Nonlinear vibration reduction structure based on linkage dispersion vibration reduction thought

Abstract

The invention belongs to the technical field of tunnel vibration reduction and isolation, and provides a nonlinear vibration reduction structure based on a linkage dispersion vibration reduction thought, and the nonlinear vibration reduction structure is a linkage combination vibration reduction structure composed of an inverted arch nonlinear vibration reduction structure and a side wall nonlinear vibration reduction structure. The inverted arch non-linear vibration reduction structure and the side wall non-linear vibration reduction structure comprise vibration reduction force transmission frames, force transmission rods and vibration reduction rubber. The multiple vibration reduction force transmission frames are connected together through the force transmission rods, the vibration reduction rubber supports and the vibration reduction rubber pads are combined, the vibration energy absorption and dissipation capacity can be automatically adjusted, therefore, vibration propagation is effectively restrained, vibration and noise in the operation process are reduced, and the service life of the vibration reduction device is prolonged. Meanwhile, vibration loads transmitted by a train through the track and the track plate are dispersed and transmitted to the inverted arch backfill layer and the side wall of the tunnel, and the vibration response of the inverted arch and the bottom soil body of the tunnel is greatly reduced.

Description

Technical Field

[0001] The present invention belongs to the technical field of tunnel vibration reduction and isolation. Background Art

[0002] The vibration of vehicles running in tunnels is transmitted to the strata and the surrounding environment through the track and tunnel structures. It will not only have an adverse impact on residents along the line, precision instruments, high-end equipment, etc., but also, under the action of the cyclic load of trains, lead to excessive settlement of the foundation soil, and then trigger a series of structural diseases, such as misalignment, damage, water leakage of tunnel segments, and voids under the track slab, threatening the service safety of the structure as well as the safety, comfort of train operation.

[0003] Therefore, setting vibration reduction elements with relatively low stiffness between track structures is one of the main means of rail transit vibration reduction. At present, it is mainly through vibration reduction materials and designs to weaken the vibration conduction to the bottom of the tunnel. However, the effect of vibration reduction is often not ideal, and single vibration reduction without dispersing and conducting vibration, the vibration excitation is mainly concentrated at the bottom of the tunnel. The current solutions cannot effectively solve the safety problems of long-term operation of the tunnel and the settlement problems of the soil under the tunnel. Summary of the Invention

[0004] In view of the above problems, the present invention proposes a non-linear vibration reduction structure based on the idea of linkage and dispersion vibration reduction, which is arranged in the inverted arch backfill layer and the side wall of the tunnel structure for weakening and dispersing the vibration caused by vehicle driving to the tunnel structure.

[0005] The technical solution of the present invention is as follows: A non-linear vibration reduction structure based on the idea of linkage and dispersion vibration reduction is a linkage combined vibration reduction structure jointly composed of an inverted arch non-linear vibration reduction structure and a side wall non-linear vibration reduction structure. The components of the inverted arch non-linear vibration reduction structure and the side wall non-linear vibration reduction structure include a vibration reduction force transmission frame 3, a force transmission rod 6, and vibration reduction rubber, wherein: The vibration reduction force transmission frame 3 is a damping telescopic structure; The inverted arch non-linear vibration reduction structure is arranged between the inverted arch backfill layer 7 of the tunnel structure and the track structure. The track structure includes a track slab 2 and a track 1 installed on the track slab. A number of vibration reduction force transmission frames 3 are horizontally connected in series through force transmission rods 6 and are distributed longitudinally and transversely along the tunnel, presenting a grid-like structure; vibration reduction rubber is provided at the connection between the vibration reduction force transmission frame 3 and the inverted arch backfill layer 7 of the tunnel structure and at the connection between the vibration reduction force transmission frame 3 and the track slab 2 of the track structure; The side wall non-linear vibration reduction structure is formed by connecting a plurality of vibration reduction force transmission frames 3 in series up and down through force transmission rods 6 and then connecting them to the side wall of the tunnel structure. Vibration reduction rubber is provided at the connection with the side wall of the tunnel structure; The side wall non-linear vibration reduction structure is connected to the inverted arch non-linear vibration reduction structure at the lower part of the side wall of the tunnel structure to form a linked whole.

