Fabricated bridge with recoverable function based on graded damping mechanism and design method

Abstract

The invention relates to the technical field of bridge engineering, in particular to a recoverable function fabricated bridge based on a graded damping mechanism and a design method.Common piers and self-resetting swing piers are alternately arranged in the longitudinal bridge direction, and pier supports are arranged between the common piers and a main beam and between the self-resetting swing piers and the main beam; a damping mortise and tenon assembly is further arranged between the common bridge pier and the main beam, and a regulation and control assembly is further arranged between the self-resetting swing bridge pier and the main beam; and the regulation and control assembly allows horizontal displacement to occur in an interval between the main beam and the self-resetting swinging pier, wherein the horizontal displacement is the maximum horizontal movement displacement allowed by the regulation and control assembly. The damping mortise and tenon assembly and the self-resetting swing pier are combined, the timing of the damping mortise and tenon assembly and the self-resetting swing pier participating in damping energy consumption is controlled through the regulation and control assembly, and the problem that a traditional damping structure mainly has the function of a single component, and control strategies cannot be automatically switched according to the earthquake magnitude is solved.

Description

Technical Field

[0001] This invention relates to the field of bridge engineering technology, specifically to a recoverable prefabricated bridge based on a graded vibration reduction mechanism and its design method. Background Technology

[0002] Prefabricated bridges, constructed by prefabricating components in a factory and transporting them to the construction site for assembly, offer advantages over traditional on-site casting methods, including shorter construction cycles, higher efficiency, and more precise quality control, thus possessing broad application prospects. However, under seismic loads, the connection between the piers and foundations of prefabricated bridges often becomes a weak point in the structure. In strong earthquakes, damage to these areas can lead to the overall collapse of the bridge, impacting traffic safety and its lifespan. To address the challenges posed by earthquakes, seismic mitigation design has become a crucial aspect of bridge design. Traditional seismic mitigation methods include the use of additional damping clips and self-resetting swaying piers. While these methods have achieved some success in mitigating the impact of earthquakes on bridges, they also have some significant shortcomings.

[0003] Vibration damping clips, a common type of shock absorption device, absorb energy generated by earthquakes through plastic hysteresis deformation, thereby reducing bridge vibrations and structural damage. However, a major drawback of vibration damping clips is their inability to automatically reset. Under strong earthquakes, the clips yield, effectively absorbing seismic energy, but requiring manual intervention to return to their original position. This not only increases subsequent maintenance costs and workload but may also lead to a temporary loss of bridge function after an earthquake. Furthermore, in the face of extremely strong earthquakes, the energy absorption capacity of vibration damping clips may be insufficient, causing the bridge to still experience significant vibrations, thus affecting its overall seismic resistance.

[0004] Self-resetting swaying piers are a design that dissipates seismic energy by swaying during an earthquake. They have a self-resetting function, automatically returning to their original position after an earthquake, avoiding the need for frequent manual repairs. However, using self-resetting swaying piers alone also has certain drawbacks. While they dissipate seismic wave energy through swaying, frequent swaying can cause cumulative damage to the connection between the pier and the foundation. Especially under repeated earthquakes, this damage can gradually worsen, affecting the long-term stability and safety of the bridge.

[0005] In summary, there is an urgent need for a reversible prefabricated bridge and its design method based on a graded damping mechanism to address the shortcomings of existing technologies that use a single damping device in bridge seismic resistance. Summary of the Invention

[0006] The purpose of this invention is to provide a recoverable prefabricated bridge based on a graded damping mechanism, aiming to address the shortcomings of traditional single damping devices in bridge seismic resistance. The specific technical solution is as follows: A recoverable prefabricated bridge based on a graded vibration reduction mechanism is provided, in which ordinary piers and self-resetting swaying piers are alternately arranged along the longitudinal direction of the bridge. Pier supports are provided between the ordinary piers and the main beams, vibration reduction fasteners are provided between the ordinary piers and the main beams, and adjustment components are provided between the self-resetting swaying piers and the main beams. The control component allows for movement between the main beam and the self-resetting swaying pier. Horizontal displacement occurs within the interval; Under the action of a small earthquake At this time, the control component does not produce a limiting effect, the self-resetting swaying pier does not sway, and the shock-absorbing latch component undergoes elastic deformation. Under moderate earthquake action At this time, the control component does not produce a limiting effect, the self-resetting swaying pier still does not sway, and the shock-absorbing fastener component further undergoes plastic deformation to dissipate energy. Under the action of a large earthquake At this time, the control component produces a limiting effect, and the self-resetting swaying pier swings to dissipate energy. in, To control the maximum allowable horizontal displacement of the component, This refers to the horizontal displacement that occurs between the main beam and the self-resetting swaying pier under minor earthquake conditions. This refers to the horizontal displacement that occurs between the main girder and the self-resetting swaying pier under moderate earthquake conditions. This refers to the horizontal displacement that occurs between the main beam and the self-resetting swaying pier under the action of a major earthquake.

[0007] Preferably, the control component includes a limiting top plate and a base assembly. The limiting top plate is fixedly disposed on the bottom surface of the main beam and has a movable cavity thereon. The base assembly is fixedly disposed on the upper end surface of the self-resetting swaying pier and its upper end extends into the movable cavity. The upper end of the base assembly is centrally located within the movable cavity, and the maximum horizontal distance from the upper end of the base assembly to the inner wall of the movable cavity is [missing information]. .

