Anti-seismic connecting structure between pier and pile cap

Abstract

The utility model discloses a kind of anti-seismic connecting structure between pier and pile cap, it is related to bridge engineering technical field, including prefabricated pier column and pile cap, the prefabricated pier column includes the columnar reinforcement cage in middle part and the lining bar beam around the outer side of columnar reinforcement cage, the lower end of columnar reinforcement cage and lining bar beam leaks out, and the leaking part of columnar reinforcement cage is provided with shear pre-embedded part;The pile cap includes foundation, installation slot for connecting prefabricated pier column and the corrugated groove being set on the inner wall surface of installation slot, after the prefabricated pier column is inserted into installation slot, the inside of installation slot and prefabricated pier column form gap, and it is connected by pouring concrete in gap.The utility model can dissipate seismic energy to a certain extent, and then improve the anti-seismic performance to a certain extent, improve the integrity of connection, and the stability of stress resistance.

Description

Technical Field

[0001] This utility model relates to the field of bridge engineering technology, and in particular to a seismic-resistant connection structure between bridge piers and abutments. Background Technology

[0002] Currently, bridge substructure construction still primarily relies on cast-in-place concrete, requiring extensive on-site work. This results in a long construction period. Furthermore, on-site construction is greatly affected by environmental, labor, and resource factors. Moreover, large-volume concrete pours are prone to inadequate curing, leading to cracking and significantly reducing bridge safety. In contrast, precast bridge pier components are manufactured and cured in a factory before being transported to the construction site for assembly, overcoming the drawbacks of traditional cast-in-place methods and greatly reducing the construction cycle.

[0003] For the socket-type connection structure between precast bridge pier columns and abutments, ensuring the integrity and reliability of the connection structure is a key challenge. Traditionally, there are two main methods for connecting precast bridge piers and abutments: one involves pre-embedding connecting steel plates at the top of the abutment and the bottom of the precast pier, then welding and anchoring the upper and lower connecting steel plates after they are joined; the other involves pre-reserving grooves (connectors) at the bottom of the pier and on the abutment, and using bolts for fixing, as disclosed in patent documents such as applications 202420010792.X and 202122854693.9. These two connection methods are overly simplistic in structural treatment, consume a large amount of steel, and have poor shear and seismic resistance, affecting the durability and load-bearing performance of the main structure and posing safety hazards. Utility Model Content

[0004] The technical problem to be solved by this utility model is to provide a seismic connection structure between bridge piers and abutments that can effectively improve the seismic performance and stress resistance of the connection structure.

[0005] The technical solution adopted by this utility model to solve its technical problem is: the seismic connection structure between the bridge pier and the abutment includes a precast pier column and a abutment. The precast pier column includes a columnar steel cage located in the middle and an inner lining beam surrounding the outside of the columnar steel cage. The lower ends of the columnar steel cage and the inner lining beam protrude, and the protruding part of the columnar steel cage is provided with shear force embedded parts. The pier cap includes a foundation, an installation groove formed on the foundation for connecting precast piers, and a corrugated groove on the inner wall of the installation groove. After the precast pier is inserted into the installation groove, a gap is formed between the inner side of the installation groove and the precast pier, and the connection is made by pouring concrete into the gap.

[0006] Furthermore, the inner wall of the mounting groove is also horizontally provided with U-shaped anchors for inserting the inner lining beam.

[0007] Furthermore, the U-shaped anchors are multiple, corresponding to the inner lining beams.

[0008] Furthermore, a docking mark is provided on the upper surface of the bearing platform, and the docking mark is directly opposite the U-shaped anchor.

[0009] Furthermore, a base plate is provided at the bottom of the mounting groove, and anchor claws are provided on the base plate.

[0010] Furthermore, the anchor claw is a ring-shaped arrangement, and the anchor claw includes an anchor rod and an outwardly bent end head located at the end of the anchor rod.

[0011] Furthermore, the shear force embedded component includes a main reinforcement beam and shear force ends located at both ends of the main reinforcement beam bent outwards, and the main reinforcement beam is fixedly connected to the exposed portion of the columnar reinforcement cage.

[0012] Furthermore, the shear force embedded parts are multiple parts arranged along the circumference of the columnar steel cage.

[0013] Furthermore, the cylindrical steel cage is welded to the main reinforcing beam.

