阅读说明：本技术 一种以主梁提供反力的桥墩纠偏方法 (Pier deviation rectifying method using main beam to provide counter force ) 是由 刘海宽 于品德 张会礼 胡锋 李�杰 于 2021-08-25 设计创作，主要内容包括：本发明涉及一种以主梁提供反力的桥墩纠偏方法,该方法包括以下步骤,将提供反力的一侧主梁与桥墩临时固结,将桥墩盖梁顶面杂物清理,在竖向千斤顶和钢垫梁的安装位置采用环氧砂浆找平,并在钢垫梁的安装位置安装滑板,将钢垫梁和竖向千斤顶安装至桥墩盖梁顶部,通过顶升控制系统控制竖向千斤顶将主梁顶起,在钢垫梁顶部安放临时橡胶支座和抄垫钢板,竖向千斤顶回油缓慢落至临时橡胶支座上,在钢垫梁一端安装水平千斤顶,钢垫梁的另一端安装水平位移计,通过顶推控制系统控制水平千斤顶顶推桥墩盖梁侧面,根据桥墩纠偏量进行分级顶推,本发明具有经济适用、主梁底部不容易损坏、桥墩水平移动不会错位和纠偏过程中位置监测准时精确的优点。(The invention relates to a pier deviation rectifying method using a main beam to provide counterforce, which comprises the following steps of temporarily solidifying the main beam on one side providing counterforce with a pier, cleaning sundries on the top surface of the pier capping beam, leveling by adopting epoxy mortar at the installation positions of a vertical jack and a steel pad beam, installing a sliding plate at the installation position of the steel pad beam, installing the steel pad beam and the vertical jack on the top of the pier capping beam, jacking up the main beam by controlling the vertical jack through a jacking control system, arranging a temporary rubber support and a shoveling steel plate at the top of the steel pad beam, slowly dropping oil returned by the vertical jack onto the temporary rubber support, installing a horizontal jack at one end of the steel pad beam, installing a horizontal displacement meter at the other end of the steel pad beam, controlling the horizontal jack to jack the side surface of the pier capping beam through a jacking control system, and carrying out graded jacking according to the deviation rectifying amount of the pier The bottom of the main beam is not easy to damage, the horizontal movement of the bridge pier can not be staggered, and the position monitoring is accurate and punctual in the deviation rectifying process.)

1. A pier deviation rectifying method using a main beam to provide counterforce is characterized by comprising the following steps:

step 1: and (3) temporarily solidifying the main beam on the side providing the counter force with the pier, calculating the structure and the size of the steel pad beam for deviation correction and the size of the temporary rubber support according to the structure of the main beam, the height between the bottom of the main beam and the top surface of the pier capping beam and the width of the pier capping beam, and selecting the type of the vertical jack.

Step 2: and manufacturing a steel pad beam, presetting the installation position of a horizontal jack at one end of the steel pad beam, and installing the installation position of a reserved sliding plate at the bottom of the steel pad beam.

And step 3: and cleaning sundries on the top surface of the pier capping beam, leveling by adopting epoxy mortar at the installation positions of the vertical jack and the steel pad beam, and installing a sliding plate at the installation position of the steel pad beam.

And 4, step 4: installing the steel backing beam and the vertical jack to the top of the pier capping beam, controlling the vertical jack to jack the girder through the jacking control system, placing a temporary rubber support and a copying steel plate on the top of the steel backing beam, then slowly dropping the returned oil of the vertical jack onto the temporary rubber support, and lifting the girder onto the temporary rubber support from the permanent support.

And 5: a transverse clapboard is arranged at the lower part of the main beam, a plurality of anti-slip blocks positioned at the two horizontal sides of the transverse clapboard are arranged between the steel backing beam and the bottom of the main beam, the anti-slip blocks on the top surface of the steel backing beam and the transverse clapboard of the main beam are tightly propped through a cushion block, a horizontal jack is installed at one end of the steel backing beam, and a horizontal displacement meter is installed at the other end of the steel backing beam; and controlling a horizontal jack to push the side surface of the pier capping beam by a pushing control system, keeping the pushing force of each jack uniform and the pushing displacement consistent, and then performing graded pushing according to the deviation rectifying amount of the pier.

