A transverse adaptive sway damping device and method for suspension bridges across faults

Abstract

This invention discloses a lateral adaptive sway damping device and method for a cross-fault suspension bridge. It includes towers, main cables, and a stiffening girder suspended by cables. The damping device comprises a shear-fuse type wind-resistant bearing subsystem and a high-damping flexible anti-collision buffer subsystem. The shear-fuse type wind-resistant bearing subsystem includes a bearing fixing base and replaceable shear pins; a suspended spatial tower connecting rod is connected between the stiffening girder end and the upper bridge tower; the high-damping flexible anti-collision buffer subsystem includes a base, a high-damping rubber energy-dissipating body, and a low-friction sliding plate layer, with internal buffer gaps; a lateral swaying central buckle is located at the mid-span of the main span. This invention can achieve lateral fault tolerance functions of wind resistance, fuse release, collision energy dissipation, and self-resetting, significantly improving the adaptability and recoverability of cross-fault suspension bridges under large dislocation conditions.

Description

Technical Field

[0001] This invention relates to the field of earthquake resistance and disaster prevention technology in bridge engineering, and in particular to a transverse adaptive sway damping device and method for suspension bridges spanning faults. Background Technology

[0002] As my country's transportation infrastructure construction strategy extends deeper into the western earthquake-prone areas, the planned construction of long-span suspension bridges inevitably needs to directly cross active fault zones. Unlike traditional earthquake zones, which only focus on the inertial vibration effects caused by seismic waves, near-field earthquakes across faults are often accompanied by permanent coseismic dislocations on the ground surface at the meter or even ten-meter level, as well as near-field velocity pulses with high-energy characteristics. Historical earthquake damage shows that long-period bridges have significant shortcomings in dealing with such relative foundation displacements. For example, the 1995 Kobe earthquake in Japan caused a longitudinal permanent tensile crack of more than 1 meter between the anchorages on both sides of the Akashi Kaikyo Bridge, directly altering the geometry of the completed bridge; the 1989 San Francisco Bay Bridge in the United States suffered a catastrophic beam collapse due to excessive support displacement and failure of connecting components. It is evident that under extreme fault tearing, traditional protection strategies relying solely on seismic-resistant design face the risk of failure.

[0003] For large lateral dislocations across faults, existing suspension bridge support systems face the following bottlenecks in terms of kinematic compatibility and stress safety: ① The transverse wind-resistant supports installed at the tower-beam connection usually adopt a high-strength rigid restraint structure. However, at the moment of a large transverse dislocation across a fault, the forced displacement of the foundation will be directly transmitted to the supports through the bridge tower. At this time, a dilemma is faced: if the support stiffness is too large and does not fail, the huge shear force will be transmitted to the root of the bridge tower, causing brittle shear failure of the tower column or shearing of the crossbeam (risk of tower collapse); if the support strength is simply reduced to achieve melting, it will lead to excessive transverse sway of the beam under normal wind loads, resulting in insufficient wind resistance stiffness.

[0004] ② Vertical tower linkages are often used to connect the towers and beams to bear vertical loads. Traditional tower linkages are usually configured as unidirectional rocking structures to accommodate longitudinal displacement (i.e., both ends are unidirectional pins). When a fault causes severe lateral displacement, the stiffening girder will experience significant lateral movement relative to the bridge tower. Traditional tower linkages, lacking lateral freedom, are easily twisted off or geometrically jammed at the root. This damage can lead not only to the failure of vertical supports but also to local instability or even cascading collapse of the main beam.

[0005] ③ While traditional mid-span rigid central bracing can effectively lock the longitudinal displacement of the main girder, its construction usually does not consider the rotational requirements of the girder in the horizontal plane. When transverse fault dislocation causes the stiffening girder to undergo S-shaped planar bending deformation, the rigid central bracing will generate a huge additional torque, which can easily cause the central bracing component to yield and fail or cause local damage to the main cable, thus compromising the integrity of the entire bridge's load-bearing system.