[0008] Preferably, the base assembly includes a base plate, a rod, and a limiting block. The base plate is disposed on the upper surface of the self-resetting swaying pier. One end of the rod is disposed on the base plate, and the other end is provided with a limiting block. The limiting block is centrally disposed in the movable cavity, and the maximum horizontal distance from the limiting block to the inner wall of the movable cavity is [missing information]. .

[0009] Preferably, both the movable cavity and the limiting block are cylindrical or spherical structures.

[0010] Preferably, under minor vibration, the horizontal displacement of the damping latch assembly is... satisfy: ; Under moderate earthquake conditions, the horizontal displacement of the damping latch assembly... satisfy: ; Horizontal displacement of the damping latch assembly under strong earthquake satisfy: ; in, The initial horizontal clearance of the shock-absorbing latch assembly, The horizontal yield displacement of the damping latch assembly. The horizontal limit displacement of the shock-absorbing latch assembly. This is for adjusting the coefficient.

[0011] Preferably, under minor earthquakes, the horizontal force borne by the damping latch assembly is less than its elastic limit bearing capacity; Under moderate earthquake conditions, the horizontal force borne by the damping latch assembly is greater than or equal to its elastic ultimate bearing capacity, and less than or equal to its... The horizontal yield force corresponding to a horizontal ultimate displacement of times; Under a major earthquake, the horizontal force borne by the damping latch assembly is less than or equal to the horizontal yield force corresponding to its horizontal ultimate displacement.

[0012] Preferably, the adjustment coefficient .

[0013] Preferably, the control component must not yield under the action of minor, moderate and major earthquakes.

[0014] The present invention also provides a design method for a recoverable prefabricated bridge based on a graded vibration reduction mechanism, comprising: S1. Establish a dynamic analysis model of the bridge and set the initial stiffness of the damping latch assembly. Horizontal initial gap Post-buck stiffness Horizontal yield displacement and horizontal ultimate displacement At the same time, the stiffness of the control components is set. and the maximum horizontal active displacement allowed by the control components Among them, stiffness The control component must not yield under minor, moderate, and major earthquakes. S2. Apply a minor earthquake excitation to the bridge dynamic analysis model, and first calculate the horizontal displacement between the main beam and the self-resetting swaying pier at this time. ,like Then increase Recalculate ,like Then calculate the maximum horizontal displacement of the damping latch assembly at this time. ,like Then increase Recalculate ,like Then proceed to the next step; S3. Apply earthquake-induced excitation to the bridge dynamic analysis model, first calculate the horizontal displacement between the main girder and the self-resetting swaying piers. ,like Then increase Recalculate ,like Then calculate the maximum horizontal displacement of the damping latch assembly at this time. ,like Then adjust to a smaller value Then return to step S2, if Then increase Recalculate after value ,like Then proceed to the next step. For adjustment coefficients; S4. Apply a major earthquake excitation to the bridge dynamic analysis model, and first calculate the horizontal displacement between the main beam and the self-resetting swaying pier at this time. ,like Then adjust to a smaller value Then return to step S2, if Then calculate the maximum horizontal displacement of the damping latch assembly at this time. ,like Then increase Then return to step S3, if Then proceed to the next step; S5. Based on the results of the bridge dynamic analysis model in step S4, analyze the seismic response of the self-resetting swaying pier. By adjusting the prestressed tendon configuration, energy dissipation member construction, and structural reinforcement design of the self-resetting swaying pier, the bridge can meet the seismic resistance requirements under major earthquake conditions.

[0015] The application of the technical solution of the present invention has the following beneficial effects: The recoverable prefabricated bridge of this invention addresses the shortcomings of traditional single damping devices in bridge seismic resistance, offering the following significant advantages: 1) By combining damping latch components and self-resetting swaying piers, the bridge's seismic resistance under strong earthquakes is effectively improved, reducing damage to the bridge structure. 2) Self-resetting swaying piers can quickly restore the bridge to its original state after an earthquake, reducing residual deformation, ensuring rapid functional recovery, improving recoverability, and reducing post-earthquake repair workload. 3) The self-resetting swaying pier design reduces the need for manual repairs after earthquakes, lowering maintenance costs and workload, while also reducing safety risks during manual repairs. 4) Due to the combined design of damping latch components and self-resetting swaying piers, the bridge effectively reduces the accumulation of structural damage under multiple earthquakes, thereby improving long-term stability and safety, and extending its service life. 5) The combined design of damping latch components and self-resetting swaying piers not only effectively copes with strong earthquakes but also provides damping under smaller earthquakes, demonstrating broad adaptability.

[0016] In the recoverable prefabricated bridge of this invention, a three-level seismic resistance effect is achieved through the coordinated work of the damping clamp assembly, the regulating assembly, and the self-resetting swaying pier. Both the damping clamp assembly and the self-resetting swaying pier can dissipate seismic energy through elastoplastic hysteretic deformation. The regulating assembly, as a key regulating component, does not yield under various levels of seismic action, serving only as a limiting and anti-falling beam function. When the regulating assembly does not produce a limiting effect, the damping clamp assembly plays a major role in damping and dissipating energy, maintaining high overall structural rigidity and effectively resisting minor and moderate earthquakes. As the seismic action intensifies, the regulating assembly produces a limiting effect, constraining the displacement of the damping clamp assembly. The self-resetting swaying pier gradually plays a major role, relying on its self-resetting characteristics to undertake the main energy dissipation and damping functions. Simultaneously, the energy-dissipating rods at the bottom of the self-resetting swaying pier work together to enhance the overall energy dissipation capacity, thereby effectively dispersing seismic energy under strong earthquake conditions, significantly reducing residual structural deformation and post-earthquake damage, while meeting the structural recoverability requirements. Through this graded working mode, various vibration reduction devices can give full play to their advantages under different earthquake magnitudes, so as to achieve the seismic design goal of "no damage in small earthquakes, repairable in moderate earthquakes, and no collapse in large earthquakes".

