A rapid combined deviation rectification system and method for a bridge pier

Abstract

The application discloses a kind of bridge pier fast combined deviation rectification system and method.It includes: S1, the inclination rate of bridge pier and support deviation distance are detected, and the displacement value of deviation rectification is determined;S2, in the deviation rectification direction of original bridge pier, new counterforce pile is added, counterforce device, hoop device, steel structure is installed and is pulled device;S3, by jacking control system control multiple vertical jacks and will upper structure be synchronously jacked up, install polytetrafluoroethylene board after beam falling on original support position;S4, by pushing control system control horizontal jack and push bridge pier side along deviation rectification direction, when support reset or pier bottom concrete strain ε Reach early warning value ε max When stop pushing;S5, pier bottom stress release;S6, by vertical jack and jacked up upper structure, remove four fluorine slide plate, replace new support, install limiting device on bridge upper structure and consolidate steel structure and be pulled device.The application has the advantages of simple, safe, fast deviation rectification, and can be widely applied in bridge support deviation rectification technical field.

Description

Technical Field

[0001] This invention belongs to the field of bridge pier correction technology, specifically relating to a rapid joint correction system and method for bridge piers. Background Technology

[0002] Beam bridges are simple in terms of stress distribution and come in many varieties, making them the most common type of highway bridge. During construction and operation, due to construction defects, asymmetrical loading, and excessive horizontal braking force during operation, bridge piers may sometimes become misaligned. If not repaired in time, this can lead to dangers such as pier collapse and bridge overturning.

[0003] Currently, methods for dealing with bridge pier tilting generally fall into two categories: jacking correction by installing reaction devices at the pier top and correction by changing the soil pressure on both sides of the pier base. Pier top correction involves installing reaction brackets in the superstructure to apply horizontal reaction force to the pier, but during construction, the soil pressure at the pier base sometimes prevents complete repositioning. Changing the soil pressure on both sides of the pier base mainly involves excavating the soil on the pressure side and injecting grouting piles on the other side to move the pier in the opposite direction of tilt. This method is often used to solve pier misalignment problems caused by asymmetrical loading, but its applicability is limited, and the correction cycle is long. Summary of the Invention

[0004] To address the problems in the background art, the present invention provides a bridge deviation treatment method that is easy to construct, has minimal impact on the original structure, and has a wide range of applications.

[0005] The present invention adopts the following technical solution:

[0006] I. A rapid joint correction system for bridge piers

[0007] The bridge structure includes a superstructure, reaction devices, vertical jacks, horizontal jacks, a support platform, clamping devices, steel structure tie rods, and reaction piles. Reaction piles are installed on the sides of the piers in the direction of pier correction. Two parallel clamping devices are installed at the bottom of the pier and on the reaction piles, respectively. The clamping devices of the piers and reaction piles are connected by steel structure tie rods. Multiple vertical jacks are installed on the top surface of the piers to vertically push the bridge superstructure. A reaction device is installed on the lower end face of the bridge superstructure. Horizontal jacks are installed on the sides of the top of the piers via a support platform. These horizontal jacks are located between the reaction devices and the piers, and are used to horizontally support the reaction devices and the top of the piers.

[0008] The reaction device includes a horizontal steel plate, a vertical steel plate, and a stiffening steel plate. The horizontal and vertical steel plates are perpendicular to each other. The vertical surface formed by the horizontal and vertical steel plates is welded with a stiffening steel plate for supporting the horizontal and vertical steel plates. The horizontal steel plate is anchored to the lower end of the bridge superstructure by bolts. The two ends of the horizontal jack support the vertical steel plate and the top side of the pier, respectively.

[0009] Each clamping device includes two clamping steel plates, fastening bolts, connecting flanges, and rubber gaskets. The two clamping steel plates clamp the pier or reaction pile, and are connected by fastening bolts. The clamping device is secured to the pier or reaction pile by applying pre-tightening force to the fastening bolts. The inner diameter of the two clamping steel plates is slightly smaller than the diameter of the pier by 1-3 mm to ensure that the clamping device fits tightly against the pier. The rubber gasket is placed on the inner side of the clamping steel plates to increase friction between the clamping device and the pier or reaction pile.

[0010] The two clamping devices on the pier bottom and the reaction pile are connected by a steel structure tie rod. The steel structure tie rod consists of two channel steel structures. The two ends of the steel structure tie rod are connected to the connecting wing plates on the sides of the two clamping devices by connecting bolts. The two channel steel structures are connected by adjusting bolts, which are used to adjust the tension between the two channel steel structures.