[0006] Based on the above-mentioned technical problems, the present invention provides a transverse adaptive sway fault-tolerant system for cross-fault suspension bridges and its design method. Summary of the Invention

[0007] The purpose of this invention is to provide a transverse adaptive sway damping device and method for cross-fault suspension bridges to solve the problems existing in the prior art.

[0008] To achieve the above objectives, the present invention provides the following solution: The present invention provides a transverse adaptive sway damping device for a cross-fault suspension bridge, including a tower column, a main cable and a stiffening beam suspended by the suspenders. The damping device includes a shear-melting type wind-resistant support subsystem disposed between the tower column and the stiffening beam and a high-damping flexible anti-collision buffer device subsystem disposed between the inner side of the tower column and the side edge of the stiffening beam. The shear-fusing wind-resistant bearing subsystem includes a bearing fixed base and a replaceable shear pin, which provides lateral restraint and limitation under wind load conditions; when the lateral force reaches the fusing threshold, the shear-fusing wind-resistant bearing subsystem shears off, allowing the stiffening beam to gain lateral swing freedom. The suspended space tower link is connected between the end of the stiffening beam and the upper bridge tower. It is used as a vertical suspension component with spatial freedom after the shear-melting type wind-resistant support fails, to guide the stiffening beam to swing laterally relative to the bridge tower under gravity. The high-damping flexible anti-collision buffer device subsystem includes a base, a high-damping rubber energy dissipation body, and a low-friction sliding plate layer, with a buffer gap inside. When the lateral swing displacement of the stiffening beam reaches the buffer gap, it makes flexible contact with the high-damping rubber energy dissipation body and achieves collision energy dissipation and displacement limitation under the action of the low-friction sliding plate layer. The main span is equipped with a transversely swinging central buckle at the mid-span to limit the torsion of the stiffening beam in the plane and guide the transverse swing trajectory.

[0009] According to the transverse adaptive sway damping device for a cross-fault suspension bridge provided by the present invention, the tower columns are located within the site of an active fault zone / fault line, and two rows of tower columns are symmetrically arranged on the bridge tower foundation and connected by crossbeams; the two ends of the main cable are respectively arranged corresponding to the tower columns; the stiffening beam is set between the two sets of tower columns, and the main cable and the stiffening beam are fixed by several sets of suspenders; one end of the suspended spatial tower connecting rod is hinged to the stiffening beam, and the other end is hinged to the upper inner side of the tower column.

[0010] According to the transverse adaptive sway damping device for a suspension bridge across a fault provided by the present invention, the transverse swaying central buckle is located at the mid-span of the main span and is connected to the stiffening beam via a vertical pin, configured to allow the stiffening beam to undergo adaptive yaw rotation relative to the main cable in the horizontal plane.

[0011] According to the transverse adaptive sway damping device for suspension bridges across faults provided by the present invention, the fusing threshold Ff of the shear-fusing wind-resistant bearing subsystem should satisfy: Among them, is the lateral support reaction force generated by wind load, and is the yield ultimate bearing capacity of the tower column under lateral shear force; the shear-fusing wind-resistant support subsystem adopts multiple shear pins arranged in parallel or series, or sets a multi-level shear groove structure to realize the graded release of lateral constraints; the shear-fusing component is a replaceable module, adopts a pull-out assembly structure, which is convenient for rapid recovery after disaster.

[0012] According to the transverse adaptive sway damping device for suspension bridges across faults provided by the present invention, the buffer gap of the high-damping flexible anti-collision buffer device subsystem is set to be no less than the sum of the net displacement value of the transverse coseismic dislocation of the target fault after reduction by gravity stiffness and the near-fault velocity pulse dynamic margin; the high-damping flexible anti-collision buffer device subsystem is provided with an arc-shaped guide surface or a limiting groove structure to guide the stiffening beam to sway laterally according to a preset trajectory; the device is also provided with a self-resetting component, including a gravity self-resetting mechanism and any one of a preloaded spring, a shape memory alloy cable or a friction pendulum reset assembly, to improve the reset capability and structural recoverability of the stiffening beam after swaying.

