CN113481882A

CN113481882A - Bridge plate type rubber support and replacement construction method thereof

Info

Publication number: CN113481882A
Application number: CN202110731215.0A
Authority: CN
Inventors: 庞有源; 王子强; 曾峥; 余明冲; 魏攀
Original assignee: NO3 CONSTRUCTION Co Ltd OF CHONGQING CONSTRUCTION ENGINEERING GROUP; Chongqing Construction Engineering Group Co Ltd
Current assignee: NO3 CONSTRUCTION Co Ltd OF CHONGQING CONSTRUCTION ENGINEERING GROUP; Chongqing Construction Engineering Group Co Ltd; No 3 Construction Co Ltd of Chongqing Construction Engineering Group
Priority date: 2021-06-30
Filing date: 2021-06-30
Publication date: 2021-10-08

Abstract

The invention discloses a bridge plate type rubber support and a replacement construction method thereof, comprising the following steps of (I) construction preparation; step two, building a construction platform; step three, arranging a jacking system; jacking preparation; weighing; step six, jacking in a trial manner; formally jacking; step (eight), dismantling the original support; step (nine), installing a new support; step (ten), beam falling is carried out in place; step (eleven) observation and measurement; and (twelfth) dismantling the jacking system and cleaning the site. The invention has the advantages of good economic benefit and social benefit due to small influence on traffic and environment and high construction speed during construction, simple and convenient construction process, easy operation, safety and reliability, and less input manpower and material resources, thereby leading the device to have more practicability.

Description

Bridge plate type rubber support and replacement construction method thereof

Technical Field

The invention relates to the technical field of building construction, in particular to a bridge plate type rubber support and a replacement construction method thereof.

Background

In recent years, with the rapid development of socioeconomic performance in China, the pressure of transportation is heavier and heavier, and the construction of bridges has a well-known result, but the structural hazard problem of bridges is more and more prominent along with the increase of service life, and the bridge reinforcing task is very heavy. Although the bridge structure forms are different, the bearing is damaged once, the bearing capacity, the service life and the traffic safety of the bridge are seriously influenced, and the technical difficulty of maintenance, replacement or adjustment is very high, so that great risk exists in the construction process, and therefore, a professional technical method and a professional team are needed during construction to prevent the bridge structure from being damaged, and economic loss and casualties are caused.

The bridge plate type rubber support and the replacement construction method thereof in the prior art have the defects that:

1. in the prior art, most of bridge plate type rubber supports have large influence on traffic and environment, the construction speed is low, and the construction speed, the economic benefit and the social benefit are poor;

2. in the prior art, the bridge plate type rubber support and the replacement construction method thereof adopt the traditional method for construction, so that the labor amount is increased, and the overall efficiency is low;

3. in the prior art, most of bridge plate type rubber supports are not well used, and the requirements on construction and operation environments are high, so that the working speed is reduced.

Disclosure of Invention

The invention aims to provide a bridge plate type rubber support and a replacement construction method thereof, so as to solve the problems in the background technology.

In order to achieve the purpose, the invention provides the following technical scheme, which comprises the following steps of (I) preparing for construction; step two, building a construction platform; step three, arranging a jacking system; jacking preparation; weighing; step six, jacking in a trial manner; formally jacking; step (eight), dismantling the original support; step (nine), installing a new support; step (ten), beam falling is carried out in place; step (eleven) observation and measurement; and (twelfth) dismantling the jacking system and cleaning the site.

Preferably, in the step (one): 1. selecting a support meeting the design requirement, and carrying out test detection on the support according to the standard requirement; 2. performing site survey, knowing the surrounding situation and the sizes of various parts in detail, and drawing the current support position and distribution map; 3. carrying out system inspection on the beam body, the abutment and the support needing to be replaced; 4. according to the condition of a construction site, a total station is adopted to observe the return condition of the construction pier so as to ensure the safe operation during jacking; 5. before construction, the beam span restriction of the jacked beam is removed, such as disconnecting a cutting seam of an anti-collision guardrail, dismantling a bridge expansion joint, cutting off an anti-seismic steel pin, dismantling a drainage pipeline on the side surface of a pier and the like; 6. when the synchronous jacking of the beam body is carried out by adopting a grading jacking method, the anti-slip device of the beam body is arranged at the expansion joint of the bridge with the larger longitudinal slope, and the synchronous jacking can be directly carried out in grades when the longitudinal slope is smaller.

