Under-rail vibration isolation-vibration reduction structure suitable for shield tunnel

Abstract

The invention provides an under-rail vibration isolation-reduction structure suitable for a shield tunnel, which comprises a tunnel segment, a support concrete foundation, a rail assembly and a vertical vibration isolation support, and is characterized in that the support concrete foundation is arranged at the bottom of the inner wall of the tunnel segment; the track assembly is supported on the support concrete foundation through the vertical vibration isolation support, and a tuned mass-inerter damper used for absorbing vibration energy of the track assembly and the vertical vibration isolation support is further arranged between the support concrete foundation and the track assembly. According to the under-rail vibration isolation-vibration reduction structure, the rail assembly and the vertical vibration isolation support are designed to form a single-stage vibration isolation system, meanwhile, the tuned mass-inerter vibration damper is arranged to absorb vibration energy of the single-stage vibration isolation system, the vibration isolation effect is improved, the displacement response of the single-stage vibration isolation system is reduced, and the vibration reduction effect is improved. The vibration influence of the shield tunnel on the surroundings when the train passes through is reduced through vibration isolation and vibration reduction.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of shield tunnel engineering, and particularly relates to a track under isolation-vibration reduction structure suitable for shield tunnels. BACKGROUND

[0002] With the rapid development of rail transit and the increasing demand of people for living and riding environment, vibration and noise generated by rail transit has become an important part of vibration reduction design in the field of rail transit structure. At present, in addition to the rail vibration absorber, the vibration control measures for the entire rail transit structure are mainly isolation measures, such as vibration reduction fasteners, elastic sleepers, vibration reduction pad ballast beds and floating slab ballast beds, which increase the ratio of vibration source frequency to natural frequency by using flexibility and low frequency, and reduce the vibration transmission rate, but will amplify the low frequency response of the system. SUMMARY

[0003] The purpose of the present application is to provide a track under isolation-vibration reduction structure suitable for shield tunnels, which can at least solve some defects in the prior art.

[0004] To achieve the above-mentioned purpose, the present application adopts the following technical solutions:

[0005] A track under isolation-vibration reduction structure suitable for shield tunnels, comprising a tunnel segment, a support concrete foundation, a track assembly and a vertical vibration isolation support, the support concrete foundation is arranged at the bottom of the inner wall of the tunnel segment, the track assembly is supported on the support concrete foundation through the vertical vibration isolation support, and a tuned mass-inertance damper for absorbing vibration energy of the track assembly and the vertical vibration isolation support is arranged between the support concrete foundation and the track assembly.

[0006] Further, the support concrete foundation and the tunnel segment are fixedly connected through a concrete grouting layer.

[0007] Further, the support concrete foundation comprises an arc-shaped bottom plate, and an outer side support pier and an inner side support pier arranged on the arc-shaped bottom plate, the outer side support pier has two and is located at two ends of the arc-shaped bottom plate respectively, the inner side support pier has two and is located between the two outer side support piers and is symmetrically arranged about the axis of the support concrete foundation, the outer side support pier and the inner side support pier on the same side are provided with a mounting groove for mounting the tuned mass-inertance damper, the inner side support pier is provided with a mounting channel in communication with the mounting groove, and the outer side support pier and the inner side support pier are both provided with the vertical vibration isolation support.

[0008] Further, the vertical vibration isolation support is a disc spring support with a certain vertical stiffness, and the vertical stiffness of the vertical vibration isolation support makes the natural frequency of the single-stage vibration isolation system composed of the track assembly and the vertical vibration isolation support be between 8-20 Hz.

[0009] Furthermore, the inertia coefficient of the tuned mass-inertia damper is achieved through a mechanical conversion mechanism, which is a flywheel-linkage mechanism or a ball screw mechanism.

[0010] When the mechanical conversion mechanism is a flywheel-linkage mechanism, the inertial coefficient b of the tuned mass-inertial damper must satisfy the following relationship: b = J·i 2 Where i is the linkage ratio and J is the flywheel moment of inertia;

[0011] When the mechanical conversion mechanism is a ball screw mechanism, the inertia coefficient b of the tuned mass-inertia damper must satisfy the following relationship: b = J·(2π / p). 2 Where p is the lead screw and J is the moment of inertia of the flywheel.

