A method for repairing a pier body inclined by a landslide

Abstract

This invention discloses a repair method for bridge pier tilting caused by landslides, belonging to the field of bridge repair technology. The method includes the following steps: installation of lower steel pipe columns; pouring of micro-expansion concrete; installation of middle columns and steel platforms; and installation of the upper support structure and box girder. This invention directly replaces the original tilted pier with the removed support structure, eliminating the need to recast new piers. This significantly shortens repair time and saves costs, effectively addressing the threat to bridge safety posed by natural disasters such as landslides, and is suitable for widespread application.

Description

Technical Field

[0001] This invention belongs to the field of bridge repair technology, and in particular relates to a repair construction method for pier tilting caused by landslides. Background Technology

[0002] Due to geological disasters such as earthquakes and landslides, bridge piers sometimes shift, significantly impacting traffic flow and bridge safety. Currently, there is no systematic method for pier repair, and bridge repairs often require substantial manpower and resources, resulting in low efficiency. Therefore, providing a systematic and cost-effective method for quickly repairing tilted piers is a crucial technical problem that needs to be solved by those skilled in the art. Summary of the Invention

[0003] The purpose of this invention is to provide a repair construction method for landslides that cause the pier to tilt, thereby overcoming the shortcomings of the prior art.

[0004] To achieve the above-mentioned objectives, the technical solution adopted by this invention is as follows:

[0005] A repair method for a pier that has tilted due to a landslide includes the following steps:

[0006] S1: Install the lower steel pipe columns on the foundation of the pier cap pile. The lower steel pipe columns are arranged on both sides of the inclined pier column. After the lower steel pipe columns on one side are installed, immediately install the horizontal bracing and pour micro-expansion concrete.

[0007] S2: Construct a temporary steel pipe column foundation on one side of the two rows of lower steel pipe columns, extending beyond the bridge. Install the temporary steel pipe columns when the concrete strength in the foundation reaches 85%.

[0008] S3: Install the middle steel pipe column at the upper pipe opening of the lower steel pipe column. Immediately after completion, install the horizontal bracing and pour micro-expansion concrete. After the micro-expansion concrete reaches the design strength, build a steel platform at the top of the middle steel pipe column.

[0009] S4: After the steel platform is built, due to the limited space above, the temporary box girder is first hoisted to the front and rear sides of the steel platform, and then the temporary box girder is raised using jacks. Finally, the top support structure is installed between the steel platform and the temporary box girder.

[0010] S5: After the top support structure is installed, install the bearing pads on the temporary box girder and carry out the jacking operation of the bridge to separate the bearings and pads of the cap beam from the bridge, and then carry out the dismantling of the cap beam and inclined pier.

[0011] S6: After the demolition is completed, install the longitudinal horizontal bracing, then lift the temporary box girder a second time to install the permanent box girder and support plate, and weld the diagonal bracing between the bottom of the permanent box girder and the steel pipe column.

[0012] S7: After the diagonal bracing is welded, the temporary box girder is lowered and removed, completing the support conversion between the temporary box girder and the middle cross beam;

[0013] S8: Finally, paint all steel structures, take rust prevention measures, and complete the construction.

[0014] Preferably, the lower steel pipe column in S1 is welded from multiple sections of steel pipe with a diameter of 1400mm and a wall thickness of 20mm. To reduce the deviation caused by welding at the vertical connection points of the steel pipes, each lower steel pipe column should be leveled and welded on the ground. When leveling and welding on the ground is restricted, four cross-shaped limiting plates are welded in advance at the upper pipe opening position to facilitate the smooth connection of the pipe openings during vertical docking. On site, the installation height of each row of steel pipes is not on the same horizontal line, thus meeting the requirement of staggered arrangement of the weld joints.

[0015] Preferably, to prevent secondary displacement of the inclined pier during dismantling, an H400×400 limiting steel section is welded onto the steel pipe column to limit the inclined pier. A 10mm gap is left between the limiting steel section and the inclined pier to reduce disturbance to the steel pipe column when the inclined pier is cut.

