Underground space structure seismic resistance system based on superimposed cabin structure

Abstract

The application discloses an underground space structure seismic resistance system based on a superimposed cabin structure, which comprises an underground structure, a superimposed cabin and an energy dissipation component. The underground structure comprises at least two adjacent structural segments, and the adjacent structural segments are flexibly connected. The superimposed cabin is wrapped at the flexible connection, and the superimposed cabin comprises a protective peripheral wall and an energy dissipation chamber which are in communication with each other and are functionally divided. An isolation space is formed in the protective peripheral wall, the end of the structural segment extends into the isolation space and keeps a gap with the protective peripheral wall, and the main body of the structural segment is embedded in the soil body. The energy dissipation component is arranged in the energy dissipation chamber, and the energy dissipation component is connected to the end of the structural segment through a linkage mechanism, so as to inhibit the vibration of the end of the structural segment and dissipate the seismic energy. The system has the characteristics of structural decoupling and functional coupling, and has the advantages of vibration suppression, seismic resistance, easy inspection and repair, safety and toughness, and can significantly improve the seismic safety and reliability of underground lifeline engineering.

Description

Technical Field

[0001] This invention belongs to the field of underground structure engineering technology, and in particular relates to an earthquake-resistant system for underground space structures based on composite compartment structures. Background Technology

[0002] With the acceleration of urbanization in my country, underground linear spatial structures such as integrated utility tunnels, subway tunnels and passages, underground water supply trunk lines, and box culverts have become "lifeline projects" for maintaining urban operations. Because these underground structures span wide areas, vary greatly in burial depth, and traverse complex geological conditions, their dynamic response under seismic loading is significantly affected by soil-structure interaction (SSI). Conventional seismic design for underground engineering typically employs a strategy of "rigid seismic resistance" for the main structure or "flexible connection" in certain areas. This involves strengthening the main structure by increasing lining thickness or reinforcement ratio, or using flexible structures such as rubber waterstops or corrugated plates between standard structural sections to adapt to ground settlement and seismic deformation.

[0003] In recent years, the engineering field has begun to explore the introduction of energy dissipation and vibration reduction technologies into underground engineering, attempting to use dampers or seismic isolation bearings to reduce the impact of seismic motion on the main structure, striving to mitigate vibrations that adversely affect its normal use while ensuring structural safety. However, the application of existing seismic resistance schemes for underground space structures in linear underground space structures has certain limitations. Linear space structures generally adopt flexible connections, with the main structure exhibiting strong seismic resistance while the flexible connections have weak seismic resistance. If the main structure is used as the seismic resistance target and vibration reduction measures are installed along the entire length, the specificity is insufficient, making it difficult to achieve the overall seismic resistance goal. Furthermore, these longitudinally installed seismic resistance measures are generally directly buried in the soil or closely attached to the outer wall of the structure, subject to long-term water and soil pressure and environmental erosion, making their dynamic characteristics prone to degradation, and daily maintenance and post-earthquake repair relatively difficult.

[0004] Underground linear spatial structures typically employ flexible connections, where displacement and stress caused by earthquakes concentrate. These areas are unable to effectively withstand seismic forces and dissipate seismic energy, making them weak points in seismic-resistant structural systems. During earthquakes, structural damage and joint detachment failure are common. Existing seismic designs for flexible joints in linear spatial structures, based on structural response characteristics, often fail to simultaneously address objectives such as bearing external earth pressure, compensating for longitudinal displacement, and resisting and dissipating seismic energy. Under complex three-dimensional seismic excitation, the joints cannot effectively isolate the direct influence of the ground displacement field, thus affecting the normal use of the structure and even leading to damage and failure. Therefore, it is urgent to introduce energy dissipation and vibration reduction technologies at these critical joint locations, based on the engineering characteristics of linear structures, to establish an underground seismic-resistant system that provides a stable mechanical environment and possesses efficient energy dissipation capabilities. Summary of the Invention

[0005] To address the seismic design problems of existing underground linear space structures, including: the difficulty in coordinating the performance contradiction between the flexible deformation of joint structures and the rigid load-bearing capacity; the inability to directly apply effective seismic measures to underground structural environments; and the failure of conventional seismic design to consider the three-level fortification requirements under different seismic conditions, this invention provides a seismic-resistant system for underground space structures based on a composite cabin structure.

