Repair construction method for pier body inclination caused by landslide

Abstract

The invention discloses a repairing construction method for pier body inclination caused by landslide, and belongs to the technical field of bridge repairing. Pouring micro-expansion concrete; middle stand columns and a steel platform are installed; and mounting the upper supporting structure and the box girder. The supporting structure for removing the inclined pier column is directly used for replacing an original inclined pier column, a new pier column does not need to be poured again, the repairing time is greatly shortened, the expenditure cost is saved, the threat of landslide and other natural disasters to bridge safety is effectively solved, and the method is suitable for wide popularization.

Description

Technical Field

[0001] The invention belongs to the technical field of bridge repair, and in particular relates to a repair construction method for a pier body that is tilted due to a landslide. Background Art

[0002] Due to the impact of geological disasters such as earthquakes and landslides, bridge piers sometimes deviate, which will greatly affect the passage of vehicles and the safety of bridges. However, there is no systematic method for repairing piers. The repair of bridges often requires a lot of manpower and material resources, and the repair efficiency is low. Therefore, how to provide a systematic method that can quickly repair tilted piers and save costs is a technical problem that technicians in this field urgently need to solve. Summary of the invention

[0003] The purpose of the present invention is to provide a repair construction method for a pier body tilted due to a landslide, so as to solve the deficiencies in the prior art.

[0004] In order to achieve the above-mentioned invention object, the technical solution adopted by the present invention is:

[0005] A repair construction method for a pier body tilted due to a landslide, comprising the following steps:

[0006] S1: Install the lower steel pipe columns on the foundation of the cap pile. 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, the horizontal support is installed immediately and the micro-expansion concrete is poured;

[0007] S2: A temporary steel tube column foundation is established on one side of the two rows of lower steel tube columns and extending outside the bridge. When the concrete strength in the foundation reaches 85%, the temporary steel tube columns are installed;

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

[0009] S4: After the steel platform is built, due to the limitation of the upper space, the temporary box beam is first hung on the front and rear sides of the steel platform, and then the temporary box beam is lifted up by the jack, and then the top support structure is installed between the steel platform and the temporary box beam;

[0010] S5: After the top support structure is installed, the bearing pad is installed on the temporary box girder, and the bridge is jacked up to separate the bearing and pad stone of the cap beam from the bridge, and then the cap beam and inclined pier are dismantled;

[0011] S6: After the demolition is completed, install the longitudinal horizontal brace, then lift the temporary box girder for the second time, install the permanent box girder and the support pad, and weld the diagonal brace between the bottom end of the permanent box girder and the steel pipe column;

[0012] S7: After the welding of the diagonal brace is completed, 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, all steel structures are painted, anti-rust measures are taken, and the construction is completed.

[0014] Preferably, the lower steel pipe column in S1 is welded from multiple sections of steel pipes 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 should be leveled and welded on the ground. When leveling welding on the ground is limited, 4 cross limit plates are welded at the upper pipe mouth in advance to facilitate vertical docking and smooth docking of the pipe mouths. The installation height of each row of steel pipes on site is not on the same horizontal line, so the requirements for staggered arrangement of welding joints are met.

[0015] Preferably, in order to prevent the inclined pier from secondary displacement during the dismantling process, H400×400 limiting steel is welded on the steel pipe column to limit the inclined pier, and a gap of 10 mm is left between the limiting steel and the inclined pier to reduce the disturbance of the steel pipe column when the inclined pier is cut.

[0016] Preferably, the temporary steel pipe column foundation in S2 has a size of 2.4×2.6×0.6 m independent foundation, and the 0.4 m range below the concrete foundation is replaced with flagstones. After the flagstones are backfilled and leveled, a φ16@200 steel mesh is laid with two layers of upper and lower layers, and horse stool bars are used as support for the steel mesh. At the same time, a temporary column bottom steel plate with a thickness of 20 mm is embedded in the foundation, and the steel plate is anchored at the bottom of the foundation with φ25 steel bars, and the steel plate and the steel bar are connected by caulking welding.

[0017] Preferably, the steel platform in S3 is supported by corbels welded on steel pipe columns as lateral support points, and the steel platform is extended to temporary steel pipe columns as a platform for transferring waste slag, which is convenient for crane operation.