Preferably, in the step (ii): temporary platforms are arranged on the piers, the table tops or the cover beams, and the area of the table tops can be widened by increasing hoops, steel hangers and other forms for parts with insufficient space, so that the safe implementation of construction is ensured.

Preferably, in the step (iii): 1. the position of the top surface of the pier or the top surface of the capping beam, which is provided with the jack, is polished to be flat, so that the jack is ensured to vertically act on the top surface of the pier or the capping beam and the bottom surface of the bridge when the beam body is jacked; 2. the number and the positions of the arranged jacks meet the design requirements; 3. a force-dividing steel plate and a rubber baffle plate are respectively arranged between the bottom of the jack and the abutment, between the top surface of the capping beam and between the top cap of the jack and the bottom of the beam; 4. after the jack is installed in place, a high-pressure oil way is connected, a PLC hydraulic control system is debugged, and the sealing condition of an oil pipe is checked; 5. during construction, a displacement sensor is arranged at a detection and monitoring position, and a dial indicator is arranged at the detection and monitoring position.

Preferably, in the step (iv): 1. checking the reliability of the jacking system; 2. removing impurities; 3. determining a jacking operation time period; 4. dividing a jacking control area and arranging a hydraulic system; 5. checking a jacking system structure part; 6. debugging and checking the jacking system; 7. and (6) carrying out field inspection before jacking.

Preferably, in the step (v): 1. pressurizing according to 70-90% of the calculated load, performing a pressure maintaining test on the oil cylinder for not less than 5 hours, and checking the working condition and the oil circuit condition of the whole system after the time is up; 2. the actual load of each jacking point is measured before jacking, the jacking load is calculated during weighing, a step-by-step loading mode is adopted, the oil pressure of each group is repeatedly adjusted within a certain jacking height to determine a group of jacking oil pressure values, so that the jacking pressure of each vertex is basically balanced with the upper load of the vertex, and the stroke of the jacking pressure is measured by using a dial indicator.

Preferably, in the step (six): 1. the jacking test height is the height required by design; 2. controlling the jacking speed not to exceed 1mm/min during jacking, and determining the maximum jacking test height according to the design requirement; 3. jacking in stages according to design requirements, holding the load for 10min after each jacking stage is finished, and observing the condition of the beam body and the equipment condition; 4. after the jacking system finishes pre-jacking, reading data of the hydraulic pressure meter, the displacement sensor and the dial indicator at the moment, taking the data at the moment as initial zero state data, and simultaneously making detailed records on the data of each observation point.

Preferably, in the step (vii): 1. jacking step by adopting a step jacking method, wherein the standard stroke of each step of jacking meets the design requirement and is generally not more than 3 mm; 2. resetting the pressure and the stroke height of the PLC hydraulic system according to various data required by the staged jacking; 3. after the beam body leaves the support, temporary support must be added after each jacking stage is finished to ensure the integral stability of the beam body; 4. when the beam body is jacked to the height required by the design, the jacking is immediately stopped, the temporary support is installed, the beam body is rotated to the temporary support by the jack, and after the jack is locked, various data are collected; 5. in the jacking process, the jacks must be kept synchronous, and the stroke error of the adjacent hydraulic jack groups cannot exceed 0.4 mm; 6. according to the strain gauge adhered to the planned beam slab part, strain data of each observation point is collected in time through a computer, and generation and change of beam body concrete and beam bottom cracks and change conditions of other accessory facilities are observed in time; 7. the reinforced observation of cracks of the bridge deck, the beam body and the column body is provided with a special person for recording the reading of the dial indicator.

