Socket type energy dissipation swing pier-cover beam joint structure and construction method thereof

Abstract

The invention relates to a socket type energy dissipation swing pier-cover beam joint structure and a construction method thereof, and belongs to the technical field of bridge engineering. Comprising a pier prefabricated and assembled upper section, a cover beam, a swinging device, a limiting type energy dissipation device, an amplification type energy dissipation device and unbonded prestressed tendons. The prefabricated and assembled upper section of the bridge pier is embedded into the cover beam in a socket manner, and a swinging device is arranged between the top and the bottom of the cover beam; limiting type energy dissipation devices are arranged on the portion, embedded into the bent cap, of the prefabricated and assembled upper segment of the bridge pier and the side wall of the bent cap. An amplification type energy consumption device is arranged at the connection position of the side wall of the prefabricated and assembled upper segment of the pier and the bottom face pier-cover beam of the cover beam; unbonded prestressed tendons are arranged among the prefabricated and assembled upper section of the bridge pier, the cover beam and the swinging device in a penetrating manner. The problems that a traditional swing bridge pier and bent cap joint is insufficient in shear resistance and concentrated in stress are solved, the shear resistance, the energy dissipation capacity and the function restorability of the bridge pier-bent cap joint are improved, and the requirements for post-earthquake maintenance and reinforcement are reduced.

Description

Technical Field

[0001] The invention relates to a pier-cap beam node structure, in particular to a socket-type energy-absorbing swing pier-cap beam node structure and a construction method thereof, belonging to the technical field of bridge engineering. Background Art

[0002] In earthquake-prone areas, the seismic performance of bridge structures is crucial to social economy and traffic safety. As an important part of the transportation network, bridges are often severely damaged in earthquakes, especially the joints between piers and cap beams, which are the weakest parts that are easily damaged in earthquakes.

[0003] The rigidity of the cast-in-place bridge pier-cap beam joint is usually too large, and it lacks the ability to self-reset after an earthquake. The swing bridge piers are only connected by prestressed steel strands, and the shear resistance of the node connection position is insufficient, which is prone to direct shear failure, stress concentration, and slippage of the connection interface. At the same time, since there are only prestressed steel bars at the connection position, although the structure has a good self-reset ability, its energy dissipation capacity is limited.

[0004] In order to improve the energy dissipation capacity between the nodes of the bridge piers and the cap beams, energy dissipation devices can be arranged at the nodes. Traditional energy dissipation devices (such as viscous dampers, friction dampers, metal dampers, etc.) mainly rely on the relative displacement of the nodes to dissipate energy. For example, cN104452577A discloses a pier-cap beam structure for improving the lateral seismic performance of a beam bridge, which includes a bridge cap beam, a viscous damper is arranged in the bridge cap beam, one end of the viscous damper is connected to the bridge pier, and the other end is fixed inside the cap beam. The expanded hole part of the bridge pier in the cap beam is wrapped with filling material, so that the bridge pier produces a certain displacement under the action of an earthquake. However, under the action of an earthquake, the relative deformation between the bridge pier and the cap beam is small, resulting in poor energy dissipation effect of traditional energy dissipation devices. Therefore, there is an urgent need to develop an easily replaceable pier-cap beam node structure and its construction method, which can increase the deformation inside the energy-absorbing device by amplifying the tiny deformation at the node, thereby giving full play to the energy-absorbing and limiting capacity of the material, reducing damage to the piers and cap beams, and making it easy to replace after an earthquake, thus reducing the cost and time of post-earthquake maintenance. Summary of the invention

[0005] In view of the above-mentioned defects of the prior art, the present invention proposes a socket-type energy-absorbing swing bridge pier-cap beam node structure and its construction method, so as to solve the problems that the shear resistance of the connection between the traditional swing bridge pier and the cap beam is insufficient, and the stability of the system depends on the prestressed tendons and energy-absorbing devices. This structure can not only realize swinging and improve the self-resetting performance, but also provide sufficient shear resistance. At the same time, the amplifying energy-absorbing device can amplify the tiny deformation between the nodes to dissipate energy, and can be quickly replaced after failure, thereby improving construction efficiency and maintaining the long-term stable service performance of the bridge piers and the cap beam.

