Anti-seismic structure of beam end of ballastless track system and construction method of anti-seismic structure

Abstract

The invention relates to the technical field of rail transit, and provides an anti-seismic structure of a ballastless track system beam end and a construction method thereof.The anti-seismic structure of the ballastless track system beam end comprises a sliding way and a sliding block, and the sliding way is arranged on the top face of a bridge pier and arranged in the transverse bridge direction; the sliding block is static in the sliding way in the initial state, the beam body corner can drive the sliding block to move along the sliding way, and the sliding block is driven to move in the reverse direction to limit expansion of the beam body corner. The structure can effectively limit the corner displacement of the beam body and reset as much as possible, so that the displacement problem of the track plate is solved, the anti-seismic performance is improved, the structural deformation of the beam end is reduced, and the operation safety is improved.

Description

Technical Field

[0001] The invention relates to the technical field of rail transit, and in particular to an anti-seismic structure of a beam end of a ballastless track system and a construction method thereof. Background Art

[0002] Most of my country's high-speed railway lines adopt the form of "bridges replacing roads". The infrastructure under the high-speed railway line composed of bridges and ballastless track systems is prone to track geometry exceeding limits and structural damage under earthquakes, which may endanger driving safety. The earthquake damage of ballastless track-bridge systems is mainly manifested in beam end rotation, rail bending and beam-rail longitudinal slippage. Limiting the structural deformation of the beam-rail system at the bridge beam end and enhancing its structural toughness are the key points of the seismic design of ballastless track on bridges.

[0003] At present, the seismic structures of ballastless tracks on existing bridges are mostly limited to the lateral deformation of the entire track structure relative to the beam body, and do not take effect on the displacement of the rails, track plates and beam bodies caused by the beam end rotation angle, which is most likely to be caused by earthquakes; there are also shock absorbers installed at the track plate ends, but this structure only resists the seismic of the track structure, and there are problems such as inconvenience in installing the shock absorbers and easy damage to the track concrete at the interface with the shock absorber installation. In view of this, a seismic structure of the beam end of a ballastless track system that meets the seismic requirements of the bridge-ballastless track system and its construction method are proposed. Summary of the invention

[0004] The purpose of the present invention is to solve the problem in the prior art that there is a lack of restriction on the rotation angle of the beam end caused by earthquake, which easily causes displacement of the track plate and the beam body, and to provide an earthquake-resistant structure of the beam end of a ballastless track system and a construction method thereof.

[0005] In order to achieve the above object, the technical solution adopted by the present invention is: A seismic resistant structure for a beam end of a ballastless track system, comprising: A slideway is provided on the top surface of the bridge pier, and the slideway is arranged along the transverse direction of the bridge; The slider is stationary in the slideway in an initial state, and the beam body rotation angle can drive the slider to move along the slideway, and drive the slider to move in the opposite direction to limit the expansion of the beam body rotation angle.

[0006] The slideway can be in the form of a slide groove, a slide rail, etc. The beam body and the slider can be connected in an existing manner to achieve sliding movement. The slider can be driven to move in the opposite direction by using driving components, reset components or elastic energy-absorbing components in the existing technology.

[0007] By adopting the seismic-resistant structure at the end of the beam of a ballastless track system described in the present invention, the beam body is caused to rotate under the action of external forces such as earthquakes, thereby driving the movement of a slider arranged on the top surface of the pier, and the rotation angle and lateral displacement of the beam body are effectively limited by driving the slider to move in the opposite direction, and the further expansion of the rotation angle and lateral displacement is limited, thereby improving the displacement problem of the track plate, thereby improving the seismic resistance, reducing the structural deformation of the beam end, and improving the operational safety.

[0008] Preferably, there are two sliders, and the first magnetic parts are respectively provided on both sides of the slider along the transverse bridge direction, and the second magnetic parts are respectively provided at the two ends of the slideway, and the magnetism of the first magnetic part and the second magnetic part are different. The two sliders are respectively connected to the two corners of the beam body through chains, and the two chains are cross-arranged. The corner of the beam body can drive the corresponding slider to approach another slider through the chain connected to the corresponding corner, and then make the two sliders move away from each other and approach the corresponding second magnetic parts, thereby limiting the expansion of the beam body angle, and the chain is configured to be tightened when the corresponding slider contacts the second magnetic part.