Preferably, in the step (eight): 1. after the jacking system keeps constant pressure and the stability of temporary support meets the requirements, acquiring displacement data of a dial indicator and a displacement sensor, if the downward displacement is within 2mm, and the dismounting and mounting of the support is not influenced, taking out the original support longitudinally along the bridge along the longitudinal direction of the beam, cleaning the placement position of the support and impurities around the support, and removing a shockproof anchor bolt and a sleeve; 2. when the bridge base stone top support is sunken, the periphery is surrounded by bridge base stone concrete, and the base stone top is rugged, and when the old bridge support can not be taken out, the concrete on the bridge base stone top of the bridge is chiseled at the current situation.

Preferably, in the step (nine): 1. before installing a new support, measuring the top elevation of the cushion stone; 2. when the tetrafluoro plate type rubber support is installed, a lubricant which can not volatilize is coated and filled in an oil storage pit of the tetrafluoro surface so as to reduce the friction coefficient.

Preferably, in the step (ten): anti-skid blocks can be arranged on two sides of the support or the upper component, and a wood plate can be additionally plugged between the abutment or the pier block on two sides of the beam body and the beam body.

Preferably, in the step (eleven): 1. before the system is dismantled, a professional should observe the movement direction of the support and the change of the beam body, acquire displacement data and residual values of a new support and an original support, check the residual values with an original measured value, and timely adjust if the residual values are abnormal; 2. and cotton silk is adopted to scrub the support and surrounding dirt, so that the pier column and the support are kept clean.

Compared with the prior art, the invention has the following beneficial effects:

1. the invention has the advantages of good economic benefit and social benefit due to small influence on traffic and environment and high construction speed during construction, simple and convenient construction process, easy operation, safety and reliability, and less input manpower and material resources, thereby leading the device to have more practicability.

2. The invention has high modernization degree, controls the jacking equipment to work by utilizing the computer to achieve the aim of synchronous jacking, accurately measures the jacking height of the bridge by utilizing the dial indicator and reduces the measurement error.

3. The construction technology has low requirement on construction operation environment, the ultrathin hydraulic jack method for replacing the bridge plate type rubber support can be used for installing the jack between gaps with the beam bottom more than or equal to 3cm, the construction technology can be used for replacing the land bridge support, and can also be well used for replacing the bridge support on the water surface, so that the construction technology has better applicability.

Drawings

FIG. 1 is a flow chart of the present invention;

fig. 2 is a schematic structural diagram of a step jacking system of the present invention.

In the figure: 1. a jack; 2. pier abutment; 3. a capping beam; 4. a component force steel plate; 5. reducing the rubber distance; 6. and (5) hooping.

Detailed Description

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.

In the description of the present invention, it should be noted that the terms "upper", "lower", "inner", "outer", "front", "rear", "both ends", "one end", "the other end", and the like indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first" and "second" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.

In the description of the present invention, it is to be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "disposed," "connected," and the like are to be construed broadly, such as "connected," which may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.

