An intelligent tensioning method for reinforcing surface cracks of bridge piers with a circular prestressed steel wire rope

Abstract

The present invention discloses an intelligent tensioning method and system for reinforcing surface cracks of bridge piers with annular prestressed steel wires. The method includes performing image recognition based on the collected images to obtain the stress data of the actual steel wires and each marked point of the pier concrete; obtaining the control stress of each actual tensioning end of the steel wires; obtaining the formula between the control stress of the tensioning end of the steel wires and the stress of each marked point, and the formula contains parameters to be solved; fitting out the actual values of the parameters to be solved in the formula; and based on the formula with known parameters to be solved, calculating the final control stress of the tensioning end according to the reinforcement requirements of the concrete at the marked points. The present invention combines on-site strain monitoring, a dynamic reinforcement stress calculation method, and an automatic tensioning control device to propose an intelligent tensioning method, clarify the actual reinforcement stress, control the magnitude of the tensioning force based on the reinforcement effect, and effectively evaluate the actual reinforcement effect.

Description

Technical Field

[0001] The present invention relates to the technical field of data processing, and particularly to an intelligent tensioning method and system for reinforcing surface cracks of a pier with a circular prestressed steel wire rope. Background Art

[0002] Circular prestressed steel wire ropes can be used to reinforce concrete piers. By applying circumferential pre-compressive stress on the surface of the pier, the cracks after repair and closure can be prevented from re-cracking under the action of tensile stress. However, due to reasons such as uneven frictional resistance between the pier column and the steel wire rope, irregular damage to the surface of the pier column, and deformation not conforming to the plane section assumption, the reinforcement stress cannot be accurately calculated and predicted, resulting in a difference between the reinforcement effect and the actual requirements.

[0003] Patent CN115852858A discloses a steel wire rope circumferential reinforcement structure and construction method, and proposes a processing method and basic construction process. CN219175048U discloses a steel wire rope interlocking structure for reinforcing a pier, which improves the adhesion and anchoring effect between the prestressed steel wire rope and the surface of the concrete pier column.

[0004] The above patents propose the basic structure and method for reinforcing a pier with a circumferential prestressed steel wire rope, but neither involves the control of the reinforcement stress and the evaluation of the actual reinforcement effect. Summary of the Invention

[0005] In view of the problems existing in the above-mentioned prior art, the present invention provides an intelligent tensioning method and system for reinforcing surface cracks of a pier with a circular prestressed steel wire rope. The technical solution is as follows:

[0006] In the first aspect, an intelligent tensioning method for reinforcing surface cracks of a pier with a circular prestressed steel wire rope is provided, including the following steps:

[0007] Step 1: Based on the collected images, perform image recognition to obtain the stress data of the actual steel wire rope and each marked point of the pier concrete.

[0008] Step 2: Obtain the control stress of each actual tensioning end of the steel wire rope.

[0009] Step 3: Obtain the formula between the control stress of the tensioning end of the steel wire rope and the stress of each marked point. The formula contains parameters to be solved, and the parameters to be solved include the friction coefficient of the marked point and the concrete stress parameter.

[0010] Step 4: Use the data in Step 1 and Step 2 to substitute into the formula in Step 3, and fit out the actual values of the parameters to be solved in the formula.

[0011] Step 5: Based on the formula with known parameters to be solved, calculate the final control stress of the tensioning end according to the reinforcement requirements of the concrete at the marked point.

[0012] In some embodiments, step 1 includes:

[0013] Based on the acquired image, perform image recognition to obtain the strain of each marked point of the steel wire rope, and determine the stress of each marked point of the steel wire rope based on the strain of each marked point of the steel wire rope;

[0014] Based on the acquired image, perform image recognition to obtain the strain of each marked point of the pier concrete, and determine the stress of each marked point of the pier concrete based on the strain of each marked point of the pier concrete.