[0009] In the initial state, the distance between the two sliders and the distance between the slider and the second magnetic member can be designed so as not to slide due to magnetic force, thereby maintaining stillness.

[0010] The above-mentioned setting method has low structural cost and low requirements for installation space. It can effectively limit the rotation angle and displacement of the beam end and may even reset it. It will not cause problems such as interface damage and stray current. What is formed is a balanced and symmetrical force system, so that the beam end is subject to balanced force constraints. In addition, it has good flexibility in controlling the maximum rotation angle and displacement, and does not affect normal deformation activities such as vehicle load, temperature and creep during the operation stage.

[0011] More preferably, a damping component is further included, and two ends of the damping component respectively extend into two longitudinally adjacent track plates.

[0012] By adopting the above-mentioned setting method, two adjacent track plates are connected into a whole through the damping component, which limits the longitudinal and lateral displacement of the track plate ends, enhances the integrity of the track structure, and improves the seismic performance. The damping component can consume energy when the angle of the beam body drives the track plate to move, thereby reducing the structural displacement of the track plate. It can also reduce the degree of angle displacement of the beam body to a certain extent, improve operational safety, and form a two-level seismic structure.

[0013] Further preferably, the damping component comprises a cement-based composite material component and steel bars therein, and the damping component is a rectangular parallelepiped component.

[0014] The rectangular form is easy to process and shape, and also convenient to connect closely with the track plate to avoid interface seams. It is also beneficial to improve the stability and seismic resistance of the track system and facilitate the continuous laying of the track. The width and thickness of the rectangular form are determined according to the actual installation space, force and other parameters.

[0015] Cement-based composite materials have the ability to improve the bending strength and shear strength of structures. For example, various high-performance fiber cement-based composite materials in the prior art, such as polyethylene fiber engineering cement-based composite materials, polyvinyl alcohol fiber engineering cement-based composite materials, and polypropylene fiber engineering cement-based composite materials, can effectively dissipate the energy generated by earthquakes and increase the damping and seismic resistance.

[0016] Further preferably, the top surface of the pier is further provided with a first tenon, the bottom surface of the damping component is provided with a first slot, and the first tenon is adaptively connected to the first slot.

[0017] Further preferably, the end of the beam body has a step surface, the step surface is provided with a second tenon, the bottom surface of the damping component is provided with a second slot, and the second tenon is adaptively connected to the second slot.

[0018] The first tenon and the second tenon components are added between the damping component and the pier, and between the damping component and the beam body. On the one hand, they can limit the lateral, longitudinal and vertical displacements between the track plate and the beam body, and between the track plate and the pier. Under the action of an earthquake, the tenons consume seismic forces in three directions of compression, shear and bending, buffer the collision impact between the track plate and the beam body, and fully realize the role of earthquake energy consumption. On the other hand, the tenons form force transmission channels between the track plate and the beam body, and between the track plate and the pier, effectively transferring the energy received by the track plate to the pier, further reducing the angular displacement of the beam body and the displacement of the track plate. The structure of the driving slider, the damping component and the tenon structure constitute a three-level seismic resistant structure between the track plate, the beam body and the pier, greatly improving the seismic performance of the beam end of the ballastless track system.

[0019] Further preferably, the first tenon and the second tenon are both cement-based composite material components.

[0020] A construction method for an earthquake-resistant structure at a beam end of a ballastless track system is applied to the earthquake-resistant structure at a beam end of a ballastless track system as described above, and comprises the following steps: Install the slides and sliders; Install a first tenon on the top surface of the pier, and install a second tenon on the step surface of the beam body; Install the damping component, and embed the two ends of the damping component in the corresponding track plate respectively; Install the second magnetic member and the chain.