[0006] This invention is implemented as follows: a seismic-resistant system for underground space structures based on a composite module structure, characterized by comprising: An underground structure comprising at least two adjacent structural segments, the adjacent structural segments being flexibly connected; The composite compartment covers the flexible connection and includes interconnected and functionally partitioned protective perimeter walls and energy dissipation chambers; an isolation space is formed inside the protective perimeter walls, the end of the structural segment extends into the isolation space and maintains a gap with the protective perimeter walls, and the main body of the structural segment is buried in the soil; An energy dissipation component is disposed inside the energy dissipation chamber and is connected to the end of the structural segment via a linkage mechanism to suppress vibration at the end of the structural segment and dissipate seismic energy.

[0007] In the above technical solution, preferably, the protective peripheral wall is located directly above the energy dissipation chamber, and the bottom plate of the protective peripheral wall and the top plate of the energy dissipation chamber are an integrated structure or a superimposed structure that is fastened to each other.

[0008] In the above technical solution, preferably, the energy dissipation component is a tuned mass damping system, which includes a mass block and a damping element; the linkage mechanism includes a force transmission member passing through the bottom of the protective peripheral wall, one end of the force transmission member being anchored to the structural segment, and the other end being connected to the mass block.

[0009] In the above technical solution, preferably, the force transmission component is a flexible sling, and the mass block is suspended in the energy dissipation chamber by the flexible sling; the damping element is connected between the mass block and the side wall or bottom surface of the energy dissipation chamber.

[0010] In the above technical solution, preferably, the bottom of the protective perimeter wall is provided with a reserved hole for the flexible sling to pass through.

[0011] In the above technical solution, preferably, the mass block is assembled from high-density concrete, lead blocks or steel plates, and the mass block is determined according to the dynamic characteristics and seismic response index of the structural segment.

[0012] In the above technical solution, preferably, the isolation space is provided with a displacement limiting structure, which is used to limit the extreme displacement of the structural segment relative to the stacked compartment in a preset direction.

[0013] In the above technical solution, preferably, the displacement limiting structure includes a protruding stop block fixed on the inner wall of the protective peripheral wall, and the protruding stop block is arranged opposite to the vertical end face of the structural segment.

[0014] In the above technical solution, preferably, the force-bearing surface of the protruding block and the inner wall of the protective peripheral wall are provided with a flexible buffer layer, and the flexible buffer layer remains detached from the end of the structural segment under non-earthquake conditions.

[0015] In the above technical solution, preferably, a flexible sealing member is provided between the longitudinal end opening of the stacked compartment and the outer peripheral surface of the structural section, so that the isolation space forms a sealed compartment environment; the flexible sealing member includes at least one of corrugated steel plate, rubber flexible joint or flexible fiber compensator.

[0016] The advantages and effects of this invention are: This invention creates a relatively isolated engineering environment at the deformation joint of the underground linear structural section by setting up a composite cabin structure. By replicating the application scenario of energy dissipation components through the composite cabin, it achieves the three-level seismic fortification target of "no damage in small earthquakes, repairable in moderate earthquakes, and no collapse in large earthquakes (retaining basic functions)".