Referring to fig. 1-2, in one embodiment of the present invention, a bridge slab rubber mount and a method for replacing the same includes steps of (a) preparing for construction; step two, building a construction platform; step three, arranging a jacking system; jacking preparation; weighing; step six, jacking in a trial manner; formally jacking; step (eight), dismantling the original support; step (nine), installing a new support; step (ten), beam falling is carried out in place; step (eleven) observation and measurement; step (twelve) dismantling the jacking system and cleaning the site, wherein in the step (one): 1. selecting a support meeting the design requirement, and carrying out test detection on the support according to the standard requirement; 2. performing site survey, knowing the surrounding situation and the sizes of various parts in detail, and drawing the current support position and distribution map; 3. carrying out system inspection on the beam body, the abutment and the support needing to be replaced; 4. according to the condition of a construction site, a total station is adopted to observe the return condition of the construction pier so as to ensure the safe operation during jacking; 5. before construction, the beam span restriction of the jacked beam is removed, such as disconnecting a cutting seam of an anti-collision guardrail, dismantling a bridge expansion joint, cutting off an anti-seismic steel pin, dismantling a drainage pipeline on the side surface of a pier and the like; 6. when adopting the synchronous jacking of hierarchical jacking method to carry out the roof beam body, should arrange the roof beam body antiskid to the great bridge of longitudinal gradient in expansion joint department and move the device, can directly carry out the synchronous jacking in grades to the less vertical gradient, in step (two): set up interim platform on mound, bench top or bent cap, can adopt forms such as increase staple bolt 6, steel stores pylon to the not enough position in space and widen pier top area to ensure the safe implementation of construction, in step (three): 1. the position of the top surface of the pier or the top surface of the capping beam, which is provided with the jack 1, is polished to be flat, so that the jack is ensured to vertically act on the top surface of the pier 2 or the capping beam 3 and the bottom surface of the bridge when the beam body is jacked; 2. the number and the positions of the jacks 1 are in accordance with the design requirements; 3. a component force steel plate 4 and a rubber baffle plate 5 are respectively arranged between the bottom of the jack 1 and the pier 2, between the top surface of the bent cap 3 and between the top cap of the jack and the bottom of the beam; 4. after the jack 1 is installed in place, a high-pressure oil way is connected, a PLC hydraulic control system is debugged, and the sealing condition of an oil pipe is checked; 5. during construction, a displacement sensor is installed at a detection monitoring position, a dial indicator is installed at the detection monitoring position, and in the step (IV): 1. checking the reliability of the jacking system; 2. removing impurities; 3. determining a jacking operation time period; 4. dividing a jacking control area and arranging a hydraulic system; 5. checking a jacking system structure part; 6. debugging and checking the jacking system; 7. and (5) performing on-site inspection before jacking, and in the step (five): 1. pressurizing according to 70-90% of the calculated load, performing a pressure maintaining test on the oil cylinder for not less than 5 hours, and checking the working condition and the oil circuit condition of the whole system after the time is up; 2. the actual load of every jacking point department of survey before the jacking, should calculate jacking load according to during weighing, adopt the loaded mode step by step to go on, in certain jacking height, through the oil pressure of adjusting each group repeatedly to confirm a set of jacking oil pressure value, make the jacking pressure on every summit balanced rather than upper portion load basic, survey its stroke with the percentage table, in step (six): 1. the jacking test height is the height required by design; 2. controlling the jacking speed not to exceed 1mm/min during jacking, and determining the maximum jacking test height according to the design requirement; 3. jacking in stages according to design requirements, holding the load for 10min after each jacking stage is finished, and observing the condition of the beam body and the equipment condition; 4. after the jacking system finishes pre-jacking, reading data of the hydraulic pressure meter, the displacement sensor and the dial indicator at the moment, taking the data at the moment as initial zero state data, and simultaneously making detailed records on the data of each observation point, wherein in the step (seventh): 1. jacking step by adopting a step jacking method, wherein the standard stroke of each step of jacking meets the design requirement and is generally not more than 3 mm; 2. resetting the pressure and the stroke height of the PLC hydraulic system according to various data required by the staged jacking; 3. after the beam body leaves the support, temporary support must be added after each jacking stage is finished to ensure the integral stability of the beam body; 4. when the beam body is jacked to the height required by the design, the jacking is immediately stopped, the temporary support is installed, the beam body is rotated to the temporary support by the jack, and after the jack is locked, various data are collected; 5. in the jacking process, the jacks must be kept synchronous, and the stroke error of the adjacent hydraulic jack groups cannot exceed 0.4 mm; 6. according to the strain gauge adhered to the planned beam slab part, strain data of each observation point is collected in time through a computer, and generation and change of beam body concrete and beam bottom cracks and change conditions of other accessory facilities are observed in time; 7. strengthen observing bridge floor, roof beam body and column shaft crack, be equipped with the special messenger and be responsible for taking notes percentage table reading, in step (eight): 1. after the jacking system keeps constant pressure and the stability of temporary support meets the requirements, acquiring displacement data of a dial indicator and a displacement sensor, if the downward displacement is within 2mm, and the dismounting and mounting of the support is not influenced, taking out the original support longitudinally along the bridge along the longitudinal direction of the beam, cleaning the placement position of the support and impurities around the support, and removing a shockproof anchor bolt and a sleeve; 2. sunken as bridge base stone top support, surround by bridge base stone concrete on every side, and base stone top unevenness, when unable taking out old bridge beam supports, reply present bridge base stone top concrete and chisel out, in step (nine): 1. before installing a new support, measuring the top elevation of the cushion stone; 2. when the tetrafluoro plate type rubber support is installed, a lubricant which can not volatilize is fully coated in an oil storage pit of a tetrafluoro surface so as to reduce the friction coefficient, and the step (ten) comprises the following steps: anti-skid blocks can be arranged on two sides of the support or the upper component, and a wood plate can be additionally plugged between the abutment or the pier block and the beam body on two sides of the beam body, in the step (eleven): 1. before the system is dismantled, a professional should observe the movement direction of the support and the change of the beam body, acquire displacement data and residual values of a new support and an original support, check the residual values with an original measured value, and timely adjust if the residual values are abnormal; 2. and cotton silk is adopted to scrub the support and surrounding dirt, so that the pier column and the support are kept clean.