[0006] In order to achieve the above object, the technical solution adopted by the present invention is as follows:

[0007] A socket-type energy-absorbing swing bridge pier-cap beam node structure, comprising a prefabricated upper segment of a pier, a cap beam, a swing device, a limited energy-absorbing device, an amplified energy-absorbing device and unbonded prestressed tendons; the prefabricated upper segment of the pier is embedded in the cap beam in the form of a socket, and a swing device is arranged between the top and the bottom of the cap beam; a limited energy-absorbing device is arranged between the part of the prefabricated upper segment of the pier embedded in the cap beam and the side wall of the cap beam; an amplified energy-absorbing device is arranged at the pier-cap beam connection position between the side wall of the prefabricated upper segment of the pier and the bottom surface of the cap beam; the unbonded prestressed tendons are arranged through the prefabricated upper segment of the pier, the cap beam and the swing device;

[0008] Under the action of an earthquake, the rocking device reduces the proportion of earthquake energy transmitted from the prefabricated upper segment of the pier to the cap beam through its own rotation, thereby improving the recoverable performance. At the same time, the earthquake energy is dissipated based on material deformation and relative friction through the limited energy dissipation device and the amplified energy dissipation device at the connection position between the prefabricated upper segment of the pier and the cap beam node.

[0009] Furthermore, the prefabricated upper segment of the pier includes an inner steel pipe and an engineering cement-based composite material ECC, and the lower portion is an ordinary reinforced concrete segment; the top of the inner steel pipe is closed, and only holes are reserved for the insertion of unbonded prestressed tendons, and inner pins are welded on the inside to improve the bonding strength between the inner steel pipe and the engineering cement-based composite material ECC to prevent slippage between the two.

[0010] Furthermore, the height of the inner steel pipe is equal to the height of the upper section of the prefabricated assembly of the pier embedded in the cap beam.

[0011] Furthermore, the prefabricated cap beam is provided with a groove for inserting the prefabricated upper segment of the pier, and the size of the groove is larger than the diameter or side length of the pier to facilitate the installation of a limited energy dissipation device; the outer steel pipe is installed in the reserved groove of the cap beam, and the outer side wall of the outer steel pipe is welded with an external pin to improve the bonding strength with ordinary concrete in the cap beam.

[0012] Furthermore, the swing device includes a spherical hinge, an upper steel plate, and a lower steel plate; wherein the lower steel plate is welded to the top of the inner steel pipe, and the upper steel plate is welded to the bottom of the outer steel pipe. Before welding, the welding surface should be clean, flat, and free of serious rust; outside the spherical hinge, a perforated composite plate composed of a rubber pad and a steel plate is arranged between the upper steel plate and the lower steel plate for bearing weight, and the hole diameter of the perforated composite plate is equal to the diameter of the interface between the spherical hinge and the upper steel plate or the lower steel plate.

[0013] Furthermore, the spherical joint includes two hemispheres and a connecting rod connecting the two hemispheres in the middle. The two hemispheres are respectively arranged in reserved grooves of the upper steel plate and the lower steel plate. The reserved grooves should ensure that the spherical joint can be embedded and fit with the reserved grooves. The spherical joint can rotate with the upper steel plate and the lower steel plate when they move horizontally or rotate.

[0014] Furthermore, the limited energy dissipation device includes superelastic material and T-shaped steel; a number of the T-shaped steels are staggered and welded around the inner steel pipe and the outer steel pipe, and the gaps between the T-shaped steels are filled with superelastic material, and the superelastic material is high-damping rubber or polyurethane.

[0015] Furthermore, the amplified energy dissipation device is a gear damper, including a pinion, a large gear, a pinion shaft, an ear plate, a tooth key, an embedded connecting bolt and an ear plate connecting plate; the pinion and the large gear are connected by a pinion shaft, the pinion gear is located in the middle of the pinion shaft, and the two groups of large gears are located on both sides of the pinion shaft; the pinion gear and the large gear are respectively embedded in the ear plates with tooth keys; the ear plate connecting plates are respectively arranged on the side walls of the prefabricated assembly segment of the pier and the bottom of the cap beam, and are fixed by embedded connecting bolts; the ear plate is fixed to the ear plate connecting plate by welding; the pinion gear is installed in the ear plate connected to the prefabricated assembly segment of the pier, and the large gear is installed in the ear plate connected to the cap beam; two groups of corner amplified energy dissipation devices are symmetrically installed on both sides of the connection position of the node between the prefabricated assembly upper segment of the pier and the cap beam; when deformation occurs at the node between the pier and the cap beam, based on the principle of gear transmission, the pinion gear drives the large gear to rotate together through the pinion shaft, so that the large gear absorbs more energy through friction, thereby improving the energy dissipation capacity and seismic resistance of the node.

[0016] Furthermore, the ear plate connecting plate is made of high-strength steel, and the thickness needs to meet the local pressure-bearing strength requirements.