[0015] In some embodiments, the formulas in step 3 include a first formula between the control stress at the steel wire rope tensioning end and the stress of each marked point of the annular prestressed steel wire rope, and a second formula between the control stress at the steel wire rope tensioning end and the stress of each marked point of the pier concrete;

[0016] The first formula is: , where represents the control stress of the i-th level,

[0017] represents the theoretical stress matrix of the steel wire rope at the marked point, represents the actual stress matrix of each marked point of the steel wire rope, represents the stress of the steel wire rope at the k-th marked point after the i-th level of tensioning, k = 1, 2,..., n. When fitting the parameters to be solved, use = for fitting;

[0018] represents the control stress at the steel wire rope tensioning end after the i-th level of tensioning; represents the friction coefficient between the steel wire rope and the concrete at the k-th marked point; represents the angle of the k-th marked point from the steel wire rope tensioning end;

[0019] The second formula is: , where represents the control stress of the i-th level,

[0020] represents the theoretical circumferential stress matrix of the concrete at the marked point after the i-th level of tensioning; , where represents the circumferential stress matrix of the concrete at the marked point after the i-th level of tensioning, represents the circumferential stress of the concrete at the k-th marked point after the i-th level of tensioning. When fitting the parameters to be solved, use = for fitting;

[0021] represents the cross-sectional area of the steel wire rope;

[0022] represents the radius of the concrete pier column;

[0023] represents the contact area between the steel wire rope and the concrete pier column;

[0024] 、 represents the concrete stress parameter.

[0025] In some embodiments, the reinforcement requirement of the concrete at the marked point is determined based on the following formula:

[0026] , where represents the minimum value of the circumferential compressive stress of the concrete at all marked points after the tensioning is completed; represents the standard value of the axial tensile strength of the concrete corresponding to the object of the reinforced pier column.

[0027] In some embodiments, after fitting the parameters to be solved, namely the friction coefficient and the concrete stress parameter at the marked point, based on the first formula and the second formula, the theoretical stress of the steel wire rope at the marked point after the i-th stage of tensioning and the theoretical circumferential stress of the concrete at the marked point after the i-th stage of tensioning under the fitting parameters of the parameters to be solved are calculated. If the error between the actual stress and the theoretical stress of the marked point is greater than the first preset threshold, the friction coefficient and the concrete stress parameter of the marked point are recalculated; and the tension control stress is updated.

[0028] In some embodiments, the value of the first preset threshold is 5%.

[0029] In some embodiments, the intelligent tensioning method for the surface cracks of the bridge pier reinforced by the circumferential prestressed steel wire rope further includes: judging the reinforcement requirement for the actual stress of the concrete after each stage of tensioning. If the reinforcement requirement is met before the final tensioning force is completed, a stop tensioning signal is sent to the automatic tensioning device. If the reinforcement requirement is not met after the final tensioning force is completed, the tensioning is continued at 5% of the final tensioning force until 0.7 times the maximum breaking force of the steel wire rope is reached or the reinforcement requirement is met.

[0030] In a second aspect, an intelligent tensioning system for the surface cracks of a bridge pier reinforced by a circumferential prestressed steel wire rope is provided, including:

[0031] A circumferential prestressed steel wire rope, which is used to generate a radial pressure on the concrete bridge pier wall under the action of tensioning, and then generate a circumferential compressive stress on the surface of the bridge pier to play a role in crack reinforcement;

[0032] A tensioning module, including tensioning mechanical equipment and an automatic tensioning unit;

[0033] An anchoring module, including an anchoring mechanical device and an anchoring automatic control system;

[0034] A strain monitoring system is used to collect strain images of each marked point based on high-definition cameras at multiple angles and positions, obtain the strain images, and transmit them to an edge computing device;

[0035] An edge computing device is used to execute the intelligent tensioning method for surface cracks of bridge piers reinforced by circular prestressed steel ropes described in the first aspect above;

[0036] A cloud server is used to receive and store the true strain, stress, and tension control stress data of the steel rope and concrete after each stage of tensioning uploaded by the edge computing device, monitor and regulate the edge device calculation, and perform visual control on the entire tensioning process.