[0017] To avoid excessive concentration of seismic energy on a single pier, the bridge in this invention adopts a functional layout: a damping latch assembly is installed on the top of the ordinary pier, allowing it to preferentially enter an energy-dissipating state under moderate earthquakes, thus dispersing and reducing the input seismic energy; a control assembly is installed on the top of the self-resetting swaying pier, which, when the seismic force increases further, restricts the further displacement of the damping latch assembly and triggers the swaying mechanism of the self-resetting swaying pier, enabling the self-resetting swaying pier to perform its self-resetting and main energy-dissipating functions, thereby effectively reducing residual deformation and improving the overall seismic performance.

[0018] In this invention, the self-resetting swaying pier does not play a swaying energy dissipation role under small earthquakes. Only when the control component produces a limiting effect does the self-resetting swaying pier participate in energy dissipation by swaying. This achieves the triggering of the swaying mechanism when the damping latch component has fully dissipated energy but has not yet entered the failure stage under large earthquakes, thereby forming a smooth force transition and avoiding adverse impact effects caused by sudden stiffness changes.

[0019] In addition to the objectives, features, and advantages described above, the present invention has other objectives, features, and advantages. The invention will now be described in further detail with reference to the figures. Attached Figure Description

[0020] The accompanying drawings, which form part of this application, are used to provide a further understanding of the invention. The illustrative embodiments of the invention and their descriptions are used to explain the invention and do not constitute an undue limitation of the invention. In the drawings: Figure 1 This is a structural schematic diagram of the recoverable prefabricated bridge based on the graded vibration reduction mechanism of the present invention; Figure 2 yes Figure 1 A schematic diagram of the structure of the central control component; Figure 3 yes Figure 1 Schematic diagram of the middle shock absorber latch assembly; Figure 4 yes Figure 1 A schematic diagram of the state of the middle shock absorber clamp assembly after yielding; Figure 5 This is a schematic diagram of the hysteresis model of the shock-absorbing latch assembly; Figure 6 yes Figure 1 Schematic diagram of the structure of the self-resetting swaying pier; Figure 7 This is a schematic diagram of the hysteresis model of a self-resetting swaying pier, where (a) is the hysteresis model of the prestressing tendon, (b) is the hysteresis model of the energy dissipating member, and (c) is the hysteresis model of the self-resetting swaying pier.

[0021] Among them, 1. Main beam, 2. Pier support, 3. Vibration damping tenon assembly, 3.1. Mounting base, 3.2. Tenon body, 3.3. Tenon head, 3.4. Top plate, 3.5. Mounting cavity, 4. Adjustment assembly, 4.1. Limiting top plate, 4.2. Movable cavity, 4.3. Base plate, 4.4. Rod body, 4.5. Limiting block, 5. Ordinary pier, 6. Self-resetting swaying pier, 6.1. Pier body, 6.2. Energy dissipating rod, 6.3. Prestressed tendon, 7. Pier cap. Detailed Implementation

[0022] To facilitate understanding of the present invention, a more complete description is provided below, along with preferred embodiments. However, the present invention can be implemented in many different forms and is not limited to the embodiments described herein. Rather, these embodiments are provided to provide a thorough and complete understanding of the disclosure of the present invention.

[0023] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains. The terminology used herein in the description of the invention is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention.

[0024] Example: See Figure 1 This embodiment provides a recoverable prefabricated bridge based on a graded vibration reduction mechanism. Ordinary piers 5 and self-resetting swaying piers 6 are alternately arranged along the longitudinal direction of the bridge. That is, one end of a single main beam 1 is set on an ordinary pier 5 and the other end is set on a self-resetting swaying pier 6. Pier supports 2 are provided between the ordinary pier 5, the self-resetting swaying pier 6 and the main beam 1. Vibration reduction fastener components 3 are also provided between the ordinary pier 5 and the main beam 1. Adjustment components 4 are also provided between the self-resetting swaying pier 6 and the main beam 1. To achieve the three-level seismic resistance effect of the bridge in this embodiment, the control component 4 in this embodiment allows the main beam 1 and the self-resetting swaying pier 6 to... A horizontal displacement occurs within the specified interval, and the following requirements are met: Under the action of a small earthquake At this time, the control component 4 does not produce a limiting effect, the self-resetting swing pier 6 does not swing, and the shock-absorbing latch component 3 undergoes elastic deformation. Under moderate earthquake action At this time, the control component 4 does not produce a limiting effect, the self-resetting swaying pier 6 still does not sway, and the shock-absorbing fastener component 3 further undergoes plastic deformation to dissipate energy. Under the action of a large earthquake At this time, the control component 4 produces a limiting effect, and the self-resetting swaying pier 6 sways to consume energy; in, To control the maximum allowable horizontal displacement of component 4, This refers to the horizontal displacement that occurs between the main girder 1 and the self-resetting swaying pier 6 under minor earthquake conditions. This refers to the horizontal displacement that occurs between the main girder 1 and the self-resetting swaying pier 6 under moderate earthquake conditions. This refers to the horizontal displacement that occurs between the main beam 1 and the self-resetting swaying pier 6 under the action of a major earthquake.