[0013] According to the transverse adaptive sway damping device for suspension bridges across faults provided by the present invention, the high-damping rubber energy dissipation body is made of rubber material.

[0014] A method for adaptive lateral sway reduction of a suspension bridge across a fault includes the following steps: S1. Obtain the parameters of the fault zone at the bridge site, extract the transverse component of the total fault displacement and the velocity pulse parameters of the near-field ground vibration, and combine the arrangement of the tower columns and stiffening girders of the main body of the suspension bridge to clarify the working conditions of the transverse load on the buffer mechanism and the transverse swaying central buckle, so as to provide basic parameter support for the subsequent method design. S2, based on the ultimate shear bearing capacity of the tower column group and the design wind load, combined with the overall assembly relationship of the buffer mechanism, the design strength of the buffer mechanism is determined, wherein the strength parameters of the shear-fused wind-resistant support subsystem and the high-damping flexible anti-collision buffer device subsystem are matched respectively to ensure that each component bears the load together, while meeting the melting threshold design requirements of the shear pin (31) and adapting to the subsequent swing vibration reduction conditions; S3. Establish a nonlinear dynamic model of the entire bridge. The model fully incorporates the main body of the suspension bridge, all components of the buffer mechanism, and the transverse swaying central buckle. Combined with the constraint effect of the transverse swaying central buckle in the middle of the stiffening beam, the model simulates the motion trajectory of the stiffening beam as a gravity pendulum under the initial energy dissipation state provided by the low-friction sliding plate layer and the high-damping energy dissipation body after the shear pin melts. The maximum relative displacement envelope value between the edge of the stiffening beam and the inner side of the tower column under the pulse action is accurately extracted. S4, based on the displacement envelope value extracted by S3 and the gap setting principle, combined with the assembly spacing of the base, low friction sliding plate layer and high damping rubber energy dissipation body, determines the installation gap of the high damping energy dissipation body and the required energy dissipation power. At the same time, it matches the fixing relationship between the support fixed base and the stiffening beam to ensure that the gap design does not affect the normal swing of the stiffening beam, and allows the high damping energy dissipation body to fully play its energy dissipation and vibration reduction role, so as to achieve the lateral adaptive swing vibration reduction effect. S5 determines the number of fusing components, the fusing threshold of each level, and the corresponding replacement strategy according to different flood control levels to achieve graded energy release under multi-level seismic action; S6. Based on the residual displacement index after the earthquake, determine the parameters of the reset component and verify that the system can be restored to a passable state within the target time or reach a repairable state within the target residual displacement range after the meltdown, so as to ensure the rapid restoration of passability after the disaster.

[0015] The present invention discloses the following technical effects: This invention constructs a lateral vibration reduction system with rigid-flexible switching, graded response, and adaptive fault tolerance. Through the synergistic effect of the shear-fuse type wind-resistant bearing subsystem, the high-damping flexible anti-collision buffer device subsystem, and the lateral swaying central buckle, it achieves three-stage adaptive working state control of the cross-fault suspension bridge under multiple disaster conditions such as wind load, strong earthquake pulse, and large fault dislocation. Specifically, it is manifested as follows: Phase 1 (Service / Wind Resistance): Under normal wind loads, the shear-fuse type wind-resistant bearing provides the necessary lateral stiffness and limiting function through replaceable shear pins, ensuring that the stiffened girder does not experience harmful swaying and maintaining the normal service performance of the bridge.

[0016] The second stage (strong earthquake / velocity impulse response): When a near-fault earthquake triggers a velocity impulse or moderate lateral displacement, causing the lateral reaction force to reach the preset melting threshold, the shear pin is sheared, actively releasing the rigid constraint, allowing the stiffening beam to gain lateral swing freedom, and transforming it into a gravity pendulum system with the suspension cable as the suspension point, effectively avoiding brittle shear failure of the tower column.