[0037] In some embodiments, the cloud server stores the data of each tensioning. When a new tensioning process is carried out, the previous data is compared with the new tensioning process. If significant differences are found in the data of the new tensioning process, a stop tensioning instruction is issued;

[0038] When the tensioning is completed, the reinforcement effect is evaluated according to the final stress and strain data of the steel rope and concrete. After checking that there is no error, an anchoring instruction is sent to the edge device to generate relevant reports on the reinforcement process and results.

[0039] In some embodiments, when the tensioning stops, the anchoring module receives the anchoring instruction from the edge device and performs automatic anchoring.

[0040] An intelligent tensioning method and system for surface cracks of bridge piers reinforced by circular prestressed steel ropes according to the present invention have the following beneficial effects:

[0041] 1. According to the parameters to be solved in the fitting formula of the steel rope and concrete strain stress after actual tensioning, the present invention adjusts the tension control stress to ensure that all reinforcement positions meet the reinforcement requirements, avoiding reducing the reinforcement effect due to uneven frictional resistance between the pier and the steel rope, irregular damage to the pier surface, and deformation not conforming to the plane section assumption, etc.

[0042] 2. The present invention adopts an adaptive dynamic control strategy to avoid the influence of various operation errors during tensioning on the reinforcement effect, ensures the safety and smoothness of tensioning on the basis of meeting the requirements of the tensioning effect, and visually evaluates the final reinforcement effect, solving the problem of unclear previous reinforcement effects.

[0043] 3. The present invention performs intelligent control on the tensioning process based on a cloud server, an edge computing device, and an automatic tensioning and anchoring device, enabling the tensioning process to be carried out automatically, saving labor costs, and improving the operation efficiency and quality. Description of the Drawings

[0044] Figure 1It is the layout diagram of on-site equipment;

[0045] Figure 2 It is the overall structure diagram of the system;

[0046] Figure 3 It is the schematic flow diagram of the intelligent tensioning method for strengthening the surface cracks of the pier with annular prestressed steel wire ropes in the embodiment of the present application;

[0047] Figure 4 It is the schematic flow diagram of an implementation process for the entire tensioning and anchoring process in the embodiment of the present application;

[0048] In the figure: 1. Anchored annular prestressed steel wire rope; 2. Tensioned annular prestressed steel wire rope; 3. Automatic anchoring device; 4. Automatic tensioning device; 5. High-definition strain monitoring camera; 6. Edge computing device; 7. Cloud server; 8. Concrete pier column to be strengthened. Detailed implementation manners

[0049] It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0050] In the embodiment of the present application, the provided intelligent tensioning system for strengthening the surface cracks of the pier with annular prestressed steel wire ropes includes:

[0051] Annular prestressed steel wire ropes, which are used to generate radial pressure on the concrete pier wall under the action of tension, and then generate circumferential compressive stress on the surface of the pier, playing a role in crack reinforcement;

[0052] Tensioning module, including tensioning mechanical equipment and automatic tensioning unit, which can preset a hierarchical tensioning scheme to automatically control the tensioning of the steel wire rope, or receive data through a data interface, modify the tensioning scheme according to the incoming data and automatically execute it;

[0053] Anchoring module, including anchoring mechanical devices and an anchoring automatic control system, which receives the anchoring instruction from the edge device and performs automatic anchoring after the tensioning stops;

[0054] Strain monitoring system, which is used to collect the strain images of each marked point based on high-definition cameras at multiple angles and positions, obtain the strain images, and transmit them to the edge computing device. A point is calibrated every 10 cm on the steel wire rope. After each stage of tensioning, the high-definition photos of the steel wire rope and the concrete at the marked point positions on the steel wire rope are collected, and the image data is transmitted into the edge device for strain identification to realize the real-time monitoring of the strain of the steel wire rope and the concrete surface;

[0055] An edge computing device, which is used to execute the intelligent tensioning method for reinforcing surface cracks of bridge piers with circular prestressed steel ropes provided by the present invention, consists of an edge computing device and a computing program. It receives the image data transmitted by the strain monitoring module, and obtains the actual strains of the steel ropes and concrete at each marked position after the end of each stage of tensioning through recognition; calculates the actual stress values of the steel ropes and concrete through the strains, fits the parameters to be solved, and calculates the final control stress at the tensioning end.