[0025] Specifically, any horizontal direction in this embodiment can be decomposed into two directions: along the longitudinal bridge direction and along the transverse bridge direction. That is, the horizontal displacement and horizontal force involved in this embodiment include components along the longitudinal bridge direction and along the transverse bridge direction.

[0026] Preferably, the number of shock-absorbing fastener components 3 between the ordinary pier 5 and the main beam 1, and the number of adjusting components 4 between the self-resetting swaying pier 6 and the main beam 1 can be set according to actual engineering needs.

[0027] like Figure 2 As shown, the control component 4 includes a limiting top plate 4.1 and a base assembly. The limiting top plate 4.1 is fixedly installed on the bottom surface of the main beam 1 and has a movable cavity 4.2 on it. The base assembly is fixedly installed on the upper surface of the self-resetting swing pier 6 and its upper end extends into the movable cavity 4.2. Furthermore, the upper end of the base assembly is centrally located within the movable cavity 4.2, and the maximum horizontal distance from the upper end of the base assembly to the inner wall of the movable cavity 4.2 is [missing information]. .

[0028] Specifically, the base assembly includes a base plate 4.3, a rod 4.4, and a limiting block 4.5. The base plate 4.3 is disposed on the upper surface of the self-resetting swaying pier 6. One end of the rod 4.4 is disposed on the base plate 4.3, and the other end is provided with a limiting block 4.5. The limiting block 4.5 is centrally disposed in the movable cavity 4.2, and the maximum horizontal distance from the limiting block 4.5 to the inner wall of the movable cavity 4.2 is [missing information]. .

[0029] Preferably, both the movable cavity 4.2 and the limiting block 4.5 (i.e., the upper end of the base assembly) are cylindrical structures. After the limiting block 4.5 is centrally located in the movable cavity 4.2, the outer contour of the limiting block 4.5 and the inner wall contour of the movable cavity 4.2 form concentric circles. Therefore, the maximum displacement of the limiting block 4.5 in any direction is equal, ensuring that the bridge can achieve the three-level seismic resistance effect when subjected to seismic forces from any direction.

[0030] It should be noted that the cylindrical shape of the movable cavity 4.2 and the limiting block 4.5 is only a preferred structural form in this embodiment. Those skilled in the art can flexibly adjust the structural shapes of the movable cavity 4.2 and the limiting block 4.5. For example, it is also feasible for both the movable cavity 4.2 and the limiting block 4.5 to be spherical. In addition, the structural shapes of the movable cavity 4.2 and the limiting block 4.5 do not have to be the same. For example, it is also feasible for the movable cavity 4.2 to be cylindrical and the limiting block 4.5 to be spherical.

[0031] Specifically, in this embodiment, the limitation is under small earthquake action. Under moderate earthquake action Under the action of a major earthquake This configuration ensures that under minor and moderate earthquakes, the limiting block 4.5 will not contact the inner wall of the movable cavity 4.2 to create a limiting effect. Therefore, it ensures that only the shock-absorbing tenon assembly 3 participates in earthquake resistance under minor and moderate earthquakes. However, under a major earthquake, the limiting block 4.5 will contact the inner wall of the movable cavity 4.2 to create a limiting effect. On the one hand, this ensures that the shock-absorbing tenon assembly 3 will not continue to deform and be damaged under a major earthquake. On the other hand, it allows the self-resetting swaying pier 6 to start participating in energy dissipation, thereby achieving the purpose of three-level earthquake resistance.

[0032] Preferably, the control component 4 needs to be provided with sufficiently high stiffness to ensure that it will not yield under minor, moderate, and major earthquakes, and will only serve the functions of limiting movement and preventing beam collapse. Steel, with its high strength, high stiffness, and good machinability, is the preferred material for the control component 4. Different types of steel (such as ordinary carbon steel, alloy steel, etc.) have different properties, and those skilled in the art can select the appropriate type based on engineering requirements.

[0033] See Figures 3-5 In this embodiment, the shock-absorbing tenon assembly 3 includes a mounting base 3.1, a tenon body 3.2, a tenon head 3.3, and an upper top plate 3.4. The upper top plate 3.4 is fixedly mounted on the bottom surface of the main beam 1 and has a mounting cavity 3.5 on it. The mounting base 3.1 is fixedly mounted on the upper surface of the ordinary bridge pier 5. One end of the tenon body 3.2 is mounted on the mounting base 3.1, and the other end has a tenon head 3.3. The tenon head 3.3 is centrally located in the mounting cavity 3.5, and an initial horizontal gap is left between the tenon head 3.3 and the mounting cavity 3.5. Considering the component processing and installation procedures, the initial horizontal gap Generally, it is greater than 2mm. In this embodiment, the mounting cavity 3.5 is a cylindrical cavity, and the tenon 3.3 is a spherical structure.

[0034] like Figure 4 As shown, when subjected to earthquake loads, the damping tenon assembly 3 can dissipate the earthquake energy through deformation of the tenon body 3.2, thereby reducing bridge swaying or deformation and achieving vibration damping protection for the structure. In this embodiment, the damping tenon assembly 3 undergoes elastic and plastic deformation to ensure the safety of the bridge under minor and moderate earthquakes, respectively; during normal use and under minor earthquakes, the initial horizontal gap... And the tenon body 3.2 undergoes elastic deformation to resist impact; during moderate earthquakes, the tenon body 3.2 yields and enters a plastic energy dissipation state to achieve the energy dissipation effect; during major earthquakes, since the control component 4 has been limited, the self-resetting swaying pier 6 begins to participate in energy dissipation, and the damping tenon component 3 no longer serves as the main energy dissipation component. The damping tenon component 3 only works with the control component 4 to achieve the functions of limiting and preventing beam fall.