[0014] The seismic connection structure between the bridge pier and the abutment utilizes a precast pier column with an axially continuous columnar steel cage and an inner reinforcing beam structure. The exposed lower portion connects to the installation groove. The longitudinal columnar steel cage and inner reinforcing beam can dissipate seismic energy to a certain extent, thus improving seismic performance. Simultaneously, a corrugated groove is installed in the installation groove, which cooperates with the shear force embedded parts in the exposed portion of the columnar steel cage. After concrete pouring, the connection structure exhibits high shear capacity and stiffness, good overall connection integrity, and excellent stress resistance. This fully utilizes the physical and mechanical properties of steel and concrete. Compared to existing technologies involving simple welding, bolting, or concrete pouring, this design avoids the weaknesses of these two materials when used independently. Attached Figure Description

[0015] The present invention will be further described below with reference to the accompanying drawings and embodiments. In the accompanying drawings: Figure 1 This is a structural schematic diagram of the seismic connection structure between the bridge pier and the abutment according to an embodiment of this utility model; Figure 2 yes Figure 1 Enlarged view of part B; Figure 3 This is a cross-sectional view of the seismic connection structure between the bridge pier and the abutment according to an embodiment of this utility model; Figure 4 This is a perspective view of the seismic connection structure between the bridge pier and the abutment according to an embodiment of this utility model; Figure 5 This is a schematic diagram of the structure of the precast pier column according to an embodiment of the present invention; Figure 6 This is a perspective view of the connection between the bridge pier and the abutment in an embodiment of this utility model.

[0016] 1. Precast pier; 11. Columnar steel cage; 12. Inner lining beam; 13. Shear force embedded part; 131. Main reinforcement beam; 132. Shear force end; 2. Pier; 21. Foundation; 22. Installation groove; 23. Corrugated groove; 24. U-shaped anchor; 25. Butt joint mark; 3. Anchor claw. Detailed Implementation

[0017] To provide a clearer understanding of the technical features, objectives, and effects of this utility model, the specific embodiments of this utility model will now be described in detail with reference to the accompanying drawings.

[0018] like Figure 1-6 As shown, the seismic connection structure between the bridge pier and the abutment includes a precast pier column 1 and abutment 2. The precast pier column 1 includes a columnar steel cage 11 located in the middle and an inner lining beam 12 surrounding the outer side of the columnar steel cage 11. The lower ends of the columnar steel cage 11 and the inner lining beam 12 protrude, and the protruding part of the columnar steel cage 11 is provided with a shear force embedded part 13. The foundation 2 includes a foundation 21, an installation groove 22 for connecting the precast pier column 1 opened on the foundation 21, and a corrugated groove 23 set on the inner wall of the installation groove 22. After the precast pier column 1 is inserted into the installation groove 22, a gap is formed between the inner side of the installation groove 22 and the precast pier column 1, and the connection is made by pouring concrete in the gap.

[0019] The seismic connection structure between the pier and the abutment 2 uses a precast pier column 1 with an axially penetrating column steel cage 11 and an inner reinforcing beam 12. The exposed lower part is connected to the installation groove 22. The longitudinal column steel cage 11 and the inner reinforcing beam 12 can dissipate seismic energy to a certain extent, thereby improving the seismic performance. At the same time, a corrugated groove 23 is set in the installation groove 22 and cooperates with the shear force embedded part 13 set in the exposed part of the column steel cage 11. After the concrete is poured, the connection structure has a large shear bearing capacity and stiffness, good overall connection, and excellent stress resistance. It can give full play to the physical and mechanical properties of steel and concrete. Compared with the existing technology of simple welding, bolt connection or concrete pouring, it can avoid the weaknesses of these two materials under their own use conditions.

[0020] In this embodiment, the column-shaped steel cage 11 is made by welding or wire binding. Concrete is poured outside the column-shaped steel cage 11 and the inner reinforcing beam 12, and the lower ends of the column-shaped steel cage 11 and the inner reinforcing beam 12 are exposed to form a precast pier column 1. The foundation 2 is a precast product, and the foundation 21 of the foundation 2 is made of poured concrete.

[0021] To further improve connection stability, U-shaped anchors 24 for inserting the inner lining beam 12 are horizontally arranged on the inner wall of the mounting groove 22. Preferably, there are multiple U-shaped anchors 24 corresponding to the inner lining beam 12, and the multiple U-shaped anchors 24 are symmetrically arranged. These U-shaped anchors 24 are pre-embedded during the pouring of the foundation 21 of the pier cap 2.