[0056] A cloud server is used to receive and store the real strains, stresses, and tensioning control stress data of the steel ropes and concrete after each stage of tensioning uploaded by the edge computing device, monitor and regulate the calculations of the edge device, and perform visual control on the entire tensioning process. Each tensioning data is stored in the cloud server. When a new tensioning process is carried out, the previous data is compared with the new tensioning process. If significant differences are found in the data of the new tensioning process, a stop tensioning instruction is issued to ensure the safety of the tensioning process. When the tensioning is completed, the reinforcement effect is evaluated based on the final stress and strain data of the steel ropes and concrete, a reinforcement effect cloud map is drawn. After checking without errors, an anchoring instruction is sent to the edge device, and relevant reports on the reinforcement process and results are generated.

[0057] Specifically, the intelligent tensioning method for reinforcing surface cracks of bridge piers with circular prestressed steel ropes executed by the above-mentioned edge computing device includes the following steps:

[0058] Step 1: Perform image recognition based on the collected images to obtain the stress data of the actual steel ropes and each marked point of the bridge pier concrete.

[0059] Step 2: Obtain the actual control stress at the tensioning end of the steel rope for each stage.

[0060] Step 3: Obtain the formula between the control stress at the tensioning end of the steel rope and the stress at each marked point. The formula contains parameters to be solved, and the parameters to be solved include the friction coefficient of the marked point and the concrete stress parameter.

[0061] Step 4: Substitute the data in Step 1 and Step 2 into the formula in Step 3 to fit the actual values of the parameters to be solved in the formula.

[0062] Step 5: Based on the formula with known parameters to be solved, calculate the final control stress at the tensioning end according to the reinforcement requirements of the concrete at the marked point.

[0063] Before the tensioning starts, fix the annular prestressed steel wire rope 2 on the concrete pier column 8; install the automatic tensioning device 4; arrange high-definition cameras 5 for strain monitoring around, and the strain monitoring cameras transmit data to the edge computing device 6 through wireless signals, and transmit the image information to the edge computing device 6, and calculate the stress of the steel wire rope and the concrete through recognition and calculation; the edge computing device 6 is connected to the automatic tensioning device 4 to control it; the cloud server 7 is connected to the edge computing device 6 to monitor and control the edge computing device.

[0064] Before the tensioning starts, calculate the tension control stress according to past experience and estimated parameters and conduct grading, with each level being 10% of the maximum control stress. Mark the annular prestressed steel wire rope every 10 cm, and monitor the actual strain of the steel wire rope and the concrete at the marked positions after each level of tensioning through the strain monitoring module, and calculate the actual stress of the steel wire rope and the concrete at the marked positions in the edge computing device.

[0065] Carry out step-by-step tensioning. First, complete the tensioning of the first three levels, and obtain the actual strain of the steel wire rope and the concrete at the marked positions after the tensioning of the first three levels respectively. Calculate the actual stress of the steel wire rope and the concrete at the marked positions in the edge computing device, and transmit the tension control stress and the actual stress of the steel wire rope and the concrete to the cloud server for storage.

[0066] In one implementation, in step 1 above, it includes:

[0067] Step 11, based on the collected images, perform image recognition to obtain the strain of each marked point of the steel wire rope, and determine the stress of each marked point of the steel wire rope based on the strain of each marked point of the steel wire rope;

[0068] Step 12, based on the collected images, perform image recognition to obtain the strain of each marked point of the pier concrete, and determine the stress of each marked point of the pier concrete based on the strain of each marked point of the pier concrete.