[0018] Preferably, the steel platform uses I56 double-jointed steel as the main beam for longitudinal erection, and 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 spacing of 30 cm between the concrete column, and the secondary beam is horizontally erected using I18 double-jointed steel, and the erection spacing is arranged at a spacing of 30 cm, and there is a spacing of 30 cm between the concrete column. All main beams and secondary beams are fixed and connected by welding. After the position is fixed, a 6mm steel plate is laid on the upper part of the erected bracket, and the steel plate is welded and fixed to the secondary beam. A track is fixed on the top of the steel plate, and a rail car is slidably set on the track. The thickness of the steel plate is laid according to the stress position, and two layers of 6mm steel plates are laid at the track installation position.

[0019] Preferably, a steel guardrail is welded on the I56 double-jointed main beam at the edge of the steel platform.

[0020] Preferably, the top supporting structure in S4 includes: upper steel pipe columns and column top steel plates. Before installing the top supporting structure, the temporary box girder must be pushed to a height of 5 cm 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 dropped onto the column top steel plate, the positions on both sides are adjusted, and the positions of the temporary box girder on both sides are fine-tuned using the code plates.

[0021] Preferably, in order to ensure the safe removal and convenient operation of the inclined piers at the bottom of the cap beam in S5, a temporary steel platform needs to be set up on site 3 meters below the erected steel platform as a temporary space for workers and construction equipment. The steel platform space only guarantees a passage for workers to walk and a place to temporarily place equipment when removing the inclined piers.

[0022] Preferably, in S7, when the temporary box girder and permanent box girder support are converted, the stress changes of the overall bridge structure need to be monitored. Before starting the jacking, the elevation of the relevant bridge support positions and the overall stress size of the bridge need to be obtained from the original design unit. At the same time, a unit specializing in measurement and monitoring is arranged on site to monitor the stress of the bridge piers and the overall bridge during the construction process.

[0023] The invention provides a repair construction method for a pier body that is tilted due to a landslide, which has the following advantages over the prior art:

[0024] The present invention directly uses the support structure of the dismantled inclined pier to replace the original inclined pier, without the need to recast new piers, which greatly shortens the repair time and saves expenditure costs, effectively solves the threat of natural disasters such as landslides to bridge safety, and is suitable for wide promotion. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on the provided drawings without paying creative work.

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

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

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

[0029] In the figure: 1-steel pipe column, 2-temporary steel pipe column, 3-steel platform, 4-transverse horizontal support, 5-limiting steel, 6-inclined pier, 7-track, 8-rail car, 9-corbel support, 10-temporary steel platform. DETAILED DESCRIPTION

[0030] The technical solution of the present invention is further described below in conjunction with the accompanying drawings and embodiments:

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

[0032] S1: Install the lower steel pipe columns 1 on the foundation of the pile, and the lower steel pipe columns 1 are arranged and distributed on both sides of the inclined pier 6. After the installation of the lower steel pipe columns 1 on one side is completed, the transverse horizontal brace 4 is immediately installed and the micro-expansion concrete is poured; preferably, the steel pipe columns 1 are 8 in number, 4 on one side, and the steel pipes with a diameter of 1400mm and a wall thickness of 20mm are selected, the column spacing is 5.2m, and the inside is filled with C40 micro-expansion concrete; the transverse horizontal brace 4 is selected from steel pipes with a diameter of 800mm and a wall thickness of 20mm;

[0033] S2: A temporary steel pipe column 2 foundation 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 made of a steel pipe with a diameter of 1200 mm and a wall thickness of 20 mm;

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

[0035] S4: After the steel platform 3 is built, due to the limitation of the upper space, the temporary box beam is firstly hung on the front and rear sides of the steel platform 3, and then the temporary box beam is lifted up by the jack, and then the top support structure is installed between the steel platform 3 and the temporary box beam;

[0036] S5: After the top support structure is installed, the bearing pad is installed on the temporary box beam, and the bridge is jacked up to separate the bearing and pad stone of the cap beam from the bridge, and then the cap beam and the inclined pier 6 are dismantled;

[0037] S6: After the dismantling is completed, the longitudinal horizontal brace is installed, and then the temporary box girder is lifted for a second time, so as to install the permanent box girder and the support pad, and the diagonal brace is welded between the bottom end of the permanent box girder and the steel pipe column 1;

[0038] S7: After the welding of the diagonal brace is completed, 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, all steel structures are painted, anti-rust measures are taken, and the construction is completed.

[0040] As a preferred embodiment, the lower steel pipe column 1 in S1 is welded from multiple sections of steel pipes 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 welding on the ground is limited, 4 cross limit plates are welded at the upper pipe mouth in advance to facilitate vertical docking and smooth docking of the pipe mouths. The installation height of each row of steel pipes on site is not on the same horizontal line, so the requirements for staggered arrangement of welding joints are met.