It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.

Claims

1. A bridge plate type rubber support and a replacing construction method thereof are characterized in that: the method comprises the following steps:

step one, preparation of construction;

step two, building a construction platform;

step three, arranging a jacking system;

jacking preparation;

weighing;

step six, jacking in a trial manner;

formally jacking;

step (eight), dismantling the original support;

step (nine), installing a new support;

step (ten), beam falling is carried out in place;

step (eleven) observation and measurement;

and (twelfth) dismantling the jacking system and cleaning the site.

2. The bridge plate type rubber support and the replacement construction method thereof according to claim 1 are characterized in that: in the step (one): 1. selecting a support meeting the design requirement, and carrying out test detection on the support according to the standard requirement; 2. performing site survey, knowing the surrounding situation and the sizes of various parts in detail, and drawing the current support position and distribution map; 3. carrying out system inspection on the beam body, the abutment and the support needing to be replaced; 4. according to the condition of a construction site, a total station is adopted to observe the return condition of the construction pier so as to ensure the safe operation during jacking; 5. before construction, the beam span restriction of the jacked beam is removed, such as disconnecting a cutting seam of an anti-collision guardrail, dismantling a bridge expansion joint, cutting off an anti-seismic steel pin, dismantling a drainage pipeline on the side surface of a pier and the like; 6. when the synchronous jacking of the beam body is carried out by adopting a grading jacking method, the anti-slip device of the beam body is arranged at the expansion joint of the bridge with the larger longitudinal slope, and the synchronous jacking can be directly carried out in grades when the longitudinal slope is smaller.

3. The bridge plate type rubber support and the replacement construction method thereof according to claim 1 are characterized in that: in the step (II): temporary platforms are arranged on the piers, the table tops or the cover beams, and the area of the table tops can be widened by increasing hoops (6), steel hangers and other forms for parts with insufficient space, so that the safe implementation of construction is ensured.

4. The bridge plate type rubber support and the replacement construction method thereof according to claim 1 are characterized in that: in the step (III): 1. the position of the top surface of the pier or the top surface of the coping, which is provided with the jack (1), is polished to be flat, so that the jack is ensured to vertically act on the top surface of the pier (2) or the coping (3) and the bottom surface of the bridge when the beam body is jacked; 2. the number and the positions of the jacks (1) are in accordance with the design requirements; 3. a component force steel plate (4) and a rubber shock absorption plate (5) are respectively arranged between the bottom of the jack (1) and the pier (2), the top surface of the bent cap (3) and between the top cap and the bottom of the jack (1); 4. after the jack (1) is installed in place, a high-pressure oil way is connected, a PLC hydraulic control system is debugged, and the sealing condition of an oil pipe is checked; 5. during construction, a displacement sensor is arranged at a detection and monitoring position, and a dial indicator is arranged at the detection and monitoring position.

5. The bridge plate type rubber support and the replacement construction method thereof according to claim 1 are characterized in that: in the step (IV): 1. checking the reliability of the jacking system; 2. removing impurities; 3. determining a jacking operation time period; 4. dividing a jacking control area and arranging a hydraulic system; 5. checking a jacking system structure part; 6. debugging and checking the jacking system; 7. and (6) carrying out field inspection before jacking.