Step 6: when the deviation rectifying and pushing amount of the pier reaches a control value, the jack is stabilized for 2 hours and then returns oil, and a horizontal displacement meter is used for monitoring the displacement stabilization condition of the pier in the deviation rectifying process; and if the displacement rebounds, starting the horizontal jack again to compensate and push until the deviation correction amount reaches the control requirement.

And 7: after the deviation rectification of the bridge pier is finished, starting the vertical jack to jack up the main beam, taking out the temporary rubber support and the shoveling steel plate, and then controlling the vertical jack to slowly return oil to fall to the permanent support; and (5) dismantling the steel pad beam, the vertical jack and the displacement monitoring device to finish the deviation rectifying construction of the bridge pier stud.

2. The pier deviation rectifying method using main beams to provide counterforce according to claim 1, wherein: the girder supports on a plurality of permanent supports and the bed stone that evenly distribute in pier bent cap top horizontal direction, vertical jack and steel bed beam also are a plurality ofly, and every vertical jack all lies in between corresponding permanent support and the bed stone with the steel bed beam all in the horizontal direction.

3. The pier deviation rectifying method using main beams to provide counterforce according to claim 1, wherein: and (2) arranging a digital display force measuring device on the temporary rubber support in the step (1), and welding and assembling the steel backing beam by national standard I-shaped steel and a steel plate.

4. The pier deviation rectifying method using main beams to provide counterforce according to claim 1, wherein: the sliding plate in the step 3 is a high-density low-friction sliding plate with a friction coefficient of 0.03.

5. The pier deviation rectifying method using main beams to provide counterforce according to claim 1, wherein: and 4, the shoveling and cushioning steel plate is vertically arranged and positioned between the diaphragm plate and the corresponding anti-slip block, and the upper end of the shoveling and cushioning steel plate is higher than the bottom of the diaphragm plate.

6. The pier deviation rectifying method using main beams to provide counterforce according to claim 1, wherein: and 4, uniformly distributing a plurality of vertical jacks in the horizontal leveling direction of the pier, and synchronously controlling jacking by the plurality of vertical jacks through a jacking control system.

7. The pier deviation rectifying method using main beams to provide counterforce according to claim 1, wherein: and in the step 5, two sides of each diaphragm plate are respectively provided with a slip-stopping block, and the two slip-stopping blocks respectively tightly press the diaphragm plates from the two horizontal sides of the corresponding diaphragm plates.

8. The pier deviation rectifying method using main beams to provide counterforce according to claim 1, wherein: and 5, adopting a digital displacement meter as the horizontal displacement meter, wherein the digital displacement meter is horizontally arranged and is connected with the end part of the steel backing beam.

9. The pier deviation rectifying method using main beams to provide counterforce according to claim 1, wherein: the end part of the steel backing beam is provided with a slip-resistant counter-force seat, an adjusting base plate is arranged between the slip-resistant counter-force seat and the side wall of the pier capping beam, a gap is reserved between the adjusting base plate and the side wall of the pier capping beam, and the horizontal displacement meter is arranged below the slip-resistant counter-force seat.

10. The pier deviation rectifying method using main beams to provide counterforce according to claim 1, wherein: the temporary rubber support is arranged below the middle of the steel pad beam.

Technical Field

The invention relates to the technical field of bridge maintenance, in particular to a pier deviation rectifying method by using a girder to provide counterforce.

Background

The bridge pier is one of important composition structures in a bridge structure, supports a bridge superstructure, and transmits superstructure load to a foundation and a foundation; whether the safety of the bridge pier directly affects the normal use of the bridge and the road traffic safety. In order to meet the development requirements of the economic society, the traffic industry of China is rapidly developed, bridge engineering construction projects are increasingly increased, and a large number of bridges are built in mountains and deep valleys with complex environments. The general bridge piers built in mountains and deep valleys are high and are influenced by geological landslide, debris flow scouring and other external load effects, so that the problem of bridge pier inclination is easy to occur, and the bridge safety operation is greatly influenced. Under normal conditions, the bridge pier is a pressed or small eccentric pressed component, and the pier column concrete mainly bears pressure; however, when the pier inclines, the stress of the pier column is greatly eccentric, and the bottom of the pier can generate large additional bending moment, so that the bottom of the pier is pulled to crack in serious conditions, and the stress safety of the structure is endangered. Therefore, when the bridge pier is found to be inclined in the bridge operation process, the bridge pier is required to be timely subjected to deviation rectification treatment, and the bridge pier is prevented from being stressed disadvantageously and the bridge pier body is prevented from cracking.