[0011] II. Rapid Joint Correction Method for Bridge Piers Using the Above System

[0012] Includes the following steps:

[0013] S1: Detect the pier inclination rate and support offset distance to determine the pier correction direction and displacement value.

[0014] S2: Set reaction piles in the direction of pier correction, and install reaction devices, clamp devices and steel structure tie devices;

[0015] S3: Vertically push the beam using vertical jacks;

[0016] S4: Install horizontal jacks;

[0017] S5: Perform horizontal jacking on the top of the pier. When the concrete strain ε at the bottom of the pier reaches the warning value ε... max Furthermore, the support failed to reset, so step S6 was implemented; when the concrete strain ε at the pier bottom did not exceed the warning value ε max And the support is reset, proceed to step S8;

[0018] S6: Stress relief at the pier bottom: Apply a pull-out load to the pier to be corrected along the correction direction by adjusting the adjusting screw in the steel structure tie rod (bringing the pier closer to the reaction pile) until one of the following three conditions is met, then stop applying the pull-out load:

[0019] Once the support has been reset and the pull-out load has been stopped, step S8 will begin.

[0020] When the reading of the horizontal jack at the top of the pier decreases to 0, stop applying the pull-out load and begin step S7.

[0021] When the concrete strain ε at the pier base decreases to the warning value ε max Stop applying the pull-out load when it is halfway through, and begin step S7.

[0022] S7: If the support has not been reset after the pull-out load is stopped, repeat steps S5 and S6 in sequence until the support is reset and step S8 is implemented.

[0023] S8: Lift the superstructure using vertical jacks, remove the PTFE plates, replace with new supports, dismantle the temporary structure, install permanent limiting devices on the superstructure of the bridge, and secure the steel structure tie rods.

[0024] The temporary structure includes, but is not limited to, reaction devices, vertical jacks, horizontal jacks, and support platforms.

[0025] Before detecting the deviation distance in step S1, check whether there are initial defects in the bridge pier. If there are initial defects, repair them before the correction work. Initial defects include cracks, concrete spalling, etc.

[0026] Step S3 specifically involves:

[0027] S31: Estimate the maximum vertical lifting load based on the self-weight and stress distribution of the bridge superstructure, thereby determining the number of vertical jacks and their placement on the top surface of the piers. Install multiple vertical jacks on the top surface of the piers according to their placement.

[0028] S32, the entire construction process is monitored by installing displacement sensors and lifting force sensors on the top of the bridge piers;

[0029] S33, before the test jacking, ensure that: the jacks have been installed vertically and securely, all facilities that affect the jacking have been removed, and the connection between the piers to be corrected and the superstructure has been removed.

[0030] S34. After confirming that no abnormalities are found, release the constraints on the superstructure.

[0031] The initial test jacking involves vertical jacking.

[0032] S35. When the jacking force reaches 80% of the maximum vertical jacking load, stop jacking, hold the load for 10 minutes, observe the condition of the beam and equipment, and lower the beam smoothly after the beam is under normal stress and the equipment is operating normally.

[0033] S36. After the trial jacking is completed, the formal jacking construction begins. The jacking control system controls multiple vertical jacks to lift the bridge superstructure synchronously. After the beam is officially lifted to the required height, PTFE plates are installed at the original support positions. The vertical jacks are then slowly lowered into place until the superstructure sits on the PTFE plates.

[0034] The release of constraints on the superstructure in step S34 is to release the constraints on both sides of the superstructure and the constraints between the superstructure and the other piers.

[0035] During steps S34 and S35, the on-site technician should closely observe whether any abnormalities occur on the bridge. If any abnormalities occur, the oil should be returned immediately and the beam lowered. After the problem is resolved, a test jacking should be carried out until the beam is under normal stress and the equipment is operating normally before the beam is lowered smoothly. Abnormalities include unusual noises from the beam, cracks, concrete spalling, and abnormal readings of equipment and instruments (readings not within the set reasonable range).

[0036] Step S4 specifically involves:

[0037] S41: Temporarily consolidate the superstructure in the direction of correction;

[0038] S42: Strain sensors are installed on the tension side at the bottom of the pier to monitor the tensile strain of the pier (including the strain ε of the concrete at the bottom of the pier) in real time.

[0039] S43: Install the horizontal jack on the support platform.