6. The bridge plate type rubber support and the replacement construction method thereof according to claim 1 are characterized in that: in the step (V): 1. pressurizing according to 70-90% of the calculated load, performing a pressure maintaining test on the oil cylinder for not less than 5 hours, and checking the working condition and the oil circuit condition of the whole system after the time is up; 2. the actual load of each jacking point is measured before jacking, the jacking load is calculated during weighing, a step-by-step loading mode is adopted, the oil pressure of each group is repeatedly adjusted within a certain jacking height to determine a group of jacking oil pressure values, so that the jacking pressure of each vertex is basically balanced with the upper load of the vertex, and the stroke of the jacking pressure is measured by using a dial indicator.

7. The bridge plate type rubber support and the replacement construction method thereof according to claim 1 are characterized in that: in the step (six): 1. the jacking test height is the height required by design; 2. controlling the jacking speed not to exceed 1mm/min during jacking, and determining the maximum jacking test height according to the design requirement; 3. jacking in stages according to design requirements, holding the load for 10min after each jacking stage is finished, and observing the condition of the beam body and the equipment condition; 4. after the jacking system finishes pre-jacking, reading data of the hydraulic pressure meter, the displacement sensor and the dial indicator at the moment, taking the data at the moment as initial zero state data, and simultaneously making detailed records on the data of each observation point.

8. The bridge plate type rubber support and the replacement construction method thereof according to claim 1 are characterized in that: in the step (seven): 1. jacking step by adopting a step jacking method, wherein the standard stroke of each step of jacking meets the design requirement and is generally not more than 3 mm; 2. resetting the pressure and the stroke height of the PLC hydraulic system according to various data required by the staged jacking; 3. after the beam body leaves the support, temporary support must be added after each jacking stage is finished to ensure the integral stability of the beam body; 4. when the beam body is jacked to the height required by the design, the jacking is immediately stopped, the temporary support is installed, the beam body is rotated to the temporary support by the jack, and after the jack is locked, various data are collected; 5. in the jacking process, the jacks must be kept synchronous, and the stroke error of the adjacent hydraulic jack groups cannot exceed 0.4 mm; 6. according to the strain gauge adhered to the planned beam slab part, strain data of each observation point is collected in time through a computer, and generation and change of beam body concrete and beam bottom cracks and change conditions of other accessory facilities are observed in time; 7. the reinforced observation of cracks of the bridge deck, the beam body and the column body is provided with a special person for recording the reading of the dial indicator.

9. The bridge plate type rubber support and the replacement construction method thereof according to claim 1 are characterized in that: in the step (eight): 1. after the jacking system keeps constant pressure and the stability of temporary support meets the requirements, acquiring displacement data of a dial indicator and a displacement sensor, if the downward displacement is within 2mm, and the dismounting and mounting of the support is not influenced, taking out the original support longitudinally along the bridge along the longitudinal direction of the beam, cleaning the placement position of the support and impurities around the support, and removing a shockproof anchor bolt and a sleeve; 2. when the bridge base stone top support is sunken, the periphery is surrounded by bridge base stone concrete, and the base stone top is rugged, and when the old bridge support can not be taken out, the concrete on the bridge base stone top of the bridge is chiseled at the current situation.

10. The bridge plate type rubber support and the replacement construction method thereof according to claim 1 are characterized in that: in the step (nine): 1. before installing a new support, measuring the top elevation of the cushion stone; 2. when the tetrafluoro plate type rubber support is installed, a lubricant which can not volatilize is coated and filled in an oil storage pit of the tetrafluoro surface so as to reduce the friction coefficient.

11. The bridge plate type rubber support and the replacement construction method thereof according to claim 1 are characterized in that: in the step (ten): anti-skid blocks can be arranged on two sides of the support or the upper component, and a wood plate can be additionally plugged between the abutment or the pier block on two sides of the beam body and the beam body.

12. The bridge plate type rubber support and the replacement construction method thereof according to claim 1 are characterized in that: in the step (eleven): 1. before the system is dismantled, a professional should observe the movement direction of the support and the change of the beam body, acquire displacement data and residual values of a new support and an original support, check the residual values with an original measured value, and timely adjust if the residual values are abnormal; 2. and cotton silk is adopted to scrub the support and surrounding dirt, so that the pier column and the support are kept clean.