[0021] By adopting the construction method of the seismic-resistant structure of the beam end of a ballastless track system described in the present invention, various structural members are mostly prefabricated components and are directly installed on site. The prefabricated molding quality of each component is high, which is beneficial to ensuring the effectiveness of the structure. The on-site installation amount is small, which is beneficial to shortening the construction period. The slideway and the slider are first installed on the pier top, and finally the second magnetic member and the chain are installed, which is convenient for better combined installation and can avoid interference and repeated debugging of the magnetic attraction structure. The installation accuracy of the damping component is also further improved, and it does not affect the construction of the main structure such as the beam body and the track plate.

[0022] Preferably, it also includes a positioning component, which includes two support members, and the two support members are respectively arranged on the step surfaces of two adjacent beam bodies, and a first limiting unit is provided between the two support members, and the support member includes two vertical plates arranged along the transverse bridge direction, and a second limiting unit is provided between two adjacent vertical plates on the same side, and the first limiting unit and the second limiting unit can both slide longitudinally along the vertical plates, and the two first limiting units can form positioning holes for positioning the first tenon, and the two second limiting units can form positioning holes for positioning the second tenon.

[0023] Further preferably, after the first tenon is installed, the positioning component is installed; after the damping component is pre-embedded, the positioning component is removed.

[0024] The above arrangement makes it easy to install the first tenon and the second tenon in a narrow beam gap, and at the same time makes it easy to remove the positioning component after the damping component is installed, thereby effectively improving the installation accuracy of the seismic structure at the beam end.

[0025] In summary, due to the adoption of the above technical solution, the beneficial effects of the present invention are: 1. A seismic-resistant structure at the beam end of a ballastless track system, which effectively limits the rotation angle and displacement of the beam body by driving the slider to move in the opposite direction and limits the further expansion of the rotation angle and displacement, thereby improving the displacement problem of the track plate, thereby improving the seismic resistance, reducing the structural deformation of the beam end, and improving the operational safety.

[0026] 2. A construction method for the seismic-resistant structure of the beam end of a ballastless track system, wherein the various structural members are mostly prefabricated components and are directly installed on site. The prefabricated molding quality of the various components is high, which is beneficial to ensuring the effectiveness of the structure. The on-site installation volume is small, which is beneficial to shortening the construction period. The slideway and the slider are first installed on the pier top, and finally the second magnetic member and the chain are installed, which is convenient for better combined installation and can avoid interference with the magnetic attraction structure and repeated debugging. The installation accuracy of the damping component is also further improved, and it does not affect the construction of the main structure such as the beam body and the track plate. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1is a three-dimensional schematic diagram of a seismic-resistant structure of a beam end of a ballastless track system in Example 1 (adjacent beam spans are not shown); Figure 2 is a schematic diagram of the connection between the slideway and the slider of Example 1; Figure 3 is a side view schematic diagram of a seismic resistant structure of a beam end of a ballastless track system in Example 1; Figure 4 This is a schematic cross-sectional view of the beam joint of Example 1. Figure 1 ; Figure 5 This is a schematic cross-sectional view of the beam joint of Example 1. Figure 2 ; Figure 6 It is a three-dimensional schematic diagram of the positioning component of Example 2.

[0028] Figure numerals: 11-slideway; 12-slider; 13-chain; 14-second magnetic part; 2-bridge pier; 3-beam body; 4-damping component; 5-track plate; 61-first tenon; 62-second tenon; 71-first limiting unit; 42-second limiting unit; 8-vertical plate. DETAILED DESCRIPTION

[0029] The present invention will be described in detail below in conjunction with the accompanying drawings.

[0030] In order to make the purpose, technical scheme and advantages of the present invention more clear, the present invention is further described in detail below in conjunction with test examples and specific implementation methods. However, this should not be understood as the scope of the above-mentioned subject matter of the present invention being limited to the following embodiments, and all technologies realized based on the content of the present invention belong to the scope of the present invention.