[0017] The construction method, manufacturing and installation method of the above-mentioned socket-type energy-absorbing swing pier-cap beam node structure specifically include the following steps:

[0018] S1. Tie the cap beam reinforcement, embed the outer steel pipe in the reserved groove of the cap beam, weld the outer pins on one side of the concrete pouring, weld T-shaped steel at a certain interval on the side wall of the other side, support the formwork, and form a prefabricated cap beam;

[0019] S2. Tie up the steel bars of the pier segments, reserve prestressed steel channels, install inner steel pipes around the segments that extend into the cap beam, weld T-shaped steels on the outer wall, and stagger the T-shaped steels around the outer steel pipes; weld inner pins on the inner side of the inner steel pipes, and cast the ECC cement-based composite material for the project to form the upper segments of the pier prefabrication assembly;

[0020] S3, fix the upper steel plate and the outer steel pipe by welding, fix the lower steel plate and the inner steel pipe by welding, and the reserved grooves of the upper steel plate and the lower steel plate correspond to each other;

[0021] S4, insert the spherical hinge into the groove of the lower steel plate, and install the perforated composite plate on the top of the lower steel plate through adhesive to form a swing device;

[0022] S5. Connect the prefabricated upper segment of the pier with the prefabricated cap beam, ensuring that the upper hemisphere of the spherical hinge fits in the groove of the upper steel plate;

[0023] S6. Superelastic material is installed in the gap between the inner and outer steel pipes and the staggered T-shaped steel to form a limited energy dissipation device;

[0024] S7, using unbonded prestressed tendons to penetrate and connect the upper segments, cap beams, swing devices and lower ordinary reinforced concrete segments of the prefabricated piers, and then tensioning the unbonded prestressed tendons;

[0025] S8. Fix the small gear in the middle of the pin shaft, arrange the corresponding ear plate, install the large gear and its corresponding ear plate on both sides, weld the ear plate to the ear plate connecting plate, and fix the ear plate connecting plate to the side wall of the prefabricated assembly segment of the pier and the bottom of the cap beam through the embedded connecting bolts to form an amplified energy dissipation device;

[0026] S9. When the limiting energy dissipation device or the amplifying energy dissipation device is deformed and damaged by earthquake or when the hyperelastic material is aged after long-term service, it should be replaced so that the pier-cap beam node can continue to play the role of swinging and absorbing energy.

[0027] Compared with the prior art, the present invention has the following beneficial effects:

[0028] The present invention inserts the top of the pier into the cap beam, and realizes a certain degree of rotation and sliding between the pier and the cap beam by setting a spherical hinge between the top of the pier and the cap beam. An amplifying energy-absorbing damper is set at the node connection between the pier and the cap beam to improve the energy-absorbing capacity. The connection between the pier and the cap beam is a socket-type connection, which significantly enhances the embedding effect of the node, increases the contact area between the pier and the cap beam, and reduces the risk of shear damage of the node. During the swinging process, multiple small spherical joints can provide a certain rotation ability in different directions to adapt to complex force and displacement conditions. The horizontal displacement is limited by the cap beam to effectively control the lateral displacement. The amplifying energy-absorbing damper converts the small deformation of the node into a large deformation of the damper, thereby improving the energy dissipation capacity. The present invention combines swinging, shear resistance and amplified energy consumption. It can also be quickly replaced after the energy-absorbing device fails, which helps to improve the seismic safety of the bridge and promote the high-performance development of swinging bridges. The details are as follows:

[0029] 1. The connection between the bridge pier and the cap beam in the present invention is a socket-and-spigot type, which significantly enhances the embedding effect of the node, and the horizontal displacement of the bridge pier is limited by the cap beam, and the shear resistance and lateral displacement resistance are enhanced. The section with the top deep into the cap beam is protected by a steel pipe, which can reduce the risk of damage to the socket section.

[0030] 2. The swing device uses several independent small spherical joints, which can more effectively share the load evenly and disperse the force transmitted in the structure to multiple contact points, thereby reducing the stress concentration phenomenon at a single contact point. The design is redundant, and the failure of a single spherical joint will not have a significant impact on the performance of the overall structure, thereby improving the safety and reliability of the structure and effectively avoiding sudden failure of the structure. The manufacturing process is simple, flexible, and can adapt to complex force and displacement conditions.

[0031] 3. The limited energy dissipation device is composed of superelastic material and staggered T-steel to form a "flexible-rigid" combined connection. The staggered arrangement of T-steel increases the number of contact surfaces and stress points, making the stress distribution of the structure more uniform when it is stressed. It can evenly absorb and dissipate energy in different stress directions and improve energy dissipation efficiency. This limited design can avoid excessive deformation of the structure, prevent damage accumulation and failure, and improve the safety of the structure under extreme loads. It is convenient for factory prefabrication and rapid on-site installation, reduces wet operations, and greatly simplifies the construction process. It gives full play to the advantages of both in energy dissipation, mechanical performance optimization and structural stability.