[0017] The third stage (large dislocation / boundary energy dissipation control): When the stiffening beam swings to the preset buffer gap, its side edge contacts the high-damping flexible anti-collision buffer device. It relies on the low-friction sliding plate layer to achieve smooth guidance, and the high-damping rubber absorbs the collision energy to limit the peak displacement. With the help of gravity or self-resetting components, the beam is guided to return to the near initial position after vibration, forming a fault-tolerant function of melting-swinging-energy dissipation-resetting.

[0018] This invention, through the aforementioned three-stage working mechanism, effectively resolves the dilemma faced by traditional suspension bridges in fault-crossing sites: rigid constraints easily lead to brittle fracture of the towers and beams, while the flexible system lacks sufficient wind resistance. The lateral swaying central buckle further constrains the in-plane torsion of the stiffening beam, guiding it to sway along a preset trajectory and enhancing the overall system's motion coordination.

[0019] The components of this invention are easy to assemble and highly adaptable, requiring no major modifications to the main structure of the suspension bridge. They can be directly adapted to the assembly requirements of existing cross-fault suspension bridges. Furthermore, the components have clearly defined functions, are easy to maintain, and can stably perform vibration damping functions over a long period, extending the bridge's service life and reducing subsequent maintenance costs. Therefore, this invention has high engineering application value and promising prospects for widespread adoption. Attached Figure Description

[0020] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0021] Figure 1 This is a front view of the transverse adaptive sway damping device for a cross-fault suspension bridge according to the present invention; Figure 2 This is a left view of the transverse adaptive sway damping device for a cross-fault suspension bridge according to the present invention. Figure 3 This is a schematic diagram of the connection method of the horizontally swinging central buckle of the present invention; Figure 4 This is a flowchart of the transverse adaptive sway damping method for cross-fault suspension bridges according to the present invention.

[0022] Among them, 10 is the tower column; 12 is the main cable; 13 is the stiffening beam; 14 is the suspender cable; 20 is the suspended space tower connecting rod; 30 is the shear-fusing type wind-resistant support; 32 is the support fixing base; 40 is the high-damping flexible anti-collision buffer device; 41 is the base; 42 is the high-damping energy dissipation body; 43 is the low-friction sliding plate layer; 50 is the lateral swing type central buckle; and 51 is the vertical pin. Detailed Implementation

[0023] 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.

[0024] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0025] Reference Figures 1-3 The present invention provides a transverse adaptive sway damping device for a cross-fault suspension bridge, including a tower 10, a main cable 12 and a stiffening beam 13 suspended by a suspender cable 14. The damping device includes a shear-melt type wind-resistant support subsystem 30 disposed between the tower 10 and the stiffening beam 13 and a high-damping flexible anti-collision buffer device subsystem 40 disposed between the inner side of the tower 10 and the side edge of the stiffening beam 13. The shear-fusing wind-resistant bearing subsystem 30 includes a bearing fixed base 32 and a replaceable shear pin 31, which provides lateral restraint and limitation under wind load conditions; when the lateral force reaches the fusing threshold, the shear-fusing wind-resistant bearing subsystem 30 shears off, allowing the stiffening beam 13 to obtain lateral swing freedom. Suspended space tower link 20 is connected between the end of stiffening beam 13 and upper bridge tower 10. It is used as a vertical suspension component with spatial freedom after the shear-melting type wind-resistant support 30 is damaged, to guide the stiffening beam 13 to swing laterally relative to the bridge tower 10 under gravity. The high-damping flexible anti-collision buffer device subsystem 40 includes a base 41, a high-damping rubber energy dissipation body 42 and a low-friction sliding plate layer 43, with a buffer gap inside. When the lateral swing displacement of the stiffening beam 13 reaches the buffer gap, it makes flexible contact with the high-damping rubber energy dissipation body 42 and achieves collision energy dissipation and displacement limitation under the action of the low-friction sliding plate layer 43. The main span is equipped with a transversely swaying central buckle 50, which is used to limit the torsion of the stiffening beam in the plane and guide the transverse swaying trajectory.