[0040] Step S5 specifically involves:

[0041] S51: Using a PLC-controlled jacking system or manual control, horizontal jacks are used to push the side of the pier along the correction direction, gradually increasing the jacking force. The jacking force is maintained until the support is reset or the concrete strain ε at the bottom of the pier reaches the warning value ε. max Stop pushing when the time is right;

[0042] S52: When the concrete strain ε at the bottom of the pier reaches the warning value ε max Furthermore, since the support failed to reset, step S6 was implemented to release the stress at the pier bottom; when the concrete strain ε at the pier bottom did not exceed the warning value ε max And the support is reset, proceed to step S8;

[0043] The warning value in step S51 is:

[0044] The cracking strain ε of the concrete was calculated based on the standard value of the tensile strength and Young's modulus of the concrete material used in the bridge piers. k Then take the concrete cracking strain ε k 80% of them are warning values ​​ε max .

[0045] The beneficial effects of this invention are:

[0046] This method can effectively improve the problem of stress concentration at the bottom of the pier during the construction of bridge pier misalignment treatment projects, thus extending the service life of the pier. In addition, this method significantly improves construction efficiency and shortens the correction cycle. Attached Figure Description

[0047] Figure 1 A schematic diagram of a combined bridge pier correction method provided for an embodiment of the present invention.

[0048] Figure 2 A schematic diagram of the reaction device structure provided for an embodiment of the present invention.

[0049] Figure 3 Front view of the clamping device provided for an embodiment of the present invention

[0050] Figure 4 Top view of the clamping device provided for an embodiment of the present invention

[0051] Figure 5 Front view of the steel structure tie device provided for an embodiment of the present invention

[0052] Figure 6 Top view of the steel structure tie rod device provided for an embodiment of the present invention.

[0053] Figure 7 This is a flowchart of the rapid joint correction method for bridge piers according to the present invention.

[0054] In the diagram: 1. Superstructure; 2. Reaction device; 21. Horizontal steel plate; 22. Stiffening steel plate; 23. Vertical steel plate; 3. Vertical jack; 4. Horizontal jack; 5. Support platform; 6. Clamping device; 61. Fastening bolt; 62. Connecting wing plate; 63. Connecting bolt hole; 64. Rubber gasket; 65. Clamping steel plate; 7. Steel structure tie rod; 71. Connecting bolt; 72. Adjusting screw; 73. Channel steel structure; 8. Reaction pile; 9. Support. Detailed Implementation

[0055] The specific embodiments of this application will now be described in detail with reference to the accompanying drawings.

[0056] It should be noted that, unless otherwise specified, the embodiments and technical features in the embodiments of this application can be combined with each other, and the detailed descriptions in the specific implementation should be understood as explanations of the purpose of this application and should not be regarded as undue limitations on this application.

[0057] The bridge pier rapid joint correction system of the present invention includes a superstructure 1, a reaction device 2, a vertical jack 3, a horizontal jack 4, a support platform 5, a clamping device 6, a steel structure tie rod device 7, and a reaction pile 8. Figure 2 As shown, bolt holes are distributed on the horizontal steel plate of the reaction device 2. High-strength bolts are inserted to install the reaction device 2 onto the superstructure 1. The number and thickness of the high-strength bolts are calculated based on the required maximum horizontal jacking force. The vertical jack 3 is placed near the support 9 at the top of the pier; its specific location is determined based on the stress distribution of the bridge superstructure. The support platform 5 has a similar structure to the reaction device 2 fixed to the pier, and the horizontal jack 4 is placed on the support platform. During horizontal jacking, the reaction force of the superstructure is transmitted from the force-bearing surface of the reaction device 2 to the pier through the horizontal jack 4. Figure 3 and Figure 4 As shown, the clamping device 6 is made of thick steel plate, with an inner diameter slightly smaller than the pier diameter. The clamping device is connected but not tightened by fastening bolts 61. It is lifted to the bottom of the pier using hoisting equipment, leveled, and rubber gaskets 64 are added between the clamping device 6 and the pier to increase friction. Then, pre-tightening force is applied to the fastening bolts 61 to secure the clamping device to the pier. Figure 5 and Figure 6 As shown, after the concrete strength of the reaction pile 8 meets the requirements, the steel structure tie rod 7 is installed between the two clamping devices, and the adjusting screw 72 is initially tensioned.

[0058] Preferably, in a specific embodiment of the present invention, reference is made to... Figure 1 The placement of the vertical jack 3 is not limited to the top of the bridge pier. It should be based on the actual project requirements. If there is insufficient space on the top of the bridge pier, a separate vertical jack support platform needs to be set up.