[0032] 4. The amplified energy dissipation device amplifies the tiny rotation angle through the gear transmission principle, thereby achieving efficient energy dissipation and damping effect. The device can respond quickly under the action of an earthquake, converting the seismic energy into friction energy consumption of gears and tooth keys, effectively reducing the seismic response of the structure. The gear-type amplified damper can design gears of different sizes according to actual conditions, and flexibly adjust the diameters of large and small gears to change the transmission ratio. The energy dissipation device can be flexibly arranged in different parts of the structure, such as beam-column nodes, shear walls, bridge piers and abutment nodes. The structure is simple, with fewer mechanical parts and less maintenance and overhaul work. Regularly checking the lubrication and gear wear can meet daily maintenance needs, reducing maintenance costs and making later replacements convenient.

[0033] 5. The proposed socket-type energy-absorbing swing pier-cap beam node structure and its construction method are simple in structure, convenient in construction, short in construction period, and small in on-site wet work volume; the present invention has a wide range of applications and is suitable for piers of different cross-sectional forms, including single-column piers, double-column piers and other types. BRIEF DESCRIPTION OF THE DRAWINGS

[0034] Figure 1 It is a schematic overall plan view of the socket-type energy-absorbing swing bridge pier-cap beam node structure of the present invention;

[0035] Figure 2 It is a top view of the socket-type energy-absorbing swing pier-cap beam node of the present invention;

[0036] Figure 3It is a schematic diagram of the split structure of the socket-type energy-absorbing swing pier-cap beam node of the present invention;

[0037] Figure 4 It is a schematic diagram of the swing device of the socket-type energy-absorbing swing bridge pier-cap beam node of the present invention;

[0038] Figure 5 It is a schematic diagram of the rotation of the spherical hinge of the socket-type energy-absorbing swing bridge pier-cap beam node of the present invention;

[0039] Figure 6 It is a schematic diagram of an enlarged energy dissipation device of a socket-type energy dissipation swing pier-cap beam node of the present invention;

[0040] Figure 7 It is a schematic diagram of the disassembled structure of the enlarged energy dissipation device of the socket-type energy dissipation swing pier-cap beam node of the present invention.

[0041] Figure numbers, 1-prefabricated upper segment of pier; 2-cap beam; 3-unbonded prestressed tendons; 4-swaying device; 5-limited energy dissipation device; 6-amplified energy dissipation device; 7-upper steel plate; 8-lower steel plate; 9-inner steel pipe; 10-outer steel pipe; 11-spherical hinge; 12-ECC; 13-ordinary reinforced concrete segment; 14-outer pin; 15-inner pin; 16-hole-filled composite steel plate; 17-superelastic material; 18-T-steel; 19-small gear; 20-large gear; 21-pin shaft; 22-ear plate; 23-tooth key; 24-embedded connecting bolt; 25-ear plate connecting plate. DETAILED DESCRIPTION

[0042] The following is combined with Figure 1-7 The present invention is further described in detail with specific implementations to facilitate a clear understanding of the present invention, but they do not constitute a limitation on the present invention.

[0043] Example 1

[0044] As attached Figure 1-7 As shown, a socket-type energy-absorbing swing bridge pier-cap beam node structure of this embodiment includes a square prefabricated upper segment 1 of the pier, a cap beam 2, a swing device 4, a limiting energy-absorbing device 5, an amplifying energy-absorbing device 6 and an unbonded prestressed tendon 3. The prefabricated upper segment 1 of the pier is embedded in the cap beam 2 in the form of a socket, and a swing device 4 is arranged between the top and the bottom of the cap beam 2. The limiting energy-absorbing device 5 is arranged between the part of the prefabricated upper segment 1 of the pier embedded in the cap beam and the side wall of the cap beam 2. An amplifying energy-absorbing device 6 is arranged at the pier-cap beam connection position between the side wall of the prefabricated upper segment 1 of the pier and the bottom surface of the cap beam 2. The unbonded prestressed tendon 3 is arranged through the prefabricated upper segment 1 of the pier, the cap beam 2 and the swing device 4.