[0012] Furthermore, the tuned mass-capacitance damper includes an upper connecting steel plate, a lower connecting steel plate, a steel spring, a mass block, a hinged connecting rod, a flywheel, and a support. The upper connecting steel plate and the lower connecting steel plate are connected by a steel spring. The mass block is fixedly mounted on the lower connecting steel plate. One end of the hinged connecting rod is hinged to the bottom of the lower connecting steel plate, and the other end is hinged to the flywheel. The center of the flywheel is supported on the support. The top of the upper connecting steel plate is fixed to the track assembly, and the bottom of the support is fixedly connected to the concrete foundation of the support.

[0013] Furthermore, by adjusting the mass of the mass block, the moment of inertia of the flywheel, the transmission ratio of the articulated connecting rod, and the stiffness of the steel spring, the natural frequency of the tuned mass-capacitance damper is made consistent with the natural frequency of the single-stage vibration isolation system composed of the track assembly and the vertical vibration isolation support.

[0014] Furthermore, the parameter design process for the tuned mass-inertia damper is as follows:

[0015] (a) Determine the total mass M of a single-stage vibration isolation system consisting of track components and vertical vibration isolation supports. s and natural angular frequency w s , where w s =2π·f s f s This is the natural frequency of a single-stage vibration isolation system;

[0016] (b) Setting the equivalent mass ratio of the tuning mass to the inertia damper Where μ takes values ​​from 0.1 to 0.2, the equivalent mass m of the tuned mass-inertial capacitance damper is calculated. eq ;

[0017] (c) Calculate the optimal frequency ratio and optimal damping ratio :

[0018]

[0019] in, To tune the natural angular frequency of the mass-inertial capacitance damper;

[0020] (d) According to Calculate the stiffness k of the steel spring in the tuned mass-inertia damper. d :

[0021] ;

[0022] (e) By adjusting the mass m of the mass block d The flywheel moment of inertia J and the transmission ratio i of the articulated link satisfy the following relationship: Where b is the inertia coefficient, and satisfies .

[0023] Furthermore, when the vibration of a single-stage vibration isolation system is within a specific frequency band, the optimal frequency ratio is calculated using the H∞ optimization criterion. and optimal damping ratio ;

[0024] .

[0025] Furthermore, the track assembly includes a track foundation, a track slab set on the track foundation, and a track set on the track slab; the track foundation is supported on the vertical vibration isolation support, the upper end of the tuned mass-inertia damper is connected to the bottom of the track foundation, and flexible buffer pads for connecting the shield tunnel auxiliary structures are also provided on both sides of the track foundation.

[0026] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0027] The track-based vibration isolation and damping structure for shield tunnels provided by this invention is designed with track components and vertical vibration isolation supports to form a single-stage vibration isolation system. At the same time, a tuned mass-inertial damper is set to absorb the vibration energy of the single-stage vibration isolation system, thereby improving the vibration isolation effect and reducing the displacement response of the single-stage vibration isolation system. Through vibration isolation and damping, the vibration impact of the shield tunnel on the surrounding area when a train passes is reduced.

[0028] The present invention will now be described in further detail with reference to the accompanying drawings. Attached Figure Description

[0029] Figure 1 This is a schematic diagram of a track-mounted vibration isolation and damping structure applicable to shield tunnels in an embodiment of the present invention;

[0030] Figure 2 This is a schematic diagram of the concrete foundation of the support in an embodiment of the present invention;

[0031] Figure 3 This is a schematic diagram of the structure of the tuned mass-inertia damper in an embodiment of the present invention.

[0032] Explanation of reference numerals in the attached drawings: 1. Tunnel segment; 2. Concrete grouting layer; 3. Support concrete foundation; 4. Vertical vibration isolation support; 5. Tuned mass-inertia damper; 6. Track foundation; 7. Flexible buffer pad; 8. Track slab; 9. Track; 301. Inner support; 302. Outer support; 303. Installation groove; 304. Arc-shaped base plate; 305. Installation channel; 306. Grouting hole; 501. Upper connecting steel plate; 502. Steel spring; 503. Mass block; 504. Lower connecting steel plate; 505. Hinged connecting rod; 506. Flywheel; 507. Support. Detailed Implementation

[0033] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0034] In the description of this invention, it should be understood that the terms "center", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0035] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation", "connection", and "joining" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, an abutting connection, or an integral connection. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0036] The terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature; in the description of this invention, unless otherwise stated, "a plurality of" means two or more.