[0006] Based on the above technical solutions, the present invention has the following beneficial effects: The present invention considers weakening the concentrated excitation of vehicle vibration on the bottom of the tunnel by increasing vibration damping means and increasing the vibration diffusion path, transmitting the vibration more evenly to each part of the tunnel, and at the same time taking vibration damping means in the transmission path to weaken the vibration to a certain extent.

[0007] The non-linear vibration damping structure of the present invention connects multiple vibration damping force transmission frames 3 together through force transmission rods 6, and combines vibration damping rubber bearings 4 and vibration damping rubber pads 5, which can automatically adjust the absorption and dissipation capabilities of vibration energy, thereby effectively suppressing the propagation of vibration, reducing the vibration and noise generated during train operation, and at the same time dispersing and transmitting the vibration load transmitted by the train through the track and track slab to the inverted arch backfill layer and side wall of the tunnel, greatly reducing the vibration response of the tunnel inverted arch and the bottom soil body. BRIEF DESCRIPTION OF THE DRAWINGS

[0008] Figure 1 Front view of the non-linear vibration damping structure based on the idea of linkage and dispersion damping in the embodiment of the present invention.

[0009] Figure 2 Schematic cross-sectional view of the vibration damping force transmission frame structure.

[0010] Figure 3 Schematic diagram of the longitudinal layout along the track under the track slab of the inverted arch non-linear vibration damping structure in the embodiment of the present invention.

[0011] Figure 4 Partial (transverse) schematic diagram of the inverted arch non-linear vibration damping structure in the embodiment of the present invention.

[0012] Figure 5 Schematic diagram of the side wall non-linear vibration damping structure in the embodiment of the present invention.

[0013] Figure 6 Schematic diagram of the overall vibration damping effect comparison of the present invention.

[0014] REFERENCE SIGNS: 1 track, 2 track slab, 3 vibration damping force transmission frame, 3-1 articulated bracket, 3-2 vibration damping spring, 3-3 articulated joint, 4 vibration damping rubber bearing, 5 vibration damping rubber pad, 6 force transmission rod, 7 inverted arch backfill layer, 8 middle fascia, 9 protective cover. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0015] The technical solutions provided in this application will be further described below in combination with specific embodiments and their accompanying drawings. The advantages and features of this application will be clearer in combination with the following description.

[0016] As Figure 1As shown in the figure, a non-linear vibration damping structure based on the idea of linked and decentralized vibration damping is a linked combined vibration damping structure composed of an invert non-linear vibration damping structure and a side wall non-linear vibration damping structure. The components of the invert non-linear vibration damping structure and the side wall non-linear vibration damping structure include a vibration damping force transfer frame 3, a force transfer rod 6, and vibration damping rubber. Among them: The vibration damping force transfer frame 3 is a damping telescopic structure; The invert non-linear vibration damping structure is arranged between the invert backfill layer 7 of the tunnel structure and the track structure. The track structure includes a track slab 2 and a track 1 installed on the track slab. A number of vibration damping force transfer frames 3 are horizontally connected in series by force transfer rods 6 and are distributed longitudinally and transversely along the tunnel, forming a grid-like structure; Vibration damping rubber is provided at the connection between the vibration damping force transfer frame 3 and the invert backfill layer 7 of the tunnel structure and at the connection between the vibration damping force transfer frame 3 and the track slab 2 of the track structure; The side wall non-linear vibration damping structure is formed by connecting a plurality of vibration damping force transfer frames 3 in series up and down by force transfer rods 6 and then connecting them to the side wall of the tunnel structure. Vibration damping rubber is provided at the connection with the side wall of the tunnel structure; The side wall non-linear vibration damping structure is connected to the invert non-linear vibration damping structure at the lower part of the side wall of the tunnel structure to form a linked whole.

[0017] Specifically, as Figure 2 shown, the vibration damping force transfer frame 3 includes eight articulated brackets 3-1, a vibration damping spring 3-2, and six articulated joints 3-3. Among them: The two ends of the vibration damping spring 3-2 are respectively connected to four articulated brackets 3-1 through articulated joints 3-3. The eight articulated brackets 3-1 are divided into two groups, and each group of four articulated brackets 3-1 is articulated into a rhombus through an articulated joint 3-3, and the axial direction of the vibration damping spring 3-2 is the common diagonal of the two rhombuses.

