A bridge pier structure with a double-layered interlocking load-bearing structure

Abstract

This utility model relates to a bridge pier structure with a double-layered, interlocking load-bearing structure in the field of bridge engineering. The pier structure includes a cap beam, a pier base, supporting columns, a first steel sleeve, and steel columns. The supporting columns, acting as axial load-bearing components of the cap beam, are fixed between the cap beam and the pier base, bearing the vertical load generated by the cap beam. The first steel sleeve and steel columns, acting as lateral force-resisting components of the cap beam, are fixed between the cap beam and the pier base, bearing the horizontal reciprocating load generated by earthquakes. This utility model, by setting up supporting columns to bear the vertical load of the cap beam and setting up first steel sleeves and steel columns to bear the horizontal reciprocating load, achieves the separation and transfer of vertical and horizontal loads, improving the compression-bending coupling problem commonly found in traditional bridge pier structures. The risk of local buckling, overall instability, and rapid degradation of bearing capacity is significantly reduced, and the ductility, energy dissipation capacity, and seismic performance of the pier are improved.

Description

Technical Field

[0001] This utility model relates to a bridge pier structure in the field of bridges, and in particular to a bridge pier structure with a double-layered interlocking load-bearing structure. Background Technology

[0002] The Chinese Patent Publication No. CN108677690A discloses an energy-dissipating self-resetting double-layer rectangular hollow steel tube concrete swaying bridge pier structure system. It adopts a double-layer steel tube concrete pier body with inner and outer coaxial steel tubes and a middle layer of concrete as the main load-bearing component, and together with unbonded prestressed tendons and external dampers, it forms a swaying self-resetting seismic resisting system.

[0003] This patent application reduces the structural seismic response through a pier swaying mechanism, relies on prestressed tendons to provide restoring force to achieve post-earthquake self-restoration, and uses dampers to dissipate seismic input energy, thus solving to some extent the problems of severe damage, large residual deformation, and difficulty in post-earthquake functional recovery of traditional cast-in-place bridge piers after seismic action.

[0004] However, under strong earthquakes, the double-layer steel-concrete composite pier of this scheme not only needs to withstand large horizontal reciprocating loads, but also needs to bear continuous axial pressure. The pier is in a state of compression-bending coupling stress under the combined action of axial compression and bending moment for a long time. The high level of axial compression is prone to induce local buckling and overall instability, reducing the structural ductility, energy dissipation capacity and seismic performance. Therefore, under strong earthquakes, the damage is concentrated in the main body of the pier. Utility Model Content

[0005] (1) Technical problems to be solved To address the technical problem that existing bridge pier structures inevitably suffer concentrated damage to the main body of the pier under strong earthquakes, this utility model provides a bridge pier structure with a double-layered interlocking load-bearing structure.

[0006] (2) Technical solution This utility model provides a bridge pier structure with a double-layered interlocking load-bearing structure, which includes a cap beam and a bridge pier base set on the foundation. This also includes: The support column, as the axial load-bearing component of the cap beam, is fixedly connected to the pier base at its bottom end, and its top end face is set as a sliding interface and slidably connected to the bottom of the cap beam; the sliding interface is a horizontal sliding friction pair. The first steel sleeve is fixedly connected to the bottom end face of the cap beam and coaxially sleeved on the top outer wall of the support column. The steel column, as the lateral force bearing component of the cap beam, is fixed at its bottom end to the pier base and coaxially sleeved on the outer periphery of the support column, with a radial gap between them; a buffer layer is provided on the top outer wall of the steel column, the buffer layer is an elastic material layer and is fixed to the top outer wall of the steel column, and the buffer layer abuts against the inner side wall of the first steel sleeve. Among them, the support column is used to bear the vertical load of the cap beam, and the first steel sleeve and steel column are used to bear the horizontal reciprocating load, so as to realize the separation and transfer of the vertical load and the horizontal reciprocating load.

