A seismic-resistant structure for beam ends of ballastless track system and its construction method

Abstract

This invention relates to the field of rail transit technology, and provides a seismic-resistant structure and construction method for the beam end of a ballastless track system. The structure includes a slide rail and a slider. The slide rail is located on the top surface of the pier and is arranged along the transverse direction of the bridge. The slider is initially stationary in the slide rail. The beam rotation angle can drive the slider to move along the slide rail, and driving the slider to move in the opposite direction can limit the expansion of the beam rotation angle. This structure can effectively limit the angular displacement of the beam and restore it as much as possible, thereby improving the track slab displacement problem, improving seismic performance, reducing structural deformation at the beam end, and improving operational safety.

Description

Technical Field

[0001] This invention relates to the field of rail transit technology, and in particular to a seismic-resistant structure for the beam end of a ballastless track system and its construction method. Background Technology

[0002] In my country, high-speed railway lines often adopt the "bridge-instead-of-road" approach. The substructure of high-speed railways, consisting of bridges and ballastless track systems, is prone to track geometry deviations and structural damage under seismic loads, which can severely endanger train operation safety. Seismic damage to the ballastless track-bridge system mainly manifests as beam-end rotation, rail bending, and longitudinal slippage between the beam and rail. Limiting the structural deformation of the beam-rail system at the bridge beam ends and enhancing its structural toughness are key aspects of the seismic design of ballastless track on bridges.

[0003] Currently, existing seismic-resistant structures for ballastless track on bridges primarily limit the lateral deformation of the track structure relative to the beam, without addressing the displacement of the rails, track slabs, and beam caused by beam-end rotation, which is most susceptible to earthquakes. Other methods involve installing dampers at the track slab ends, but this only provides seismic resistance to the track structure and suffers from inconvenient installation and potential damage to the track concrete at the damper installation interface. Therefore, this paper proposes a seismic-resistant structure and construction method for the beam ends of a ballastless track system that meets the seismic requirements of a bridge-ballastless track system. Summary of the Invention

[0004] The purpose of this invention is to address the problem in the prior art of lacking restrictions on beam end rotation angles caused by earthquakes, which easily leads to displacement of track slabs and beams, and to provide a seismic-resistant structure for beam ends of ballastless track systems and its construction method.

[0005] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0006] A seismic-resistant structure for the beam ends of a ballastless track system includes:

[0007] A slide is located on the top surface of the bridge pier, and the slide is arranged along the transverse direction of the bridge.

[0008] The slider is initially stationary in the slide. The rotation angle of the beam can drive the slider to move along the slide. Driving the slider to move in the opposite direction can limit the expansion of the beam rotation angle.

[0009] The slide can take the form of a chute, a slide rail, etc. The beam and the slider can be connected by existing methods to drive the sliding movement. The reverse movement of the slider can be driven by existing driving components, reset components, or elastic energy-dissipating components.

[0010] The seismic-resistant structure at the beam end of the ballastless track system described in this invention causes the beam to rotate under external forces such as earthquakes, which in turn drives the slider located on the top surface of the pier to move. By driving the slider to move in the opposite direction, the rotation and lateral displacement of the beam are effectively limited and further expansion of the rotation and lateral displacement is restricted. This improves the displacement problem of the track slab, thereby improving seismic performance, reducing structural deformation at the beam end, and improving operational safety.

[0011] Preferably, there are two sliders. Each slider has a first magnetic element on both sides along the transverse direction of the bridge, and a second magnetic element at each end of the slide. The first and second magnetic elements have opposite magnetic properties. The two sliders are connected to the two corners of the beam by chains arranged in a crisscross pattern. When the beam turns, the chains connected to the corresponding corners can move the corresponding slider closer to the other slider, thereby causing the two sliders to move away from each other and towards the corresponding second magnetic element, thus limiting the expansion of the beam's turning angle. The chains are configured to tighten when the corresponding slider contacts the second magnetic element.

[0012] In the initial state, the distance between the two sliders and the distance between the slider and the second magnetic component can be designed to prevent slippage due to magnetic force, thus keeping them stationary.

[0013] The above-mentioned setup has low structural cost, low requirements for installation space, can effectively limit the beam end rotation angle and displacement, and may even reset it, without causing problems such as interface damage or stray current. Moreover, it forms a balanced and symmetrical force system, so that the beam end is subjected to balanced force constraints. Furthermore, 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 operation.