[0018] The vibration damping force transfer frame 3 has two layout methods, namely vertical layout and horizontal layout. Among them: When vertically laid out, its vibration damping spring 3-2 is in the vertical direction; When horizontally laid out, its vibration damping spring 3-2 is in the horizontal direction. The vibration damping force transfer frame 3 realizes the transmission of vibration through the rotation of the rhombic articulated bracket and the telescopic of the vibration damping spring.

[0019] Furthermore, the invert non-linear vibration damping structure is arranged between the invert backfill layer 7 of the tunnel structure and the track structure. Specifically: A plurality of groups of series-connected vibration damping force transfer frames 3 are orderly installed longitudinally along the track on the inverted arch backfill layer 7. In each group of series-connected vibration damping force transfer frames 3, several vibration damping force transfer frames 3 are arranged in an alternating manner of vertical arrangement and horizontal arrangement, and are horizontally connected to each other by force transfer rods 6, wherein: the vertically arranged vibration damping force transfer frames 3 are arranged between the bottom of the track slab 2 and the inverted arch backfill layer 7, and vibration damping rubber pads 5 are fixedly connected to both the bottom of the track slab 2 and the upper part of the inverted arch backfill layer 7. The upper and lower ends of the vertically arranged vibration damping force transfer frames 3 are respectively connected to the vibration damping rubber pads 5 at the bottom of the track slab 2 and the vibration damping rubber pads 5 at the upper part of the inverted arch backfill layer 7; the horizontally arranged vibration damping force transfer frames 3 are respectively connected to the adjacent vertically arranged vibration damping force transfer frames 3 at their front and rear ends by force transfer rods 6, as Figure 3 shown.

[0020] Horizontally along the track between the bottom of the track slab 2 and the inverted arch backfill layer 7, a horizontally arranged vibration damping force transfer frame 3 is also connected by a force transfer rod 6 between two adjacent vertically arranged vibration damping force transfer frames 3; horizontally arranged vibration damping force transfer frames 3 are respectively arranged on both sides of the track slab 2, and one end of the left and right ends of each is connected to a vibration damping rubber bearing 4 fixed on the inverted arch backfill layer 7, and the other end is connected to the vertically arranged vibration damping force transfer frame 3 at the bottom edge of the track slab 2 by a force transfer rod 6, as Figure 1 , Figure 4 shown.

[0021] During application, the number of groups and density of the series-connected vibration damping force transfer frames 3 can be determined according to needs. In this embodiment, two groups of series-connected vibration damping force transfer frames 3 are installed longitudinally along the track between the bottom of the track slab 2 and the inverted arch backfill layer 7, and the two groups of series-connected vibration damping force transfer frames 3 are symmetric about the left and right. The number of vibration damping force transfer frames 3 and the distance between them can be specifically set according to the actual load and vibration damping requirements. For the vibration damping force transfer frames 3 at different positions, the stiffness, damping coefficient of the vibration damping spring 3-2, and the length of the hinge bracket 3-1 can all be specifically designed and adjusted.

[0022] In this embodiment, there are two groups of track structures in the tunnel, as Figure 1 shown. The horizontally arranged vibration damping force transfer frames 3 on both sides of the track slab 2, one is near the bottom of the tunnel side wall, and the other is located in the center of the tunnel, and a protective cover 9 is arranged on the inverted arch backfill layer 7 to protect the vibration damping force transfer frames 3 to avoid accidental damage.

[0023] Further, the sidewall non-linear vibration damping structure includes a plurality of vibration damping force transmission frames 3 arranged alternately, which are connected in series up and down by force transmission rods 6. The top of the series body is fixed to the middle eaves 8 of the sidewall, and the bottom of the series body is connected to the vibration damping force transmission frame 3 at the edge position along the track transverse direction in the inverted arch non-linear vibration damping structure through the force transmission rod 6. In this way, the sidewall non-linear vibration damping structure and the inverted arch non-linear vibration damping structure form a linked whole, weakening the concentrated excitation of vehicle vibration on the bottom of the tunnel, and transmitting the vibration more evenly to each part of the tunnel to achieve effective vibration damping and vibration dissipation. In the series body; The vertically arranged vibration damping force transmission frame 3 has its upper and lower ends as the connection points for series connection up and down; The horizontally arranged vibration damping force transmission frame 3 has its upper and lower ends as the connection points for series connection up and down, and one of its left and right ends is horizontally connected to the sidewall of the tunnel structure through the force transmission rod 6, and the force transmission rod 6 is connected to the sidewall of the tunnel structure through the vibration damping rubber bearing 4.

