Longitudinal and transverse combined jacking and resetting method for cast-in-place prestressed continuous box girder of ramp high pier column
By adopting vertical and transverse combination lifting reset method and carbon fiber cloth reinforcement technology in bridge engineering, the existing bridge deviation correction technology has been solved, and efficient resetting of box girders and reinforcement of pier columns has been achieved.
Patent Information
- Application Number
- CN202510169423.4
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-02-17
- Publication Date
- 2025-04-18
AI Technical Summary
The existing bridge deviation correction technology requires the longitudinal, horizontal and vertical correction of the bridge one by one, resulting in a long construction period and high construction costs.
The vertical and horizontal combination lifting and reset method of cast-in-place prestressed continuous box beam of the ramp high pier column is adopted. Through the cooperation of the hydraulic jack and the PLC controller, the overall longitudinal and transverse homogeneous homogeneous reset of the box beam is achieved, and carbon fiber cloth is pasted on the pier column for reinforcement.
The horizontal vertical and horizontal movement of single-link multi-span cast-in-place box girder is achieved, and the overall longitudinal and lateral reset is completed, so that the support is restored to the design position, reducing construction costs and construction periods, and improving the seismic performance of the pier columns is improved.
Smart Images
Figure CN119843577A_ABST
Abstract
Description
Technical Field
[0001] The invention relates to the technical field of bridge deviation correction, and in particular to a method for longitudinal and transverse combined jacking and resetting of a cast-in-place prestressed continuous box girder with high piers of a ramp. Background Art
[0002] Box girder is a type of beam in bridge engineering. It is hollow inside and has flanges on both sides of the upper part, similar to a box. It can be divided into single box and multiple boxes. Box girders of reinforced concrete structure are divided into prefabricated box girders and cast-in-place box girders. Box girders prefabricated in an independent site can be erected after the lower project is completed in combination with a bridge erection machine, which can speed up the progress of the project and save construction time; while cast-in-place box girders are box girders directly cast and formed at the construction site. This method can better adapt to the needs of complex bridge structures and is mostly used for large continuous bridges. There are currently two main types of common box girders, one is prestressed reinforced concrete box girder and the other is steel box girder. Among them, prestressed reinforced concrete box girders are constructed on-site. In addition to longitudinal prestress, some are also equipped with transverse prestress; while steel box girders are generally processed in the factory and then transported to the site for installation. There are all-steel structures and some reinforced concrete pavement layers.
[0003] In bridge engineering, as the bridge wears out, and as a result of factors such as bearing damage and natural disasters, the beam will experience longitudinal and lateral deviations and bearing damage, which usually requires traffic closure for maintenance. The commonly used maintenance method in the prior art is to set up a steel pipe bracket on the original ground or at the pedestal, first lift the beam and then replace the bearing, and install a lifting device on the pier to correct the longitudinal, lateral and vertical deviations of the bridge one by one. However, this construction method may, on the one hand, affect the inability to reset the beam, resulting in eccentric compression on the pier top; and it also has the disadvantages of high construction cost and long construction period.
[0004] Therefore, it is necessary to design a method for the longitudinal and transverse combined jacking and resetting of the cast-in-place prestressed continuous box girder with high piers on the ramp, which can enable the single-unit multi-span cast-in-place box girder to move horizontally longitudinally and transversely, complete the overall longitudinal and transverse same-body and same-position resetting, and restore the bearing to the designed position, which has positive significance for the construction and maintenance of the bridge. Summary of the invention
[0005] The purpose of the present invention is to provide a method for the longitudinal and transverse combined jacking and resetting of the cast-in-place prestressed continuous box girder of the high pier of the ramp, so as to solve the problem that the bridge correction project under the existing technology needs to correct the longitudinal, transverse and vertical directions of the bridge one by one, resulting in a long construction period and high construction cost.