[0035] Figure 5 This is the hysteresis model of the shock-absorbing latch assembly 3 in this embodiment. In the figure, segment oa represents the initial gap of the shock-absorbing latch assembly 3. slope This represents the stiffness of the damping tenon assembly before yielding. In segment 0a, the tenon 3.3 does not contact the inner wall of the mounting cavity 3.5, and the damping tenon assembly is in the free clearance stage. After entering segment ab, the tenon 3.3 contacts the inner wall of the mounting cavity 3.5 and plays a restraining role, and the damping tenon assembly enters the elastic working stage. When point b is reached, the tenon 3.2 begins to yield, and the subsequent segments bcdefg exhibit the plastic energy dissipation stage.

[0036] Preferably, in order for the bridge in this embodiment to achieve a three-level seismic resistance effect, the overall structure of the bridge must be designed to ensure that the horizontal force and horizontal displacement borne by the damping latch assembly 3 under minor and moderate earthquakes meet the following conditions: Under minor earthquakes, the horizontal force borne by the damping latch assembly 3 is less than its elastic limit bearing capacity. Under moderate earthquake conditions, the horizontal force borne by the damping latch assembly 3 is greater than or equal to its elastic ultimate bearing capacity, and less than or equal to its... The horizontal yield force corresponding to a horizontal ultimate displacement of times; Under the action of a major earthquake, the horizontal force borne by the damping latch assembly 3 is less than or equal to the horizontal yield force corresponding to its horizontal ultimate displacement.

[0037] Under minor vibration, the horizontal displacement of the damping latch assembly 3 satisfy: ; Under moderate earthquake action, the horizontal displacement of the damping latch assembly 3 satisfy: ; Under the action of a strong earthquake, the horizontal displacement of the damping latch assembly 3 satisfy: ; in, The initial horizontal clearance of the shock-absorbing latch assembly, The horizontal yield displacement of the damping latch assembly. The horizontal limit displacement of the shock-absorbing latch assembly. To adjust the coefficient, In this embodiment, an adjustment coefficient is set. The purpose is to ensure that only the damping latch components participate in energy dissipation under moderate earthquakes and that these components are not damaged under such conditions. In this implementation, [the following is taken:] =0.8.

[0038] For the damping latch assembly 3, this embodiment uses the principle of maintaining elasticity under minor earthquakes and beginning to undergo plastic deformation under moderate earthquakes to determine its yield force, rather than considering the horizontal force borne by the damping latch assembly under earthquakes with a specific PGA value (peak ground acceleration). This is because simultaneously considering the deformation state of the damping latch assembly 3 under both minor and moderate earthquakes allows for the achievement of the performance-based multi-level seismic design objectives in my country's railway seismic design code. Furthermore, the deformation magnitude of the damping latch assembly is affected by various factors, such as its stiffness, seismic wave waveform, and structural microcracks, which introduce uncertainty into the deformation state of the damping latch assembly 3. Therefore, by limiting the horizontal force borne by the damping latch assembly under minor earthquake conditions to not exceed its elastic limit bearing capacity, and under moderate earthquake conditions, the horizontal force borne by the damping latch assembly to exceed its elastic limit bearing capacity but not exceed its... The horizontal yield force corresponding to the horizontal ultimate displacement can reduce the influence of the above-mentioned complex factors on the elasto-plastic hysteretic deformation process of the damping latch assembly.

[0039] Preferably, the shock-absorbing tenon assembly 3 is not limited to the structural form of this embodiment, and shock-absorbing tenons (or shock-absorbing tenons) in the prior art can all be used in this embodiment.

[0040] like Figure 6 As shown, the self-resetting swaying pier 6 includes a pier body 6.1, energy-dissipating members 6.2, and prestressed tendons 6.3. The self-resetting swaying pier 6 is mounted on the pier cap 7. The self-resetting swaying pier 6 is existing technology in this field, therefore, the self-resetting swaying pier 6 will not be described in detail in this embodiment.

[0041] Specifically, the damping mechanism of the self-resetting swaying pier 6 mainly relies on the swaying and self-resetting characteristics of the structure. Through the synergistic effect of the prestressed tendons 6.3 and the energy-dissipating members 6.2, it achieves the effect of absorbing seismic energy and restoring its original position. The self-resetting swaying pier 6 releases seismic energy through the rotation of the swaying interface, and at the same time, it consumes seismic energy through the deformation of the energy-dissipating members 6.2, thereby reducing the permanent damage of earthquakes to the bridge structure.

[0042] Figure 7 For the hysteresis model of the self-resetting swaying pier 6, in Figure 7In (a), segment oa corresponds to the initial elastic stage of prestressed tendon 6.3, segment ac corresponds to the secondary elastic stage of prestressed tendon 6.3, and points b and d correspond to characteristic points during loading and unloading processes, respectively. Since they are still in the elastic stage, there is no yield displacement. Figure 7 In (b), segment ob represents the elastic stage of energy-dissipating member 6.2, and segment bcd represents the plastic energy-dissipating stage of energy-dissipating member 6.2. Figure 7 In (c), segment oa indicates that the self-resetting swaying pier 6 is in the elastic stage, while segment abcd indicates that the self-resetting swaying pier 6 has entered the plastic energy dissipation stage.