In order to ensure the use safety of the bridge, the inclined bridge pier should return to the correct position through a deviation rectifying measure, wherein a plurality of methods for rectifying the deviation of the bridge pier are provided, one method is to utilize a temporary support frame established on one side of the bridge pier to carry out corresponding vertical support and horizontal movement, so that the deviation rectification of the bridge pier is completed, the cost is high, the operation difficulty is high, and meanwhile, the damage to the adjacent bridge pier or bridge abutment is easily caused, so that the limitation is large, the other method is to establish the temporary support frame between the bridge pier and the bridge, support the bridge through the temporary support frame, and then drive the bridge pier to move back to the original position through a horizontal pushing device connected with the bridge, so that although the cost and the operation difficulty are reduced, a plurality of problems still exist; firstly, the bridge body of the bridge in the existing construction mode is generally directly placed on a support made of metal through hard connection, the bottom of the bridge body is very easy to damage in the deviation rectifying process, meanwhile, the risk of deviation rectifying interruption caused by the damage of the bridge body exists, secondly, the bridge body and the bridge pier can horizontally move under the transmission of a temporary support in the deviation rectifying process, although horizontal thrust is generated through a horizontal jack, under the condition of no limitation, the bridge pier can easily move in other directions due to the thrust, so that the purpose of deviation rectifying and in-situ can not be realized, finally, human eye judgment is mainly carried out through visual inspection and an electronic camera in the deviation rectifying process of the bridge pier, the problem of horizontal movement and excessive deviation rectifying is easily generated, the damage of corresponding auxiliary equipment is easily caused while the deviation rectifying cost is increased, and the problems encountered in the deviation rectifying process are solved, there is a need for an economical, practical, convenient and effective construction method.

Disclosure of Invention

Based on the problems, the invention provides an economical, applicable, convenient and effective construction method, which is used for solving the technical problems that the bottom of a beam body is easy to damage, the horizontal movement of a pier is easy to misplace and the position monitoring in the deviation rectifying process is not accurate enough in the prior art by arranging a special steel pad beam between a pier capping beam and a main beam diaphragm plate, taking the upper main beam as a counterforce device and using a horizontal jack to push and rectify the pier.

The invention specifically adopts the following technical scheme for realizing the purpose:

a pier deviation rectifying method using a main beam to provide counterforce comprises the following steps:

step 1: and (3) temporarily solidifying the main beam on one side providing the counter force with the pier, calculating the structure and the size of the steel pad beam for deviation correction and the size of the temporary rubber support according to the structure of the main beam, the height between the bottom of the main beam and the top surface of the pier capping beam and the width of the pier capping beam, and selecting the type of the vertical jack.

Step 2: and manufacturing a steel pad beam, presetting the installation position of a horizontal jack at one end of the steel pad beam, and installing the installation position of a reserved sliding plate at the bottom of the steel pad beam.

And step 3: and cleaning sundries on the top surface of the pier capping beam, leveling by adopting epoxy mortar at the installation positions of the vertical jack and the steel pad beam, and installing a sliding plate at the installation position of the steel pad beam.

And 4, step 4: installing the steel backing beam and the vertical jack to the top of the pier capping beam, controlling the vertical jack to jack the girder through the jacking control system, placing a temporary rubber support and a copying steel plate on the top of the steel backing beam, then slowly dropping the returned oil of the vertical jack onto the temporary rubber support, and lifting the girder onto the temporary rubber support from the permanent support.

And 5: a transverse clapboard is arranged at the lower part of the main beam, a plurality of anti-slip blocks positioned at the two horizontal sides of the transverse clapboard are arranged between the steel backing beam and the bottom of the main beam, the anti-slip blocks on the top surface of the steel backing beam and the transverse clapboard of the main beam are tightly propped through a cushion block, a horizontal jack is installed at one end of the steel backing beam, and a horizontal displacement meter is installed at the other end of the steel backing beam; and controlling a horizontal jack to push the side surface of the pier capping beam by a pushing control system, keeping the pushing force of each jack uniform and the pushing displacement consistent, and then performing graded pushing according to the deviation rectifying amount of the pier.