[0006] In order to achieve the above object, the basic scheme provided by the present invention is: a method for longitudinal and transverse combined jacking and resetting of cast-in-place prestressed continuous box beams of ramp high piers, comprising the following steps: S1: Construction workers built an operating platform at the abutment of Pier 0 and a double-row steel pipe scaffold at Pier 1. At the same time, hangers were installed on the upper tie beams of Piers 3 and 4 as temporary operating platforms; S2: The construction workers will paste the carbon fiber cloth on the parts above the upper tie beam of pier No. 1, pier No. 2, pier No. 3 and pier No. 4; S3: The construction workers use displacement electronic sensors to measure the coordinate information of the box girder support and use pressure sensors to obtain the weight information of the bridge; S4: Construction workers installed several hydraulic jacks on piers 1, 2, 3 and 4 according to the weight of the box girder and the lifting requirements; S5: The construction workers control the hydraulic jacks on piers 2 and 3 through the PLC controller to perform vertical lifting; S6: After the vertical jacking is completed, a temporary pier column limit device is installed at the transverse limit block at the bottom of the box beam, and the original support is replaced with a temporary slide support. At the same time, a longitudinal jacking reaction support is set at the bottom of the box beam; the longitudinal resetting of the box beam can be completed by applying a horizontal force to the reaction support through a hydraulic jack; S7: The construction personnel install the reaction support on the cap beam horizontally and install the horizontal hydraulic jack. After the installation is completed, the horizontal hydraulic jack is controlled by the PLC controller to push the box beam horizontally. S8: After the box girder is lifted horizontally, the fixing bolts on the support are removed, and the connection between the support top plate and the original embedded steel plate is released. Then, the hydraulic jacks on the No. 1, No. 2, No. 3 and No. 4 piers are controlled by the PLC controller to lift them up simultaneously. After the original support is emptied by 2 mm, the original support is taken out and replaced with a new one. S9: The construction workers use the PLC to control the hydraulic jack to slightly increase the pressure, then slowly reduce the pressure, and finally let the hydraulic jack fall back to the support smoothly.
[0007] The beneficial effects of the present invention are as follows: (1) the present invention adopts a method of combined longitudinal and transverse lifting and resetting to enable a single-unit multi-span cast-in-place box girder to move horizontally longitudinally and transversely, complete the overall longitudinal and transverse same-body and same-position resetting, and restore the support to the designed position; (2) at the same time, carbon fiber cloth is pasted on the pier column above the upper tie beam, and the pier column is transversely wrapped with carbon fiber cloth, which can effectively restrain the concrete inside. The transverse expansion of the concrete caused by the increase of the axial pressure of the pier column will cause the carbon fiber wrapped around the seismic component to produce circumferential stretching, thereby increasing the lateral restraint force to achieve a reinforcement effect; (3) by setting a temporary limit device, the position control constraint during the lifting of the prestressed cast-in-place box girder is guaranteed.
[0008] Option 2, which is the preferred basic option, in S1, the double-row steel pipe scaffolding is constructed with steel pipes with a diameter of 48mm and a thickness of 3.5mm. The horizontal spacing between the steel pipes is 1.5m, the vertical spacing is 1.5m, and the step distance is 1.8m. Scaffolding boards are laid on the construction working layer of the double-row steel pipe scaffolding, and a net is installed under the construction working layer of the double-row steel pipe scaffolding. A safety net is installed on the outside of the double-row steel pipe scaffolding; the stability of the double-row support is guaranteed to facilitate construction by the staff.
[0009] Solution three is the preferred basic solution. In S1, the hanger is made of L50×5mm angle steel, and the top of the hanger is connected to the upper tie beam by bolts, which ensures the stability of the hanger and facilitates construction by workers.
[0010] Scheme 4 is the preferred embodiment of the basic scheme. In S2, the carbon fiber cloth pasting steps are as follows: Step 1: Use a wire wheel angle grinder to grind the surface of the pier column, remove the deteriorated layer on the concrete surface, and use a hair dryer to blow away the grinding debris; Step 2: Use a roller brush to apply the prepared primer on the pier. The edge of the primer surface should be larger than the size of the carbon fiber cloth to be pasted; Step 3: After the primer is dry, if there are defects, pits, sunken corners, or height differences at the template joints on the pasting surface, use leveling glue to repair and level them; Step 4: Apply adhesive evenly on the surface of the pier column and the carbon fiber cloth, and attach the carbon fiber cloth to the concrete surface coated with adhesive; then use a special rubber roller to apply pressure on the carbon fiber cloth along the fiber direction and roll it in one direction to remove excess adhesive liquid, so that the carbon fiber cloth and the pier column are fully bonded; this can prevent the damage to the pier column concrete during the jacking process and strengthen the pier column.
[0011] Scheme 5 is the preferred basic scheme. In S5, the lifting amount of pier No. 2 is 13 cm, and the lifting amount of pier No. 3 is 10 cm. The lifting of piers No. 2 and 3 is divided into 5 levels for loading, and the loading rate is ≤2 mm / min; it is convenient for staff to observe each observation point and reflect the measurement situation in time.