[0069] Specifically: in step 11 above,

[0070] The strain matrix of the steel wire rope at the marked point is: , where, represents the strain matrix of the steel wire rope at the marked point after the i-th level of tensioning, represents the strain of the k-th marked point of the steel wire rope after the i-th level of tensioning;

[0071] The actual stress matrix of the steel wire rope at the marked point is: ; where, represents the stress matrix of the steel wire rope at the marked point after the i-th level of tensioning, represents the elastic modulus of the steel wire rope, represents the stress of the k-th marked point of the steel wire rope after the i-th level of tensioning, k = 1, 2,..., n;

[0072] In the above step 12,

[0073] The concrete strain matrix at the marked points is as follows: , where represents the circumferential strain matrix of concrete at the marked points after the i-th stage of tensioning, represents the circumferential strain of concrete at the k-th marked point after the i-th stage of tensioning;

[0074] The actual stress matrix of concrete at the marked points is: ; where represents the circumferential stress matrix of concrete at the marked points after the i-th stage of tensioning, represents the elastic modulus of the concrete pier column, represents the circumferential stress of concrete at the k-th marked point after the i-th stage of tensioning.

[0075] In one implementation, the formula in the above step 3 includes a first formula between the control stress at the tensioning end of the steel wire rope and the stresses at each marked point of the annular prestressed steel wire rope, and a second formula between the control stress at the tensioning end of the steel wire rope and the stresses at each marked point of the bridge pier concrete;

[0076] (A) Among them, for the steel wire rope, the first formula between the control stress at the tensioning end and the stresses at each marked point of the steel wire rope is: , where

[0077] represents the theoretical stress matrix of the steel wire rope at the marked points, which is used for fitting the parameters to be solved using = for fitting;

[0078] represents the i-th level of control stress; represents the control stress at the tensioning end of the steel wire rope after the i-th stage of tensioning; represents the friction coefficient between the steel wire rope and the concrete at the k-th marked point; represents the angle of the k-th marked point from the tensioning end of the steel wire rope;

[0079] (B) For the bridge pier concrete, the second formula between the control stress at the tensioning end of the steel wire rope and the stresses at each marked point of the bridge pier concrete is: , where

[0080] represents the theoretical circumferential stress matrix of concrete at the marked points after the i-th stage of tensioning; which is used for fitting the parameters to be solved using = for fitting;

[0081] represents the cross-sectional area of the steel wire rope, in unit of mm 2 ; denotes the control stress at the $i$-th level; denotes the radius of the concrete pier column; denotes the contact area between the steel wire rope and the concrete pier column; 、 denotes the concrete stress parameter.

[0082] In one implementation, in step 5 above, based on the formula with known parameters to be solved, according to the reinforcement requirements of the concrete at the marked points, calculate the final control stress at the tensioning end, including: according to determine the final control stress at the tensioning end, where denotes the minimum value of the circumferential compressive stress of the concrete at all marked points after tensioning; denotes the standard value of the axial tensile strength of the concrete corresponding to the reinforced pier column object, which can be selected in accordance with the "Code for Design of Highway Reinforced Concrete and Prestressed Concrete Bridges and Culverts" (JTG 3362-2018).

[0083] In one implementation, after step 5 above, it further includes:

[0084] Step 6, after fitting the parameters to be solved, i.e., the friction coefficient and the concrete stress parameter at the marked points, based on the first formula and the second formula, calculate the theoretical stress of the steel wire rope at the marked points after the $i$-th level of tensioning and the theoretical circumferential stress of the concrete at the marked points after the $i$-th level of tensioning. If the error between the actual stress and the theoretical stress of a marked point is greater than the first preset threshold (for example, the first preset threshold can take a value of 5%), recalculate the friction coefficient and the concrete stress parameter of the marked point; and update the tensioning control stress.