[0059] Preferably, in a specific embodiment of the present invention, reference is made to... Figure 3 The clamping device 3 is not limited to the form in this application, and the way to increase the friction between the clamping device 6 and the pier is not limited to setting the rubber pad 64.

[0060] like Figure 7 As shown, the rapid joint correction system method for bridge piers of the present invention includes the following steps:

[0061] S1, Current Status Inspection and Repair;

[0062] First, the cause of the pier misalignment was investigated, including checking the verticality of the pier and the soil pressure on both sides, as well as the changes in the expansion joints on both sides of the superstructure, to analyze the cause of the misalignment. Next, the pier was inspected for initial defects. If cracks, concrete spalling, or other defects were found, they should be repaired promptly. Correction could only be carried out after the repair work was completed. Finally, the pier top supports were inspected to determine the amount of correction and the correction plan.

[0063] S2, Construction Preparation;

[0064] Construction access roads were built on site, and construction facilities were erected.

[0065] Add 8 reaction piles in the original pier correction direction, and install 2 reaction devices, 6 clamp devices, and 7 steel structure tie devices.

[0066] Preferably, in a specific embodiment of the present invention, reference is made again to... Figure 1 The installation of the clamping device 6, the steel structure tie device 7, and the reaction pile 8 should be determined based on the actual situation. If the pier offset is small, they may not be installed.

[0067] Preferably, in a specific embodiment of the present invention, reference is made again to... Figure 1 The reaction piles 8 can be of various forms, such as bored piles and driven piles, and the pile diameter and pile length should be calculated in advance to ensure that the reaction piles can provide sufficient reaction force.

[0068] S3, vertical push;

[0069] Before deploying the jacking jacks, verify the vector magnitude and direction of the pier top support deviation. Based on the stress distribution and deviation of the bridge superstructure, set up jacking jacks at the corresponding positions and directions on the pier top to ensure that the pier corrects its deviation by the designated distance during the jacking process. Install displacement sensors and lifting force sensors for full-process construction monitoring. Before vertical jacking, conduct a trial jacking operation. Before the trial jacking, check: whether the jacks are installed vertically and firmly; whether all facilities affecting the jacking have been removed; whether all connections between the jacking structure and other structures have been removed. After confirming that there are no abnormalities, release the constraints of the superstructure and begin the trial jacking. On-site technicians should closely observe whether any abnormalities occur on the bridge, whether the equipment and instruments are working properly, and whether the displayed readings are within a reasonable range. When the trial jacking force reaches 80% of the calculated support load, stop jacking and hold the load for 10 minutes to observe the condition of the beam and equipment. If any abnormalities are found, immediately return the oil and lower the beam. After the problem is resolved, conduct the trial jacking again until the beam is under normal stress and the equipment is operating normally, and then lower the beam smoothly.

[0070] After the trial jacking was completed, the formal jacking construction began, employing a method of staged loading and monitoring from both sides. During this process, the stress and displacement data of the bridge pier beams were monitored in real time. The load was applied gradually and cyclically to ensure that the beam deformation remained within a reasonable range.

[0071] S4, horizontal jacking at the top of the pier;

[0072] First, the superstructure is temporarily fixed in the direction of correction. Generally, wedge-shaped pressure blocks are used at expansion joints for longitudinal bridge-direction restraint, and temporary restraint devices are installed at adjacent piers for transverse bridge-direction restraint. Strain sensors are placed on the tension side of the pier bottom to monitor the tensile strain in real time; simultaneously, temperature sensors are installed to monitor the impact of temperature on construction. If the temperature effect is significant, its influence on the tensile strain of the pier should be appropriately eliminated. Horizontal jacks 4 are installed on the support platform 5. The jacking control system controls the horizontal jacks to push the side of the pier in the direction of correction, maintaining a gradual increase in the jacking force. When the support is reset or the concrete strain ε at the pier bottom reaches the warning value ε... max Stop pushing when the time is right.

[0073] S5, stress release at the pier bottom;

[0074] When the concrete strain ε at the bottom of the pier reaches the warning value ε max If the support fails to reset, proceed to step S5.

[0075] At the pier base, a pull-out load is applied along the correction direction by adjusting the adjusting screw 72 in the steel structure tie rod 7 until one of the following three conditions is met, at which point loading stops: the support is reset; the horizontal jack reading at the top of the pier decreases to 0; or the concrete strain ε at the pier base decreases to the warning value ε. max half;

[0076] If the support has not been reset at this time, repeat steps S4 and S5 in sequence until the support is reset.