[0037] like Figure 1As shown, this embodiment provides a track-mounted vibration isolation and damping structure suitable for shield tunnels, including tunnel segments 1, support concrete foundations 3, track assemblies, and vertical vibration isolation supports 4. The support concrete foundations 3 are located at the bottom of the inner wall of the tunnel segments 1. The track assemblies are supported on the support concrete foundations 3 by the vertical vibration isolation supports 4. A tuned mass-inertial damper 5 is also provided between the support concrete foundations 3 and the track assemblies to absorb the vibration energy of the track assemblies and the vertical vibration isolation supports 4.

[0038] The track assembly includes a track base 6, a track slab 8, and a track 9. The track slab 8 is disposed on the track base 6, and the track 9 is disposed on the track slab 8. The track base 6 is supported on the vertical vibration isolation support 4, and the upper end of the tuned mass-inertia damper 5 is connected to the bottom of the track base 6.

[0039] Furthermore, flexible buffer pads 7 are installed on both sides of the track foundation 6 to connect the auxiliary structures of the shield tunnel and reduce the vibration impact of track component vibration on the auxiliary structures of the shield tunnel.

[0040] When a train passes over the track, the track foundation 6, track slab 8, track 9, and vertical vibration isolation support 4 constitute a single-stage vibration isolation system with a fixed single dominant frequency (e.g., 10Hz), which can significantly reduce the vibration of tunnel vibration sources above a certain frequency (e.g., 14.4Hz). However, it will amplify the vibration near the dominant frequency of the single-stage vibration isolation system. In this embodiment, a tuned mass-inertial capacitance damper 5 is also set on the basis of the single-stage vibration isolation system. By designing the parameters of the tuned mass-inertial capacitance damper 5, the tuned mass-inertial capacitance damper 5 can absorb the vibration energy of the single-stage vibration isolation system, thereby significantly reducing the vibration displacement response of the single-stage vibration isolation system near its dominant frequency. This overcomes the problem in the prior art that vibration isolation measures amplify the low-frequency response of the system and affect the stability of train operation.

[0041] In one specific implementation, the concrete foundation 3 of the support can be a precast concrete component in a factory, and its cross-sectional dimensions should match the diameter of the tunnel segment 1 of the shield tunnel. In order to facilitate the fixing between the concrete foundation 3 of the support and the tunnel segment 1, grouting holes 306 can be reserved on the concrete foundation 3 of the support. Fine aggregate self-compacting concrete with a strength grade of C30 or above is injected into the gap between the concrete foundation 3 of the support and the tunnel segment 1 through the grouting holes 306 to form a concrete grouting layer 2. The concrete grouting layer 2 is used to fix the concrete foundation 3 of the support and the tunnel segment 1.

[0042] In some embodiments, such as Figure 2As shown, the concrete foundation 3 includes an arc-shaped base plate 304 and outer piers 302 and inner piers 301 disposed on the arc-shaped base plate 304. There are two outer piers 302, located at the left and right ends of the arc-shaped base plate 304 respectively, and the two outer piers 302 are symmetrically arranged about the axis of the concrete foundation 3. There are two inner piers 301, located between the two outer piers 302 and symmetrically arranged about the axis of the concrete foundation 3. The outer piers on the same side are designed... An installation groove 303 is formed between the support 302 and the inner support 301 for installing the tuned mass-inertia vibration damper 5. The inner support 301 has an installation channel 305 that communicates with the installation groove 303, so that construction personnel can install the tuned mass-inertia vibration damper 5 in the installation groove 303. The vertical vibration isolation support 4 is installed on the upper surface of both the outer support 302 and the inner support 301 to support the track assembly and isolate the track assembly from the support concrete foundation 3.

[0043] Preferably, the arc-shaped base plate 304, the outer support 302, and the inner support 301 are integrally formed to ensure the strength of the concrete foundation 3 of the support; furthermore, the grouting hole 306 is set in the middle of the arc-shaped base plate 304, which facilitates the grouting operation and can also improve the uniformity of grouting between the concrete foundation 3 of the support and the tunnel segment 1.