[0024] As an embodiment, as Figure 1 、 Figure 5 shown, there are a total of two vibration damping force transmission frames 3, one is vertically arranged and the other is horizontally arranged. The two are connected in series up and down through the force transmission rod 6 and are connected to the sidewall of the tunnel structure. Among them: the vibration damping force transmission frame 3 at the top is vertically arranged, its upper end is connected to the middle eaves 8 of the sidewall, and its lower end is connected to the horizontally arranged vibration damping force transmission frame 3 below it through the force transmission rod 6. The lower end of the horizontally arranged vibration damping force transmission frame 3 is connected to the vibration damping force transmission frame 3 at the edge position along the track transverse direction in the inverted arch non-linear vibration damping structure through the force transmission rod 6; at the same time, one of the left and right directions of the horizontally arranged vibration damping force transmission frame 3 is horizontally connected to the middle part of the sidewall of the tunnel structure through the force transmission rod 6.

[0025] Further, the connection between the force transmission rod 6 and the vibration damping force transmission frame 3 is adopted by hinge connection. Further still, the force transmission rod 6 is hinged to the hinge joint 3-3 of the vibration damping force transmission frame 3.

[0026] Preferably, the hinge bracket 3-1 of the vibration damping force transmission frame 3 and the force transmission rod 6 are both steel strip-shaped rods.

[0027] Further, the vibration damping rubber bearing 4 and the vibration damping rubber pad 5 are both made of damping rubber materials. The vibration damping rubber bearing 4 is a columnar structure; the vibration damping rubber pad 5 is a strip-shaped one with a certain thickness extending along the longitudinal direction of the tunnel, and its thickness can be adjusted according to the actual carrying capacity and load conditions of the subway.

[0028] Further, the connection between the vibration damping force transmission frame 3 and the vibration damping rubber pad 5 and between the vibration damping force transmission frame 3 and the vibration damping rubber bearing 4 is adopted by hinge connection.

[0029] The non-linear vibration damping structure of the present invention connects multiple vibration damping force transmission frames 3 together through a force transmission rod 6, and combines a vibration damping rubber bearing 4 and a vibration damping rubber pad 5 to disperse the vibration load transmitted by the train through the track and track slab to various parts of the tunnel, rather than concentrating it on the invert of the tunnel to cause significant vibration of the bottom soil. The dispersed transmission greatly reduces the vibration response of the tunnel invert and the bottom soil, as Figure 6 shown. At the same time, since the structures for transmitting vibration, such as the vibration damping damping spring 3-2, the vibration damping rubber bearing 4, and the vibration damping rubber pad 5, are all non-linear materials and structures, and the series connection of the vibration damping force transmission frames 3 composed of the vibration damping damping springs 3-2 also forms a more complex non-linear structure, that is, the tensile mechanical properties and compressive mechanical properties of the vibration damping damping spring are connected in series. Therefore, energy dissipation can be achieved through the tensile and compressive movements of the vibration damping damping spring 3-2, achieving the effect of vibration damping. At the same time, the vibration damping rubber bearing 4 and the vibration damping rubber pad 5 can also play a role in vibration damping during vibration propagation.

[0030] The following is a detailed description of the working mechanism of the above non-linear vibration damping structure.

[0031] (1) Energy dissipation mechanism of the combination of vibration damping force transmission frame and vibration damping rubber pad When the combination of the vibration damping force transmission frame 3 and the vibration damping rubber pad 5 is subjected to vibration excitation, its stress-strain relationship is non-linear. Compared with linear materials, the internal microstructure and mechanism of non-linear materials can generate more energy dissipation paths.