[0026] The scheme is further optimized. The tower column 10 is located in the active fault zone / fault line site. Two rows of tower columns 10 are symmetrically arranged on the bridge tower foundation and connected by crossbeams 11. The two ends of the main cable 12 are respectively arranged corresponding to the tower column 10. The stiffening beam 13 is set between the two sets of tower columns 10. The main cable 12 and the stiffening beam 13 are fixed by several sets of suspenders 14. One end of the suspended space tower connecting rod 20 is hinged to the stiffening beam 13, and the other end is hinged to the upper inner side of the tower column 10.

[0027] The scheme was further optimized by setting the transverse swaying central buckle 50 at the mid-span of the main span and connecting it to the stiffening beam 13 via the vertical pin 51. The configuration allows the stiffening beam 13 to undergo adaptive yaw rotation relative to the main cable 12 in the horizontal plane.

[0028] Further optimize the scheme and reduce the fusing threshold of the shear-fuse type wind-resistant support subsystem 30. F f Should meet: in, The lateral support reaction force generated by wind load. The yield strength of the tower column 10 under lateral shear force; the shear-fuse type wind-resistant support subsystem 30 uses multiple shear pins 31 arranged in parallel or series, or sets a multi-level shear groove structure to realize the graded release of lateral constraints; the shear-fuse is a replaceable module, adopts a pull-out assembly structure, which is convenient for rapid recovery after disaster.

[0029] Further optimizing the scheme, the buffer gap of the high-damping flexible anti-collision buffer device subsystem 40 is set to be no less than the sum of the net displacement value of the transverse coseismic dislocation of the target fault after reduction by gravity stiffness and the near-fault velocity pulse dynamic margin; the high-damping flexible anti-collision buffer device subsystem 40 is provided with an arc-shaped guide surface or a limiting groove structure to guide the stiffening beam 13 to swing laterally according to a preset trajectory; the device is also provided with a self-resetting component, including a gravity self-resetting mechanism and any one of a preloaded spring, shape memory alloy cable or friction pendulum reset assembly, to improve the reset capability and structural recoverability of the stiffening beam 13 after swinging.

[0030] The design was further optimized by using a high-damping rubber energy dissipator 42 made of rubber.

[0031] A method for adaptive lateral sway reduction of a suspension bridge across a fault includes the following steps: S1. Obtain the parameters of the fault zone at the bridge site, extract the transverse component of the total fault displacement and the velocity pulse parameters of the near-field vibration, and combine the arrangement of the tower column 10 and stiffening girder 13 of the main body of the suspension bridge to clarify the working conditions of the transverse load on the buffer mechanism and the transverse swaying central buckle 50, so as to provide basic parameter support for the subsequent method design. S2, based on the ultimate shear bearing capacity of 10 sets of tower columns and the design wind load, combined with the overall assembly relationship of the buffer mechanism, the design strength of the buffer mechanism is determined, in which the strength parameters of the shear-fusing wind-resistant support subsystem 30 and the high-damping flexible anti-collision buffer device subsystem 40 are matched respectively to ensure that each component bears the load together, while meeting the fusing threshold design requirements of the shear pin 31 and adapting to subsequent swing vibration reduction conditions; S3. Establish a nonlinear dynamic model of the entire bridge. The model fully incorporates the main body of the suspension bridge, all components of the buffer mechanism, and the transverse swaying central buckle 50. Combined with the constraint effect of the transverse swaying central buckle 50 in the middle position of the stiffening beam 13, the model simulates the motion trajectory of the stiffening beam 13 as a gravity pendulum under the initial energy dissipation state provided by the low-friction sliding plate layer 43 and the high-damping energy dissipation body 42 after the shear pin melts. The maximum relative displacement envelope value between the edge of the stiffening beam 13 and the inner side of the tower column 10 under the pulse action is accurately extracted. S4, based on the displacement envelope value extracted in S3 and the gap setting principle, combined with the assembly spacing of the base 41, low-friction sliding plate layer 43 and high-damping rubber energy dissipation body 42, determines the installation gap of the high-damping energy dissipation body 42 and the required energy dissipation power. At the same time, it matches the fixing relationship between the support fixed base 32 and the stiffening beam 13 to ensure that the gap design does not affect the normal swing of the stiffening beam 13, and allows the high-damping energy dissipation body 42 to fully exert its energy dissipation and vibration reduction effect, so as to achieve the lateral adaptive swing vibration reduction effect. S5 determines the number of fusing components, the fusing threshold of each level, and the corresponding replacement strategy according to different flood control levels to achieve graded energy release under multi-level seismic action; S6. Based on the residual displacement index after the earthquake, determine the parameters of the reset component and verify that the system can be restored to a passable state within the target time or reach a repairable state within the target residual displacement range after the meltdown, so as to ensure the rapid restoration of passability after the disaster.