[0022] To facilitate hoisting, the upper surface of the pier cap 2 is provided with a docking mark 25, which is directly aligned with the U-shaped anchor 24. After setting the docking mark 25, it is directly aligned with the inner lining beam 12, and then the precast pier column 1 is lowered, and the inner lining beam 12 can be inserted into the U-shaped anchor 24.

[0023] To further improve the connection stability between the precast pier 1 and the foundation 2, a base plate is provided at the bottom of the mounting groove 22, and anchor claws 3 are provided on the base plate. In this embodiment, the anchor claws 3 are arranged in a ring, and each anchor claw 3 includes an anchor rod and an outwardly bent end head located at the end of the anchor rod. After the precast pier 1 is inserted into the mounting groove 22, a stable connection between the bottom of the foundation 2 and the precast pier 1 is achieved by pouring concrete. The base plate is pre-embedded in the foundation 21 of the foundation 2.

[0024] The shear force embedded part 13 includes a main reinforcement beam 131 and shear force ends 132 bent outwards at both ends of the main reinforcement beam 131. The main reinforcement beam 131 is fixedly connected to the exposed portion of the columnar reinforcement cage 11. In this embodiment, the columnar reinforcement cage 11 and the main reinforcement beam 131 are welded together. Of course, in some other embodiments, a wire binding method can be used. Multiple shear force embedded parts 13 are arranged circumferentially along the columnar reinforcement cage 11. In this embodiment, the shear force embedded parts 13 are arranged in an alternate position, that is, no shear force embedded part 13 is set at the position of the columnar reinforcement cage 11 directly opposite the inner lining beam 12 in the exposed portion. This is to facilitate the connection between the inner lining beam 12 and the U-shaped anchor 24 and avoid the insertion of the shear force embedded part 13.

[0025] Obviously, the above embodiments are merely examples for clear illustration and are not intended to limit the implementation. Those skilled in the art will recognize that other variations or modifications can be made based on the above description. It is neither necessary nor possible to exhaustively list all possible implementations here. However, obvious variations or modifications derived therefrom are still within the protection scope of this invention.

Claims

1. An anti-seismic connecting structure between a pier and a pile cap, comprising a precast pier column (1) and a pile cap (2), characterized in that, The precast pier (1) includes a columnar steel cage (11) located in the middle and an inner lining beam (12) surrounding the outside of the columnar steel cage (11). The lower ends of the columnar steel cage (11) and the inner lining beam (12) protrude, and the protruding part of the columnar steel cage (11) is provided with shear force embedded parts (13). The pier (2) includes a foundation (21), an installation groove (22) opened on the foundation (21) for connecting the precast pier (1), and a corrugated groove (23) set on the inner wall of the installation groove (22). After the precast pier (1) is inserted into the installation groove (22), a gap is formed between the inner side of the installation groove (22) and the precast pier (1), and the connection is made by pouring concrete in the gap.

2. The seismic connection structure between the bridge pier and the abutment according to claim 1, characterized in that, The inner wall of the mounting groove (22) is also horizontally provided with U-shaped anchors (24) for inserting the inner lining beam (12).

3. The seismic connection structure between the bridge pier and the abutment according to claim 2, characterized in that, The U-shaped anchors (24) are multiple ones corresponding to the inner lining beams (12).

4. The seismic connecting structure between the pier and the pile cap according to claim 3, characterized in that, The upper surface of the support (2) is provided with a docking mark (25), which is directly opposite the U-shaped anchor (24).

5. The seismic connecting structure between the pier and the pile cap according to claim 1, wherein The bottom of the mounting groove (22) is provided with a base plate, and the base plate is provided with anchor claws (3).

6. The seismic connecting structure between the pier and the pile cap according to claim 5, wherein The anchor claw (3) is a ring-shaped arrangement, and the anchor claw (3) includes an anchor rod and an end head that is bent outward at the end of the anchor rod.

7. The seismic connecting structure between the pier and the pile cap according to claim 1, wherein The shear embedded part (13) includes a main reinforcement beam (131) and shear ends (132) located at both ends of the main reinforcement beam (131) bent outwards. The main reinforcement beam (131) is fixedly connected to the exposed part of the columnar steel cage (11).

8. The seismic connecting structure between the pier and the pile cap according to claim 7, wherein The shear force embedded parts (13) are multiple parts arranged around the circumference of the columnar steel cage (11).

9. The seismic connecting structure between the pier and the pile cap according to claim 7, wherein The column-shaped steel cage (11) is welded to the main reinforcement beam (131).

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