[0014] A further preferred embodiment includes a damping component, the two ends of which extend into two longitudinally adjacent track plates.

[0015] By adopting the above configuration, the two adjacent track slabs are connected into a whole by the damping components, which restricts the longitudinal and lateral displacement of the track slab ends, enhances the overall integrity of the track structure, and has better seismic performance. The damping components can dissipate energy when the beam rotates and the track slab is displaced, thereby reducing the structural displacement of the track slab. It can also reduce the degree of rotation displacement of the beam to a certain extent, improve operational safety, and form a two-level seismic structure.

[0016] More preferably, the damping component includes a cement-based composite material component and reinforcing bars therein, and the damping component is a cuboid component.

[0017] The rectangular shape facilitates processing and forming, and also makes it easier to connect tightly with the track slab, avoiding interface seams. It also helps to improve the stability and seismic resistance of the track system and facilitates continuous track laying. The width and thickness of the rectangular prism are determined according to the actual installation space, stress and other parameters.

[0018] Cement-based composite materials have the properties of improving 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 play a role in increasing damping and seismic resistance.

[0019] In a further preferred embodiment, the top surface of the pier is provided with a first tenon, and the bottom surface of the damping component is provided with a first groove, wherein the first tenon and the first groove are adapted to be connected.

[0020] More preferably, the beam end has a stepped surface, the stepped surface is provided with a second tenon, the bottom surface of the damping component is provided with a second groove, and the second tenon and the second groove are adapted to be connected.

[0021] Adding a first and a second locking member between the damping member and the pier, and between the damping member and the beam, can limit the lateral, longitudinal, and vertical displacement between the track slab and the beam, and between the track slab and the pier. Under seismic action, the locking member absorbs seismic forces in three directions—compression, shear, and bending—and buffers the impact of collisions between the track slab and the beam, fully realizing the role of seismic energy dissipation. On the other hand, the locking member forms a force transmission channel between the track slab and the beam, and between the track slab and the pier, effectively transferring the energy received by the track slab to the pier, further reducing the angular displacement of the beam and the displacement of the track slab. The structure of the driving slider, the damping component, and the locking member structure constitute a three-level seismic-resistant structure between the track slab, the beam, and the pier, greatly improving the seismic performance of the beam end of the ballastless track system.

[0022] More preferably, both the first tenon and the second tenon are cement-based composite material components.

[0023] A construction method for a seismic-resistant structure at the beam end of a ballastless track system, applied to the seismic-resistant structure at the beam end of a ballastless track system as described above, includes the following steps:

[0024] Install the slide rails and sliders;

[0025] Install the first tenon on the top surface of the pier, and install the second tenon on the stepped surface of the beam.

[0026] Install damping components and embed both ends of the damping components into the corresponding track plates;

[0027] Install the second magnetic component and chain.

[0028] The construction method for the seismic structure of the beam end of the ballastless track system described in this invention uses prefabricated components for most structural parts, which are directly installed on site. The high quality of the prefabricated parts helps ensure the effectiveness of the structure. The small amount of on-site installation helps shorten the construction period. The slide rail and slider are installed on the pier top first, and the second magnetic component and chain are installed last. This facilitates better assembly and installation, avoids interference with the magnetic attraction structure and repeated adjustments, and further improves the installation accuracy of the damping components without affecting the construction of the main structure such as the beam and track slab.

[0029] Preferably, the system further includes a positioning component, which comprises two support members respectively disposed on the step surfaces of two adjacent beams. A first limiting unit is provided between the two support members. Each support member includes two upright plates disposed along the transverse direction of the bridge. A second limiting unit is provided between two adjacent upright plates on the same side. Both the first and second limiting units are capable of sliding longitudinally along the upright plates. 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.

[0030] More preferably, the positioning component is installed after the first latch is installed; the positioning component is removed after the damping component is pre-embedded.

[0031] The above-mentioned setup facilitates the installation of the first and second locking clips in narrow beam joints, and also allows for the removal of the positioning components after the damping components are installed, effectively improving the installation accuracy of the seismic-resistant structure at the beam end.

[0032] In summary, due to the adoption of the above technical solution, the beneficial effects of the present invention are:

[0033] 1. A seismic-resistant structure for the beam end of a ballastless track system, which effectively limits the rotation and displacement of the beam by driving the slider to move in the opposite direction and restricts the further expansion of the rotation and displacement, thereby improving the displacement problem of the track slab, thus improving seismic performance, reducing structural deformation at the beam end, and improving operational safety.