[0031] Unless otherwise specified, in the description of the specific embodiments of the present invention, the terms indicating the orientation or position relationship such as "up", "down", "left", "right", "center", "inside", "outside", etc. are all expressions based on the orientation or position relationship shown in the drawings, or are the orientation or position relationship when the invented product / equipment / device is usually used. These terms of orientation or position relationship are only for the convenience of describing the scheme of the present invention or simplifying the description in the specific embodiments, so as to facilitate the technicians to quickly understand the scheme, and do not indicate or imply that a specific device / component / element must have a specific orientation, or be constructed and operated in a specific position relationship, and therefore cannot be understood as a limitation on the present invention.

[0032] In addition, if the terms "horizontal", "vertical", "overhanging", "parallel" and the like appear, it does not mean that the corresponding devices / components / elements are required to be absolutely horizontal or vertical or overhanging or parallel, but may be slightly tilted or have deviations. For example, "horizontal" only means that its direction is more horizontal than "vertical", and does not mean that the structure must be completely horizontal, but may be slightly tilted. Alternatively, it can be simplified to mean that the corresponding devices / components / elements are set in directions such as "horizontal", "vertical", "overhanging", "parallel", etc., and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably an error / deviation within ±8%, more preferably an error / deviation within ±6%, more preferably an error / deviation within ±5%, and more preferably an error / deviation within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its role in the scheme of the present invention.

[0033] In addition, the expressions “first”, “second”, “third”, etc., which appear in the terms, are merely used to distinguish the description of the same or similar components and should not be understood as emphasizing or implying the relative importance of specific components.

[0034] In addition, in the description of the embodiments of the present invention, "several", "plurality" and "a number" represent at least 2. It can be any number such as 2, 3, 4, 5, 6, 7, 8, 9, and even more than 9.

[0035] In addition, in the description of the technical solution of the present invention, unless otherwise clearly specified / defined / restricted, the terms "set", "install", "connect", "connected", "provided with", "laid", and "arranged" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection, and can be welding, riveting, bolting, threading, and other commonly used connection means in the field. This connection can be a mechanical connection, an electrical connection, or a communication connection; it can be a direct connection, or an indirect connection through an intermediate medium, and it can be the internal connection of two elements.

[0036] Example 1 The seismic-resistant structure of a beam end of a ballastless track system adopted by the present invention comprises: A slideway 11 is provided on the top surface of the pier 2, and the slideway 11 is arranged along the transverse direction of the bridge; The slider 12 is stationary in the slideway 11 in the initial state, and the rotation angle of the beam body 3 can drive the slider 12 to move along the slideway 11, and the slider 12 is driven to move in the reverse direction to limit the expansion of the rotation angle of the beam body 3; A damping component 4, two ends of which extend into two longitudinally adjacent track plates 5 respectively; The first tenon 61 and the second tenon 62 , the first tenon 61 is adapted to be connected between the pier 2 and the damping component 4 , and the second tenon 62 is adapted to be connected between the beam body 3 and the damping component 4 .

[0037] For example, Figure 1-Figure 4 As shown, two slideways 11 are symmetrically arranged along the center line of the beam seam on the top surface of the pier 2, and two sliders 12 are arranged in each slideway 11. The two sliders 12 are provided with first magnetic parts on both sides along the transverse direction of the bridge, and the magnetism of the first magnetic parts is the same, that is, the two sliders 12 will move in opposite directions due to the magnetic force when they are close to each other. The two ends of the slideway 11 are respectively provided with second magnetic parts 14, and the second magnetic parts 14 are fixed to the top of the pier. The magnetism of the first magnetic part and the second magnetic part 14 is different, that is, the sliders 12 moving in opposite directions will be adsorbed together with the corresponding second magnetic parts 14 due to magnetic repulsion. In the initial state, the two sliders 12 can be made stationary by designing the distance between the two sliders 12 and the distance between the slider 12 and the second magnetic part 14, and the magnitude of the magnetic force is designed according to needs.

[0038] The two sliders 12 are connected to the two corners of the beam body 3 through chains 13 respectively ( Figure 1 The chain 13 is not shown in FIG. Figure 4 As shown, the two chains 13 are arranged crosswise, that is, Figure 3 The left corner of the middle beam 3 is connected to the slider 12 on the right side. Figure 3 The right corner of the middle beam 3 is connected to the left slider 12, and the chain 13 is configured to be tightened when the corresponding slider 12 contacts the second magnetic member 14. Figure 5 The chain 13 can be connected by providing a corresponding pull ring on the slider 12.