[0007] As a further improvement to the above scheme, a single support column is provided, with its vertical axis coinciding with the vertical center axis of the cap beam and positioned at the center of the bottom end face of the cap beam.

[0008] As a further improvement to the above scheme, two support columns are set up, which are arranged along the length of the cap beam, and the vertical axes of the two support columns are symmetrical about the vertical center axis of the cap beam.

[0009] As a further improvement to the above scheme, a single steel column is set up, which is coaxially fitted around the outer periphery of a single support column, and the vertical axis of the steel column coincides with the vertical axis of the support column.

[0010] As a further improvement to the above scheme, two steel columns are provided, which are coaxially fitted with two supporting columns in a one-to-one correspondence, and the two steel columns are symmetrically arranged along the vertical central axis of the cap beam along the length of the cap beam.

[0011] As a further improvement to the above scheme, the steel column is a thin-walled hollow steel column.

[0012] As a further improvement to the above scheme, the steel column is formed by vertically joining two semi-cylindrical columns together, and the connecting sides of the two semi-cylindrical columns are fixedly connected by bolts.

[0013] As a further improvement to the above scheme, the steel column, the first steel sleeve, and the pier base are all detachably fixed.

[0014] As a further improvement to the above scheme, the bridge pier structure also includes: The second steel sleeve is fixedly connected to the pier base and coaxially sleeved on the bottom outer wall of the steel column.

[0015] As a further improvement to the above solution, the sliding interface includes a first sliding component and a second sliding component; the first sliding component is fixed to the top end face of the support column, and the second sliding component is fixed to the corresponding position at the bottom of the cap beam, and the contact surfaces of the first sliding component and the second sliding component form a horizontal sliding friction pair.

[0016] As a further improvement to the above scheme, multiple stiffening ribs are evenly arranged circumferentially on the outer wall of the bottom of the support column.

[0017] As a further improvement to the above scheme, the stiffening rib is a right triangle, and the two right-angled sides are connected to the support column and the pier base, respectively.

[0018] As a further improvement to the above scheme, the support columns are made of steel-concrete composite.

[0019] As a further improvement to the above solution, the buffer layer is fixed to the top outer wall of the steel column by vulcanization bonding or high-strength structural adhesive bonding.

[0020] As a further improvement to the above solution, the buffer layer is made of rubber.

[0021] As a further improvement to the above solution, the buffer layer is made of polyurethane.

[0022] As a further improvement to the above solution, the buffer layer is made of high-damping rubber.

[0023] (3) Beneficial effects 1. This utility model, based on the existing use of support columns as axial load-bearing components of cap beams, adds steel columns to the outer periphery of the support columns, and provides a buffer layer on the top outer wall of the steel columns, with the buffer layer abutting against the inner side wall of the first steel sleeve as a lateral force-resisting component of the cap beam. Therefore, during the normal operation of the bridge, the vertical load generated by the cap beam is mainly transferred to the support columns through the cap beam, and then to the pier base through the support columns. When an earthquake occurs, the cap beam is subjected to the horizontal reciprocating load generated by the earthquake, which is transferred to the buffer layer on the steel column through the fixedly connected steel sleeve, and then to the pier base through the steel column. The horizontal force, bending moment and deformation demand generated by the earthquake can dissipate the earthquake energy through elastoplastic deformation. The support columns continuously bear the vertical load, providing stable and reliable gravity support for the bridge. Since the top end face of the support column is set as a sliding interface, the support column only bears a small proportion of the horizontal pressure, making the vertical bearing system and the horizontal lateral resisting system independent of each other. The support column no longer bears the vertical load generated by the cap beam and the horizontal reciprocating load generated by the earthquake at the same time. This improves the compression-bending coupling problem that is common in traditional bridge pier structures, significantly reduces the risk of local buckling, overall instability and rapid degradation of bearing capacity, and improves the ductility, energy dissipation capacity and seismic performance of the bridge pier. Therefore, the support column is used to bear the vertical load of the cap beam, and the first steel sleeve and steel column are used to bear the horizontal reciprocating load, so as to realize the separation and transfer of the vertical load and the horizontal reciprocating load, thereby solving the technical problem that the existing bridge pier structure is difficult to avoid damage concentration in the main body of the pier under strong earthquake.

