduct: three-span continuous rigid frame, U-shaped section, 5.2m high.

[0059] The steel beam of the 80m-span aqueduct: 12 longitudinal Φ15.2 and 8 circumferential Φ12.7.

[0060] The implementation process is as follows: Step 1, digital twin model initialization: Input BIM geometric model and material test data; and pre-calculate the optimal tension sequence: circumferential → longitudinal → transverse → vertical.

[0061] Step 2, aqueduct tensioning process: First, tension the circumferential steel beam to 300kN (30%); the measured web stress is -2.3MPa (the predicted value is -2.5MPa, the deviation is 8%).

[0062] Then, tension the longitudinal steel beam to 2000kN (50%); due to the digital twin detection of the bottom plate stress concentration, the measured value is -4.1Mpa, and the predicted value is -3.2Mpa; then trigger adjustment to pause longitudinal tensioning, and supplement the circumferential tension to 400kN; the stress is reduced to -3.5Mpa, which meets the expectation.

[0063] Finally, the roof stress uneven coefficient is ≤0.15, the tensioning efficiency is improved by 40%, and the key section is zero cracking.

[0064] Although embodiments of the application have been shown and described, it will be understood by those of ordinary skill in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the application, and the scope of the application is defined by the appended claims and their equivalents.

Claims

1. A method for controlling the prestressing tension of a continuous rigid frame aqueduct, characterized in that, Includes the following steps: S1. Establish a digital twin model by combining the finite element analysis model with BIM technology; S2. A distributed strain automated acquisition system is deployed in the U-shaped water-passing section of the prestressed concrete continuous rigid frame aqueduct to collect real-time data on concrete strain, temperature and ambient humidity. S3. Based on the digital twin model, determine the initial tensioning sequence and control target values ​​for each stage of tensioning of the four-dimensional prestress; wherein, the four-dimensional prestress includes longitudinal, transverse, vertical, and U-shaped circumferential prestresses; S4. Perform tensioning operation using tensioning equipment, and acquire tensioning force, steel strand elongation, and actual concrete stress value reconstructed by the acquisition system in real time during the tensioning process. S5. The tensile force, the elongation of the steel strand, and the actual stress value of the concrete obtained in real time are compared and evaluated with the corresponding predicted values ​​in the digital twin model in real time. S6. Based on the comparison and evaluation results in S5, the digital twin model is used to perform optimization calculations, dynamically generate tension adjustment instructions, and feed them back to the tensioning equipment.

2. The method for controlling prestressed tensioning of continuous rigid frame aqueducts according to claim 1, characterized in that, The construction process of the digital twin model specifically includes: The three-dimensional geometric information of the aqueduct is obtained, and a BIM geometric model of the aqueduct is constructed based on the BIM technology. The material properties and prestressed steel strand properties of the aqueduct are defined. Based on the BIM geometric model, the material properties, and the steel strand properties, a solid-beam element hybrid model considering the time-varying properties of the material is established using finite element analysis software. By integrating the prestressed time-varying effect module with the temperature and humidity shrinkage coupling algorithm, the hybrid model is able to simulate the graded tensioning process and long-term time-varying effects. Develop a real-time data assimilation interface to correct the boundary conditions and material parameters of the hybrid model, so that the hybrid model can continuously track and reflect the true state of the aqueduct; An application service module is integrated into the hybrid model to output the tension adjustment command based on the updated state of the hybrid model.

3. The method for controlling prestressed tensioning of continuous rigid frame aqueducts according to claim 2, characterized in that, The temperature and humidity shrinkage coupling algorithm satisfies the following formula: In the formula, express The total shrinkage strain of concrete at any given time includes drying shrinkage, temperature shrinkage, and coupling effects; This represents the contraction time development function. ,in, Indicates the current time; Indicates the age at which contraction begins; Indicates the theoretical thickness of the component; Indicates the real-time relative humidity of the environment; Indicates the reference humidity; This represents the basic drying shrinkage strain; This represents the coefficient of thermal expansion of concrete; Indicates the real-time temperature of the concrete; Indicates the reference temperature; This represents the temperature and humidity coupling coefficient.

4. The method for controlling prestressed tensioning of continuous rigid frame aqueducts according to claim 2, characterized in that, The boundary conditions and material parameters of the modified hybrid model are as follows: The boundary conditions include support settlement; The material parameters include the elastic modulus of concrete.

5. The method for controlling prestressed tensioning of continuous rigid frame aqueducts according to claim 2, characterized in that, The application service module includes at least the functions of stress field visualization, tensioning scheme simulation optimization, and risk warning.

6. The method for controlling prestressed tensioning of a continuous rigid frame aqueduct according to claim 1, characterized in that, The real-time comparison and evaluation in S5 is a weighted evaluation, wherein the weight of the actual stress value of the concrete is higher than the weight of the tension force and the elongation of the steel strand.

7. The method for controlling prestressed tensioning of continuous rigid frame aqueducts according to claim 6, characterized in that, In the weighted evaluation: The weight of the actual stress value of the concrete is 0.5-0.7; The weight of the tension force is 0.1-0.2; The weight of the elongation of the steel strand is 0.2-0.

4.

8. The method for controlling prestressed tensioning of a continuous rigid frame aqueduct according to claim 1, characterized in that, The optimization calculations performed in S6 using the digital twin model specifically include: Based on the digital twin model, the stress influence matrix of the unit tension force of the four-way prestressed steel strand on the key control points was calculated. Based on the stress influence matrix, with the optimization objective of minimizing the deviation between the actual concrete stress value and the control target value, and with constraints on the upper limit of the tension force of a single prestressed steel strand and / or the upper limit of the compressive stress of the concrete, the adjustment amount of the tension force of each prestressed steel strand is solved.

9. The method for controlling prestressed tensioning of a continuous rigid frame aqueduct according to claim 1, characterized in that, The initial tensioning sequence of the four-dimensional prestressing in S3 is determined as follows: First, the U-shaped circumferential prestress is tensioned to a first predetermined ratio, then the longitudinal prestress and the transverse prestress of the diaphragm are tensioned alternately, and finally the vertical prestress of the web is tensioned.

10. The method for controlling prestressed tensioning of a continuous rigid frame aqueduct according to claim 9, characterized in that, During the tensioning process, if the actual stress value of the concrete in a local area is found to exceed the expected range through the comparison in S5, then the compensation tensioning of the prestressed concrete or the adjustment of the subsequent tensioning sequence will be triggered.

11. The method for controlling prestressed tensioning of a continuous rigid frame aqueduct according to claim 1, characterized in that, The distributed strain automated acquisition system includes a fiber optic grating sensor array deployed on the inner side of the aqueduct web, a vibrating wire strain gauge grid deployed on the bottom plate, and miniature strain gauges deployed in the steel strand anchorage area.

12. The method for controlling prestressed tensioning of a continuous rigid frame aqueduct according to claim 1, characterized in that, In S2, the strain data acquired in real time is processed through data cleaning, temperature compensation, and shrinkage strain separation to reconstruct the actual stress value of the concrete.

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