[0085] It can be understood that in the above first formula and second formula, for the friction coefficient 、 、 at each marked point, when there are values, the theoretical stress of the steel wire rope at each marked point and the theoretical stress of the pier concrete at each marked point can be solved based on the actual control stress of the steel wire rope tensioning end using the above first formula and second formula; at the same time, based on image analysis, the actual stress of the steel wire rope at each marked point and the actual stress of the pier concrete at each marked point can be obtained. Therefore, the parameters to be solved in the formula (the friction coefficient 、 、 at each marked point) can be updated again according to the error between the actual stress and the theoretical stress at each marked point.

[0086] Judge the reinforcement requirement based on the actual stress of the concrete after each stage of tensioning. If the reinforcement requirement is met before the final tensioning force is reached, send a stop tensioning signal to the automatic tensioning device. If the reinforcement requirement is not met after the final tensioning force is reached, continue to tension at 5% of the final tensioning force until 0.7 times the maximum breaking force of the steel wire rope is reached or the reinforcement requirement is met.

[0087] After each stage of tensioning, transmit the actual strain stress and control stress data of the steel wire rope and concrete from the edge computing device to the cloud server for storage, and conduct visual monitoring of the tensioning process in the cloud server. A large amount of monitoring data of the reinforced process is stored in the cloud server. Compare the previous data with the new tensioning process. If significant differences are found in the data of the new tensioning process, send a stop tensioning instruction to ensure the safety of the tensioning process. When the tensioning is completed, evaluate the reinforcement effect based on the final stress and strain data of the steel wire rope and concrete, draw a reinforcement effect cloud map. After checking, send an anchoring instruction to the edge device and generate relevant reports on the reinforcement process and results.

[0088] The present invention is not limited to the above specific embodiments. Various changes made by those of ordinary skill in the art starting from the above concepts without creative efforts fall within the protection scope of the present invention.

Claims

1. An intelligent tensioning method for reinforcing cracks on the surface of a bridge pier with an annular prestressed steel wire rope, characterized in that: The steps include: Step 1: Based on the collected image, image recognition is performed to obtain the actual stress data of each marked point of the steel wire rope and the bridge pier concrete; Step 2, obtaining the actual tensioning end control stress of each stage of the wire rope; Step 3, obtaining a formula between the control stress at the tensioning end of the wire rope and the stress at each marking point, wherein the formula contains parameters to be solved, and the parameters to be solved include the friction coefficient of the marking point and the concrete stress parameter; Step 4, using the data from step 1 and step 2 to substitute into the formula in step 3, fitting the actual values ​​of the parameters to be solved in the formula; Step 5, based on the formula with known parameters to be solved, calculate the final tension end control stress according to the reinforcement requirements of the concrete at the marked point; The formulas in step 3 include a first formula between the controlled stress at the tensioning end of the steel wire rope and the stress at each marked point of the annular prestressed steel wire rope, and a second formula between the controlled stress at the tensioning end of the steel wire rope and the stress at each marked point of the bridge pier concrete; The first formula is: ,in, Represents the theoretical stress matrix of the wire rope at the marked point, Represents the actual stress matrix of each marked point of the wire rope, Indicates The stress of the wire rope at the kth mark point after the tensioning, k=1,2,...,n, is used when fitting the parameters to be solved. = Fitting; Indicates Control stress at the tensioning end of the wire rope after level tensioning; represents the friction coefficient between the steel wire rope and the concrete at the kth marking point; Indicates the angle between the kth mark point and the tensioning end of the wire rope; The second formula is: ,in, Indicates Theoretical annular stress matrix of concrete at the marked point after level tensioning; ,in Indicates The actual concrete hoop stress matrix at the marked point after the first tensioning. Indicates The hoop stress of concrete at the kth mark point after the first tension is used when fitting the parameters to be solved. = Fitting; Indicates the cross-sectional area of ​​the wire rope; Indicates the radius of the concrete pier; Indicates the contact area between the wire rope and the concrete pier , Represents concrete stress parameters.