[0024] 2. This utility model further improves upon this design by using thin-walled hollow steel columns, each consisting of two semi-cylindrical columns joined vertically with bolts. Both ends of the steel column are detachably fixed to the first steel sleeve and the pier base. Therefore, on the one hand, if the steel column yields, buckles locally, or suffers other damage after a strong earthquake, the damaged column can be directly disassembled and replaced without requiring large-scale repairs to the main components such as the cap beam, pier base, and support columns. On the other hand, because the core load-bearing system remains intact, the bridge can resume normal operation in a shorter time, significantly reducing post-earthquake maintenance costs and traffic interruption time, improving the bridge structure's seismic toughness and post-disaster recovery capabilities, thereby addressing the challenge of pier structures failing to meet the requirements of modern bridge structures for high toughness, low damage, and rapid recovery.

[0025] On the other hand, all major components of this invention can be prefabricated in a standardized factory and rapidly assembled on the construction site. Compared with traditional cast-in-place bridge piers, this system has advantages such as shorter construction cycle, easier quality control, less on-site wet work, and less environmental impact. Simultaneously, the pier components have good inspectability and replaceability, facilitating later maintenance, repair, and performance upgrades, and meeting the requirements of modern bridge engineering for prefabricated construction, high-toughness seismic resistance, and economic efficiency throughout the entire life cycle. Through the coordinated design of load-bearing support columns, lateral resistance of prefabricated steel columns, and controllable damage replacement, this invention realizes the seismic design concept of "controllable damage and rapid recovery" for bridge structures. Attached Figure Description

[0026] Figure 1 This is a perspective view of the bridge pier structure in an embodiment of this utility model; Figure 2 This is a schematic diagram showing the solid and perspective comparison of the bridge pier structure in an embodiment of this utility model; Figure 3 for Figure 2 Enlarged view of A in the middle Figure 4 This is a top view of the pier structure in an embodiment of this utility model.

[0027] Figure label: 1. Cap beam; 2. First steel sleeve; 3. Steel column; 301. Buffer layer; 302. Radial spacing; 4. Second steel sleeve; 5. Support column; 501. Stiffening rib; 6. Sliding interface; 601. First sliding member; 602. Second sliding member; 7. Pier base. Detailed Implementation

[0028] The technical solutions in the embodiments of this utility model will be clearly and completely described below. Obviously, the described embodiments are only some embodiments of this utility model, and not all embodiments. Based on the embodiments of this utility model, all other embodiments obtained by those skilled in the art without creative effort are within the protection scope of this utility model.

[0029] It should be noted that when a component is said to be "installed on" another component, it can be directly on the other component or it may be in a component that is centered on it. When a component is said to be "set on" another component, it can be directly set on the other component or it may also be in a component that is centered on it. When a component is said to be "fixed to" another component, it can be directly fixed to the other component or it may also be in a component that is centered on it.

[0030] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains. The terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. The term "or / and" as used herein includes any and all combinations of one or more of the associated listed items.

[0031] This embodiment provides a bridge pier structure with a double-layered, interlocking load-bearing structure. The double-layered structure consists of an axial load-bearing member and a lateral force-resisting member, which respectively bear the vertical load and the horizontal reciprocating load of the cap beam 1, thus achieving the separate transfer of vertical and horizontal loads. Please refer to [link to relevant documentation]. Figure 1 The pier structure includes a cap beam 1, a pier base 7, a support column 5, a first steel sleeve 2 and a support column 5, and may also include a second steel sleeve 4 and a stiffening rib 501.