[0043] Furthermore, the bending moment of the self-resetting swaying pier 6 is composed of both the energy-dissipating bending moment and the self-resetting bending moment. The energy-dissipating bending moment can be calculated by multiplying the axial force and lever arm of a single energy-dissipating member, while the self-resetting bending moment is provided by the gravity of the superstructure (i.e., the main beam), the self-weight of the pier, and the axial force of the prestressing tendons. To consider the second-order effect of gravity, the contribution of the structure's self-weight to the restoring moment is calculated in this embodiment using the following method (…). Its expression is as follows: in, The weight of the self-resetting swaying pier; The width of the bottom section of the self-resetting swaying pier; The height of the self-resetting swaying pier; The lifting angle of the self-resetting swaying pier; The gravity of the superstructure above the self-resetting swaying pier.

[0044] Restoring moment contributed by prestressing tendons for: in, The elastic modulus of the prestressing tendon; This represents the cross-sectional area of ​​the prestressing tendon; This refers to the length of the prestressing tendon; The initial prestress is taken as 12% of the weight of the bridge pier.

[0045] Therefore, the self-resetting bending moment of the self-resetting swaying pier 6 for: Furthermore, in order to prevent the bridge pier from collapsing, the energy-dissipating member 6.2 needs to meet the following requirements: when the self-resetting swaying bridge pier 6 begins to sway and dissipate energy under a major earthquake, the energy-dissipating member immediately enters a plastic state and will not be completely destroyed under the major earthquake.

[0046] Furthermore, in this embodiment, the energy-dissipating rod 6.2 and the shock-absorbing latch assembly 3 are made replaceable, enabling the functional restoration of the bridge's shock absorption system. It should be noted that the self-resetting swaying pier is not limited to... Figure 6 The structural form shown, and all self-resetting swaying pier structures involved in this field, can be used in the vibration reduction scheme of this embodiment.

[0047] Furthermore, the pier support 2 is existing technology in this field, and the pier support 2 will not be described in detail in this embodiment.

[0048] The terms "minor earthquake," "moderate earthquake," and "major earthquake" mentioned in this embodiment are clearly defined in the field and are common knowledge in the field; therefore, they will not be described in detail in this embodiment.

[0049] The principle behind the reversible prefabricated bridge in this embodiment achieving three-level seismic resistance is as follows: When a small earthquake occurs The limiting block 4.5 in the control component 4 does not contact the inner wall of the movable cavity 4.2, so the control component 4 does not produce a limiting effect. The self-resetting swaying pier 6 does not sway under its own weight and the action of the prestressing tendons. The tenon 3.3 of the shock-absorbing tenon component 3 contacts the inner wall of the installation cavity 3.5 to produce a limiting effect. The tenon body 3.2 undergoes elastic deformation to resist impact. Under moderate earthquake action The limiting block 4.5 in the control component 4 still does not contact the inner wall of the active cavity 4.2, the control component 4 does not produce a limiting effect, the self-resetting swaying pier 6 still does not sway under its own weight and the action of the prestressing tendons, and the tenon body 3.2 further undergoes plastic deformation to consume energy. Under the action of a major earthquake When the limiting block 4.5 in the control component 4 comes into contact with the inner wall of the movable cavity 4.2, the control component 4 produces a limiting effect. At this time, the tenon body 3.2 of the shock-absorbing tenon component 3 no longer undergoes further plastic deformation, and the self-resetting swing pier 6 swings to dissipate energy. At this time, both the control component 4 and the shock-absorbing tenon component 3 play the roles of limiting and preventing beam fall.

[0050] During normal use, the horizontal gap between the limiting block 4.5 in component 4 and the inner wall of the movable cavity 4.2, and the initial horizontal gap between the tenon 3.3 in the shock-absorbing fastener component 3 and the mounting cavity 3.5 are adjusted to meet the movement requirements of the bridge during normal use.

[0051] This embodiment also provides the design method for the above-mentioned reversible prefabricated bridge based on the graded vibration reduction mechanism, as detailed below: S1. Establish a bridge dynamic analysis model and set the initial stiffness of the damping latch assembly 3. Horizontal initial gap Post-buck stiffness Horizontal yield displacement and horizontal ultimate displacement At the same time, the stiffness of the control component 4 is set. and the maximum horizontal active displacement allowed by control component 4 Among them, stiffness The control component 4 shall not yield under the action of minor, moderate and major earthquakes; S2. Apply a minor earthquake excitation to the bridge dynamic analysis model, and first calculate the horizontal displacement between the main beam 1 and the self-resetting swaying pier 6 at this time. ,like Then increase Recalculate ,like Then calculate the maximum horizontal displacement of the damping latch assembly 3 at this time. ,like Then increase Recalculate ,like Then proceed to the next step; S3. Apply earthquake-induced excitation to the bridge dynamic analysis model, first calculate the horizontal displacement between the main girder 1 and the self-resetting swaying pier 6 at this time. ,like Then increase Recalculate ,like Then calculate the maximum horizontal displacement of the damping latch assembly 3 at this time. ,like Then adjust to a smaller value Then return to step S2, if Then increase Recalculate after value ,like Then proceed to the next step. For adjustment coefficients; S4. Apply a major earthquake excitation to the bridge dynamic analysis model, and first calculate the horizontal displacement between the main beam 1 and the self-resetting swaying pier 6 at this time. ,like Then adjust to a smaller value Then return to step S2, if Then calculate the maximum horizontal displacement of the damping latch assembly 3 at this time. ,like Then increase Then return to step S3, if Then proceed to the next step; S5. Based on the results of the bridge dynamic analysis model in step S4, analyze the seismic response of the self-resetting swaying pier 6. By adjusting the prestressed tendon configuration, energy dissipation member construction and structural reinforcement design of the self-resetting swaying pier 6, the bridge can meet the seismic resistance requirements under major earthquake conditions.