[0045] like Figure 1 and Figure 3As shown, the prefabricated upper segment 1 of the pier includes an inner steel pipe 9 and an engineering cement-based composite material ECC 12, and the lower part thereof is an ordinary reinforced concrete segment 13. The top of the inner steel pipe 9 is closed, and only a hole is reserved for the unbonded prestressed tendons 3 to pass through. An inner pin 15 is welded on the inside to improve the bonding force between the inner steel pipe 9 and the engineering cement-based composite material ECC to prevent slippage between the two. In this embodiment, the height of the inner steel pipe 9 is equal to the height of the prefabricated upper segment 1 of the pier embedded in the cap beam 2. The prefabricated cap beam 2 is reserved with a groove for inserting the prefabricated upper segment 1 of the pier, and the size of the groove is larger than the diameter or side length of the pier, so as to install the limited energy dissipation device 5. The outer steel pipe 10 is installed in the reserved groove of the cap beam 2, and the outer side wall of the outer steel pipe 10 is welded with an outer pin 14 to improve the bonding force with the ordinary concrete in the cap beam 2.

[0046] like Figure 4 As shown, the swing device 4 includes a spherical hinge 11, an upper steel plate 7, and a lower steel plate 8. The lower steel plate 8 is welded to the top of the inner steel tube 9, and the upper steel plate 7 is welded to the bottom of the outer steel tube 10. Before welding, the welding surface should be clean, flat, and free of serious rust. Outside the spherical hinge 11, a perforated composite plate 16 composed of a rubber pad and a steel plate is arranged between the upper steel plate 7 and the lower steel plate 8 for bearing weight. The hole diameter of the perforated composite plate 16 is equal to the diameter of the interface between the spherical hinge 11 and the upper steel plate 7 or the lower steel plate 8.

[0047] like Figure 5 As shown, the spherical joint 11 includes two hemispheres and a connecting rod connecting the two hemispheres in the middle. The two hemispheres are respectively arranged in the reserved grooves of the upper steel plate 7 and the lower steel plate 8. The reserved grooves should ensure that the spherical joint 11 can be embedded and fit with the reserved grooves. The spherical joint 11 can rotate with the upper steel plate 7 and the lower steel plate 8 when they move horizontally or rotate.

[0048] like Figure 2 As shown, the limited energy dissipation device 5 includes a superelastic material 17 and a T-shaped steel 18. A plurality of T-shaped steels 18 are staggeredly welded around the inner steel pipe 9 and the outer steel pipe 10, and the gaps between the T-shaped steels are filled with the superelastic material 17, which is high damping rubber or polyurethane.

[0049] like Figure 1 , 6As shown in Figures 7 and 8, the amplified energy dissipation device 6 is a gear damper, including a pinion 19, a large gear 20, a pinion 21, an ear plate 22, a tooth key 23, an embedded connecting bolt 24, and an ear plate connecting plate 25. The pinion 19 and the large gear 20 are connected by the pinion 21, the pinion 19 is located in the middle of the pinion 21, and the two groups of large gears 20 are located on both sides of the pinion 21. The pinion 19 and the large gear 20 are respectively embedded in the ear plate 22 with the tooth key 23. The ear plate connecting plate 25 is respectively arranged on the side wall of the prefabricated assembly segment 1 of the pier and the bottom of the cap beam 2, and is fixed by the embedded connecting bolts 24. The ear plate 22 is fixed on the ear plate connecting plate 25 by welding. The pinion 19 is installed in the ear plate connected to the prefabricated assembly segment 1 of the pier, and the large gear 20 is installed in the ear plate connected to the cap beam 2. Two sets of corner amplification energy dissipation devices 6 are symmetrically installed on both sides of the node connection position of the prefabricated upper segment 1 of the pier and the cap beam 2. When the node between the pier and the cap beam is deformed, based on the principle of gear transmission, the small gear 19 drives the large gear 20 to rotate together through the pin 21, so that the large gear 20 absorbs more energy through friction, thereby improving the energy dissipation capacity and seismic resistance of the node.

[0050] In this embodiment, the ear plate connecting plate 25 is made of high-strength steel, and the thickness must meet the local pressure-bearing strength requirements.