[0032] A load-bearing structure is installed at the bottom of the cap beam 1, which together form the pier structure. These multiple pier structures work together to support the main beam of the bridge, forming a complete bridge structure. The pier base 7 is set on the foundation and is set corresponding to the cap beam 1, so that an area for installing the load-bearing structure is formed between the cap beam 1 and the pier base 7.

[0033] The support column 5, serving as the axial load-bearing component of the cap beam 1, is fixedly connected at its bottom to the pier base 7, and its top end face is configured as a sliding interface 6, which is slidably connected to the bottom of the cap beam 1 to bear the vertical load of the cap beam 1. The sliding interface 6 is a horizontal sliding friction pair. The support column 5 is typically constructed of reinforced concrete and can use a pressure-resistant core material, such as concrete. In this embodiment, the support column 5 is encased in a steel pipe on the outside of the concrete, forming a steel-concrete composite structure, which together bears the axial pressure of the cap beam 1. The sliding interface 6 effectively limits the transmission of horizontal reciprocating loads to the support column 5, thus allowing the support column 5 to bear only a small proportion of the horizontal pressure, preventing it from simultaneously bearing the vertical load generated by the cap beam 1 and the horizontal reciprocating load generated by earthquakes. For details, please refer to [link to relevant documentation]. Figure 3 The sliding interface 6 includes a first sliding member 601 and a second sliding member 602. The first sliding member 601 can be fixed to the top end face of the support column 5 by welding or bolting, and the second sliding member 602 can be fixed to the corresponding position at the bottom of the cap beam 1 by countersunk screws or high-strength structural adhesive. The contact surfaces of the first sliding member 601 and the second sliding member 602 form a horizontal sliding friction pair, enabling the cap beam 1 to transfer vertical loads to the first sliding member 601 and the second sliding member 602 of the support column 5 while allowing the cap beam 1 to slide horizontally relative to the support column 5. In this embodiment, the first sliding member 601 of the sliding interface 6 can be made of stainless steel plate, and the second sliding member 602 can be made of polytetrafluoroethylene (PTFE) plate. The stainless steel plate is fixed to the top end face of the support column 5 by welding or bolting, and the PTFE plate is fixed to the corresponding position at the bottom of the cap beam 1 by countersunk screws or high-strength structural adhesive. The contact surfaces of the stainless steel plate and the PTFE plate form a horizontal sliding friction pair. In different embodiments, the first sliding member 601 is still a stainless steel plate, and its fixing method is the same as above; the second sliding member 602 can be a modified ultra-high molecular weight polyethylene (UHMWPE) plate, a graphene composite sliding plate, etc., and the UHMWPE plate is fixed to the bottom of the cover beam 1 by countersunk screws or high-strength structural adhesive, and the graphene composite sliding plate is fixed to the bottom of the cover beam 1 by high-strength structural adhesive, forming a horizontal sliding friction pair with the contact surface of the stainless steel plate.

[0034] It should be noted that, depending on the size of the support column 5, the support column 5 can be set to one or two. In this embodiment, for example... Figure 2 The diagram illustrates the placement of two support columns 5. The two support columns 5 are arranged along the length of the cap beam 1, with their vertical axes symmetrically positioned about the vertical center axis of the cap beam 1. If only one support column 5 is used, its vertical axis coincides with the vertical center axis of the cap beam 1 and is located at the center of the bottom end face of the cap beam 1.

[0035] The first steel sleeve 2 is fixedly connected to the bottom end face of the cap beam 1 and coaxially sleeved on the top outer wall of the support column 5. The steel column 3, serving as the lateral force resisting component of the cap beam 1, has its bottom end fixed to the pier base 7 and coaxially sleeved on the outer periphery of the support column 5, with a radial gap 302 between it and the support column 5. A buffer layer 301, made of elastic material, is provided on the top outer wall of the steel column 3 and is fixed thereto. This buffer layer 301 abuts against the inner side wall of the first steel sleeve 2. (Please refer to...) Figure 4 It shows the interconnections between the various structures as seen from a top-down view.