[0012] Option six is the preferred basic option. After each level of jacking is completed, 2 cm thick steel plates are piled up and polytetrafluoroethylene slide plates are set on the top surface; installing polytetrafluoroethylene slide plates facilitates the jacking and resetting work of the box girder.
[0013] Scheme seven is the preferred basic scheme. In S7, the lateral thrust is 6 cm and is loaded in three levels, with a loading rate of ≤2 mm / min. This makes it easy for staff to observe each observation point and reflect the measurement situation in a timely manner.
[0014] Scheme 8: This is the preferred basic scheme. In S8, the steps for replacing the support are: A: After removing the original support, draw a cross line according to the center position of the original cushion stone, and use this as a reference to determine the size range of the widened cushion stone. Roughen and clean the pier top and beam bottom within the widened range. B: Use adhesive steel to connect the support and the bottom of the beam, and use the adhesive steel as a wedge for leveling to adjust the angle of the steel plate; C: Mark the location of the reinforcement holes on the top of the pier and drill the holes. After the holes are drilled, use a brush and clean compressed air to clean the holes and keep them basically dry. D: Slowly insert the steel bar into the hole to the embedding depth, and at the same time ensure that the glue overflows from the hole and scrape it off; E: After the embedded reinforcement is solidified, the steel bars are tied and the formwork is installed according to the edge line of the widened pad stone. Epoxy concrete is poured in the formwork. After the epoxy concrete castable is dry, the new support is fixed on the epoxy concrete. BRIEF DESCRIPTION OF THE DRAWINGS
[0015] Figure 1 It is a construction top view of a method for longitudinal and transverse combined jacking and resetting of a ramp high pier cast-in-place prestressed continuous box girder according to the present invention; Figure 2 It is a front view of the scaffolding construction in the method of longitudinal and transverse combined jacking and resetting of the cast-in-place prestressed continuous box girder of the ramp high pier of the present invention; Figure 3 It is a side view of the scaffolding construction in the method of longitudinal and transverse combined jacking and resetting of the cast-in-place prestressed continuous box girder of a ramp high pier according to the present invention; Figure 4 It is a front view of the hanger construction in a method for longitudinal and transverse combined jacking and resetting of a cast-in-place prestressed continuous box girder of a ramp high pier according to the present invention; Figure 5 It is a schematic diagram of the arrangement of vertical jacking points at the abutment of the No. 0 pier in a method for longitudinal and transverse combined jacking and resetting of a cast-in-place prestressed continuous box girder of a ramp high pier according to the present invention; Figure 6 It is a schematic diagram of the arrangement of the vertical jacking points of piers No. 1, No. 2 and No. 3 in a method for longitudinal and transverse combined jacking and resetting of cast-in-place prestressed continuous box beams of high piers of a ramp according to the present invention; Figure 7 It is a schematic diagram of the arrangement of vertical jacking points of pier No. 4 in a method for longitudinal and transverse combined jacking and resetting of a cast-in-place prestressed continuous box girder of a ramp high pier according to the present invention; Figure 8 It is a schematic diagram of the arrangement of transverse jacking points at the abutment of the No. 0 pier in a method for longitudinal and transverse combined jacking and resetting of a cast-in-place prestressed continuous box girder of a ramp high pier according to the present invention; Fig. 9It is a schematic diagram of the arrangement of the transverse jacking points of piers No. 1, No. 2 and No. 3 in a method for longitudinal and transverse combined jacking and resetting of cast-in-place prestressed continuous box beams of high piers of a ramp according to the present invention; Fig.10 It is a schematic diagram of the arrangement of the transverse jacking points of the No. 4 pier in a method for longitudinal and transverse combined jacking and resetting of a cast-in-place prestressed continuous box girder of a ramp high pier according to the present invention; Fig.11 It is a schematic diagram of the installation of a reaction force support during transverse jacking in a method for longitudinal and transverse combined jacking and resetting of a cast-in-place prestressed continuous box girder of a ramp high pier according to the present invention; Fig.12 It is a schematic diagram of the installation of a hydraulic jack during longitudinal jacking in a method for longitudinal and transverse combined jacking and resetting of a cast-in-place prestressed continuous box girder of a ramp high pier according to the present invention; Fig.13 It is a schematic diagram of the arrangement of the position of the limit device in the method for longitudinal and transverse combined jacking and resetting of the cast-in-place prestressed continuous box girder of the high pier of the ramp according to the present invention; Fig.14 It is a site view of a temporary limiting device for a pier in a method for longitudinal and transverse combined jacking and resetting of a cast-in-place prestressed continuous box girder of a ramp high pier according to the present invention. DETAILED DESCRIPTION
[0016] The present invention is further described in detail below through specific embodiments: The figure numbers in the drawings of the specification include: 1. scaffolding; 2. hanger; 3. hydraulic jack; 4. temporary support point; 5. reaction support; 6. box girder.