[0044] In some embodiments, the vertical vibration isolation support 4 adopts a form with large vertical and horizontal stiffness, for example, a disc spring support with steel pipe constraint; since the design of the vertical stiffness of the vertical vibration isolation support 4 can affect the natural frequency of the single-stage vibration isolation system composed of the track assembly and the vertical vibration isolation support 4, it is preferred in this embodiment to design the vertical stiffness of the vertical vibration isolation support 4 so that the natural frequency of the single-stage vibration isolation system composed of the track assembly and the vertical vibration isolation support 4 is between 8 and 20 Hz, so as to facilitate the design of the tuned mass-inertia damper 5 and make the natural frequency of the tuned mass-inertia damper 5 consistent with the natural frequency of the single-stage vibration isolation system.

[0045] In one specific implementation, the capacitance coefficient of the tuned mass-capacity damper 5 can be achieved through a mechanical conversion mechanism, which can be a flywheel-linkage mechanism or a ball screw mechanism. When the mechanical conversion mechanism adopts a flywheel-linkage structure, the capacitance coefficient b of the tuned mass-capacity damper 5 must satisfy the relationship: b = J·i 2 Where i is the linkage transmission ratio and J is the flywheel moment of inertia; when the mechanical conversion mechanism adopts a ball screw structure, the translational motion is converted into the rotational motion of the flywheel using the ball screw mechanism. At this time, the inertia coefficient b of the tuned mass-inertia damper must satisfy the relationship: b=J·(2π / p). 2Where p is the lead screw and J is the moment of inertia of the flywheel.

[0046] For specific implementations of the inertia coefficient of the tuned mass-inertia damper 5 achieved through a flywheel-linkage mechanism, in some embodiments, such as... Figure 3 As shown, the tuned mass-capacitance damper 5 includes an upper connecting steel plate 501, a lower connecting steel plate 504, a steel spring 502, a mass block 503, a hinged connecting rod 505, a flywheel 506, and a support 507. The upper connecting steel plate 501 and the lower connecting steel plate 504 are connected by the steel spring 502. The mass block 503 is fixedly mounted on the lower connecting steel plate 504. One end of the hinged connecting rod 505 is hinged to the bottom of the lower connecting steel plate 504, and the other end is hinged to the flywheel 506. The center of the flywheel 506 is supported on the support 507. The top of the upper connecting steel plate 501 is fixed to the track assembly. The bottom of the support 507 is fixedly connected to the support concrete foundation 3 and is placed in the mounting groove 303 between the outer support 302 and the inner support 301 on the support concrete foundation 3. In this embodiment, by adjusting the mass of the mass block 503, the moment of inertia of the flywheel 506, the transmission ratio of the hinged connecting rod 505, and the stiffness of the steel spring 502, the natural frequency of the tuned mass-inertial-capacitance damper 5 is made consistent with the natural frequency of the single-stage vibration isolation system composed of the track assembly and the vertical vibration isolation support 4. When the single-stage vibration isolation system is subjected to excitation force, the inertial mass of the tuned mass-inertial-capacitance damper 5 generates reverse vibration, transferring the vibration energy of the single-stage vibration isolation system to itself, forming an "anti-resonance" phenomenon. This allows the vibration energy of the single-stage vibration isolation system to be absorbed, significantly reducing the vibration displacement response of the single-stage vibration isolation system near its natural frequency.

[0047] Specifically, the design process for the parameters of the tuned mass-capacitance damper 5 (i.e., mass of the mass block, moment of inertia of the flywheel, transmission ratio of the articulated link, and stiffness of the steel spring) is as follows:

[0048] (a) Determine the total mass M of the single-stage vibration isolation system consisting of the track assembly and the vertical vibration isolation support 4. s and natural angular frequency w s , where w s =2π·f s f s This is the natural frequency of a single-stage vibration isolation system.

[0049] (b) Set the equivalent mass ratio of the tuned mass to the inertial damper 5 Where μ takes values ​​from 0.1 to 0.2, the equivalent mass m of the tuned mass-inertial capacitance damper 5 is calculated. eq .

[0050] (c) Calculate the optimal frequency ratio and optimal damping ratio :

[0051]

[0052] in, To tune the natural angular frequency of the mass-inertial damper.

[0053] This optimal frequency ratio and optimal damping ratio The calculation is based on the fixed-point theory, which makes the amplitude curve of the displacement transfer function of a single-stage vibration isolation system form an equal-height point near the resonance frequency. The amplitude of this equal-height point is independent of the damping of the main structure and depends only on the tuning parameters (such as frequency ratio, damping ratio, inertia coefficient, etc.). By optimizing these parameters, the amplitude of the equal-height point can be minimized, thereby reducing the vibration response of the single-stage vibration isolation system near the resonance frequency.