[0036] Specifically, steel column 3 is a thin-walled hollow steel column, which is formed by vertically joining two semi-cylindrical columns. Both semi-cylindrical columns have outwardly bent longitudinal flanges on their mating sides. These flanges are arranged vertically along their entire length and have equally spaced bolt holes. Multiple high-strength bolts are passed through these bolt holes to secure the two semi-cylindrical columns, achieving a detachable fixed connection. A ring-shaped base plate can also be welded to the bottom of steel column 3. This ring-shaped base plate is connected to the pier base 7 via anchor bolts pre-embedded in the pier base 7, forming a detachable fixed connection. A buffer layer 301 is provided on the top outer wall of steel column 3. This buffer layer 301 abuts against the inner wall of the first steel sleeve 2 to transmit horizontal forces. The axial connection between steel column 3 and the first steel sleeve 2 is not directly fixed, so that when the cap beam 1 undergoes horizontal displacement relative to steel column 3 under seismic action, the force transmission is buffered by the buffer layer 301. The width of the flange plate, the specifications and spacing of the bolts can be determined by those skilled in the art through conventional mechanical calculations based on the cross-sectional dimensions and design load of the steel column 3, in accordance with specifications such as the "Steel Structure Design Standard". The buffer layer 301 can be made of rubber material and fixed to the top outer wall of the steel column 3 by vulcanization bonding or high-strength structural adhesive bonding. Its outer surface abuts against the inner wall of the first steel sleeve 2 (i.e., the two maintain close contact under no seismic action, or leave a gap of no more than 1mm to avoid impact during normal use). In this embodiment, the thickness of the buffer layer 301 is 10~20mm, and the Shore hardness of the rubber material is 60±5HA. In different embodiments, the buffer layer 301 can also be made of other buffer materials such as polyurethane or high-damping rubber, and can also be fixed to the top outer wall of the steel column 3 by mechanical clamps or bolts. The specific parameters of the thickness and hardness of the buffer layer 301 can be determined by those skilled in the art through conventional mechanical calculations or finite element analysis based on the seismic fortification intensity of the area where the bridge is located and the load level of the superstructure, in accordance with specifications such as the "Detailed Rules for Seismic Design of Highway Bridges".

[0037] It should be noted that the number of steel columns 3 and first steel sleeves 2 corresponds one-to-one with the number of support columns 5. When there is one support column 5, there is one first steel sleeve 2 and one steel column 3. A buffer layer 301 is provided on the top outer wall of the steel column 3, which abuts against the inner side wall of the first steel sleeve 2. The steel column 3 is coaxially fitted around the outer periphery of the single support column 5, and the vertical axis of the steel column 3 coincides with the vertical axis of the support column 5. When there are two support columns 5, there are two first steel sleeves 2 and two steel columns 3. Each steel column 3 has a buffer layer 301 on its top outer wall, and each buffer layer 301 abuts against the inner side wall of one of the first steel sleeves 2. The two steel columns 3 are coaxially fitted one-to-one with the two support columns 5, and the two steel columns 3 are symmetrically arranged along the vertical central axis of the cap beam 1 along its length.

[0038] Therefore, during the normal operation of the bridge, the dead load of the main girder structure, the live load of vehicles, and other vertical loads are mainly transferred to the support column 5 through the cap beam 1, and then transferred to the pier base 7 by the support column 5. Because a sliding interface 6 is provided between the cap beam 1 and the support column 5, the transfer of horizontal reciprocating loads to the support column 5 is effectively limited, thus allowing the support column 5 to bear only a small proportion of the axial pressure. Compared with traditional steel piers, this system can significantly reduce the axial compression level of the pier body, weaken the compression-bending coupling effect, and improve the stability and buckling resistance of the steel column 3.