[0016] Preferably, the temporary steel pipe column foundation in S2 is an independent foundation with dimensions of 2.4×2.6×0.6 meters. The concrete foundation is replaced with rubble within a 0.4-meter range. After the rubble is backfilled and leveled, a φ16@200 steel mesh is laid in two layers, top and bottom, and stirrups are used as supports for the steel mesh. At the same time, a 20mm thick temporary column base steel plate needs to be pre-embedded in the foundation. The steel plate is anchored at the bottom of the foundation using φ25 steel bars, and the connection between the steel plate and the steel bars is achieved by caulking welding.

[0017] Preferably, the steel platform in S3 is supported by brackets welded to the steel pipe column as lateral support points, and the steel platform extends to the temporary steel pipe column as a platform for transferring waste slag, which facilitates the operation of the crane.

[0018] Preferably, the steel platform uses I56 double-jointed I-beams as the main beams, which are erected longitudinally. Each main beam is arranged left and right according to the position of the corbel support and the concrete column, but there must be a 30cm gap between it and the concrete column. The secondary beams use I18 double-jointed I-beams, which are erected laterally, with a spacing of 30cm between them and the concrete column. All main beams and secondary beams are fixedly connected by welding. After fixing the position, 6mm steel plates are laid on the upper part of the erected support. The steel plates are welded and fixed to the secondary beams. A rail is fixed to the top of the steel plate, and a railcar slides on the rail. The thickness of the steel plate is laid according to the stress position. Two layers of 6mm steel plates are laid at the rail installation position.

[0019] Preferably, steel guardrails are welded onto the I56 double-span main beams at the edge of the steel platform.

[0020] Preferably, the top support structure in S4 includes: upper steel pipe columns and column top steel plates. Before installation, the temporary box girder needs to be pushed up to 5cm above the column top steel plate, and then the upper steel pipe columns are welded. After the upper steel pipe columns are welded, the temporary box girder is lowered onto the column top steel plate, and the positions on both sides are adjusted. The positions of the temporary box girder on both sides are then finely adjusted using a mounting plate.

[0021] Preferably, in order to ensure the safe dismantling and convenient operation of the inclined pier under the cap beam in S5, a temporary steel platform needs to be set up 3 meters below the erected steel platform on site as a temporary space for workers and construction equipment. The space of the steel platform is only guaranteed to provide a passage for workers to walk and a temporary place for equipment when dismantling the inclined pier.

[0022] Preferably, in S7, when converting between temporary and permanent box girder supports, the stress changes of the entire bridge structure need to be monitored. Before the jacking begins, the elevation of the bridge bearings and the overall stress of the bridge need to be obtained from the original design unit. At the same time, a dedicated measurement and monitoring unit is arranged on site to monitor the stress at the bridge piers and the overall stress of the bridge during the construction process.

[0023] The present invention provides a repair construction method for landslide-induced tilting of piers, which has the following advantages compared with the prior art:

[0024] This invention directly replaces the original inclined pier with the support structure of the removed inclined pier, eliminating the need to recast new piers. This greatly shortens the repair time and saves costs, effectively solving the threat to bridge safety posed by natural disasters such as landslides, and is suitable for widespread application. Attached Figure Description

[0025] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on the provided drawings without creative effort.

[0026] Figure 1 This is a front view of the present invention;

[0027] Figure 2 This is a side view of the present invention;

[0028] Figure 3 This is a top view of the present invention.

[0029] In the diagram: 1-Steel pipe column, 2-Temporary steel pipe column, 3-Steel platform, 4-Horizontal brace, 5-Limiting steel, 6-Inclined pier, 7-Railway, 8-Rail car, 9-Corner support, 10-Temporary steel platform. Detailed Implementation

[0030] The technical solution of the present invention will be further described below with reference to the accompanying drawings and embodiments:

[0031] refer to Figure 1-3 As shown, the present invention provides a repair construction method for a pier that has tilted due to a landslide, comprising the following steps:

[0032] S1: Install lower steel pipe columns 1 on the foundation of the pier cap piles. The lower steel pipe columns 1 are arranged on both sides of the inclined pier column 6. After the installation of the lower steel pipe columns 1 on one side is completed, immediately install the horizontal bracing 4 and pour micro-expansion concrete. Preferably, there are 8 steel pipe columns 1, 4 on one side, with steel pipes of 1400mm in diameter and 20mm in wall thickness, and the column spacing is 5.2m. The inside is filled with C40 micro-expansion concrete. The horizontal bracing 4 is made of steel pipes of 800mm in diameter and 20mm in wall thickness.