[0034] 2. A construction method for seismic-resistant structures at the beam ends of a ballastless track system, wherein most structural components are prefabricated and installed directly on site. The high quality of prefabricated components ensures the effectiveness of the structure. The small amount of on-site installation shortens the construction period. The slide rails and sliders are installed first on the pier top, and the second magnetic components and chains are installed last. This facilitates better assembly and avoids interference with the magnetic attraction structure and repeated adjustments. The installation accuracy of the damping components is also further improved, and it does not affect the construction of the main structure such as the beam and track slab. Attached Figure Description

[0035] Figure 1 This is a three-dimensional schematic diagram of the seismic structure at the beam end of a ballastless track system according to Embodiment 1 (adjacent beam spans are not shown).

[0036] Figure 2 This is a schematic diagram of the connection between the slide and the slider in Example 1;

[0037] Figure 3 This is a side view schematic diagram of the seismic-resistant structure at the beam end of a ballastless track system according to Embodiment 1;

[0038] Figure 4 This is a schematic cross-section of the beam joint in Example 1. Figure 1 ;

[0039] Figure 5 This is a schematic cross-section of the beam joint in Example 1. Figure 2 ;

[0040] Figure 6 This is a three-dimensional schematic diagram of the positioning component in Embodiment 2.

[0041] Reference numerals: 11-slide; 12-slider; 13-chain; 14-second magnetic component; 2-pier; 3-beam; 4-damping component; 5-track plate; 61-first latch; 62-second latch; 71-first limiting unit; 72-second limiting unit; 8-vertical plate. Detailed Implementation

[0042] The present invention will now be described in detail with reference to the accompanying drawings.

[0043] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to experimental examples and specific embodiments. However, this should not be construed as limiting the scope of the above-mentioned subject matter of this invention to the following embodiments; all technologies implemented based on the content of this invention fall within the scope of this invention.

[0044] Unless otherwise specified, the use of terms such as "upper," "lower," "left," "right," "center," "inner," and "outer" to indicate orientation or positional relationships in the description of specific embodiments of the present invention is based on the orientation or positional relationships shown in the accompanying drawings, or the orientation or positional relationship in which the product / equipment / device is typically placed during use. These terms are merely for the purpose of facilitating the description of the present invention or simplifying the description in specific embodiments, enabling those skilled in the art to quickly understand the solution, and do not indicate or imply that a particular device / component / element must have a specific orientation, or be constructed and operated in a specific positional relationship. Therefore, they should not be construed as limitations on the present invention.

[0045] Furthermore, the use of terms such as "horizontal," "vertical," "suspended," and "parallel" does not imply that the corresponding device / component / element must be absolutely horizontal, vertical, suspended, or parallel, but rather that it can be slightly tilted or have a deviation. For example, "horizontal" merely means that its direction is more horizontal relative to "vertical," not that the structure must be completely horizontal, but that it can be slightly tilted. Alternatively, it can be simplified to mean that the corresponding device / component / element, when set in a "horizontal," "vertical," "suspended," or "parallel" direction, can have an error / deviation of ±10% relative to the corresponding direction, more preferably within ±8%, more preferably within ±6%, more preferably within ±5%, and more preferably within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its function in the present invention.

[0046] Furthermore, the use of terms such as "first," "second," and "third" in terminology is merely for distinguishing descriptions of identical or similar components and should not be interpreted as emphasizing or implying the relative importance of a particular component.

[0047] Furthermore, in the description of the embodiments of the present invention, "several", "more than", and "a number of" represent at least two. The number can be any number, such as 2, 3, 4, 5, 6, 7, 8, or 9, and can even exceed nine.

[0048] Furthermore, in the description of the technical solution of this invention, unless otherwise explicitly specified / limited / restricted, the terms "set up," "install," "connect," "link," "provided with," "laid out," and "arranged" should be interpreted broadly. For example, they can refer to fixed connections, detachable connections, or integral connections; they can refer to common connection methods in the art, such as welding, riveting, bolting, and threaded connections. Such connections can be mechanical, electrical, or communication connections; they can be direct connections or indirect connections through an intermediate medium; and they can refer to the internal communication between two components.

[0049] Example 1

[0050] The seismic-resistant structure at the beam end of a ballastless track system adopted in this invention includes:

[0051] Slide 11 is located on the top surface of pier 2, and slide 11 is arranged along the transverse direction of the bridge.