[0017] Example A method for vertical and horizontal combined lifting and resetting of cast-in-place prestressed continuous box beams of high piers of ramps, such as Figures 1 to 14 The following steps are shown: S1: Before resetting the box girder 6, traffic control is first carried out on the construction section. When the box girder 6 resetting work begins, the construction personnel first build an operating platform at the abutment of pier No. 0, and set up a double-row steel pipe scaffolding 1 at pier No. 1. The double-row steel pipe scaffolding 1 is constructed with steel pipes with a diameter of 48mm and a thickness of 3.5mm. The horizontal spacing between the steel pipes is 1.5m, the vertical spacing is 1.5m, and the step distance is 1.8m. Scaffolding boards are laid on the construction working layer of the double-row steel pipe scaffolding 1, and a net is installed under the construction working layer of the double-row steel pipe scaffolding 1. A safety net is installed on the outside of the double-row steel pipe scaffolding 1; at the same time, a hanger 2 is installed on the upper tie beam of piers No. 3 and pier No. 4 as a temporary operating platform. The hanger 2 is made of L50×5mm angle steel, and the top of the hanger 2 is bolted to the upper tie beam.
[0018] S2: Then the construction workers will paste the carbon fiber cloth on the parts above the upper tie beam of pier No. 1, pier No. 2, pier No. 3 and pier No. 4; first use a wire wheel angle grinder to grind the surface of the pier to remove the deteriorated layer on the concrete surface, and use a hair dryer to blow away the grinding debris, then use a roller brush to apply the prepared primer on the pier. The boundary of the primer application surface should be larger than the size of the carbon fiber cloth to be pasted. After waiting for the primer to dry, if there are defects, potholes, concave corners, and height differences at the template joints on the pasting surface, use leveling glue to trim and level them. Finally, evenly apply adhesive on the surface of the pier and the carbon fiber cloth, and attach the carbon fiber cloth to the concrete surface coated with adhesive; then use a special rubber roller to apply pressure on the carbon fiber cloth along the fiber direction and roll it in one direction to remove excess adhesive liquid so that the carbon fiber cloth and the pier are fully bonded.
[0019] S3: The construction workers then use displacement electronic sensors to measure the coordinate information of the box girder 6 supports and use pressure sensors to obtain the weight information of the bridge.
[0020] S4: The construction personnel set up several temporary support points 4 and hydraulic jacks 3 on piers 1, 2, 3 and 4 according to the measured coordinate information of the box girder 6 support, the weight of the box girder 6 and the lifting requirements.
[0021] S5: Then the construction workers controlled the hydraulic jacks 3 on piers No. 2 and 3 through the PLC controller to perform vertical lifting, wherein the lifting amount of pier No. 2 was 13 cm, and the lifting amount of pier No. 3 was 10 cm. The lifting of piers No. 2 and 3 was divided into 5 levels for loading, and the loading rate was ≤2 mm / min. After each level of lifting was completed, 2 cm thick steel plates were piled up and Teflon slide plates were set on the top surface.
[0022] S6: After the vertical jacking is completed, a temporary pier limit device is installed at the transverse limit block at the bottom of the box beam 6, and the original support is replaced with a temporary slide support. At the same time, a longitudinal jacking reaction support 5 is set at the bottom of the box beam 6; the longitudinal resetting of the box beam 6 can be completed by applying a horizontal force to the reaction support 5 through the hydraulic jack 3.
[0023] S7: Then the construction workers install the reaction support 5 horizontally on the cap beam and install the horizontal hydraulic jack 3. After the installation is completed, the horizontal hydraulic jack 3 is controlled by the PLC controller to push the box beam 6 horizontally. The horizontal pushing amount is 6cm and is divided into 3 levels of loading. The loading rate is ≤2mm / min.