[0033] S2: A foundation for a temporary steel pipe column 2 is established on one side of the two rows of lower steel pipe columns 1 and at a position extending outside the bridge. When the concrete strength in the foundation reaches 85%, the temporary steel pipe column 2 is installed. Preferably, the temporary steel pipe column 2 is a steel pipe with a diameter of 1200mm and a wall thickness of 20mm.

[0034] S3: Install the middle steel pipe column 1 at the upper pipe opening of the lower steel pipe column 1. Immediately after completion, install the horizontal brace 4 and pour micro-expansion concrete. After the micro-expansion concrete reaches the design strength, build a steel platform 3 at the top of the middle steel pipe column 1.

[0035] S4: After the steel platform 3 is built, due to the limited space above, the temporary box girder is first hoisted to the front and rear sides of the steel platform 3, and then the temporary box girder is raised using jacks. Then, the top support structure is installed between the steel platform 3 and the temporary box girder.

[0036] S5: After the top support structure is installed, install the bearing pad on the temporary box girder and carry out the jacking operation of the bridge to separate the bearing and pad of the cap beam from the bridge, and then carry out the dismantling of the cap beam and inclined pier 6.

[0037] S6: After the dismantling is completed, install the longitudinal horizontal bracing, and then lift the temporary box girder a second time to install the permanent box girder and support plate, and weld the diagonal bracing between the bottom of the permanent box girder and the steel pipe column 1.

[0038] S7: After the diagonal bracing is welded, the temporary box girder is lowered and removed, completing the support conversion between the temporary box girder and the middle cross beam;

[0039] S8: Finally, paint all steel structures, take rust prevention measures, and complete the construction.

[0040] As a preferred embodiment, the lower steel pipe column 1 in S1 is welded from multiple sections of steel pipe with a diameter of 1400mm and a wall thickness of 20mm. In order to reduce the deviation of the vertical connection points of the steel pipes during welding, each lower steel pipe column 1 should be leveled and welded on the ground. When leveling and welding on the ground is restricted, four cross-shaped limiting plates are welded in advance at the upper pipe opening position to facilitate the smooth connection of the pipe openings during vertical docking. The installation height of each row of steel pipes on site is not on the same horizontal line, thus meeting the requirement of staggered arrangement of the weld joints.

[0041] As a preferred embodiment, in order to prevent secondary displacement of the inclined pier 6 during the demolition process, an H400×400 limiting steel 5 is welded onto the steel pipe column 1 to limit the inclined pier 6. A 10mm gap is left between the limiting steel 5 and the inclined pier 6 to reduce the disturbance to the steel pipe column 1 when the inclined pier 6 is cut.

[0042] In a preferred embodiment, the temporary steel pipe column foundation in S2 is an independent foundation with dimensions of 2.4×2.6×0.6 meters. The concrete foundation is replaced with rubble within a 0.4-meter range. After the rubble is backfilled and leveled, a φ16@200 steel mesh is laid in two layers, top and bottom, and stirrups are used to support the steel mesh. At the same time, a 20mm thick temporary column base steel plate needs to be pre-embedded in the foundation. The steel plate is anchored at the bottom of the foundation using φ25 steel bars, and the connection between the steel plate and the steel bars is achieved by caulking welding.

[0043] In a preferred embodiment, the steel platform 3 in S3 is supported by a corbel support 9 welded to the steel pipe column 1 as a lateral support point, and the steel platform 3 extends to the temporary steel pipe column 2 as a platform for transferring waste slag, which facilitates the operation of the crane.