[0017] Under normal operating conditions, the composite cabin serves as a permanent protective structure for the joint, eliminating the direct force and displacement fields of the surrounding soil on the joint and ensuring the structural integrity and operational stability of the flexible joint. During minor and moderate earthquakes, the composite cabin provides installation and usage conditions for energy dissipation components and plays multiple roles in pressure protection and anchoring constraints. Its internal tuned mass damping system effectively suppresses end vibrations of the cantilever structure and effectively dissipates seismic energy, significantly reducing the dynamic response of the underground structure under seismic loads and achieving multiple seismic performance objectives, including bearing earth pressure, adapting to deformation, controlling displacement, suppressing vibration, and dissipating energy. Furthermore, the underground space layout facilitates rapid post-earthquake inspection and repair, addressing the pain points of buried seismic measures being "invisible, uninspectable, and unrepairable." During major earthquakes (rare earthquakes), the spatial constraint system formed by its nested outer frame and the pre-set redundant adjustment space within the cabin effectively prevents the main body of the underground space structure from impacting or dislocating, and can maintain the basic connectivity of the underground structure in extreme situations, thereby improving the resilience of urban underground lifeline engineering. Attached Figure Description

[0018] Figure 1 This is a structural schematic diagram of the earthquake-resistant system described in this invention; Figure 2 This is a schematic diagram of the cross-sectional structure of the earthquake-resistant system described in this invention; Figure 3This is a three-dimensional diagram of the earthquake-resistant system described in this invention; Figure 4 This is a schematic diagram of the structure of the earthquake-resistant system with earthquake-resistant blocks as described in this invention. Detailed Implementation

[0019] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention.

[0020] This invention provides a seismic-resistant system for underground space structures based on a composite module structure. To further illustrate the structure of this invention, a detailed description is provided below in conjunction with the accompanying drawings: This invention provides a seismic-resistant system for underground spatial structures based on a composite cabin structure. The core logic of this system lies in precisely targeting the engineering characteristics and seismic response characteristics of linear underground structures. By introducing a composite cabin structure with dual functional zones, a designable mechanical environment is established at the joints of the underground structure. This aims to alter the spatial field at this critical location to adjust the stress and displacement fields, and to provide suitable installation and application conditions for seismic-resistant measures. Figure 1 As shown, the seismic-resistant system mainly includes an underground structure, a composite compartment, and energy dissipation components. The underground structure, as the main project, comprises at least two structural segments 1 arranged longitudinally or axially adjacent to each other. To meet the installation requirements of the linear structure and adapt to the needs of uneven ground settlement and seismic displacement compensation, an expansion joint 2 is provided between adjacent structural segments. This expansion joint can be equipped with flexible connections such as flexible waterstops, corrugated pipes 9, or rubber expansion joints according to engineering requirements. However, flexible connections create weak points in the overall structure due to displacement and stress accumulation. The innovation of this invention lies in the fact that a composite compartment 3, independent of the underground structure, is wrapped around the outside of the expansion joint. This composite compartment has no rigid connection to the underground structure but achieves protection and limitation of the joints of the underground structure through specific spatial arrangements under normal use and different seismic conditions.

[0021] The composite chamber is structurally a layered assembly of compartments, internally divided into a first chamber 3-1 and a second chamber 3-2 that are interconnected according to functional requirements. In this embodiment, the first chamber is specifically the upper protective perimeter wall, while the second chamber is specifically the lower energy dissipation chamber. This vertically stacked layout is designed based on the installation and application conditions of the resonant damping system, and has significant advantages in terms of foundation bearing capacity and achieving localized fixation.

[0022] The interior of the protective perimeter wall forms a relatively independent isolation space, and the ends of the structural sections of the underground structure extend into this isolation space from the longitudinal openings of the protective perimeter wall. To ensure that the underground structure does not collide with the perimeter wall and affect the operation of the seismic resistance system when it displaces under minor and moderate earthquake conditions, and to ensure that the underground structure can be effectively limited and constrained by the perimeter wall under major earthquake conditions, a non-rigid contact gap is provided between the outer wall of the structural section and the inner wall of the protective perimeter wall. The size of this gap is determined according to the amount of structural displacement under different earthquake conditions, with the purpose of: ensuring that the working conditions of the seismic resistance system of the composite module remain unchanged under minor and moderate earthquake conditions, while providing maintenance space for damaged components; and ensuring that it can effectively limit structural displacement under major earthquake conditions, preventing structural sections from separating.