[0077] Preferably, in a specific embodiment of the present invention, the stress release at the pier bottom is not limited to adjustment via the steel structure tensioning device 7. Depending on the actual situation, the stress at the pier bottom can be released by excavating soil at the pressure side, drilling stress dissipation holes, or filling sand at the pressure side.

[0078] S6. The upper structure is lifted by vertical jacks, the polytetrafluoroethylene plate is removed, new supports are replaced, the temporary structure is dismantled, a permanent limiting device is installed on the upper structure of the bridge and the steel structure tie rod is fixed.

[0079] Preferably, in a specific embodiment of the present invention, the added reaction piles 8 after construction can serve as a supplementary reinforcement structure to limit the displacement of the bridge piers.

[0080] Preferably, the temporary structures removed in S6 include, but are not limited to, reaction device 2, vertical jack 3, horizontal jack 4, support platform 5, wedge-shaped pad, and temporary limiting device set in step S4.

[0081] Preferably, the fixed steel structure tie rod device is fixed by welding the adjusting screw 72 with a 20mm thick steel plate. After welding, cement is poured at the weld to ensure the stability of the tie rod steel structure.

Claims

1. A rapid joint correction system for bridge piers, characterized in that, It includes the superstructure (1), reaction device (2), vertical jack (3), horizontal jack (4), support platform (5), clamp device (6), steel structure tie device (7) and reaction pile (8). A reaction pile (8) is installed on the side of the pier and in the direction of pier correction. Two parallel clamp devices (6) are installed on the bottom of the pier and on the reaction pile (8). The clamp devices (6) of the pier and the reaction pile (8) are connected by a steel structure tie device (7). Multiple vertical jacks (3) are installed on the top surface of the piers, and the upper structure of the bridge (1) is pushed vertically by the vertical jacks (3). The bridge superstructure (1) has a reaction device (2) installed on the lower end face. A horizontal jack (4) is installed on the side of the top of the pier via a support platform (5). The horizontal jack (4) is located between the reaction device (2) and the pier and is used to horizontally support the reaction device (2) and the top of the pier.

2. The rapid joint correction system for bridge piers according to claim 1, characterized in that, The reaction device (2) includes a horizontal steel plate (21), a vertical steel plate (23), and a stiffening steel plate (22). The horizontal steel plate (21) and the vertical steel plate (23) are perpendicular to each other. The stiffening steel plate (22) is welded to the vertical surface formed by the horizontal steel plate (21) and the vertical steel plate (23). The horizontal steel plate (21) is anchored to the lower end face of the bridge superstructure by bolts. The horizontal jack (4) is supported at both ends by the vertical steel plate (23) and the top side of the pier.

3. The rapid joint correction system for bridge piers according to claim 1, characterized in that, Each clamping device (6) includes two clamping steel plates (65), fastening bolts (61), connecting wing plates (62) and rubber gaskets (64). The pier column or reaction pile of the bridge pier is clamped by two clamp steel plates (65). The two clamp steel plates (65) are connected by fastening bolts (61). The clamp device (6) is fastened to the pier column or reaction pile of the bridge pier by applying pre-tightening force to the fastening bolts (61). The inner diameter of the two clamp steel plates (65) is slightly smaller than the diameter of the pier column. The rubber pad is placed on the inner side of the clamp steel plate (65).

4. The rapid joint correction system for bridge piers according to claim 3, characterized in that, The two clamping devices (6) on the pier bottom and the reaction pile are connected by a steel structure tie device (7). The steel structure tie device (7) consists of two channel steel structures (73). The two ends of the steel structure tie device (7) are connected to the connecting wing plates (62) on the sides of the two clamping devices (6) respectively by connecting bolts (71). The two channel steel structures (73) are connected by adjusting screws (72). The adjusting screws (72) are used to adjust the tension between the two channel steel structures (73).