[0051] The principle of this embodiment is as follows Figure 1As shown, under the action of an earthquake, the swaying device 4 reduces the energy transmitted from the prefabricated upper segment 1 of the pier to the cap beam 2 by rotating itself. At the same time, the limiting energy dissipation device 5 and the amplifying energy dissipation device 6 at the node connection position between the prefabricated upper segment 1 of the pier and the cap beam 2 dissipate the earthquake energy based on material deformation and relative friction, thereby improving the seismic performance. Specifically: The prefabricated upper segment 1 of the pier is embedded in the cap beam 2 in a socket-and-spigot manner to improve the shear resistance of the pier. T-shaped steel 18 and superelastic material 17 are used around for limiting and energy dissipation to ensure that the lateral stiffness of the pier is sufficient under normal use. Under the action of earthquake, the bridge pier rotates to a certain extent. Its tiny rotation angle causes the ear plate 22 of the side wall of the bridge pier to rotate, which then causes friction energy consumption with the internal pinion 19. At the same time, the rotation of the pinion 19 drives the pinion 21 to rotate, amplifying the displacement and speed of the pinion 19 and transmitting it to the large gear 20. The large gear 20 dissipates the transmitted energy through friction with the tooth key 23, thereby greatly reducing the seismic response of the cap beam 2, improving the energy consumption capacity of the node, concentrating the damage on the amplified energy consumption device 6, and reducing the degree of damage to the prefabricated upper segment 1 of the bridge pier and the cap beam 2. The rotation of the prefabricated upper segment 1 of the bridge pier also causes friction energy consumption in the hyperelastic material 17 and T-shaped steel 18 around it and between it and the cap beam 2, achieving the purpose of energy consumption. More importantly, the rotation of the bridge pier makes the swing device 4 between the prefabricated upper segment 1 of the bridge pier and the cap beam 2 play a key role. Through the rotation of the spherical hinge 11, the seismic response transmitted from the bridge pier to the cap beam 2 is greatly reduced, and the residual displacement after the earthquake is reduced. The use of the inner steel pipe 9 in the prefabricated upper segment 1 of the bridge pier also protects the part embedded in the cap beam from damage. After the earthquake, the damaged limiting energy dissipation device 5 and the amplifying energy dissipation device 6 can be replaced to improve the functional recoverability of the bridge pier-cap beam node and ensure the smooth flow of the lifeline after the earthquake.

[0052] Example 2

[0053] like Figure 3 As shown, in this embodiment, the construction method of the socket-type energy-absorbing swing pier-cap beam node structure in the above embodiment 1, and its manufacturing and installation method specifically include the following steps:

[0054] S1. Tie up the cap beam reinforcement, embed the outer steel pipe 10 in the reserved groove of the cap beam 2, weld the outer pin 14 on one side of the concrete pouring, weld T-shaped steel 18 at a certain interval on the side wall of the other side, support the formwork, and form a prefabricated cap beam.

[0055] S2. Tie up the steel bars of the pier segments, reserve the prestressed steel channel, install the inner steel pipe 9 around the segment that extends into the cap beam 2, weld the T-shaped steel 18 on the outer wall, and its position is staggered with the T-shaped steel around the outer steel pipe 10. The inner side of the inner steel pipe 9 is welded with an inner pin 14, and the cement-based composite material ECC 12 for the project is poured to form the upper segment 1 of the prefabricated assembly of the pier.

[0056] S3. Fix the upper steel plate 7 and the outer steel pipe 10 by welding, and fix the lower steel plate 8 and the inner steel pipe 9 by welding, and the reserved grooves of the upper steel plate 7 and the lower steel plate 8 correspond to each other.

[0057] S4. The spherical hinge 11 is embedded into the groove of the lower steel plate 8, and the perforated composite plate 16 is installed on the top of the lower steel plate 8 by adhesive to form a swing device 4.

[0058] S5. Connect the prefabricated upper segment 1 of the pier with the prefabricated cap beam 2, ensuring that the upper hemisphere of the spherical hinge 11 fits in the groove of the upper steel plate 7.

[0059] S6, superelastic material 17 is installed in the gap between the staggered T-shaped steel 18 between the inner steel pipe 9 and the outer steel pipe 10 to form a limited energy dissipation device 5.

[0060] S7. Use unbonded prestressed tendons 3 to penetrate and connect the prefabricated upper segment 1 of the pier, the cap beam 2, the swing device 4 and the lower ordinary reinforced concrete segment 13, and then tension the unbonded prestressed tendons 3.

[0061] S8. Fix the small gear 19 in the middle of the pin shaft 21, arrange the corresponding ear plate 22, install the large gear 20 and its corresponding ear plate 22 on both sides, weld the ear plate 22 to the ear plate connecting plate 25, and fix the ear plate connecting plate 25 to the side wall of the prefabricated assembly segment 1 of the pier and the bottom of the cap beam 2 respectively through the embedded connecting bolts 24 to form an amplified energy dissipation device 6.

[0062] S9. When the limiting energy dissipation device 5 and the amplifying energy dissipation device 6 are deformed and damaged during earthquake action or when the superelastic material 17 ages after long-term service, they should be replaced so that the pier-cap beam node can continue to play the role of swinging and absorbing energy.