[0023] Furthermore, to optimize the dynamic stability of the structure, the first chamber (protective perimeter wall) and the second chamber (energy dissipation chamber) are structurally reinforced at their interface. Specifically, the bottom plate of the first chamber and the top plate of the second chamber can share the same precast concrete slab, or the two independent chamber modules can be stacked and fixed together using high-strength bolts and embedded connectors to form an integrated composite chamber structure. In certain high-intensity seismic zones or soft soil foundation environments, the bottom of the energy dissipation chamber extends directly to and is anchored to the bearing layer of the foundation, and the horizontal projected area of ​​the energy dissipation chamber is designed to be larger than the horizontal projected area of ​​the protective perimeter wall, thus forming a stable base similar to an "expanded base" in building engineering. This design not only enhances the overturning resistance of the composite chamber itself but also provides more dynamic space for the swinging of the energy dissipation components below.

[0024] In terms of structural integration, the first and second chambers are modularly superimposed through interface connection to form a cohesive whole that bears the load. Specifically, this can be achieved by using an integrated structure with shared partition components, or by assembling prefabricated separate chambers using mechanical connectors to adapt to the load-bearing requirements at different burial depths. Especially in soft strata or high-intensity seismic zones, the second chamber is anchored to the bearing layer through an expanded base at the bottom. Its larger horizontal projected area than the first chamber enhances the system's anti-overturning moment. While ensuring the dynamic stability of the superimposed chamber itself, it provides sufficient physical space for displacement compensation of the internal energy dissipation components, achieving an overall seismic-resistant layout that is "stable at the bottom and flexible at the top."

[0025] Within the isolation space formed by the protective perimeter wall, the ends of the underground structure sections are entirely suspended. The bottom surface of this section does not contact the floor slab of the composite chamber; this suspension cuts off the physical path for seismic waves to travel directly from the composite chamber to the joints of the underground structure. The linkage mechanism, a crucial link between the underground structure and the energy dissipation components, connects at one end to the center of gravity or floor slab of the structural section, and at the other end extends downwards through the partition between the first and second chambers (i.e., the floor slab of the protective perimeter wall), connecting to the energy dissipation components inside the second chamber. Through this interlayer linkage, the energy dissipation components (resonant damping system) suppress the vibration and repeated displacement of the structural section under seismic loads. This seismic resistance is particularly suitable for structures such as utility tunnels where various pipelines cannot experience significant vibrations during operation.

[0026] In this embodiment, the energy dissipation chamber serves as the second chamber, and the energy dissipation components housed within it are the core units for consuming the vibration energy of the underground structure. (Reference) Figure 2 and Figure 3 The energy dissipation component utilizes the principle of a dynamic vibration absorber and adopts a tuned mass damping system configuration, primarily composed of a mass block 4 and damping elements 5. The linkage mechanism 6 serves as the force transmission carrier; one end is fixed to the bottom plate of the underground structural section extending into the first chamber via anchors, while the other end passes downwards through the partition between the first and second chambers. Specifically, the linkage mechanism employs a high-strength flexible sling (such as a steel wire rope or carbon fiber cable). The top of this flexible sling is anchored to the load-bearing beam or pre-embedded suspension point at the bottom of the underground structural section, while the bottom end suspends the mass block. Through this suspension method, the horizontal displacement or swaying tendency of the underground structural section caused by an earthquake can be converted into the reciprocating displacement of the mass block within the second chamber via the flexible sling, thereby effectively suppressing the vibration of the structural section, maintaining its normal operating condition, and preventing collision damage with the surrounding walls. Ultimately, this achieves the seismic fortification goal of "no damage in minor earthquakes" for underground lifeline engineering.