[0032] When the combination of the vibration damping force transmission frame 3 and the vibration damping rubber pad 5 deforms, friction and relative sliding occur between the molecular chains. This friction process converts the vibration energy into heat energy, thereby effectively consuming the vibration energy. During the vibration process, due to its complex stress-strain relationship, more internal friction and internal damping are generated, just like setting many "energy traps" inside the material, making the vibration energy continuously consumed inside the structure, playing a role in vibration damping.

[0033] (2) Frequency response characteristics of the combination of vibration damping force transmission frame and vibration damping rubber pad and good vibration and noise reduction effect The vibration frequency of traditional linear materials mainly depends on their stiffness and mass, and a large amplitude response will occur near the resonance frequency. Due to the non-linear stiffness characteristics of non-linear materials, their vibration frequency will change with the change of amplitude. This enables non-linear materials to effectively avoid the occurrence of resonance phenomena when facing broadband vibration excitation.

[0034] When the vibration frequency approaches the resonance frequency of a linear material, the vibration amplitude will increase sharply, resulting in intensified vibration. In a similar situation, due to the non-linear coupling relationship between various materials and structures in the structure of the present invention (mainly including the damping spring 3-2 of the vibration damping force transmission frame and the vibration damping rubber pad 5) in terms of their frequency and amplitude, it will not exhibit severe resonance like a linear material. Instead, it disperses the vibration energy by changing its own frequency response characteristics, thereby achieving a better vibration damping effect.

[0035] Vibration damping in each frequency band: The non-linear characteristics of the vibration damping rubber pad 5 enable it to play a vibration damping role within a relatively wide frequency range. At different vibration frequencies, the stiffness and damping of the vibration damping rubber pad 5 will change accordingly, automatically adjusting the ability to absorb and dissipate vibration energy, thereby effectively suppressing the propagation of vibration and reducing vibration and noise during operation.

[0036] Vibration isolation in each frequency band: It has excellent isolation effects on vibrations in each frequency band. It can effectively block the transmission of high-frequency vibrations and provide a stable environment in the tunnel.

[0037] Sound insulation and noise reduction: While absorbing vibration energy, it can also reduce the propagation of noise generated by vibration, playing a certain role in sound insulation, improving the acoustic environment in the tunnel and its surroundings, reducing noise pollution, and protecting the physical and mental health of operators and passengers.

[0038] (3) Coordination deformation mechanism of the linkage combined vibration damping structure The damping spring 3-2 itself has non-linear mechanical characteristics. By means of the series connection of the force transmission rods 6 through the structure of the vibration damping force transmission frame, the transmitted force dissipates and transmits energy in two directions through the tension of the spring. Thus, not only vibration damping is achieved, but also the force and vibration can be further transmitted to the next vibration damping force transmission frame through coordinated deformation, realizing the coordinated deformation and vibration damping energy consumption of the entire building structure.

[0039] (4) Adaptability and self-adjusting ability of the linkage combined vibration damping structure Non-linear materials have certain self-adaptive and self-adjusting abilities. At different vibration intensities and frequencies, non-linear materials can automatically adjust their internal mechanical properties according to the actual vibration situation. The linkage combined vibration damping structure of the present invention utilizes the self-adaptive and self-adjusting abilities of the damping spring 3-2, the vibration damping rubber strut 4, and the vibration damping rubber pad 5, enabling non-linear materials to play a vibration damping role flexibly in a complex and changeable vibration environment. It has a wider applicability and better vibration damping performance compared to linear materials. At the same time, the ingenious design of the structure can more effectively disperse and bear the vibration load transmitted from the upper track structure.

[0040] Shock buffering: When the structure is suddenly impacted, the damping rubber pad 5 can rapidly undergo large deformations. Through non-linear processes such as friction and slippage between molecular chains, the impact energy is converted into heat energy, thereby dissipating the vibration impact energy and protecting the damping force transfer frame structure from impact damage. At the same time, the damping force transfer frame can disperse the load longitudinally and transversely to other connected structures through the coordinated deformation mechanism of the linkage combined damping structure, thereby achieving the purpose of load transfer and vibration reduction while protecting its own structure.