5. A rapid joint correction method for bridge piers using the system described in any one of claims 1 to 4, characterized in that, Includes the following steps: S1: Detect the pier inclination rate and the offset distance of the support (9) to determine the pier correction direction and displacement value; S2: Set up reaction piles (8) in the direction of pier correction, and install reaction device (2), clamp device (6) and steel structure tie device (7). S3: Vertically push the beam using vertical jacks; S4: Install horizontal jacks; S5: Horizontally push the top of the pier; when the concrete at the bottom of the pier strains... Reaching the warning value Furthermore, the support failed to reset, so step S6 was performed; when the concrete at the bottom of the pier strained... Not exceeding the warning value And the support (9) is reset, and step S8 is performed; S6: Stress relief at the pier bottom: Apply pull-out load to the pier to be corrected along the correction direction by adjusting the adjusting screw (72) in the steel structure tie rod (7) until one of the following three conditions is met, then stop applying the pull-out load: Once the support has been reset and the pull-out load has been stopped, step S8 will begin. When the reading of the horizontal jack at the top of the pier decreases to 0, stop applying the pull-out load and begin step S7. When the concrete at the bottom of the pier is strained Reduce to warning level Stop applying the pull-out load when it is halfway through, and begin step S7. S7: If the support has not been reset after the pull-out load is stopped, repeat steps S5 and S6 in sequence until the support is reset and step S8 is implemented. S8: Lift the upper structure (1) by using vertical jacks (3), remove the polytetrafluoroethylene plate, replace the new support, remove the temporary structure, install a permanent limiting device on the upper structure of the bridge and fix the steel structure tie rod device.

6. The rapid joint correction method for bridge piers according to claim 5, characterized in that, Before detecting the deviation distance in step S1, check whether there are initial defects in the bridge pier. If there are initial defects, repair them before the correction work. Initial defects include cracks and concrete spalling.

7. The rapid joint correction method for bridge piers according to claim 5, characterized in that, Step S3 specifically involves: S31: Estimate the maximum vertical lifting load based on the self-weight and stress distribution of the bridge superstructure, thereby determining the number of vertical jacks (3) and the placement of the vertical jacks (3) on the top surface of the pier. Install multiple vertical jacks (3) on the top surface of the pier according to the placement. S32, the entire construction process is monitored by installing displacement sensors and lifting force sensors on the top of the bridge piers; S33, before the test jacking, ensure that: the jacks have been installed vertically and securely, all facilities that affect the jacking have been removed, and the connection between the piers to be corrected and the superstructure has been removed. S34. After confirming that no abnormalities are found, release the constraints on the superstructure. The initial test jacking involves vertical jacking. S35. When the jacking force reaches 80% of the maximum vertical jacking load, stop jacking, hold the load for 10 minutes, observe the condition of the beam and equipment, and lower the beam smoothly after the beam is under normal stress and the equipment is operating normally. S36. After the trial jacking is completed, the formal jacking construction begins. The jacking control system controls multiple vertical jacks to lift the bridge superstructure synchronously. After the beam is officially lifted to the required height, PTFE plates are installed at the original support positions. The vertical jacks are then slowly lowered into place until the superstructure sits on the PTFE plates.

8. The rapid joint correction method for bridge piers according to claim 7, characterized in that, The release of the superstructure constraints in step S34 is to release the constraints on both sides of the superstructure, as well as the constraints between the superstructure and the other piers. During steps S34 and S35, the on-site technicians should closely observe whether any abnormalities occur on the bridge. If any abnormalities occur, the oil should be returned immediately and the beam lowered. After the problem is resolved, a test jacking should be carried out until the beam is under normal stress and the equipment is operating normally before the beam is lowered smoothly. Abnormalities include unusual noises from the beam, cracks, concrete spalling, and abnormal readings from equipment and instruments.

9. The rapid joint correction method for bridge piers according to claim 5, characterized in that, Step S4 specifically involves: S41: Temporarily consolidate the superstructure in the direction of correction; S42: Strain sensors are installed on the tension side at the bottom of the pier to monitor the tensile strain of the pier in real time; S43: Install the horizontal jack (4) on the support platform (5).

10. The rapid joint correction method for bridge piers according to claim 5, characterized in that, Step S5 specifically involves: S51: Using a PLC-controlled jacking system or manual control, horizontal jacks are used to push the side of the pier along the correction direction, gradually increasing the jacking force of the horizontal jacks until the support is reset or the concrete at the bottom of the pier strains. Reaching the warning value Stop pushing when the time is right; S52: When the concrete at the bottom of the pier is strained Reaching the warning value Furthermore, since the support failed to reset, step S6 was implemented to release the stress at the pier bottom; when the strain of the pier bottom concrete... Not exceeding the warning value And the support is reset, proceed to step S8; The warning value in step S51 is: The cracking strain of the concrete was calculated based on the standard value of the tensile strength and Young's modulus of the concrete material used in the bridge piers. Then take the concrete cracking strain. 80% of them are warning values .

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