[0052] The slider 12 is initially stationary in the slide rail 11. The rotation angle of the beam 3 can drive the slider 12 to move along the slide rail 11, and drive the slider 12 to move in the opposite direction to limit the expansion of the rotation angle of the beam 3.

[0053] Damping component 4, the two ends of which extend into two longitudinally adjacent track plates 5 respectively;

[0054] The first tenon 61 and the second tenon 62 are adapted to connect between the pier 2 and the damping component 4, and the second tenon 62 are adapted to connect between the beam 3 and the damping component 4.

[0055] For example, Figures 1-4 As shown, two slide rails 11 are symmetrically arranged on the top surface of pier 2 along the center line of the beam joint. Each slide rail 11 has two sliders 12. Each slider 12 has a first magnetic element on both sides along the transverse direction of the bridge. The first magnetic elements have the same magnetism, meaning that when the two sliders 12 approach each other, they will move in opposite directions due to magnetic force. Second magnetic elements 14 are located at both ends of the slide rail 11 and are fixed to the pier top. The first and second magnetic elements 14 have opposite magnetism, meaning that sliders 12 moving in opposite directions will be attracted to the corresponding second magnetic element 14 due to magnetic repulsion. In the initial state, the two sliders 12 can be kept stationary by designing the spacing between them and the distance between the sliders 12 and the second magnetic elements 14. The magnitude of the magnetic force can be designed as needed.

[0056] The two sliders 12 are respectively connected to the two corners of the beam 3 by chains 13. Figure 1 Chain 13 (not shown in the image) Figure 4 As shown, the two chains 13 are arranged in a crisscross pattern, that is... Figure 3 The left corner of the central beam 3 is connected to the right slider 12. Figure 3 The right corner of the central beam 3 is connected to the left slider 12, and the chain 13 is configured to tighten when the corresponding slider 12 contacts the second magnetic element 14, such as... Figure 5 As shown. The chain 13 can be connected by setting a corresponding pull ring on the slider 12.

[0057] When the beam end rotates due to earthquake action, such as Figure 3 A turn occurs at the left corner, and the corresponding chain 13 pulls the right slider 12 towards the left slider 12. Due to the change in distance between the two sliders 12, a strong magnetic repulsive force is generated, pushing them to slide in opposite directions. Since the sliders 12 and the second magnetic component 14 on the same side have opposite magnetic properties, a magnetic attraction force is generated, causing the two sliders 12 to continue sliding in opposite directions. This applies a constraint force to the beam end, limiting the turn at the beam end. The final positions of the two sliders 12 are as follows... Figure 5 As shown, the taut chain 13 restores the angle of beam 3.

[0058] In some alternative embodiments, such as slider 12, there may be a single second magnetic element 14 on both sides configured to be of the same polarity as the first magnetic element. In the initial state, it is stationary because it is mutually repelled by both sides. When the beam 3 turns, it causes slider 12 to move closer to the second magnetic element 14 on the corresponding side. As the repulsive force increases, it drives slider 12 to slide in the opposite direction.

[0059] In some alternative embodiments, the slider 12 can also be moved in the reverse direction by some existing reset mechanism or drive mechanism.

[0060] If the slider 12 is driven to move in the opposite direction by magnetic force, the materials of the damping component 4, the first latch 61 and the second latch 62 should be selected to avoid interfering with the magnetic force.

[0061] For example, the damping component 4 includes a cement-based composite material component and reinforcing steel bars therein. The damping component 4 is a cuboid component, and the cement-based composite material can be, for example, fiber-reinforced cement-based composite material, self-healing cement-based composite material with added shape memory alloy, etc. The depth to which the damping component 4 is embedded in the track slab 5 is designed as needed.

[0062] The first tenon 61 is located at the center of the pier top. The end of the beam body 3 has a stepped surface. Two second tenons 62 are arranged at intervals on the stepped surface on the same side. The bottom surface of the damping component 4 has corresponding hemispherical first and second grooves for matching and connecting with the corresponding tenons. The radius of the first tenon 61 and the depth of the first tenon 61 and the second tenon 62 can be the same. The tenons can also be made of cement-based composite materials.

[0063] In some alternative embodiments, the damping component 4 may also be an existing combination of energy-dissipating rods, energy-dissipating plates, etc.