[0027] The mass block is assembled from high-density concrete, lead blocks, or steel plates. Its total mass is not randomly determined, but rather its optimal value is derived through theoretical calculations, simulation analysis, or experimental verification based on indicators such as the mass, natural frequency, and damping ratio of the underground structural section. According to engineering experience, the mass ratio of the mass block to the cantilever structure generally does not exceed 5%. The mass block and the underground structure generate a huge inertial reaction force through anti-phase oscillation, which counteracts the dynamic response of the underground structure, keeping it in a resonant operating state and avoiding secondary loading caused by damping frequency detuning.

[0028] The damping element includes a horizontal damper, symmetrically arranged between the mass block and the inner wall of the second chamber. One end of the horizontal damper is connected to the side of the mass block, and the other end is anchored to the concrete side wall of the energy dissipation chamber via embedded parts. In this embodiment, the horizontal damper is a viscous fluid damper or a magnetorheological damper, capable of providing corresponding energy dissipation resistance according to the speed or displacement of the mass block's swing. With this arrangement, when a minor or moderate earthquake occurs, the underground structure segment tends to move due to the earthquake, and the mass block swings accordingly, stretching or compressing the horizontal damper, transferring the kinetic energy originally acting at the underground structure joint to the mass block, whereby the damper dissipates the energy. Furthermore, depending on the seismic resistance requirements of the project, a vertical damper can be added between the mass block and the bottom surface of the second chamber to control the vertical movement of the mass block under complex seismic waves, ensuring the full utilization of the energy dissipation function.

[0029] To ensure the system's monitorability and maintainability, force sensors and displacement gauges are installed at the interface between the linkage mechanism and the energy dissipation components to capture real-time motion data of the underground structure and the composite compartment. Inspection holes are provided at corresponding locations on the bottom slab of the structural section and the top slab of the second compartment. Technicians can enter the second compartment through the inspection passage to perform post-earthquake inspections or periodic checks on the status and location of damping elements, slings, and mass blocks. This system integrates the buried seismic resistance system, which is conventionally located on the outside of the underground structure, into the compartment space, making the previously invisible underground joint seismic resistance components "touchable, inspectable, and repairable," thus achieving the design goal of "repairable under moderate earthquakes" for underground lifeline engineering.

[0030] To address potential displacement responses exceeding design expectations during major earthquakes (rare earthquakes), this embodiment further incorporates displacement limiting structures within the isolated space. (Reference) Figure 4 The displacement limiting structure is specifically manifested as seismic blocks 7 installed on the inner wall of the protective perimeter wall. These blocks are made of precast reinforced concrete or welded steel structure and are firmly anchored to the inner wall surface of the protective perimeter wall. In this embodiment, the seismic blocks are vertically opposite to the ends of the underground structure segments. Under non-earthquake or minor / moderate earthquake conditions, a certain safety gap is maintained between the ends of the structure segments and the raised blocks, and they do not interfere with each other; however, when a rare earthquake occurs and the axial tensile or compressive displacement of the structure segment approaches the physical limit of the isolation space, the ends of the structure segment will abut against the raised blocks, relying on the huge resistance of the composite cabin and its expanded foundation to limit excessive displacement at the joint. In addition, the nesting effect of the composite cabin can also prevent the underground structure segment from detaching from the composite cabin, avoid large misalignment or even separation of the two side structure segments, and ensure that the most basic continuity of the underground structure can be maintained even under the most unfavorable conditions, thereby achieving the seismic fortification goal of "not collapsing in a major earthquake" (preserving the basic system and function) for underground lifeline engineering.

[0031] To prevent localized damage to the underground structure from rigid collisions during the restraint process, a flexible buffer layer is covered on the stress-bearing surface of the protruding stop. This flexible buffer layer can be made of high-density polyethylene, rubber pads, or porous metal foam materials. Working in conjunction with this is a flexible buffer structure covering the inner wall surface that may collide with the protective perimeter wall, ensuring that even if the underground structure segment comes into contact with the composite compartment during complex omnidirectional (lateral, vertical, and longitudinal) displacements, the buffer layer can absorb kinetic energy and redistribute the load. This combination of hard restraint and soft buffering effectively allows the structure to undergo limited displacement while ensuring its own safety.