[0024] S8: After the box girder 6 is lifted horizontally, the fixing bolts on the support are removed, and the connection between the support top plate and the original embedded steel plate is released. Then, the hydraulic jacks 3 on piers 1, 2, 3 and 4 are controlled by the PLC controller to lift them up simultaneously, so that the original support is emptied by 2 mm, and then the original support is taken out and replaced with a new one. When replacing the new support, the original support is first removed, and then a cross line is drawn according to the center position of the original cushion stone, and the size range of the widened cushion stone is determined based on this. The pier top and beam bottom within the widened range are roughened and Clean up; then use steel glue to connect the support and the bottom of the beam, and use the steel glue as a wedge for leveling to adjust the angle of the steel plate; then mark the location of the reinforcement drilling hole on the pier top and drill the hole. After the hole is formed, use a brush and clean compressed air to clean the hole and keep it basically dry; then slowly insert the steel bar into the hole to the embedding depth, while ensuring that the glue overflows from the hole and scrapes it off; finally, wait for the reinforcement to solidify, tie the steel bars and install the formwork according to the edge line of the widened pad stone, and pour epoxy concrete in the formwork. After the epoxy concrete castable is dry, fix the new support on the epoxy concrete.
[0025] S9: Finally, the construction personnel control the hydraulic jack 3 through the PLC to slightly increase the pressure, then slowly reduce the pressure, and finally make the hydraulic jack 3 fall back to the support steadily, thus completing the resetting work of the box girder 6.
[0026] In summary, the above method adopts the method of combined longitudinal and transverse jacking and resetting, which not only enables the single-unit multi-span cast-in-place box girder to move horizontally and longitudinally, completes the overall longitudinal and transverse same-body and same-position resetting, and restores the support to the designed position, but also carbon fiber cloth is pasted on the pier column above the upper tie beam, and the carbon fiber cloth is used to transversely wrap the pier column, thereby improving the bearing capacity and seismic resistance of the pier column, and can effectively prevent the pier column from being damaged during the jacking process.
[0027] The above is only an embodiment of the present invention, and the common knowledge such as the known specific structure and characteristics in the scheme is not described in detail here. It should be pointed out that for those skilled in the art, several deformations and improvements can be made without departing from the structure of the present invention, which should also be regarded as the protection scope of the present invention, and these will not affect the effect of the implementation of the present invention and the practicality of the patent. The scope of protection required by this application shall be based on the content of its claims, and the specific implementation methods and other records in the specification can be used to interpret the content of the claims.
Claims
1. A method for longitudinal and transverse combined lifting and resetting of cast-in-place prestressed continuous box beams of ramp high piers, characterized in that: The following steps are involved: S1: Construction workers built an operating platform at the abutment of Pier 0 and erected a double-row steel pipe scaffolding (1) at Pier 1. At the same time, they installed hangers (2) on the upper tie beams of Piers 3 and 4 as a temporary operating platform. S2: The construction workers will paste the carbon fiber cloth on the parts above the upper tie beam of pier No. 1, pier No. 2, pier No. 3 and pier No. 4; S3: The construction personnel use a displacement electronic sensor to measure and obtain the coordinate information of the support of the box girder (6), and use a pressure sensor to obtain the weight information of the bridge; S4: The construction personnel set up several temporary support points (4) and hydraulic jacks (3) on pier No. 1, pier No. 2, pier No. 3 and pier No. 4 according to the weight of the box girder (6) and the lifting requirements; S5: The construction personnel control the hydraulic jacks (3) on the pier No. 2 and pier No. 3 through the PLC controller to perform vertical lifting; S6: After the vertical jacking is completed, a temporary pier column limit device is installed at the horizontal limit block at the bottom of the box beam (6), and the original support is replaced with a temporary slide support. At the same time, a longitudinal jacking reaction support (5) is set at the bottom of the box beam (6); the box beam (6) is longitudinally reset by applying a horizontal force to the reaction support (5) through a hydraulic jack (3); S7: The construction personnel install the reaction support (5) on the cap beam transversely and install the transverse hydraulic jack (3). After the installation is completed, the transverse hydraulic jack (3) is controlled by the PLC controller to push the box beam (6) transversely. S8: After the box girder (6) is lifted horizontally, the fixing bolts on the support are removed, and the connection between the support top plate and the original embedded steel plate is released. Then, the hydraulic jacks (3) on the No. 1 pier, the No. 2 pier, the No. 3 pier and the No. 4 pier are controlled by the PLC controller to lift them upward at the same time. After the original support is emptied by 2 mm, the original support is taken out and replaced with a new one. S9: The construction personnel control the hydraulic jack (3) through the PLC to slightly increase the pressure, then slowly reduce the pressure, and finally make the hydraulic jack (3) fall back to the support smoothly.