Step 6: when the deviation rectifying and pushing amount of the pier reaches a control value, the jack is stabilized for 2 hours and then returns oil, and a horizontal displacement meter is used for monitoring the displacement stabilization condition of the pier in the deviation rectifying process; if the displacement rebounds, the horizontal jack is started again to perform compensation pushing until the deviation correcting amount reaches the control requirement; the calculation of the pier deviation correction value needs to be comprehensively determined by combining factors such as the measurement data of the pier, the pier construction measurement data, the relative position of a main girder of the pier and the like, and the predicted deviation correction result is as follows: the deviation value of the pier capping beam is zero, the relative position of the end part of the main beam and the pier capping beam is in accordance with the design, and if the deviation exists in the pier construction stage, the deviation is corrected to the position when the pier is finished.

And 7: after the deviation rectification of the bridge pier is finished, starting the vertical jack to jack up the main beam, taking out the temporary rubber support and the shoveling steel plate, and then controlling the vertical jack to slowly return oil to fall to the permanent support; and (5) dismantling the steel pad beam, the vertical jack and the displacement monitoring device to finish the deviation rectifying construction of the bridge pier stud.

Before the construction is started, if the bridge pier generates cracks due to deviation, the bridge pier is reset after crack pouring treatment is carried out before the construction, so that the bridge pier is prevented from further cracking and damage in the deviation rectifying process; meanwhile, traffic control needs to be carried out on the bridge floor before deviation rectification of the bridge piers, and the traffic closure in the whole deviation rectification process is guaranteed.

Preferably, the girder supports on a plurality of permanent supports and the bed stone at pier bent cap top horizontal direction evenly distributed, the girder supports on a plurality of permanent supports and bed stone at pier bent cap top horizontal direction evenly distributed, vertical jack and steel bed beam also are a plurality ofly, every vertical jack all with the steel bed beam all lie in between the permanent support and the bed stone that correspond at the horizontal direction, when confirming the position of steel bed beam, at first guarantee that the copying and cushioning steel sheet of interim rubber support both sides supports the both sides that lean on the cross slab easily, whole steel bed beam and vertical jack are close to corresponding permanent support and bed stone as far as possible simultaneously.

Preferably, the temporary rubber support in the step 1 is provided with a digital display dynamometer, and the steel backing beam is formed by welding and assembling national standard I-steel and a steel plate.

Preferably, the sliding plate in the step 3 is a high-density low-friction sliding plate with a friction coefficient of 0.03.

Preferably, the mat steel plate in the step 4 is vertically arranged and positioned between the diaphragm plate and the corresponding anti-slip block, and the upper end of the mat steel plate is higher than the bottom of the diaphragm plate.

Preferably, the number of the vertical jacks in the step 4 is multiple, the vertical jacks are uniformly distributed in the horizontal leveling direction of the pier, and the multiple vertical jacks are synchronously controlled to jack through a jacking control system.

Preferably, in the step 5, two sides of each diaphragm plate are respectively provided with one anti-slip block, and the two anti-slip blocks respectively tightly press the diaphragm plates from the two horizontal sides of the corresponding diaphragm plates.

Preferably, the horizontal displacement meter in the step 5 is a digital displacement meter, and the digital displacement meter is horizontally arranged and connected with the end part of the steel backing beam.

Preferably, the end part of the steel backing beam is provided with a slip-resistant counterforce seat, an adjusting base plate is arranged between the slip-resistant counterforce seat and the side wall of the pier capping beam, a gap is arranged between the adjusting base plate and the side wall of the pier capping beam, and the horizontal displacement meter is arranged below the slip-resistant counterforce seat.

Preferably, the temporary rubber support is arranged below the middle of the steel pad beam, two ends of the steel pad beam horizontally extend out of the upper portion of the pier capping beam, and the horizontal jack and the anti-slip counter-force seat are symmetrically arranged in the horizontal direction relative to the temporary rubber support.

The invention has the following beneficial effects:

(1) according to the invention, the main beam is jacked up through the vertical jack, and then the steel pad beam and the temporary rubber support on the steel pad beam are placed between the main beam and the pier capping beam, so that the steel pad beam and the temporary rubber support are used for supporting in the deviation rectifying process, the digital display dynamometer is arranged on the temporary rubber support, the pressure born by the temporary rubber support can be timely detected, and the bottom of the main beam can be prevented from being damaged due to hard connection or collision, so that the main beam can be protected.