[0032] In underground engineering, the sealing method to prevent the intrusion of external soil and water is a key factor determining the system's lifespan. Since this system has a physical gap between the composite compartment and the underground structural section, effective sealing measures must be taken to prevent external soil, groundwater, or debris from entering the isolated space. In this embodiment, flexible sealing components 8 are provided between the longitudinal openings at both ends of the composite compartment and the outer periphery of the underground structural section. These flexible sealing components are made of flexible chemical building materials or corrugated steel plates. One end of the sealing component is circumferentially fixed to the edge of the opening of the composite compartment via a flange or pressure strip, while the other end is circumferentially anchored to the outer surface of the underground structural section via sealing fasteners. For the stability of the energy dissipation chamber (second chamber), this embodiment also proposes a modular assembly scheme: the composite compartment is composed of several precast concrete blocks connected by longitudinal prestressed tendons, which not only improves construction speed but also ensures the overall rigidity of the compartment as a seismic base. At the interface between the composite compartment and the underground structural section, an additional damper can be installed, with its two ends connected to the inner wall of the protective perimeter wall and the outer wall of the structural section, respectively, thereby forming a multi-level energy dissipation matrix with the resonant damping system below to cope with broadband seismic excitation.

[0033] In another alternative embodiment, the partial structural segments extending into the composite compartment can be made of corrugated steel composite components or fiber-reinforced polymer (FRP) components to reduce the self-weight of the cantilevered portion, improve construction efficiency, and simplify the connection methods at joint locations. These prefabricated modules are standardized and processed in the factory. After being transported to the construction site, the composite compartment is installed, the resonant damping system is installed, and the main structure is buried in the soil layer in sequence. The two ends of the main structure are then extended into the composite compartment to implement the connection method, thereby forming a series-integrated underground linear structure.

[0034] The seismic-resistant system described in this invention has broad applicability to underground linear engineering applications. The underground structure includes not only underground integrated utility tunnels but also subway tunnels, power tunnels, large underground water pipelines, and civil defense passages. For underground structures with different diameters or cross-sectional shapes, the cross-sectional shape of the composite compartment can be adjusted accordingly to be rectangular, circular, horseshoe-shaped, or polygonal. For example, at the joint of a circular shield tunnel, the inner diameter of the protective perimeter wall is designed to be slightly larger than the outer diameter of the tunnel, thereby ensuring the formation of a uniform circumferential isolation gap. In this application scenario, the force-transmitting components of the linkage mechanism can use multi-point distributed flexible rigging to balance and transmit the various vibration components in the circumferential direction of the tunnel to the energy dissipation components below.

[0035] Finally, this embodiment also relates to a compensation scheme for complex geological environments. In seismically active zones or areas with obvious fault fracture zones, the bottom of the composite chamber can be equipped with a foundation isolation layer composed of lead-core rubber bearings, thereby forming a "two-stage isolation" structure in conjunction with the energy dissipation chamber: the first stage is isolated from the upward transmission of seismic motion by the rubber bearings at the bottom, and the second stage is absorbed by the internal tuned mass damping system to absorb the residual vibration energy of the structure. This multi-stage seismic design enables the underground structure to maintain good watertightness and structural integrity at its joints even under extreme near-fault earthquakes.

[0036] Through the coordinated efforts of the above-mentioned components, this invention successfully constructs a comprehensive underground space seismic barrier that integrates "spatial isolation, force alteration, vibration suppression, resonant energy dissipation, and limit positioning." It achieves functional assurance during normal use and the three-level seismic fortification goal of "no damage in minor earthquakes, repairable in moderate earthquakes, and no collapse in major earthquakes," providing solid technical support for the safe operation of urban lifeline projects.