2. The intelligent tensioning method for reinforcing cracks on the surface of bridge piers according to claim 1 is characterized in that: The step 1 comprises: Based on the collected image, image recognition is performed to obtain the strain of each marked point of the wire rope, and the stress of each marked point of the wire rope is determined based on the strain of each marked point of the wire rope; Based on the collected images, image recognition is performed to obtain the strain of each marked point of the pier concrete, and the stress of each marked point of the pier concrete is determined based on the strain of each marked point of the pier concrete.

3. The intelligent tensioning method for reinforcing the surface cracks of bridge piers according to claim 1 is characterized in that: The reinforcement requirement of the concrete at the marked point is determined based on the following formula: ,in, It indicates the minimum value of the concrete hoop compressive stress at all marked points after tensioning is completed; Indicates the standard value of the concrete axial tensile strength corresponding to the reinforced pier column object.

4. The intelligent tensioning method for reinforcing the surface cracks of bridge piers according to claim 3 is characterized in that: After fitting the parameters to be solved, i.e., the friction coefficient and concrete stress parameters at the marked point, the theoretical stress of the steel wire rope at the marked point after the i-th tensioning and the theoretical annular stress of the concrete at the marked point after the i-th tensioning are calculated based on the first formula and the second formula. If the error between the actual stress and the theoretical stress of the marked point is greater than the first preset threshold, the friction coefficient and concrete stress parameters of the marked point are recalculated. And update the tension control stress.

5. The intelligent tensioning method for reinforcing the surface cracks of bridge piers according to claim 4 is characterized in that: The first preset threshold is 5%.

6. The intelligent tensioning method for reinforcing the surface cracks of bridge piers according to claim 1 is characterized in that: Also includes: The reinforcement requirement is judged based on the actual stress of the concrete after each level of tensioning. If the reinforcement requirement is met before the final tensioning force is completed, a stop tensioning signal is sent to the automatic tensioning device. If the reinforcement requirement is not met after the final tensioning force is completed, tensioning will continue at 5% of the final tensioning force until it reaches 0.7 times the maximum breaking force of the wire rope or the reinforcement requirement is met.

7. An intelligent tensioning system for strengthening cracks on the surface of bridge piers with annular prestressed steel wire ropes, characterized in that: include: The annular prestressed steel wire rope is used to generate radial pressure on the concrete pier wall under tension, which in turn generates annular compressive stress on the pier surface, thus playing a role in crack reinforcement; Tensioning module, including tensioning mechanical equipment and automatic tensioning unit; Anchoring module, including anchoring mechanical device and anchoring automatic control system; The strain monitoring system is used to collect strain images of each marked point based on multi-angle and multi-position high-definition cameras, obtain strain images, and transmit them to edge computing devices; Edge computing equipment, used to execute the method for intelligent tensioning of surface cracks of bridge piers reinforced with annular prestressed steel wire ropes as described in any one of claims 1 to 6; The cloud server is used to receive and store the real strain, stress, and tensioning control stress data of the wire rope and concrete after each level of tensioning uploaded by the edge computing device, monitor and regulate the edge device calculation, and perform visual control of the entire tensioning process.

8. The intelligent tensioning system for strengthening cracks on the surface of bridge piers according to claim 7 is characterized in that: The cloud server stores the data of each tensioning process. When a new tensioning process is carried out, the previous data is compared with the new tensioning process. If a significant difference is found in the data of the new tensioning process, a stop tensioning instruction is issued. When tensioning is completed, the reinforcement effect is evaluated based on the final stress-strain data of the wire rope and concrete. After verification, an anchoring instruction is issued to the edge device, and a relevant report is generated on the reinforcement process and results.

9. The intelligent tensioning system for strengthening cracks on the surface of bridge piers according to claim 7, characterized in that: When the tensioning stops, the anchoring module receives the anchoring instruction from the edge device and performs automatic anchoring.

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