[0041] The structure also has load adaptability: its stiffness changes with the magnitude of the load it bears and can automatically adjust its vibration reduction performance according to the actual working conditions. When the load is light, the interaction between the structures is small, so it is in a state of relatively low stiffness, ensuring the flexibility of the equipment. When the load is heavy, the increased interaction between the structures leads to an increase in stiffness, ensuring effective support and vibration reduction, enabling the track slab 2 to maintain a stable operating state under different load conditions.

[0042] At the same time, the linkage combined damping structure itself also has multi-directional load-bearing and multi-functional integration: the configuration designs of the damping rubber bearing 4, the damping rubber pad 5, and the linkage combined damping structure result in different stiffnesses in different directions, which can not only prevent radial vibration but also effectively suppress multi-directional vibrations such as lateral vibration and rotational vibration.

[0043] (5) Vibration dispersion mechanism of the linkage combined damping structure Connect the damping force transfer frame structure to the damping rubber bearing 4 etc. through the force transfer rod 6 to form a vibration dispersion transfer damping structure that transfers from the track slab 2 to the inverted arch backfill layer 7 and the middle and lower parts of the tunnel wall. The connection method of the linkage combined damping structure can effectively disperse the vibration and displacement of the track slab to the inverted arch backfill layer and the side wall of the tunnel through the coordinated deformation of several damping force transfer frames, effectively reducing the vibration response of the soil body at the inverted arch and the arch bottom of the tunnel. At the same time, in the design, by adjusting the angle between the articulated supports 3-1 of the damping force transfer frame and the stiffness of each damping spring 3-2, the load ratio received by each node of the tunnel can be easily adjusted, thereby allocating a reasonable load magnitude for each tunnel node according to actual needs.

[0044] The above description is only a description of the preferred embodiments of the present application and is not any limitation on the scope of the present application. Any change or modification made by any person skilled in the art based on the disclosed technical content shall be regarded as an equivalent effective embodiment and shall fall within the scope of protection of the technical solution of the present application.

Claims

1. A non-linear vibration damping structure based on the idea of linkage and decentralized vibration damping, characterized in that, It is a linkage combined vibration reduction structure composed of an inverted arch non-linear vibration reduction structure and a side wall non-linear vibration reduction structure. The components of the inverted arch non-linear vibration reduction structure and the side wall non-linear vibration reduction structure include a vibration reduction force transmission frame (3), a force transmission rod (6), and vibration reduction rubber. Among them: The vibration reduction force transmission frame (3) is a damping telescopic structure; The inverted arch non-linear vibration reduction structure is arranged between the inverted arch backfill layer (7) of the tunnel structure and the track structure. The track structure includes a track slab (2) and a track (1) installed on the track slab. A number of vibration reduction force transmission frames (3) are horizontally connected in series through force transmission rods (6) and distributed longitudinally and transversely along the tunnel, forming a grid-like structure; Vibration reduction rubber is provided at the connection between the vibration reduction force transmission frame (3) and the inverted arch backfill layer (7) of the tunnel structure and at the connection between the vibration reduction force transmission frame (3) and the track slab (2) of the track structure; The side wall non-linear vibration reduction structure is formed by connecting a plurality of vibration reduction force transmission frames (3) in series up and down through force transmission rods (6) and then connecting them to the side wall of the tunnel structure. Vibration reduction rubber is provided at the connection with the side wall of the tunnel structure; The side wall non-linear vibration reduction structure is connected to the inverted arch non-linear vibration reduction structure at the lower part of the side wall of the tunnel structure to form a linked whole.

2. The non-linear vibration damping structure based on the idea of linkage and decentralized vibration damping according to claim 1, characterized in that, The vibration reduction force transmission frame (3) includes eight articulated brackets (3-1), one vibration reduction damping spring (3-2), and six articulated joints (3-3). Among them: Both ends of the vibration reduction damping spring (3-2) are connected to four articulated brackets (3-1) through articulated joints (3-3); The eight articulated brackets (3-1) are divided into two groups, and each group of four articulated brackets (3-1) is articulated into a rhombus through an articulated joint (3-3), and the axial direction of the vibration reduction damping spring (3-2) is the common diagonal of the two rhombuses; The vibration reduction force transmission frame (3) has two layout methods, namely vertical layout and horizontal layout. Among them: When arranged vertically, its vibration reduction damping spring (3-2) is in the vertical direction; When arranged horizontally, its vibration reduction damping spring (3-2) is in the horizontal direction.