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

[0042] As a preferred embodiment, the temporary steel pipe column foundation in S2 has a size of 2.4×2.6×0.6 meters as an independent foundation. The 0.4-meter range below the concrete foundation is replaced with flagstones. After the flagstones are backfilled and leveled, a φ16@200 steel mesh is laid with two layers of upper and lower layers. Horse stool bars are used as supports for the steel mesh. At the same time, a temporary column bottom steel plate with a thickness of 20 mm is embedded in the foundation. The steel plate is anchored at the bottom of the foundation with φ25 steel bars, and the steel plate and the steel bar are connected by seam welding.

[0043] As a preferred embodiment, the steel platform 3 in S3 uses the corbel support 9 welded on 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 is convenient for the crane operation.

[0044] As a preferred embodiment, the steel platform 3 uses I56 double-jointed steel as the main beam for longitudinal erection, and each main beam is arranged left and right according to the position of the corbel support 9 and the concrete column, but there must be a spacing of 30 cm between the concrete column. The secondary beam is horizontally erected using I18 double-jointed steel, and the erection spacing is arranged at a spacing of 30 cm, and there is a spacing of 30 cm between 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 bracket, and the steel plate is welded and fixed to the secondary beam. A track 7 is fixed on the top of the steel plate, and a rail car 8 is slidably set on the track 7. The thickness of the steel plate is laid according to the stress position, and two layers of 6mm steel plates are laid at the installation position of the track 7.

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

[0046] As a preferred embodiment, the top supporting structure in S4 includes: an upper steel pipe column 1 and a column top steel plate. Before the installation of the top supporting structure, the temporary box beam must be pushed to a height of 5 cm 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 beam is dropped onto the column top steel plate, the positions on both sides are adjusted, and the positions of the temporary box beams on both sides are fine-tuned using the code plates.

[0047] As a preferred embodiment, in order to safely dismantle and facilitate the operation of the inclined pier 6 at the bottom of the cap beam in S5, a temporary steel platform 10 needs to be set up on site at a position 3 meters below the erected steel platform 3 as a temporary space for the placement of workers and construction equipment. The space on the steel platform 3 is only guaranteed to provide a passage for workers to walk and a position for temporarily placing equipment when dismantling the inclined pier 6.

[0048] As a preferred embodiment, when the temporary box girder and permanent box girder support are converted in S7, the stress changes of the overall bridge structure need to be monitored. Before starting the jacking, the elevation of the relevant bridge support positions and the overall stress size of the bridge need to be obtained from the original design unit. At the same time, a unit specializing in measurement and monitoring is arranged on site to monitor the stress of the 6 bridge piers and the overall bridge during the construction process.

[0049] In the description of the present application, it should be noted that the terms "upper", "lower", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present application and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present application. Unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be an indirect connection through an intermediate medium, or it can be a connection between the two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present 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 only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Moreover, the terms "include", "comprise" or any other variants thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device including a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, article or device. In the absence of further restrictions, the elements defined by the sentence "comprise a ..." do not exclude the presence of other identical elements in the process, method, article or device including the elements.

[0051] The above description is only a specific implementation of the present application, so that those skilled in the art can understand or implement the present application. Various modifications to these embodiments will be apparent to those skilled in the art, and the general principles defined herein can be implemented in other embodiments without departing from the spirit or scope of the present application. Therefore, the present application will not be limited to the embodiments shown herein, but will conform to the widest range consistent with the principles and novel features applied for herein.

Claims

1. A method for repairing a pier body that is tilted due to a landslide, characterized in that: The steps include: S1: Install the lower steel pipe columns on the foundation of the cap pile. 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, the horizontal support is installed immediately and the micro-expansion concrete is poured; S2: A temporary steel tube column foundation is established on one side of the two rows of lower steel tube columns and extending outside the bridge. When the concrete strength in the foundation reaches 85%, the temporary steel tube columns are installed; S3: Install the middle steel pipe column at the upper pipe opening of the lower steel pipe column. After completion, install the horizontal support and pour the micro-expansion concrete immediately. After the micro-expansion concrete reaches the designed strength, build a steel platform on the top of the middle steel pipe column. S4: After the steel platform is built, due to the limitation of the upper space, the temporary box beam is first hung on the front and rear sides of the steel platform, and then the temporary box beam is lifted up by the jack, and then the top support structure is installed between the steel platform and the temporary box beam; S5: After the top support structure is installed, the bearing pad is installed on the temporary box girder, and the bridge is jacked up to separate the bearing and pad stone of the cap beam from the bridge, and then the cap beam and inclined pier are dismantled; S6: After the demolition is completed, install the longitudinal horizontal brace, then lift the temporary box girder for the second time, install the permanent box girder and the support pad, and weld the diagonal brace between the bottom end of the permanent box girder and the steel pipe column; S7: After the welding of the diagonal brace is completed, the temporary box girder is lowered and removed, completing the support conversion between the temporary box girder and the middle cross beam; S8: Finally, all steel structures are painted, anti-rust measures are taken, and the construction is completed.