[0039] When the beam end rotates due to earthquake action, Figure 3 The left corner of the middle part turns, and the corresponding chain 13 pulls the right slider 12 to slide towards the left slider 12. The two sliders 12 generate a huge magnetic field repulsion due to the change in the spacing, pushing the two sliders 12 to slide in opposite directions. Since the slider 12 and the second magnetic member 14 on the same side have different magnetic properties, a magnetic field attraction is generated, driving the two sliders 12 to continue to slide in opposite directions, thereby exerting a restraining force on the beam end, which plays a role in limiting the turning angle of the beam end. As shown in the figure, the positions of the two sliders 12 are finally as shown in the figure. Figure 5 As shown, the tightened chain 13 resets the angle of the beam body 3 .

[0040] In some optional embodiments, the slider 12 can also be one, and the second magnetic members 14 on both sides are configured to be of the same polarity as the first magnetic member. In the initial state, because both sides are mutually repelled and stationary, the beam body 3 turns and drives the slider 12 to approach the second magnetic member 14 on the corresponding side. As the repulsive force increases, the slider 12 is driven to slide in the opposite direction.

[0041] In some optional embodiments, the slider 12 may be driven to move in the reverse direction by some existing reset mechanisms and drive mechanisms.

[0042] If magnetic force is used to drive the slider 12 to move in the reverse direction, the material of the damping component 4, the first tenon 61 and the second tenon 62 should be selected to avoid interference with the magnetic force.

[0043] Exemplarily, the damping component 4 includes a cement-based composite material component and steel bars therein, the damping component 4 is a rectangular parallelepiped component, and the cement-based composite material may be a fiber cement-based composite material, a self-repairing cement-based composite material with memory alloy added, etc. The depth of the damping component 4 pre-embedded in the track plate 5 is designed according to needs.

[0044] The first tenon 61 is located at the center of the pier top, and the end of the beam body 3 has a step surface. Two second tenons 62 are arranged at intervals on the step surface on the same side. The bottom surface of the damping component 4 is provided with corresponding hemispherical first grooves and second grooves for adaptive connection with the corresponding tenons. The radius of the first tenon 61 and the second tenon 62 and the depth of the grooves can be consistent, and the tenons can also be made of cement-based composite materials.

[0045] In some optional embodiments, the damping component 4 may also be an existing energy-absorbing rod combination, energy-absorbing plate, etc.

[0046] The seismic resistant structure at the beam end of a ballastless track system described in this embodiment is adopted to form a three-level seismic resistant structure at the beam end, which significantly improves the seismic performance. It can effectively limit the rotation angle and displacement of the beam body and limit the further expansion of the rotation angle and displacement, thereby improving the displacement problem of the track plate, thereby improving the seismic performance, reducing the structural deformation of the beam end, and improving operational safety.

[0047] Example 2 A construction method for an earthquake-resistant structure at a beam end of a ballastless track system, applied to an earthquake-resistant structure at a beam end of a ballastless track system as described in Example 1, comprises the following steps: Install the slideway 11 and the slider 12; A first tenon 61 is installed on the top surface of the pier 2, and a second tenon 62 is installed on the step surface of the beam body 3; Install the damping component 4, and embed the two ends of the damping component 4 in the corresponding track plate 5 respectively; The second magnetic member 14 and the chain 13 are installed.

[0048] Specifically, the damping component 4, the first tenon 61 and the second tenon 62 can all be factory prefabricated parts. The first slot and the second slot can be processed simultaneously when processing the damping component 4. The steel bars in the damping component 4 need to extend out of the end surface to facilitate binding and connection with the steel bars of the track plate 5.

[0049] The slideway 11 and the slider 12 can be assembled into a whole in advance and then installed on the pier top. During the installation process, there is no need to deliberately adjust the distance between the two sliders 12.