[0054] (d) According to Calculate the stiffness k of the steel spring in the tuned mass-inertia damper 5. d :

[0055] .

[0056] (e) By adjusting the mass m of mass block 503 d The moment of inertia J of flywheel 506 and the transmission ratio i of hinged connecting rod 505 satisfy the following relationship: Where b is the inertia coefficient, and satisfies .

[0057] (f) Set up damping elements so that the damping ratio of the tuned mass-inertia damper 5 is... .

[0058] The following specific embodiment illustrates the design process of relevant parameters for a tuned mass-inertia damper.

[0059] (1) Obtain parameters of a single-stage vibration isolation system: total mass M s =5000kg, natural frequency f s =10Hz;

[0060] (2) Set the equivalent mass ratio μ=0.15, and calculate the equivalent mass m of the tuned mass-inertial capacitance damper. eq =750kg;

[0061] (3) Calculate the optimal parameters:

[0062]

[0063] (4) Calculate the stiffness k of the steel spring of the tuned mass-inertial damper. d :

[0064]

[0065] (5) Set the capacitance coefficient of the tuned mass-capacitance damper to b = 500 kg, then the mass of the mass block is m d =250kg;

[0066] (6) The designed flywheel moment of inertia is J = 31.25 kg·m. 2 The transmission ratio of the hinged linkage is i=4, satisfying b=J·i 2 .

[0067] To further optimize the above technical solution, when the vibration of a single-stage vibration isolation system is within a specific frequency band, the optimal frequency ratio is calculated using the H∞ optimization criterion. and optimal damping ratio :

[0068] .

[0069] The construction process of the track-mounted vibration isolation and damping structure in this embodiment is as follows:

[0070] First, the tunnel segments 1 of the shield tunnel are assembled. Then, the precast concrete foundation 3 of the support is hoisted into place, and fine aggregate self-compacting concrete with a strength grade of C30 or higher is poured through the grouting holes 306 to firmly connect the tunnel segments 1 and the concrete foundation 3. Next, vertical vibration isolation supports 4 are installed on the outer supports 302 and the inner supports 301 of the concrete foundation 3. Then, the flywheel 506 and support 507 of the tuned mass-inertia damper 5 are installed in the installation groove 303 between the outer supports 302 and the inner supports 301. Then, the upper connecting steel plate 501, the lower connecting steel plate 504, the steel spring 502, the mass block 503, and the hinged connecting rod 505 are assembled and properly connected to the bottom of the track foundation 6 through the upper connecting steel plate 501. Then, the track foundation 6 is hoisted, and the workers hinge the hinged connecting rod 505 to the flywheel 506 through the installation channel 305. Finally, the flexible buffer pad 7, the track plate 8, and the track 9 are installed.

[0071] In summary, this invention provides a track-based vibration isolation and damping structure suitable for shield tunnels, in which track components and vertical vibration isolation supports constitute a single-stage vibration isolation system. At the same time, a tuned mass-inertial damper is set to absorb the vibration energy of the single-stage vibration isolation system, thereby improving the vibration isolation effect, reducing the displacement response of the single-stage vibration isolation system, and reducing the vibration impact of the shield tunnel on the surrounding area when trains pass through vibration isolation and damping.

[0072] The above examples are merely illustrative of the present invention and do not constitute a limitation on the scope of protection of the present invention. All designs that are the same as or similar to the present invention are within the scope of protection of the present invention.

Claims

1. A track-mounted vibration isolation and damping structure suitable for shield tunnels, characterized in that: The system includes tunnel segments, concrete foundations for supports, track assemblies, and vertical vibration isolation supports. The concrete foundations for supports are located at the bottom of the inner wall of the tunnel segments. The track assemblies are supported on the concrete foundations for supports via the vertical vibration isolation supports. A tuned mass-capacitance damper is also provided between the concrete foundations for supports and the track assemblies to absorb the vibration energy of the track assemblies and the vertical vibration isolation supports.

2. The track-mounted vibration isolation and damping structure for shield tunnels as described in claim 1, characterized in that: The concrete foundation of the support is fixedly connected to the tunnel segment through a concrete grouting layer.