[0044] As a preferred embodiment, the steel platform 3 uses I56 double-jointed I-beams as the main beams, which are erected longitudinally. Each main beam is arranged to the left and right of the position of the corbel support 9 and the concrete column, but there must be a 30cm gap between it and the concrete column. The secondary beams are erected laterally using I18 double-jointed I-beams, with an erection spacing of 30cm, and a 30cm gap between them and the concrete column. All main beams and secondary beams are fixedly connected by welding. After the position is fixed, a 6mm steel plate is laid on the upper part of the erected support. The steel plate is welded and fixed to the secondary beam. A rail 7 is fixed on the top of the steel plate, and a railcar 8 is slidably installed on the rail 7. The thickness of the steel plate is laid according to the stress position. Two layers of 6mm steel plates are laid at the installation position of the rail 7.

[0045] As a preferred embodiment, a steel guardrail is welded onto the I56 double-span main beam at the edge of the steel platform 3.

[0046] As a preferred embodiment, the top support structure in S4 includes: an upper steel pipe column 1 and a column top steel plate. Before installation, the temporary box girder needs to be pushed up to 5cm above the column top steel plate, and then the upper steel pipe column 1 is welded. After the upper steel pipe column 1 is welded, the temporary box girder is lowered onto the column top steel plate, and the positions on both sides are adjusted. The positions of the temporary box girder on both sides are then finely adjusted using a mounting plate.

[0047] As a preferred embodiment, in order to ensure the safe dismantling and convenient operation of the inclined pier 6 under the cap beam in S5, a temporary steel platform 10 needs to be set up 3 meters below the erected steel platform 3 on site as a temporary space for workers and construction equipment. The space of the steel platform 3 is only guaranteed to provide a passage for workers to walk and a temporary place for equipment when dismantling the inclined pier 6.

[0048] As a preferred embodiment, in S7, when converting between temporary and permanent box girder supports, the stress changes of the entire bridge structure need to be monitored. Before the jacking begins, the elevation of the bridge bearings and the overall stress of the bridge need to be obtained from the original design unit. At the same time, a dedicated measurement and monitoring unit is arranged on-site to monitor the stress of the six bridge piers and the overall bridge during the construction process.

[0049] In the description of this application, it should be noted that the terms "upper," "lower," etc., indicating the orientation or positional relationship are based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this application. Unless otherwise expressly specified and limited, the terms "installed," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication between two elements. For those skilled in the art, the specific meaning of the above terms in this application can be understood according to the specific circumstances.

[0050] It should be noted that in this application, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0051] The above description is merely a specific embodiment of this application, enabling those skilled in the art to understand or implement this application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features claimed herein.

Claims

1. A repair construction method for a pier body tilted due to a landslide, characterized in that, Includes the following steps: S1: Install lower steel pipe columns on the foundation of the pier cap piles. The lower steel pipe columns are arranged on both sides of the inclined pier. After the installation of the lower steel pipe columns on one side is completed, immediately install the horizontal bracing and pour micro-expansion concrete. The lower steel pipe columns are welded from multiple sections of steel pipes with a diameter of 1400mm and a wall thickness of 20mm. In order to reduce the deviation caused by welding at the vertical connection points of the steel pipes, each lower steel pipe column should be leveled and welded on the ground. When leveling and welding on the ground is restricted, four cross-shaped limiting plates are welded at the upper pipe opening position in advance to facilitate the smooth connection of the pipe openings during vertical docking. The installation height of each row of steel pipes on site is not on the same horizontal line, which meets the requirement of staggered arrangement of the weld joints. S2: A temporary steel pipe column foundation shall be constructed on one side of the two rows of lower steel pipe columns, extending beyond the bridge. When the concrete strength in the foundation reaches 85%, the temporary steel pipe columns shall be installed. The temporary steel pipe column foundation shall be an independent foundation measuring 2.4×2.6×0.6 meters. The concrete foundation shall be replaced with rubble within a 0.4-meter range. After the rubble backfill is leveled, a φ16@200 steel mesh shall be laid in two layers, top and bottom, with stirrups used as supports for the steel mesh. At the same time, a 20mm thick temporary column base steel plate shall be pre-embedded in the foundation. The steel plate shall be anchored at the bottom of the foundation using φ25 steel bars, and the connection between the steel plate and the steel bars shall be achieved by caulking welding. S3: Install the middle steel pipe column at the upper pipe opening of the lower steel pipe column. Immediately after completion, install the horizontal bracing and pour micro-expansion concrete. After the micro-expansion concrete reaches the design strength, build a steel platform at the top of the middle steel pipe column. S4: After the steel platform is built, due to the limited space above, the temporary box girder is first hoisted to the front and rear sides of the steel platform, and then the temporary box girder is raised using jacks. Finally, the top support structure is installed between the steel platform and the temporary box girder. S5: After the top support structure is installed, install the bearing pads on the temporary box girder and carry out the jacking operation of the bridge to separate the bearings and pads of the cap beam from the bridge. Then carry out the dismantling of the cap beam and the inclined pier. In order to prevent the inclined pier from being displaced again during the dismantling process, weld H400×400 limiting steel on the steel pipe column to limit the inclined pier. Leave a 10mm gap between the limiting steel and the inclined pier to reduce the disturbance to the steel pipe column when the inclined pier is cut. S6: After the demolition is completed, install the longitudinal horizontal bracing, then lift the temporary box girder a second time to install the permanent box girder and support plate, and weld the diagonal bracing between the bottom of the permanent box girder and the steel pipe column. S7: After the diagonal bracing is welded, the temporary box girder is lowered and removed, completing the support conversion between the temporary box girder and the permanent box girder; S8: Finally, paint all steel structures, take rust prevention measures, and complete the construction.