[0052] Furthermore, in actual design, it is necessary to consider the seismic resistance of the bridge in both the longitudinal and transverse directions. Therefore, in actual design, steps S1-S5 need to be executed under seismic excitation conditions in the longitudinal and transverse directions respectively (that is, it is necessary to verify the seismic resistance of the bridge under small, moderate and large earthquakes in the longitudinal direction, and also to verify the seismic resistance of the bridge under small, moderate and large earthquakes in the transverse direction) to ensure that the bridge can cope with seismic forces from different directions.

[0053] The design method in this embodiment can effectively guide those skilled in the art to apply the recoverable prefabricated bridge based on the graded damping mechanism in this embodiment. It provides a basis for those skilled in the art to confirm the key parameters of the damping clamp components and control components, and facilitates the widespread application and promotion of the bridge seismic resistance scheme in this embodiment.

[0054] The effect of applying the technical solution of this embodiment is: The recoverable prefabricated bridge in this embodiment addresses the shortcomings of traditional single damping devices in bridge seismic resistance. Through the coordinated operation of the damping latch assembly 3, the regulating assembly 4, and the self-resetting swaying pier 6, a three-level seismic resistance effect is achieved. Both the damping latch assembly 3 and the self-resetting swaying pier 6 can dissipate seismic energy through elastoplastic hysteretic deformation. The regulating assembly 4, as a key regulating component, does not yield under various levels of seismic loading and only serves to limit movement and prevent beam collapse. When the regulating component 4 does not exert a limiting effect, the damping latch component plays a major role in damping and energy dissipation, maintaining high overall structural rigidity and effectively resisting minor and moderate earthquakes. As the seismic force intensifies and the regulating component 4 exerts a limiting effect, the displacement of the damping latch component is constrained, and the self-resetting swaying pier 6 gradually takes on a major role, relying on its self-resetting characteristics to undertake the main energy dissipation and damping functions. Simultaneously, the energy-dissipating rods at the bottom of the self-resetting swaying pier work in concert to enhance the overall energy dissipation capacity, thereby effectively dispersing seismic energy under strong earthquake conditions, significantly reducing residual structural deformation and post-earthquake damage, while also meeting the structural recoverability requirements. Through this tiered working mode, various damping devices can fully utilize their advantages under different earthquake magnitudes, achieving the seismic design goal of "no damage in minor earthquakes, repairable in moderate earthquakes, and no collapse in major earthquakes."

[0055] To avoid excessive concentration of seismic energy on a single pier, the bridge in this embodiment adopts a division of labor arrangement: a damping latch assembly is installed on the top of the ordinary pier 5, which allows it to preferentially enter the energy dissipation state under moderate earthquake action, thus dispersing and reducing the input seismic energy; a control assembly 4 is installed on the top of the self-resetting swaying pier 6. When the seismic action further increases, the control assembly 4 restricts the further displacement of the damping latch assembly and triggers the swaying mechanism of the self-resetting swaying pier, enabling the self-resetting swaying pier to perform its self-resetting and main energy dissipation functions, thereby effectively reducing residual deformation and improving the overall seismic performance.

[0056] In this embodiment, the self-resetting swaying pier does not play a swaying energy dissipation role under small earthquakes. Only when the control component 4 produces a limiting effect does the self-resetting swaying pier 6 sway and participate in energy dissipation. This achieves the triggering of the swaying mechanism when the damping latch component has fully dissipated energy but has not yet entered the failure stage under large earthquakes, thereby forming a smooth force transition and avoiding adverse impact effects caused by sudden stiffness changes.

[0057] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A recoverable prefabricated bridge based on a graded vibration reduction mechanism, characterized in that, Ordinary piers (5) and self-resetting swaying piers (6) are alternately arranged along the longitudinal direction of the bridge. Pier supports (2) are provided between the ordinary piers (5), the self-resetting swaying piers (6) and the main beam (1). Shock-absorbing fasteners (3) are also provided between the ordinary piers (5) and the main beam (1). Adjustment components (4) are also provided between the self-resetting swaying piers (6) and the main beam (1). The control component (4) allows the main beam (1) and the self-resetting swaying pier (6) to move between each other. Horizontal displacement occurs within the interval; Under the action of a small earthquake At this time, the control component (4) does not produce a limiting effect, the self-resetting swaying pier (6) does not sway, and the shock-absorbing fastener component (3) undergoes elastic deformation. Under moderate earthquake action At this time, the control component (4) does not produce a limiting effect, the self-resetting swaying pier (6) still does not sway, and the shock-absorbing fastener component (3) further undergoes plastic deformation to consume energy; Under the action of a large earthquake At this time, the control component (4) produces a limiting effect, and the self-resetting swaying pier (6) sways to consume energy; in, To control the maximum allowable horizontal active displacement of component (4), The horizontal displacement between the main beam (1) and the self-resetting swaying pier (6) under minor earthquake action is the displacement between the main beam (1) and the swaying pier (6). The horizontal displacement between the main beam (1) and the self-resetting swaying pier (6) under moderate earthquake action is the displacement of the main beam (1) and the swaying pier (6). The displacement is the horizontal displacement that occurs between the main beam (1) and the self-resetting swaying pier (6) under the action of a major earthquake.