[0032] In the description of this invention, it should be understood that the terms "longitudinal", "lateral", "up", "down", "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, and are only for the convenience of describing this invention, and are not intended to indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this invention.

[0033] The embodiments described above are merely preferred embodiments of the present invention and are not intended to limit the scope of the present invention. Various modifications and improvements made by those skilled in the art to the technical solutions of the present invention without departing from the spirit of the present invention should fall within the protection scope defined by the claims of the present invention.

Claims

1. A transverse adaptive sway damping device for a fault-crossing suspension bridge, comprising a tower column (10), a main cable (12), and a stiffening girder (13) suspended by a suspender cable (14), characterized in that: The shock absorption device includes a shear-melting type wind-resistant support subsystem (30) disposed between the tower column (10) and the stiffening beam (13) and a high-damping flexible anti-collision buffer device subsystem (40) disposed between the inner side of the tower column (10) and the side edge of the stiffening beam (13). The shear-fusing wind-resistant bearing subsystem (30) includes a bearing fixed base (32) and a replaceable shear pin (31), which provides lateral constraint and limit under wind load conditions; when the lateral force reaches the fusing threshold, the shear-fusing wind-resistant bearing subsystem (30) shears off, allowing the stiffening beam (13) to obtain lateral swing freedom. Suspended space tower link (20), the suspended space tower link (20) is connected between the end of the stiffening beam (13) and the upper bridge tower (10), and is used as a vertical suspension component with spatial freedom after the shear-melting type wind-resistant support (30) is destroyed, to guide the stiffening beam (13) to swing laterally relative to the bridge tower (10) under gravity. The high-damping flexible anti-collision buffer device subsystem (40) includes a base (41), a high-damping rubber energy dissipation body (42), and a low-friction sliding plate layer (43), with a buffer gap inside; when the lateral swing displacement of the stiffening beam (13) reaches the buffer gap, it makes flexible contact with the high-damping rubber energy dissipation body (42) and achieves collision energy dissipation and displacement limitation under the action of the low-friction sliding plate layer (43); The main span is equipped with a transverse swaying central buckle (50) to limit the torsion of the stiffening beam in the plane and guide the transverse swaying trajectory.

2. The transverse adaptive sway damping device for a cross-fault suspension bridge according to claim 1, characterized in that, The tower column (10) is located in the active fault zone / fault line site. Two rows of tower columns (10) are symmetrically arranged on the foundation of the bridge tower and connected by crossbeams (11). The two ends of the main cable (12) are respectively arranged corresponding to the tower column (10). The stiffening beam (13) is set between the two sets of tower columns (10). The main cable (12) and the stiffening beam (13) are fixed by several sets of slings (14). One end of the suspended space tower connecting rod (20) is hinged to the stiffening beam (13), and the other end is hinged to the upper inner side of the tower column (10).

3. The transverse adaptive sway damping device for a cross-fault suspension bridge according to claim 1, characterized in that, The transverse swaying central buckle (50) is located at the mid-span of the main span and is connected to the stiffening beam (13) via a vertical pin (51). It is configured to allow the stiffening beam (13) to undergo adaptive yaw rotation relative to the main cable (12) in the horizontal plane.