2. The repair construction method for a pier tilted due to a landslide according to claim 1, characterized in that, The steel platform in S3 is supported laterally by brackets welded to the steel pipe columns, and the steel platform extends to the temporary steel pipe columns as a platform for transferring waste slag, which facilitates crane operation.

3. A repair construction method for a pier tilted due to a landslide, as described in claim 2, characterized in that, The steel platform uses I56 double-jointed I-beams as the main beams, which are erected longitudinally. Each main beam is arranged to the left and right according to the position of the corbel support and the concrete column, but there must be a 30cm gap between it and the concrete column. The secondary beams use I18 double-jointed I-beams, which are erected laterally, with a spacing of 30cm between them and the concrete column. All main beams and secondary beams are fixedly connected by welding. After the position is fixed, 6mm steel plates are laid on the upper part of the erected support. The steel plates are welded and fixed to the secondary beams. The top of the steel plates is fixed with rails, and a railcar slides on the rails. The thickness of the steel plates is laid according to the stress position. Two layers of 6mm steel plates are laid at the rail installation position.

4. A repair construction method for a pier tilted due to a landslide, as described in claim 3, characterized in that, Steel guardrails are welded onto the I56 double-span main beams at the edge of the steel platform.

5. A repair construction method for a pier tilted due to a landslide, as described in claim 1, characterized in that, The top support structure in S4 includes: upper steel pipe columns and column top steel plates. Before installation, the temporary box girder needs to be pushed up to 5cm above the column top steel plate, and then the upper steel pipe columns are welded. After the upper steel pipe columns are welded, the temporary box girder is lowered onto the column top steel plate, and the positions on both sides are adjusted. The positions of the temporary box girder on both sides are then finely adjusted using the mounting plate.

6. A repair construction method for a pier tilted due to a landslide, as described in claim 1, characterized in that, In S5, for the safe dismantling and convenient operation of the inclined piers under the cap beam, a temporary steel platform needs to be set up 3 meters below the erected steel platform on site. This platform will serve as a temporary space for workers and construction equipment. The space on the steel platform will only provide a passage for workers to walk and a temporary place for equipment during the dismantling of the inclined piers.

7. A repair construction method for a pier tilted due to a landslide, as described in claim 1, characterized in that, In S7, when converting between temporary and permanent box girder supports, the stress changes of the entire bridge structure need to be monitored. Before the jacking begins, the elevation of the bridge bearings and the overall stress of the bridge need to be obtained from the original design unit. At the same time, a dedicated unit is arranged on-site to monitor the stress at the bridge piers and the overall bridge during the construction process.

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