2. The method for longitudinal and transverse combined lifting and resetting of a cast-in-place prestressed continuous box girder with high ramp piers according to claim 1 is characterized in that: In S1, the double-row steel tube scaffold (1) is constructed using steel tubes with a diameter of 48 mm and a thickness of 3.5 mm, the lateral spacing between the steel tubes is 1.5 m, the longitudinal spacing is 1.5 m, and the step distance is 1.8 m; scaffolding boards are laid on the construction working layer of the double-row steel tube scaffold (1), a net is installed below the construction working layer of the double-row steel tube scaffold (1), and a safety net is installed on the outside of the double-row steel tube scaffold (1).
3. The method for longitudinal and transverse combined lifting and resetting of a ramp high pier cast-in-place prestressed continuous box girder according to claim 1, characterized in that: In S1, the hanger (2) is made of angle steel of L50×5 mm, and the top of the hanger (2) is bolted to the upper tie beam.
4. The method for longitudinal and transverse combined lifting and resetting of a cast-in-place prestressed continuous box girder with high ramp piers according to claim 1 is characterized in that: In S2, the steps of pasting the carbon fiber cloth are as follows: Step 1: Use a wire wheel angle grinder to grind the surface of the pier column, remove the deteriorated layer on the concrete surface, and use a hair dryer to blow away the grinding debris; Step 2: Use a roller brush to apply the prepared primer on the pier. The edge of the primer surface should be larger than the size of the carbon fiber cloth to be pasted; Step 3: After the primer is dry, if there are defects, pits, sunken corners, or height differences at the template joints on the pasting surface, use leveling glue to repair and level them; Step 4: Apply adhesive evenly on the surface of the pier and the carbon fiber cloth, and attach the carbon fiber cloth to the concrete surface coated with adhesive; then use a special rubber roller to apply pressure on the carbon fiber cloth along the fiber direction and roll it in one direction to remove excess adhesive liquid, so that the carbon fiber cloth and the pier are fully bonded.
5. The method for longitudinal and transverse combined lifting and resetting of a cast-in-place prestressed continuous box girder with high ramp piers according to claim 1 is characterized in that: In S5, the lifting amount of the No. 2 pier is 13 cm, and the lifting amount of the No. 3 pier is 10 cm. The lifting of the No. 2 and No. 3 piers is divided into 5 levels for loading, and the loading rate is ≤2mm / min.
6. The method for longitudinal and transverse combined lifting and resetting of a cast-in-place prestressed continuous box girder of a ramp high pier according to claim 5, characterized in that: After each level of lifting is completed, 2 cm thick steel plates are piled up and a polytetrafluoroethylene sliding plate is set on the top surface.
7. The method for longitudinal and transverse combined lifting and resetting of a cast-in-place prestressed continuous box girder with high ramp piers according to claim 1, characterized in that: In S7, the lateral thrust was 6 cm and loaded in three stages with a loading rate of ≤2 mm / min.
8. The method for longitudinal and transverse combined lifting and resetting of a cast-in-place prestressed continuous box girder with high ramp piers according to claim 1, characterized in that: In S8, the steps for bearing replacement are: A: After removing the original support, draw a cross line according to the center position of the original cushion stone, and use this as a reference to determine the size range of the widened cushion stone. Roughen and clean the pier top and beam bottom within the widened range. B: Use adhesive steel to connect the support and the bottom of the beam, and use the adhesive steel as a wedge for leveling to adjust the angle of the steel plate; C: Mark the location of the reinforcement holes on the top of the pier and drill the holes. After the holes are drilled, use a brush and clean compressed air to clean the holes and keep them basically dry. D: Slowly insert the steel bar into the hole to the embedding depth, and at the same time ensure that the glue overflows from the hole and scrape it off; E: After the embedded reinforcement is solidified, the steel bars are tied and the formwork is installed according to the edge line of the widened pad stone. Epoxy concrete is poured in the formwork. After the epoxy concrete castable is dry, the new support is fixed on the epoxy concrete.