4. The transverse adaptive sway damping device for a cross-fault suspension bridge according to claim 1, characterized in that, The fusing threshold of the shear-fusing wind-resistant support subsystem (30) F f It should meet the following requirements: in, The lateral support reaction force generated by wind load. The yield limit bearing capacity of the tower column (10) under lateral shear force; the shear-fusing wind-resistant support subsystem (30) adopts multiple shear pins (31) arranged in parallel or series, or sets a multi-level shear groove structure to realize the graded release of lateral constraints; the shear-fusing component is a replaceable module, adopts a pull-out assembly structure, which is convenient for rapid recovery after disaster.

5. The transverse adaptive sway damping device for a cross-fault suspension bridge according to claim 1, characterized in that, The buffer gap of the high-damping flexible anti-collision buffer device subsystem (40) is set to be no less than the sum of the net displacement value of the transverse coseismic dislocation of the target fault after gravity stiffness reduction and the near-fault velocity pulse dynamic margin; the high-damping flexible anti-collision buffer device subsystem (40) is provided with an arc-shaped guide surface or a limiting groove structure to guide the stiffening beam (13) to swing laterally according to a preset trajectory; the device is also provided with a self-resetting component, including a gravity self-resetting mechanism and any one of a preloaded spring, shape memory alloy cable or friction pendulum reset assembly, to improve the reset capability and structural recoverability of the stiffening beam (13) after swinging.

6. The transverse adaptive sway damping device for a cross-fault suspension bridge according to claim 1, characterized in that, The high-damping rubber energy dissipator (42) is made of rubber.

7. A method for lateral adaptive sway damping of a cross-fault suspension bridge, based on the lateral adaptive sway damping device for cross-fault suspension bridges according to any one of claims 1-7, characterized in that, Includes the following steps: S1, obtain the parameters of the fault zone at the bridge site, extract the transverse bridge component and the velocity pulse parameters of the near-field vibration in the total fault displacement, and combine the arrangement of the tower column (10) and stiffening beam (13) of the main body of the suspension bridge to clarify the working conditions of the transverse bridge load on the buffer mechanism and the transverse swaying central buckle (50), so as to provide basic parameter support for the subsequent method design. S2, based on the ultimate shear bearing capacity of the tower column (10) group and the design wind load, combined with the overall assembly relationship of the buffer mechanism, the design strength of the buffer mechanism is determined, wherein the strength parameters of the shear-fused wind-resistant support subsystem (30) and the high-damping flexible anti-collision buffer device subsystem (40) are matched respectively to ensure that each component bears the load together, while meeting the shear pin (31) melting threshold design requirements and adapting to subsequent swing vibration reduction conditions; S3, establish a nonlinear dynamic model of the entire bridge. The model fully incorporates the main body of the suspension bridge, the components of the buffer mechanism, and the transverse swaying central buckle (50). Combined with the constraint effect of the transverse swaying central buckle (50) in the middle position of the stiffening beam (13), simulate the motion trajectory of the stiffening beam (13) as a gravity pendulum under the initial energy dissipation state provided by the low friction sliding plate layer (43) and the high damping energy dissipation body (42) after the shear pin melts. Accurately extract the maximum relative displacement envelope value between the edge of the stiffening beam (13) and the inner side of the tower column (10) under the pulse action. S4. Based on the displacement envelope value extracted in S3 and the gap setting principle, combined with the assembly spacing of the base (41), low friction sliding plate layer (43), and high damping rubber energy dissipator (42), the installation gap of the high damping energy dissipator (42) and the required energy dissipation power are determined. At the same time, the fixing relationship between the support fixing base (32) and the stiffening beam (13) is matched to ensure that the gap design does not affect the normal swing of the stiffening beam (13) and allows the high damping energy dissipator (42) to fully exert its energy dissipation and vibration reduction effect, so as to achieve the lateral adaptive swing vibration reduction effect. S5, based on different flood control levels, determines the number of fuse levels, the fuse threshold for each level, and the corresponding replacement strategy to achieve graded energy release under multi-level seismic action; S6. Based on the residual displacement index after the earthquake, determine the parameters of the reset component and verify that the system can be restored to a passable state within the target time or reach a repairable state within the target residual displacement range after the meltdown, so as to ensure the rapid restoration of passability after the disaster.

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