(2) According to the pier capping beam support, the pier capping beam is reset by using the counter-force generated by the main beam, the resistance between the steel pad beam and the pier capping beam is reduced by the sliding plate, the steel pad beam and the transverse partition plate are connected by matching the shoveling steel plate and the anti-slip block, so that the horizontal jack can be supported by the steel pad beam, the support of the capping beam pier by the horizontal jack is completed, the shoveling steel plate and the anti-slip block are matched for use, the connection is more stable, and the damage of punching on the pier capping beam due to bolt connection and the like can be reduced.

(3) According to the invention, the anti-slip counter-force seat is arranged at one end of the steel backing beam far away from the horizontal jack, and the horizontal displacement meter is supported by the anti-slip counter-force seat, so that the horizontal displacement meter can be ensured to monitor the stable condition of the pier coping in time, the graded jacking of the horizontal jack can be ensured, meanwhile, whether the pier coping moves misplaces or not can be detected, the pier coping can be prevented from being excessively adjusted, and the deviation rectifying efficiency is increased.

Drawings

FIG. 1 is a schematic structural view of the present invention;

FIG. 2 is a schematic view of the connection of a steel pad beam and a main beam;

FIG. 3 is a schematic view of the connection between the sheet steel and the diaphragm;

FIG. 4 is a schematic view of the connection between the sliding reaction force seat and the steel pad beam.

Reference numerals: 1. a main beam; 2. a pier capping beam; 3. a steel backing beam; 4. a temporary rubber support; 5. a digital display dynamometer; 6. a horizontal jack; 7. a vertical jack; 8. a slide plate; 9. padding a steel plate; 10. a diaphragm plate; 12. a slip-resistant block; 13. a horizontal displacement meter; 14. a permanent support; 15. a cushion stone; 16. a slip-resistant counterforce seat; 17. and adjusting the base plate.

Detailed Description

For a better understanding of the present invention by those skilled in the art, the present invention will be described in further detail below with reference to the accompanying drawings and the following examples.

Example 1:

as shown in fig. 1 to 4, a pier deviation rectifying method using a girder to provide counterforce includes the following steps:

step 1: the method comprises the steps of temporarily solidifying a main beam 1 on one side providing counter-force with a pier, calculating the structure and the size of a steel pad beam 3 for deviation correction and the size of a temporary rubber support 4 according to the structure of the main beam 1, the height between the bottom of the main beam 1 and the top surface of a pier bent cap 2 and the width of the pier bent cap 2, selecting the type of a vertical jack 7, arranging a digital display dynamometer 5 on the temporary rubber support 4, and welding and assembling the steel pad beam 3 by national standard I-steel and a steel plate.

Step 2: and manufacturing the steel pad beam 3, presetting the installation position of the horizontal jack 6 at one end of the steel pad beam 3, and installing the installation position of the reserved sliding plate 8 at the bottom of the steel pad beam 3.

And step 3: the top surface sundries of the pier capping beam 2 are cleaned, the installation positions of the vertical jack 7 and the steel pad beam 3 are leveled by epoxy mortar, the installation position of the steel pad beam 3 is provided with a sliding plate 8, and the sliding plate 8 is a high-density low-friction sliding plate with the friction coefficient of 0.03.

And 4, step 4: installing a steel pad beam 3 and a vertical jack 7 on the top of a pier capping beam 2, controlling the vertical jack 7 to jack up a main beam 1 through a jacking control system, placing a temporary rubber support 4 and a lifting pad steel plate 9 on the top of the steel pad beam 3, slowly dropping the return oil of the vertical jack 7 onto the temporary rubber support 4, and lifting the main beam 1 from a permanent support 14 onto the temporary rubber support 4; the jacking control system comprises a plurality of vertical jacks 7, wherein the plurality of vertical jacks 7 are uniformly distributed in the horizontal leveling direction of the pier, the plurality of vertical jacks 7 are synchronously controlled to jack through a jacking control system, and the jacking control system is used for controlling the plurality of vertical jacks 7 to jack simultaneously, belongs to the prior art, does not relate to judgment and response, is not the content protected by the invention, and does not make excessive introduction; the shoveling and cushioning steel plate 9 is vertically arranged and positioned between the diaphragm plate 10 and the corresponding anti-slip block 12, and the upper end of the shoveling and cushioning steel plate 9 is higher than the bottom of the diaphragm plate 10.