2. The recoverable prefabricated bridge based on a graded vibration reduction mechanism according to claim 1, characterized in that, The control component (4) includes a limiting top plate (4.1) and a base component. The limiting top plate (4.1) is fixedly installed on the bottom surface of the main beam (1) and has a movable cavity (4.2) thereon. The base component is fixedly installed on the upper surface of the self-resetting swing pier (6) and its upper end extends into the movable cavity (4.2). The upper end of the base assembly is centrally located within the movable cavity (4.2), and the maximum horizontal distance from the upper end of the base assembly to the inner wall of the movable cavity (4.2) is [missing information]. .

3. The recoverable prefabricated bridge based on a graded vibration reduction mechanism according to claim 2, characterized in that, The base assembly includes a base plate (4.3), a rod (4.4), and a limiting block (4.5). The base plate (4.3) is disposed on the upper surface of the self-resetting swaying pier (6). One end of the rod (4.4) is disposed on the base plate (4.3), and the other end is provided with a limiting block (4.5). The limiting block (4.5) is centrally disposed in the movable cavity (4.2). The maximum horizontal distance from the limiting block (4.5) to the inner wall of the movable cavity (4.2) is [missing information]. .

4. The recoverable prefabricated bridge based on a graded vibration reduction mechanism according to claim 3, characterized in that, The movable cavity (4.2) and the limiting block (4.5) are both cylindrical or spherical structures.

5. The recoverable prefabricated bridge based on a graded vibration reduction mechanism according to claim 1, characterized in that: Under minor earthquakes, the horizontal displacement of the damping latch assembly (3) satisfy: ; Under moderate earthquake action, the horizontal displacement of the damping latch assembly (3) satisfy: ; Under the action of a strong earthquake, the horizontal displacement of the damping latch assembly (3) satisfy: ; in, The initial horizontal clearance of the shock-absorbing latch assembly, The horizontal yield displacement of the damping latch assembly. The horizontal limit displacement of the shock-absorbing latch assembly. This is for adjusting the coefficient.

6. The recoverable prefabricated bridge based on a graded vibration reduction mechanism according to claim 5, characterized in that: Under minor earthquakes, the horizontal force borne by the damping latch assembly (3) is less than its elastic limit bearing capacity; Under moderate earthquake conditions, the horizontal force borne by the damping latch assembly (3) is greater than or equal to its elastic ultimate bearing capacity and less than or equal to its... The horizontal yield force corresponding to a horizontal ultimate displacement of times; Under the action of a major earthquake, the horizontal force borne by the damping clamp assembly (3) is less than or equal to the horizontal yield force corresponding to its horizontal ultimate displacement.

7. The recoverable prefabricated bridge based on a graded vibration reduction mechanism according to claim 6, characterized in that, The adjustment coefficient .

8. The recoverable prefabricated bridge based on a graded vibration reduction mechanism according to any one of claims 1-7, characterized in that, The control component (4) must not yield under the action of small, moderate and large earthquakes.

9. A design method for a recoverable prefabricated bridge based on a graded vibration reduction mechanism as described in any one of claims 1-8, characterized in that, include: S1. Establish a bridge dynamic analysis model and set the initial stiffness of the damping tenon assembly (3). Horizontal initial gap Post-buck stiffness Horizontal yield displacement and horizontal ultimate displacement Meanwhile, the stiffness of the control component (4) is set. and the maximum horizontal active displacement allowed by the control component (4) Among them, stiffness The control component (4) shall not yield under small, moderate and large earthquakes; S2. Apply small-earthquake excitation to the bridge dynamic analysis model, and first calculate the horizontal displacement between the main beam (1) and the self-resetting swaying pier (6) at this time. ,like Then increase Recalculate ,like Then calculate the maximum horizontal displacement of the damping latch assembly (3) at this time. ,like Then increase Recalculate ,like Then proceed to the next step; S3. Apply earthquake-induced excitation to the bridge dynamic analysis model, first calculate the horizontal displacement between the main beam (1) and the self-resetting swaying pier (6) at this time. ,like Then increase Recalculate ,like Then calculate the maximum horizontal displacement of the damping latch assembly (3) at this time. ,like Then adjust to a smaller value Then return to step S2, if Then increase Recalculate after value ,like Then proceed to the next step. For adjustment coefficients; S4. Apply a large earthquake excitation to the bridge dynamic analysis model, and first calculate the horizontal displacement between the main beam (1) and the self-resetting swaying pier (6) at this time. ,like Then adjust to a smaller value Then return to step S2, if Then calculate the maximum horizontal displacement of the damping latch assembly (3) at this time. ,like Then increase Then return to step S3, if Then proceed to the next step; S5. Based on the results of the bridge dynamic analysis model in step S4, analyze the seismic response of the self-resetting swaying pier (6). By adjusting the prestressed tendon configuration, energy dissipation member structure and structural reinforcement design of the self-resetting swaying pier (6), the bridge can meet the seismic resistance requirements under the condition of a major earthquake.

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