[0063] The above is only a preferred embodiment of the present invention, and does not impose any formal limitation on the structure of the present invention. The layout type and the number of uses of the present invention are not limited to this example, and can be optimized and selected according to the actual project. Any modification, equivalent change and decoration of the above embodiment based on the technical principle of the present invention that does not deviate from the content of the technical solution of the present invention are still within the scope of the technical solution of the present invention.

Claims

1. A socket-type energy-absorbing swing bridge pier-cap beam node structure, characterized in that: It comprises a prefabricated upper segment of a pier (1), a cap beam (2), a swing device (4), a position-limiting energy dissipation device (5), an amplified energy dissipation device (6) and unbonded prestressed tendons (3); The prefabricated upper segment (1) of the pier is embedded in the cap beam (2) in the form of a socket, and a swing device (4) is arranged between the top and the bottom of the cap beam (2); A limited energy dissipation device (5) is arranged on the part of the prefabricated upper segment (1) of the pier embedded in the cap beam and the side wall of the cap beam (2); An amplified energy dissipation device (6) is arranged at the connection position between the side wall of the prefabricated upper segment (1) of the pier and the cap beam (2) on the bottom surface of the pier and the cap beam; The unbonded prestressed tendons (3) are arranged between the prefabricated upper segment (1) of the pier, the cap beam (2) and the swing device (4); Under the action of an earthquake, the swaying device (4) reduces the energy transmitted from the prefabricated upper segment (1) of the pier to the cap beam (2) by rotating itself, and at the same time, the limited energy dissipation device (5) and the amplified energy dissipation device (6) at the node connection position between the prefabricated upper segment (1) of the pier and the cap beam (2) dissipate the earthquake energy based on material deformation and relative friction, thereby improving the earthquake resistance.

2. According to claim 1, the socket-type energy-absorbing swing pier-cap beam node structure is characterized by: The prefabricated upper segment (1) of the pier comprises an inner steel pipe (9) and an engineering cement-based composite material ECC (12), and the lower portion thereof is an ordinary reinforced concrete segment (13); the top of the inner steel pipe (9) is closed, and only a hole is reserved for the unbonded prestressed tendons (3) to pass through, and an inner pin (15) is welded on the inner side to improve the bonding force between the inner steel pipe (9) and the engineering cement-based composite material ECC to prevent slippage between the two.

3. According to claim 2, the socket-type energy-absorbing swing pier-cap beam node structure is characterized in that: The height of the inner steel pipe (9) is equal to the height of the prefabricated upper segment (1) of the pier embedded in the cap beam (2).

4. The socket-type energy-absorbing swing bridge pier-cap beam node structure according to claim 1 or 2, characterized in that: The prefabricated cap beam (2) is provided with a groove for inserting the prefabricated upper segment (1) of the pier, and the size of the groove is larger than the diameter or side length of the pier, so as to facilitate the installation of the limited energy dissipation device (5); the outer steel pipe (10) is installed in the reserved groove of the cap beam (2), and the outer side wall of the outer steel pipe (10) is welded with an outer pin (14) for improving the bonding strength with the ordinary concrete in the cap beam (2).

5. According to claim 4, the socket-type energy-absorbing swing pier-cap beam node structure is characterized in that: The swing device (4) comprises a spherical hinge (11), an upper steel plate (7), and a lower steel plate (8); wherein the lower steel plate (8) is welded to the top of the inner steel tube (9), and the upper steel plate (7) is welded to the bottom of the outer steel tube (10), and before welding, it should be ensured that the welding surface is clean, flat, and free of serious rust; outside the spherical hinge (11), between the upper steel plate (7) and the lower steel plate (8), a perforated composite plate (16) composed of a rubber pad and a steel plate is arranged for bearing weight, and the diameter of the hole of the perforated composite plate (16) is equal to the diameter at the interface between the spherical hinge (11) and the upper steel plate (7) or the lower steel plate (8).

6. According to claim 5, the socket-type energy-absorbing swing pier-cap beam node structure is characterized in that: The spherical hinge (11) comprises two hemispheres and a connecting rod connecting the two hemispheres in the middle. The two hemispheres are arranged in reserved grooves of the upper steel plate (7) and the lower steel plate (8) respectively. The reserved grooves should ensure that the spherical hinge (11) can be embedded and fit in the reserved grooves. The spherical hinge (11) can rotate with the upper steel plate (7) and the lower steel plate (8) when they move horizontally or rotate.

7. The socket-type energy-absorbing swing bridge pier-cap beam node structure according to claim 6 is characterized in that: The position-limiting energy dissipation device (5) comprises a superelastic material (17) and T-shaped steel (18); a plurality of the T-shaped steels (18) are welded alternately around the inner steel pipe (9) and the outer steel pipe (10), and the gaps between the T-shaped steels are filled with the superelastic material (17), wherein the superelastic material (17) is high-damping rubber or polyurethane.