[0039] When an earthquake occurs, the detachable thin-walled steel columns 3 surrounding the support columns 5 act as the main lateral force resisting components, bearing the horizontal forces, bending moments, and deformation requirements generated by the earthquake. The main beam and cap beam 1 are subjected to the horizontal reciprocating load generated by the earthquake, which is transmitted through the fixedly connected steel sleeves to the buffer layer 301 on the steel columns 3, and then from the steel columns 3 to the pier base 7, where the seismic energy is dissipated through the elastoplastic deformation of the buffer layer 301. The internal support columns 5 continuously bear the vertical load, providing stable and reliable gravity support for the bridge. Since the vertical bearing system and the horizontal lateral force resisting system are independent of each other, the pier body no longer bears large axial pressure and horizontal seismic forces simultaneously. The compression-bending coupling problem commonly found in traditional steel piers is effectively improved, and the risks of local buckling, overall instability, and rapid degradation of bearing capacity are significantly reduced. The ductility, energy dissipation capacity, and seismic performance of the pier are improved.

[0040] On the one hand, this utility model constructs a functional separation force-bearing mode where the central support column 5 bears the load and the outer steel columns 3 resist lateral forces, effectively decoupling the load-bearing and lateral-resisting functions. Specifically, the steel-concrete composite support column 5, as a permanent load-bearing component of the bridge, primarily bears the vertical load and ensures the safety of the bridge's overall gravity system; the outer prefabricated thin-walled steel columns 3, as seismic energy-dissipating components, primarily bear the horizontal seismic load and control the lateral deformation of the structure. By actively guiding structural damage to the outer steel columns 3, the extension of seismic damage to the core load-bearing component can be avoided, thereby ensuring the bridge's basic load-bearing capacity and safety reserve after a strong earthquake.

[0041] Furthermore, the outer steel columns 3 are connected to the cap beam 1 and foundation using a prefabricated connection method. If the steel columns 3 yield, buckle locally, or suffer other damage after a strong earthquake, the damaged columns 3 can be directly disassembled and replaced without requiring large-scale repairs to the cap beam 1, foundation, and internal support columns 5. Because the core load-bearing system remains intact, the bridge can resume normal operation in a shorter time, significantly reducing post-earthquake maintenance costs and traffic interruption time, and improving the bridge structure's seismic resilience and post-disaster recovery capabilities.

[0042] The second steel sleeve 4 is fixedly connected to the base and coaxially sleeved on the bottom outer wall of the steel column 3, for further fixing the connection between the bottom of the steel column 3 and the pier base 7. Both the first steel sleeve 2 and the second steel sleeve 4 are fixedly connected by bolts. The first steel sleeve 2 is also fixedly connected to the bottom end face of the cap beam 1 by bolts, and the second steel sleeve 4 is also fixedly connected to the top end face of the pier base 7 by bolts.

[0043] Stiffening ribs 501 are evenly distributed circumferentially along the bottom outer wall of the support column 5. The stiffening ribs 501 are right-angled triangular steel plates, one right-angled side of which is welded and fixed to the outer wall of the steel pipe of the support column 5 by fillet weld, and the other right-angled side is welded and fixed to the embedded steel plate on the top surface of the pier base 7 by fillet weld. This is used to increase the support area and bending stiffness at the bottom of the support column 5, thereby improving the load-bearing stability of the support column 5.

[0044] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0045] The embodiments described above are merely illustrative of several implementations of this utility model, and while the descriptions are relatively specific and detailed, they should not be construed as limiting the scope of the utility model patent. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of this utility model, and these all fall within the protection scope of this utility model. Therefore, the protection scope of this utility model patent should be determined by the appended claims.