2. The method for repairing a pier body tilted due to a landslide according to claim 1, characterized in that: The lower steel pipe column in S1 is welded from multiple sections of steel pipes 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 should be leveled and welded on the ground. When leveling welding on the ground is limited, 4 cross limit plates are welded at the upper pipe mouth in advance to facilitate vertical docking and smooth docking of the pipe mouths. The installation height of each row of steel pipes on site is not on the same horizontal line, meeting the requirements of staggered arrangement of welding joints.

3. The repair construction method for a pier body tilted due to a landslide according to claim 1, characterized in that: In order to prevent the inclined pier from secondary displacement during the dismantling process, H400×400 limit steel is welded on the steel pipe column to limit the inclined pier. A gap of 10mm is left between the limit steel and the inclined pier to reduce the disturbance to the steel pipe column when cutting the inclined pier.

4. The method for repairing a pier body tilted due to a landslide according to claim 1, characterized in that: The temporary steel pipe column foundation in S2 has an independent foundation size of 2.4×2.6×0.6 meters. The 0.4-meter area below the concrete foundation is replaced with stone slabs. After the stone slabs are backfilled and leveled, a φ16@200 steel mesh is laid with two layers of upper and lower layers. Saddle bars are used as the support of the steel mesh. At the same time, a temporary column bottom steel plate with a thickness of 20 mm is embedded in the foundation. The steel plate is anchored at the bottom of the foundation with φ25 steel bars, and the steel plate and the steel bar are connected by caulking welding.

5. The method for repairing a pier body tilted due to a landslide according to claim 1, characterized in that: The steel platform in S3 is supported by corbels welded on steel pipe columns as lateral support points, and the steel platform is extended to temporary steel pipe columns as a platform for transferring waste slag, which is convenient for crane operation.

6. The method for repairing a pier body tilted due to a landslide according to claim 5, characterized in that: The steel platform uses I56 double-jointed steel as the main beam for longitudinal erection. 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 spacing between the concrete column. The secondary beam uses I18 double-jointed steel for horizontal erection. The erection spacing is arranged at a spacing of 30cm, and there is a 30cm spacing between the concrete column. All main beams and secondary beams are fixed and connected by welding. After the position is fixed, a 6mm steel plate is laid on the upper part of the erected bracket, and the steel plate is welded and fixed to the secondary beam. A track is fixed on the top of the steel plate, and a rail car is slidably set on the track. The thickness of the steel plate is laid according to the stress position, and two layers of 6mm steel plates are laid at the track installation position.

7. A method for repairing a pier body tilted due to a landslide according to claim 6, characterized in that: Steel guardrails are welded on the I56 double-jointed main beams at the edge of the steel platform.

8. The method for repairing a pier body tilted due to a landslide according to claim 1, characterized in that: The top supporting structure in S4 includes: upper steel pipe columns and column top steel plates. Before installing the top supporting structure, the temporary box girder must be pushed to a height of 5 cm 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 dropped onto the column top steel plate, the positions on both sides are adjusted, and the positions of the temporary box girders on both sides are fine-tuned using the yard plates.

9. The method for repairing a pier body tilted due to a landslide according to claim 1, characterized in that: In order to ensure the safe removal and convenient operation of the inclined piers at the bottom of the cap beam in S5, a temporary steel platform needs to be set up 3 meters below the erected steel platform as a temporary space for workers and construction equipment. The steel platform space only guarantees a passage for workers to walk and a place to temporarily place equipment when removing the inclined piers.

10. The method for repairing a pier body tilted due to a landslide according to claim 1, characterized in that: In S7, when the temporary box girder and permanent box girder support are being converted, the stress changes of the overall bridge structure need to be monitored. Before starting the jacking, the elevation of the relevant bridge support positions and the overall stress size of the bridge need to be obtained from the original design unit. At the same time, a unit specializing in measurement and monitoring is arranged on site to monitor the stress of the bridge piers and the overall bridge during the construction process.

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