[0037] This technical solution provides a spatial environment and stable boundary for the structure by isolating it from external soil through the first chamber, and provides installation, application, and maintenance conditions for the energy dissipation components through the second chamber, which also serves as a fixing and anchoring base. This solution achieves structural decoupling and functional coupling through the composite chamber design, essentially changing the force model at the flexible connection of the underground structure. While retaining the installation and usage characteristics of the connection, it avoids the static and dynamic pressure of external soil and water, and replicates the installation and application conditions of the resonant damping system in the underground structure, thus achieving the expected technical effects. The resonant damping system dynamically suppresses the end structure vibration caused by seismic action, while effectively dissipating the seismic energy accumulated at the structural connection. The above-mentioned seismic resistance technology enables structures in high-intensity seismic zones and vibration-sensitive structures to achieve the three-level seismic fortification target.

[0038] The above description is only a preferred embodiment of the present invention and is 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 within the protection scope of the present invention.

Claims

1. A seismic-resistant system for underground space structures based on composite module structures, characterized in that, include: An underground structure comprising at least two adjacent structural segments, the adjacent structural segments being flexibly connected; The composite compartment covers the flexible connection and includes interconnected and functionally partitioned protective perimeter walls and energy dissipation chambers; an isolation space is formed inside the protective perimeter walls, the end of the structural segment extends into the isolation space and maintains a gap with the protective perimeter walls, and the main body of the structural segment is buried in the soil; An energy dissipation component is disposed inside the energy dissipation chamber and is connected to the end of the structural segment via a linkage mechanism to suppress vibration at the end of the structural segment and dissipate seismic energy.

2. The earthquake-resistant system according to claim 1, characterized in that, The protective perimeter wall is located directly above the energy dissipation chamber, and the bottom plate of the protective perimeter wall and the top plate of the energy dissipation chamber are an integrated structure or a superimposed structure that is fastened to each other.

3. The earthquake-resistant system according to claim 1, characterized in that, The energy dissipation component is a tuned mass damping system, which includes a mass block and a damping element; the linkage mechanism includes a force transmission member passing through the bottom of the protective peripheral wall, one end of which is anchored to the structural segment and the other end is connected to the mass block.

4. The earthquake-resistant system according to claim 3, characterized in that, The force transmission component is a flexible sling, and the mass block is suspended in the energy dissipation chamber by the flexible sling; the damping element is connected between the mass block and the side wall or bottom surface of the energy dissipation chamber.

5. The seismic-resistant system according to claim 4, characterized in that, The bottom of the protective perimeter wall is provided with a reserved hole for the flexible suspension cable to pass through.

6. The earthquake-resistant system according to claim 3, characterized in that, The mass block is assembled from high-density concrete, lead blocks, or steel plates, and the mass of the mass block is determined based on the dynamic characteristics and seismic response index of the structural segment.

7. The earthquake-resistant system according to claim 1, characterized in that, The isolation space is provided with a displacement limiting structure, which is used to limit the extreme displacement of the structural segment relative to the stacked compartment in a preset direction.

8. The seismic-resistant system according to claim 7, characterized in that, The displacement limiting structure includes a protruding stop block fixed on the inner wall of the protective peripheral wall, and the protruding stop block is arranged opposite to the vertical end face of the structural segment.

9. The earthquake-resistant system according to claim 10, characterized in that, The force-bearing surface of the protruding block and the inner wall of the protective perimeter are provided with a flexible buffer layer, which remains detached from the end of the structural segment under non-earthquake conditions.

10. The seismic-resistant system according to claim 1, characterized in that, A flexible sealing member is provided between the longitudinal end opening of the composite compartment and the outer peripheral surface of the structural section to form a sealed compartment environment in the isolation space; the flexible sealing member includes at least one of corrugated steel plate, rubber flexible joint or flexible fiber compensator.

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