Claims

1. A bridge pier structure with a double-layered interlocking load-bearing structure, comprising a cap beam (1) and a bridge pier base (7) disposed on the foundation. Its features are, Also includes: The support column (5), as the axial bearing member of the cap beam (1), is fixedly connected at its bottom end to the pier base (7), and its top end face is set as a sliding interface (6) and is slidably connected to the bottom of the cap beam (1); the sliding interface (6) is a horizontal sliding friction pair. The first steel sleeve (2) is fixedly connected to the bottom end face of the cap beam (1) and coaxially sleeved on the top outer wall of the support column (5); The steel column (3), as the lateral force bearing component of the cap beam (1), has its bottom end fixed to the pier base (7) and is coaxially sleeved on the outer periphery of the support column (5), with a radial gap (302) between it and the support column (5); a buffer layer (301) is provided on the top outer wall of the steel column (3), the buffer layer (301) is an elastic material layer and is fixed on the top outer wall of the steel column (3), and the buffer layer (301) abuts against the inner side wall of the first steel sleeve (2); Among them, the support column (5) is used to bear the vertical load of the cap beam (1), and the first steel sleeve (2) and the steel column (3) are used to bear the horizontal reciprocating load, so as to realize the separation and transmission of the vertical load and the horizontal reciprocating load.

2. The bridge pier structure according to claim 1, characterized in that, A support column (5) is set as one column, and the vertical axis of the support column (5) coincides with the vertical center axis of the cap beam (1) and is arranged at the center of the bottom end face of the cap beam (1).

3. The bridge pier structure according to claim 1, characterized in that, Two support columns (5) are set up. The two support columns (5) are arranged along the length of the cap beam (1). The vertical axes of the two support columns (5) are symmetrical about the vertical center axis of the cap beam (1).

4. The bridge pier structure according to claim 2, characterized in that, The steel column (3) is set as one, and the steel column (3) is coaxially sleeved on the outer periphery of the single support column (5), and the vertical axis of the steel column (3) coincides with the vertical axis of the support column (5).

5. The bridge pier structure according to claim 3, characterized in that, Two steel columns (3) are provided. The two steel columns (3) are coaxially fitted with the two support columns (5) in a one-to-one correspondence. The two steel columns (3) are arranged symmetrically along the vertical central axis of the cap beam (1) along the length direction of the cap beam (1).

6. The bridge pier structure according to claim 1, characterized in that, The steel column (3) is a thin-walled hollow steel column; And / or, the steel column (3) is formed by two semi-cylindrical columns joined together vertically, and the two semi-cylindrical columns are fixedly connected by bolts in a disassembly manner. And / or, the steel column (3) is detachably fixedly connected to the first steel sleeve (2) and the pier base (7).

7. The bridge pier structure according to claim 1, characterized in that, The bridge pier structure also includes: The second steel sleeve (4) is fixedly connected to the pier base (7) and coaxially sleeved on the bottom outer wall of the steel column (3); And / or, the sliding interface (6) includes a first sliding member (601) and a second sliding member (602); the first sliding member (601) is fixed to the top end face of the support column (5), and the second sliding member (602) is fixed to the corresponding position at the bottom of the cover beam (1). The contact surfaces of the first sliding member (601) and the second sliding member (602) form a horizontal sliding friction pair.

8. The bridge pier structure according to claim 1, characterized in that, The bottom outer wall of the support column (5) has multiple stiffening ribs (501) evenly arranged in the circumferential direction; And / or, the stiffening rib (501) is a right triangle, and the two right-angled sides are connected to the support column (5) and the pier base (7) respectively.

9. The bridge pier structure according to claim 1, characterized in that, The supporting column (5) is made of steel pipe concrete.

10. The bridge pier structure according to claim 1, characterized in that, The buffer layer (301) is fixed to the top outer wall of the steel column (3) by vulcanization bonding or high-strength structural adhesive bonding; And / or, the buffer layer (301) is made of rubber; And / or, the buffer layer (301) is made of polyurethane; And / or, the buffer layer (301) is made of high-damping rubber.

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