And 5: a transverse partition plate 10 is arranged at the lower part of the main beam 1, a plurality of anti-slip blocks 12 positioned at the two horizontal sides of the transverse partition plate 10 are arranged between the steel pad beam 3 and the bottom of the main beam 1, the anti-slip blocks 12 on the top surface of the steel pad beam 3 are tightly propped against the transverse partition plate 10 of the main beam 1 through cushion blocks, a horizontal jack 6 is arranged at one end of the steel pad beam 3, and a horizontal displacement meter 13 is arranged at the other end of the steel pad beam 3; two sides of each diaphragm plate 10 are respectively provided with an anti-slip block 12, the two anti-slip blocks 12 respectively tightly press the diaphragm plate 10 from the two horizontal sides of the corresponding diaphragm plate 10, and the horizontal displacement meter 13 adopts a digital displacement meter which is horizontally arranged and connected with the end part of the steel pad beam 3; and controlling a horizontal jack 6 to push the side surface of the pier capping beam 2 by a pushing control system, keeping the pushing force of each jack uniform and the pushing displacement consistent, and then performing graded pushing according to the deviation rectifying amount of the pier. The main beam 1 is supported on a plurality of permanent supports 14 and cushion stones 15 which are uniformly distributed on the top of a pier bent cap 2 in the horizontal direction, the main beam 1 is supported on a plurality of permanent supports 14 and cushion stones 15 which are uniformly distributed on the top of the pier bent cap 2 in the horizontal direction, the vertical jacks 7 and the steel cushion beams 3 are also multiple, each vertical jack 7 and the steel cushion beam 3 are located between the corresponding permanent support 14 and cushion stone 15 in the horizontal direction, when the position of the steel cushion beam 3 is determined, firstly, the cushion steel plates 9 on two sides of the temporary rubber support 4 are ensured to be easily abutted against two sides of the diaphragm plate 10, and meanwhile, the whole steel cushion beam 3 and the vertical jacks 7 are close to the corresponding permanent supports 14 and cushion stones 15 as much as possible.

Step 6: when the deviation rectifying and pushing amount of the pier reaches a control value, the jack is stabilized for 2 hours and then returns oil, and a horizontal displacement meter 13 is used for monitoring the displacement stabilization condition of the pier in the deviation rectifying process; if the displacement rebounds, the horizontal jack 6 is started again to perform compensation pushing until the deviation correction amount reaches the control requirement; the calculation of the pier deviation correction value needs to be comprehensively determined by combining the factors such as the measurement data of the pier, the pier construction measurement data, the relative position of the pier main beam 1 and the like, and the predicted deviation correction result is as follows: the deviation value of the pier capping beam 2 is zero, the relative position of the end part of the main beam 1 and the pier capping beam 2 conforms to the design, and if the deviation exists in the pier construction stage, the deviation is corrected to the position when the pier is finished.

And 7: after the deviation rectification of the bridge pier is finished, starting the vertical jack 7 to jack up the main beam 1, taking out the temporary rubber support 4 and the shoveling steel plate 9, and then controlling the vertical jack 7 to slowly return oil and fall to the permanent support 14; and (4) dismantling the steel pad beam 3, the vertical jack 7 and the displacement monitoring device to finish the deviation rectifying construction of the bridge pier stud.

Before the construction is started, if the bridge pier generates cracks due to deviation, the bridge pier is reset after crack pouring treatment is carried out before the construction, so that the bridge pier is prevented from further cracking and damage in the deviation rectifying process; meanwhile, traffic control needs to be carried out on the bridge floor before the deviation of the pier is corrected, and the traffic is guaranteed to be closed in the whole deviation correcting process.

The temporary rubber support 4 is arranged below the middle part of the steel pad beam 3, two ends of the steel pad beam 3 horizontally extend out of the upper part of the pier capping beam 2, and the horizontal jack 6 and the anti-slip counterforce seat 16 are symmetrically arranged in the horizontal direction relative to the temporary rubber support 4; the end part of the steel backing beam 3 is provided with an anti-slip counterforce seat 16, an adjusting base plate 17 is arranged between the anti-slip counterforce seat 16 and the side wall of the pier bent cap 2, the maximum distance of pier deviation correction is conveniently adjusted, a gap is arranged between the adjusting base plate 17 and the side wall of the pier bent cap 2, and the horizontal displacement meter 13 is arranged below the anti-slip counterforce seat 16.

The above embodiments are examples of the present invention, and the specific parameters in the above embodiments and examples are only for clearly illustrating the verification process of the present invention and are not intended to limit the scope of the present invention, which is still subject to the claims.