3. The track-mounted vibration isolation and damping structure for shield tunnels as described in claim 1, characterized in that: The concrete foundation of the support includes an arc-shaped base plate and outer and inner supports disposed on the arc-shaped base plate. There are two outer supports located at both ends of the arc-shaped base plate. There are two inner supports located between the two outer supports and arranged symmetrically about the axis of the concrete foundation of the support. An installation groove for installing the tuned mass-inertia damper is provided between the outer and inner supports on the same side. An installation channel communicating with the installation groove is opened on the inner support. The vertical vibration isolation support is installed on both the outer and inner supports.

4. The track-mounted vibration isolation and damping structure for shield tunnels as described in claim 1, characterized in that: The vertical vibration isolation support is a disc spring support with a certain vertical stiffness. The vertical stiffness of the vertical vibration isolation support makes the natural frequency of the single-stage vibration isolation system composed of the track assembly and the vertical vibration isolation support between 8 and 20 Hz.

5. The track-mounted vibration isolation and damping structure for shield tunnels as described in claim 1, characterized in that: The inertia coefficient of the tuned mass-inertia damper is achieved by a mechanical conversion mechanism, which is either a flywheel-linkage mechanism or a ball screw mechanism. When the mechanical conversion mechanism is a flywheel-linkage mechanism, the inertial coefficient b of the tuned mass-inertial damper must satisfy the following relationship: b = J·i 2 Where i is the linkage ratio and J is the flywheel moment of inertia; When the mechanical conversion mechanism is a ball screw mechanism, the inertia coefficient b of the tuned mass-inertia damper must satisfy the following relationship: b = J·(2π / p). 2 Where p is the lead screw and J is the moment of inertia of the flywheel.

6. The track-mounted vibration isolation and damping structure for shield tunnels as described in claim 5, characterized in that: The tuned mass-capacitance damper includes an upper connecting steel plate, a lower connecting steel plate, a steel spring, a mass block, a hinged connecting rod, a flywheel, and a support. The upper connecting steel plate and the lower connecting steel plate are connected by a steel spring. The mass block is fixedly mounted on the lower connecting steel plate. One end of the hinged connecting rod is hinged to the bottom of the lower connecting steel plate, and the other end is hinged to the flywheel. The center of the flywheel is supported on the support. The top of the upper connecting steel plate is fixed to the track assembly, and the bottom of the support is fixedly connected to the concrete foundation of the support.

7. The track-mounted vibration isolation and damping structure for shield tunnels as described in claim 6, characterized in that: By adjusting the mass of the mass block, the moment of inertia of the flywheel, the transmission ratio of the hinged connecting rod, and the stiffness of the steel spring, the natural frequency of the tuned mass-capacitance damper is made consistent with the natural frequency of the single-stage vibration isolation system composed of the track assembly and the vertical vibration isolation support.

8. The track-mounted vibration isolation and damping structure for shield tunnels as described in claim 7, characterized in that: The parameter design process for the tuned mass-inertial capacitance damper is as follows: (a) Determine the total mass M of a single-stage vibration isolation system consisting of track components and vertical vibration isolation supports. s and natural angular frequency w s , where w s =2π·f s f s This is the natural frequency of a single-stage vibration isolation system; (b) Setting the equivalent mass ratio of the tuning mass to the inertia damper Where μ takes values ​​from 0.1 to 0.2, the equivalent mass m of the tuned mass-inertial capacitance damper is calculated. eq ; (c) Calculate the optimal frequency ratio and optimal damping ratio : in, To tune the natural angular frequency of the mass-inertial capacitance damper; (d) According to Calculate the stiffness k of the steel spring in the tuned mass-inertia damper. d : ； (e) By adjusting the mass m of the mass block d The flywheel moment of inertia J and the transmission ratio i of the articulated link satisfy the following relationship: Where b is the inertia coefficient, and satisfies .

9. The track-mounted vibration isolation and damping structure for shield tunnels as described in claim 8, characterized in that: When the vibration of a single-stage vibration isolation system is within a specific frequency band, the optimal frequency ratio is calculated using the H∞ optimization criterion. and optimal damping ratio ; 。 10. The track-mounted vibration isolation and damping structure for shield tunnels as described in claim 1, characterized in that: The track assembly includes a track foundation, a track slab set on the track foundation, and a track set on the track slab; the track foundation is supported on the vertical vibration isolation support, the upper end of the tuned mass-inertia damper is connected to the bottom of the track foundation, and flexible buffer pads for connecting the shield tunnel auxiliary structures are also provided on both sides of the track foundation.

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