[0050] The first tenon 61 and the second tenon 62 can be installed by a positioning member, such as Figure 6 As shown, the positioning component includes two support members, and the two support members are respectively arranged on the step surfaces of two adjacent beam bodies 3. A first limiting unit 71 is provided between the two support members. The support member includes two vertical plates 8 arranged along the transverse bridge direction, and a second limiting unit 72 is provided between the two adjacent vertical plates 8 on the same side. The first limiting unit 71 and the second limiting unit 72 can both slide longitudinally along the vertical plates 8. The two first limiting units 71 can form positioning holes for positioning the first tenon 61, and the two second limiting units 72 can form positioning holes for positioning the second tenon 62.

[0051] The first tenon 61 and the second tenon 62 can be grooved on site at the installation positions of the step surface and the pier top. The first tenon 61 is installed first, and then the beam body 2 is constructed. Then, the step surface of the beam body 2 is installed. Figure 6 The positioning component shown in the figure is positioned and installed by clamping the first tenon 61 with two first limiting units 71, and then the second tenon 62 is installed by using the second limiting unit 72. The first limiting unit 71 and the second limiting unit 72 are both detachably connected to the corresponding vertical plate 8 and can slide out of the slide groove of the vertical plate 8. The second tenon 62 is passed through the positioning hole and inserted into the installation groove of the step surface, and the bottom end is kept in close contact with the surrounding and bottom surface of the installation groove.

[0052] First, the installation groove is opened, and the position of the installation groove can assist in positioning the installation of the slideways 11 on both sides, thereby improving the installation accuracy of the magnetic structure. Of course, the slideway 11 can also be installed on the pier top first, and the slideway can be used for auxiliary positioning of the installation groove of the first tenon 61.

[0053] After the steel mesh of the track plate 5 is installed, the damping component 4 is embedded in advance, and the steel bars extending from the ends of the damping component 4 are tied to the corresponding steel mesh of the track plate 5. The track plate 5 concrete is poured to ensure that the ends of the damping component are poured in the concrete of the adjacent track plate. During installation, geotextiles are laid on the top and bottom ends of the damping component 4 according to the length and width of the embedded track plate 5. The edges of the geotextiles are firmly bonded with adhesives. Before laying the geotextiles, the top and bottom surfaces are cleaned to ensure that there are no oil stains, lumps, and abrasive particles such as sand and gravel within the laying range.

[0054] After the damping component 4 is embedded, the positioning component can be removed. When removing, the first limiting units 71 can be respectively moved along the Figure 6Slide out in the direction of the arrow in the figure, and then slide out each of the outermost second limiting units 72 accordingly, and the inner second limiting units 72 move closer to each other and away from the second tenon 62, then remove the two vertical plates 8 closest to the beam body 3, and then move the two vertical plates 8 used to connect the first limiting units 71 closer to each other, and remove them together with the remaining second limiting units 72; it is also possible to remove the two middle vertical plates 8 first after the inner second limiting units 72 move closer to each other, and then remove the two outer vertical plates 8 together with the remaining second limiting units 72.

[0055] By adopting this positioning component, the positioning installation of the tenon can be effectively performed, and it can also be performed after the damping component 4 is installed, which not only provides the necessary working surface but also ensures the positioning accuracy of the tenon installation.

[0056] The chain 13 and the second magnetic member 14 can be installed last, and the position of the slider 12 can be adjusted.

[0057] In some optional embodiments, the vertical plate 8 can be replaced with other forms.

[0058] By adopting the construction method of the seismic-resistant structure of the beam end of a ballastless track system described in the present invention, various structural members are mostly prefabricated components and are directly installed on site. The prefabricated molding quality of each component is high, which is beneficial to ensuring the effectiveness of the structure. The on-site installation amount is small, which is beneficial to shortening the construction period. The slideway and the slider are first installed on the pier top, and finally the second magnetic member and the chain are installed, which is convenient for better combined installation and can avoid interference and repeated debugging of the magnetic attraction structure. The installation accuracy of the damping component is also further improved, and it does not affect the construction of the main structure such as the beam body and the track plate.