8. The socket-type energy-absorbing swing bridge pier-cap beam node structure according to claim 7 is characterized in that: The amplified energy dissipation device (6) is a gear damper, comprising a pinion (19), a large gear (20), a pinion (21), an ear plate (22), a tooth key (23), a pre-buried connection bolt (24) and an ear plate connection plate (25); the pinion (19) and the large gear (20) are connected via the pinion (21), the pinion (19) is located in the middle of the pinion (21), and two groups of large gears (20) are located on both sides of the pinion (21); the pinion (19) and the large gear (20) are respectively embedded in the ear plates (22) with the tooth key (23); the ear plate connection plates (25) are respectively arranged on the side walls of the prefabricated assembly segment (1) of the pier and the bottom of the cap beam (2), and are connected via the pre-buried connection bolts (24). The lug plate (22) is fixed by connecting bolts (24); the lug plate (22) is fixed on the lug plate connecting plate (25) by welding; the pinion (19) is installed in the lug plate connected to the prefabricated assembly segment (1) of the pier, and the large gear (20) is installed in the lug plate connected to the cap beam (2); two sets of corner amplification type energy dissipation devices (6) are symmetrically installed on both sides of the node connection position between the prefabricated assembly upper segment (1) of the pier and the cap beam (2); when the node between the pier and the cap beam is deformed, based on the gear transmission principle, the pinion (19) drives the large gear (20) to rotate together through the pin shaft (21), so that the large gear (20) absorbs more energy through friction, thereby improving the energy dissipation capacity and seismic resistance of the node.

9. The socket-type energy-absorbing swing bridge pier-cap beam node structure according to claim 8 is characterized in that: The ear plate connecting plate (25) is made of high-strength steel, and its thickness needs to meet the local pressure-bearing strength requirements.

10. A construction method for the socket-type energy-absorbing swing bridge pier-cap beam node structure according to claim 9, characterized in that: The production and installation method specifically includes the following steps: S1, tying the cap beam reinforcement, embedding the outer steel pipe (10) in the reserved groove of the cap beam (2), welding the outer pin (14) on one side of the concrete pouring, welding T-shaped steel (18) at a certain interval on the side wall of the other side, supporting the formwork, and forming a prefabricated cap beam; S2, tying the steel bars of the pier segments, reserving prestressed steel bar holes, installing inner steel pipes (9) around the segments extending into the cap beam (2), welding T-shaped steels (18) on the outer wall, and staggering the T-shaped steels around the outer steel pipes (10); inner pins (14) are welded on the inner side of the inner steel pipes (9), and the cement-based composite material ECC (12) for the project is cast to form the prefabricated upper segment (1) of the pier; S3, fixing the upper steel plate (7) and the outer steel pipe (10) by welding, fixing the lower steel plate (8) and the inner steel pipe (9) by welding, and the reserved grooves of the upper steel plate (7) and the lower steel plate (8) correspond one to one; S4, embed the spherical hinge (11) into the groove of the lower steel plate (8), and install the perforated composite plate (16) on the top of the lower steel plate (8) by adhesive to form a swing device (4); S5, connecting the prefabricated upper segment (1) of the pier with the prefabricated cap beam (2), ensuring that the upper hemisphere of the spherical hinge (11) fits in the groove of the upper steel plate (7); S6, superelastic material (17) is installed in the gap between the staggered T-shaped steel (18) between the inner steel pipe (9) and the outer steel pipe (10) to form a limited energy dissipation device (5); S7, using unbonded prestressed tendons (3) to penetrate and connect the upper prefabricated segment (1), the cap beam (2), the swing device (4) and the lower ordinary reinforced concrete segment (13) of the pier, and then tensioning the unbonded prestressed tendons (3); S8, fix the small gear (19) in the middle of the pin shaft (21), arrange the corresponding ear plate (22), install the large gear (20) and its corresponding ear plate (22) on both sides, weld the ear plate (22) to the ear plate connecting plate (25), and fix the ear plate connecting plate (25) to the side wall of the prefabricated assembly segment (1) of the pier and the bottom of the cap beam (2) respectively through the embedded connecting bolts (24), so as to form an amplified energy dissipation device (6); S9. When the limiting energy dissipation device (5) and the amplifying energy dissipation device (6) are deformed and damaged by earthquake or when the superelastic material (17) ages after long-term service, they are replaced so that the pier-cap beam node can continue to play the role of swinging and absorbing energy.

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