[0064] The seismic structure at the beam end of the ballastless track system described in this embodiment forms a three-level seismic structure at the beam end, which significantly improves seismic performance. It can effectively limit the rotation and displacement of the beam and prevent further expansion of the rotation and displacement, thereby improving the displacement problem of the track slab, thus improving seismic performance, reducing structural deformation at the beam end, and improving operational safety.

[0065] Example 2

[0066] A construction method for a seismic-resistant structure at the beam end of a ballastless track system, applied to a seismic-resistant structure at the beam end of a ballastless track system as described in Example 1, includes the following steps:

[0067] Install slide rail 11 and slider 12;

[0068] Install the first tenon 61 on the top surface of pier 2, and install the second tenon 62 on the stepped surface of beam 3;

[0069] Install the damping component 4, and embed both ends of the damping component 4 into the corresponding track plate 5 respectively;

[0070] Install the second magnetic component 14 and the chain 13.

[0071] Specifically, the damping component 4, the first latch 61 and the second latch 62 can all be prefabricated in the factory. When processing the damping component 4, the first latch and the second latch can be processed at the same time. The steel bars in the damping component 4 need to extend out of the end face to facilitate binding and connection with the steel bars of the track plate 5.

[0072] The slide rail 11 and the slider 12 can be pre-assembled into a whole before installation on the pier top. During the installation process, there is no need to deliberately adjust the distance between the two sliders 12.

[0073] The first locking tenon 61 and the second locking tenon 62 can be installed via positioning components, such as... Figure 6 As shown, the positioning component includes two support members, which are respectively disposed on the stepped surfaces of two adjacent beams 3. A first limiting unit 71 is provided between the two support members. Each support member includes two upright plates 8 arranged along the transverse direction of the bridge. A second limiting unit 72 is provided between two adjacent upright plates 8 on the same side. Both the first limiting unit 71 and the second limiting unit 72 can slide longitudinally along the upright plate 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.

[0074] The first tenon 61 and the second tenon 62 have installation slots on the step surface and the pier top, which can be grooved on-site. First, install the first tenon 61, then construct the beam 2, and then install the tenon 62 on the step surface of the beam 2. Figure 6 The positioning component shown is positioned and installed by clamping the first latch 61 with two first limiting units 71, and then the second latch 62 is installed using the second limiting unit 72. Both the first limiting unit 71 and the second limiting unit 72 are detachably connected to the corresponding upright plate 8 and can slide out of the groove of the upright plate 8. The second latch 62 is passed through the positioning hole and inserted into the mounting groove of the stepped surface, ensuring that the bottom end is in close contact with the perimeter and bottom surface of the mounting groove.

[0075] First, an installation groove is created. The position of the installation groove can assist in positioning the installation of the slide rails 11 on both sides, improving the installation accuracy of the magnetic suction structure. Alternatively, the slide rails 11 can be installed on the top of the pier first, in which case the slide rails can be used to assist in positioning the installation groove of the first tenon 61.

[0076] After the steel mesh of track slab 5 is installed, the damping component 4 is pre-embedded. The steel bars extending from the end of the damping component 4 are tied to the corresponding steel mesh of track slab 5. The concrete of track slab 5 is poured to ensure that the end of the damping component is poured into the concrete of the adjacent track slab. During installation, according to the length and width of the embedded track slab 5, geotextile is laid on the top and bottom ends of the damping component 4. The edges of the geotextile are firmly bonded with adhesive. Before laying the geotextile, 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 area.

[0077] After the damping component 4 is pre-embedded, the positioning component can be removed. During removal, the first limiting unit 71 can be moved along... Figure 6 Slide out in the direction of the arrow, then slide out each of the outermost second limiting units 72 accordingly, and move the inner second limiting units 72 closer to each other away from the second tenon 62. Then remove the two upright plates 8 closest to the beam 3, and then move the two upright plates 8 used to connect the first limiting unit 71 closer to each other, and remove them together with the remaining second limiting units 72. Alternatively, after the inner second limiting units 72 move closer to each other, remove the two middle upright plates 8 first, and then remove the two outer upright plates 8 together with the remaining second limiting units 72.

[0078] Using this positioning component, the positioning and installation of the latch can be effectively carried out, and it can also be installed after the damping component 4 is installed. It provides the necessary working surface and ensures the positioning accuracy of the latch installation.

[0079] The chain 13 and the second magnetic component 14 can be installed last, and the position of the slider 12 can be adjusted.