[0059] The above are only preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A seismic resistant structure for a beam end of a ballastless track system, characterized in that: include: A slideway (11) is provided on the top surface of the pier (2), and the slideway (11) is arranged along the transverse direction of the bridge; The slider (12) is stationary in the slideway (11) in an initial state, and the rotation angle of the beam body (3) can drive the slider (12) to move along the slideway (11), and the slider (12) is driven to move in the reverse direction to limit the expansion of the rotation angle of the beam body (3).

2. The seismic resistant structure of the beam end of a ballastless track system according to claim 1, characterized in that: There are two sliders (12), and first magnetic parts are respectively provided on both sides of the sliders (12) along the transverse bridge direction, and second magnetic parts (14) are respectively provided at the two ends of the slideway (11), and the magnetism of the first magnetic part and the second magnetic part (14) are different. The two sliders (12) are respectively connected to the two corners of the beam body (3) through chains (13), and the two chains (13) are arranged crosswise. The corner of the beam body (3) can drive the corresponding slider (12) to approach another slider (12) through the chain (13) connected to the corresponding corner, thereby making the two sliders (12) move away from each other and approach the corresponding second magnetic parts (14), thereby limiting the expansion of the corner of the beam body (3), and the chain (13) is configured to be tightened when the corresponding slider (12) contacts the second magnetic part (14).

3. The seismic resistant structure of the beam end of a ballastless track system according to claim 2, characterized in that: It also comprises a damping component (4), the two ends of which respectively extend into two longitudinally adjacent track plates (5).

4. The seismic resistant structure of the beam end of a ballastless track system according to claim 3, characterized in that: The damping component (4) comprises a cement-based composite material component and steel bars therein, and the damping component (4) is a rectangular parallelepiped component.

5. The seismic resistant structure of the beam end of a ballastless track system according to claim 3, characterized in that: The top surface of the pier (2) is also provided with a first latch (61), and the bottom surface of the damping component (4) is provided with a first latch groove, and the first latch (61) is adaptively connected to the first latch groove.

6. The seismic resistant structure of the beam end of a ballastless track system according to claim 5, characterized in that: The end of the beam body (3) has a step surface, a second tenon (62) is provided on the step surface, a second slot is provided on the bottom surface of the damping component (4), and the second tenon (62) is adaptively connected to the second slot.

7. The seismic resistant structure of the beam end of a ballastless track system according to claim 6, characterized in that: The first tenon (61) and the second tenon (62) are both cement-based composite material components.

8. A method for constructing an earthquake-resistant structure at the end of a beam of a ballastless track system, characterized in that: The seismic-resistant structure applied to the beam end of a ballastless track system as claimed in claim 6 or 7 comprises the following steps: Installing the slideway (11) and the slider (12); A first tenon (61) is installed on the top surface of the pier (2), and a second tenon (62) is installed on the step surface of the beam body (3); Installing a damping component (4), and pre-embedding two ends of the damping component (4) in corresponding track plates (5); The second magnetic member (14) and the chain (13) are installed.

9. The construction method of the seismic resistant structure of the beam end of a ballastless track system according to claim 8, characterized in that: The invention also comprises a positioning component, wherein the positioning component comprises two support members, the two support members are respectively arranged on the step surfaces of two adjacent beam bodies (3), a first limiting unit (71) is arranged between the two support members, the support member comprises two vertical plates (8) arranged along the transverse bridge direction, and a second limiting unit (72) is arranged between two adjacent vertical plates (8) on the same side, the first limiting unit (71) and the second limiting unit (72) are both capable of sliding longitudinally along the vertical plates (8), the two first limiting units (71) are capable of forming a positioning hole for positioning the first tenon (61), and the two second limiting units (72) are capable of forming a positioning hole for positioning the second tenon (62).

10. The construction method of the seismic resistant structure of the beam end of a ballastless track system according to claim 9, characterized in that: After the first latch (61) is installed, the positioning component is installed; after the damping component (4) is embedded, the positioning component is removed.

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