3. The non-linear vibration damping structure based on the idea of linkage and decentralized vibration damping according to claim 1, characterized in that The inverted arch non-linear vibration reduction structure is specifically: Multiple groups of serially connected vibration reduction force transmission frames (3) are installed in an orderly manner along the track longitudinal direction on the inverted arch backfill layer (7); In each group of serially connected vibration reduction force transmission frames (3), a number of vibration reduction force transmission frames (3) are arranged in an alternating manner of vertical layout and horizontal layout, and are horizontally connected to each other through force transmission rods (6). Among them: The vertically arranged vibration reduction force transmission frame (3) is arranged between the bottom of the track slab (2) and the inverted arch backfill layer (7). Vibration reduction rubber pads (5) are fixedly connected to the bottom of the track slab (2) and the upper part of the inverted arch backfill layer (7). The upper and lower ends of the vertically arranged vibration reduction force transmission frame (3) are respectively connected to the vibration reduction rubber pads (5) at the bottom of the track slab (2) and the vibration reduction rubber pads (5) at the upper part of the inverted arch backfill layer (7); The horizontally arranged vibration reduction force transmission frame (3) is connected to the adjacent vertically arranged vibration reduction force transmission frame (3) at its front and rear ends through force transmission rods (6); Horizontally along the track between the bottom of the track slab (2) and the invert backfill layer (7), a horizontally arranged vibration damping force transfer frame (3) is also connected by a force transfer rod (6) between two adjacent vertically arranged vibration damping force transfer frames (3); on both sides of the track slab (2), a horizontally arranged vibration damping force transfer frame (3) is provided respectively, one end of the left and right ends thereof is connected to a vibration damping rubber bearing (4) fixed on the invert backfill layer (7), and the other end is connected to a vertically arranged vibration damping force transfer frame (3) at the bottom edge of the track slab (2) through a force transfer rod (6).

4. The non-linear vibration damping structure based on the idea of linkage and decentralized vibration damping according to claim 1, characterized in that, The side wall non-linear vibration damping structure is specifically: It includes a plurality of alternately arranged vibration damping force transfer frames (3), which are connected in series up and down by force transfer rods (6). The top of the series body is fixed to the middle eaves (8) of the side wall, and the bottom of the series body is connected to the vibration damping force transfer frame (3) at the edge position along the track width of the invert non-linear vibration damping structure through a force transfer rod (6). In this way, the side wall non-linear vibration damping structure and the invert non-linear vibration damping structure form a linked whole; in the series body; The vertically arranged vibration damping force transfer frame (3), the upper and lower ends thereof serve as the connection points for series connection up and down; The horizontally arranged vibration damping force transfer frame (3), one end of the left and right ends thereof is horizontally connected to the side wall of the tunnel structure through a force transfer rod (6), and the force transfer rod (6) is connected to the side wall of the tunnel structure through a vibration damping rubber bearing (4).

5. The non-linear vibration damping structure based on the idea of linkage and decentralized vibration damping according to claim 1, characterized in that, The connection between the force transfer rod (6) and the vibration damping force transfer frame (3) is hinged.

6. The non-linear vibration damping structure based on the idea of linkage and decentralized vibration damping as claimed in claim 1, wherein The hinge brackets (3-1) of the vibration damping force transfer frame (3) and the force transfer rods (6) are all steel strip-shaped members.

7. A non-linear vibration damping structure based on the idea of linkage and decentralized vibration damping according to claim 1, characterized in that, The vibration damping rubber bearings (4) and vibration damping rubber pads (5) are both made of damping rubber materials; the vibration damping rubber bearings (4) are columnar structures; the vibration damping rubber pads (5) are strip-shaped extending along the longitudinal direction of the tunnel, and their thicknesses are adjusted according to the actual carrying capacity and load conditions of the subway.

8. The non-linear vibration damping structure based on the idea of linkage and decentralized vibration damping according to claim 3, characterized in that The vibration damping force transfer frame (3) and the vibration damping rubber pad (5) as well as the vibration damping force transfer frame (3) and the vibration damping rubber bearing (4) are hinged.

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