[0080] In some alternative embodiments, the upright plate 8 can be replaced with other forms.

[0081] The construction method for the seismic structure of the beam end of the ballastless track system described in this invention uses prefabricated components for most structural parts, which are directly installed on site. The high quality of the prefabricated parts helps ensure the effectiveness of the structure. The small amount of on-site installation helps shorten the construction period. The slide rail and slider are installed on the pier top first, and the second magnetic component and chain are installed last. This facilitates better assembly and installation, avoids interference with the magnetic attraction structure and repeated adjustments, and further improves the installation accuracy of the damping components without affecting the construction of the main structure such as the beam and track slab.

[0082] 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 scope of protection of the present invention.

Claims

1. A seismic-resistant structure for the beam end of a ballastless track system, characterized in that, include: A slide (11) is provided on the top surface of the bridge pier (2), and the slide (11) is arranged along the transverse direction of the bridge; The slider (12) is initially stationary in the slide (11). The rotation angle of the beam (3) can drive the slider (12) to move along the slide (11) and drive the slider (12) to move in the opposite direction to limit the expansion of the rotation angle of the beam (3). There are two sliders (12). Each slider (12) has a first magnetic element on both sides along the transverse direction of the bridge. Each slide (11) has a second magnetic element (14) at both ends. The first magnetic element and the second magnetic element (14) have different magnetic properties. The two sliders (12) are connected to the two corners of the beam (3) by chains (13). The two chains (13) are arranged in a cross pattern. When the beam (3) turns, the corresponding slider (12) can be moved closer to the other slider (12) by the chains (13) connected to the corresponding corners. This causes the two sliders (12) to move away from each other and move towards the corresponding second magnetic element (14), thereby limiting the expansion of the turning angle of the beam (3). The chains (13) are configured to tighten when the corresponding slider (12) contacts the second magnetic element (14).

2. The seismic-resistant structure at the beam end of a ballastless track system according to claim 1, characterized in that, It also includes a damping component (4), the two ends of which extend into two longitudinally adjacent track plates (5).

3. The seismic-resistant structure at the beam end of a ballastless track system according to claim 2, characterized in that, The damping component (4) includes a cement-based composite material component and reinforcing steel bars therein, and the damping component (4) is a cuboid component.

4. The seismic-resistant structure at the beam end of a ballastless track system according to claim 2, characterized in that, The top surface of the pier (2) is provided with a first tenon (61), and the bottom surface of the damping component (4) is provided with a first slot. The first tenon (61) and the first slot are adapted to be connected.

5. The seismic-resistant structure at the beam end of a ballastless track system according to claim 4, characterized in that, The beam (3) has a stepped surface at its end, and a second tenon (62) is provided on the stepped surface. The damping component (4) has a second slot on its bottom surface, and the second tenon (62) is adapted to the second slot for connection.

6. The seismic-resistant structure at the beam end of a ballastless track system according to claim 5, characterized in that, The first tenon (61) and the second tenon (62) are both cement-based composite material components.

7. A construction method for seismic-resistant structures at the beam ends of a ballastless track system, characterized in that, The seismic structure applied to the beam end of a ballastless track system as described in claim 5 or 6 includes the following steps: Install the slide rail (11) and the slider (12); Install the first tenon (61) on the top surface of the pier (2) and install the second tenon (62) on the step surface of the beam (3); Install the damping component (4), and embed both ends of the damping component (4) into the corresponding track plate (5); Install the second magnetic component (14) and the chain (13).

8. A construction method for a seismic-resistant structure at the beam end of a ballastless track system according to claim 7, characterized in that, It also includes a positioning component, which includes two support members. The two support members are respectively disposed on the step surfaces of two adjacent beams (3). A first limiting unit (71) is provided between the two support members. The support members include two upright plates (8) arranged along the transverse direction of the bridge. A second limiting unit (72) is provided between two adjacent upright plates (8) on the same side. The first limiting unit (71) and the second limiting unit (72) can both slide longitudinally along the upright plate (8). The two first limiting units (71) can form positioning holes for positioning the first tenon (61). The two second limiting units (72) can form positioning holes for positioning the second tenon (62).

9. A construction method for a seismic-resistant structure at the beam end of a ballastless track system according to claim 8, characterized in that, After the first latch (61) is installed, the positioning component is installed; after the damping component (4) is pre-embedded, the positioning component is removed.

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