Self-resetting energy dissipation damping device for anti-seismic support of bridge

Abstract

The invention relates to the technical field of bridge damping devices, in particular to a self-resetting energy dissipation damping device for a bridge anti-seismic support. Comprising a damping assembly and a steel member, and the damping assembly comprises a cover plate, a locking screw rod, an elastic piece and a core body; the two cover plates are oppositely arranged and connected through a plurality of locking screws, the two ends of each locking screw make contact with the cover plates through elastic pieces, a containing space is formed between the two cover plates, the core bodies are arranged in the containing space in pairs and are in sliding connection with the locking screws, and one end of each core body is fixedly connected with a steel member; through a graded energy dissipation mechanism and a self-resetting function, energy input by an earthquake can be effectively dissipated, structural response can be controlled, damage can be reduced, residual deformation can be inhibited, the anti-seismic adaptability and post-earthquake recovery capability of a bridge structure can be remarkably enhanced, and the bridge safety requirements under multiple earthquake magnitudes and multiple working conditions can be met.

Description

Technical Field

[0001] This invention relates to the field of bridge vibration reduction devices, and in particular to a self-resetting energy-dissipating damping device for bridge seismic support. Background Technology

[0002] Earthquakes are a major factor affecting the safety and stability of bridge structures. To improve the seismic performance of bridge structures, current seismic reinforcement and retrofitting methods mostly adopt ductile design or seismic isolation technologies, which have a certain effect on improving the seismic capacity of bridges. However, these traditional methods generally neglect the functional recovery and repairability of the structure after an earthquake. This leads to bridges being prone to large residual displacements or severe structural damage under strong earthquakes, thus rendering them unable to continue to perform their functions and affecting the efficiency of post-earthquake traffic restoration. Furthermore, traditional reinforcement methods usually optimize seismic performance for a single magnitude or design ground motion, failing to fully consider the diversity and complexity of seismic forces. This strategy is prone to structural failure or damage when facing strong or continuous earthquakes, and cannot meet the requirements of modern bridge structures for seismic toughness and post-earthquake recoverability. Therefore, there is an urgent need for a support and damping device that can improve the seismic performance of bridges. Summary of the Invention

[0003] The technical problem to be solved by the present invention is to provide a self-resetting energy-dissipating damping device for bridge seismic support, which, through a graded energy dissipation mechanism and self-resetting function, can effectively dissipate the energy input by earthquake, control the structural response, reduce damage and suppress residual deformation, significantly enhance the seismic adaptability and post-earthquake recovery capability of bridge structure, and meet the safety requirements of bridges under multiple earthquake magnitudes and working conditions.

[0004] To solve the above-mentioned technical problems, the technical solution adopted by the present invention is a self-resetting energy-dissipating damping device for bridge seismic support, comprising: a damping component and a steel component. The damping component includes a cover plate, a locking screw, an elastic element, and a core. Two cover plates are arranged opposite to each other and connected by multiple locking screws. The two ends of the locking screws contact the cover plates through the elastic element, and a receiving space is formed between the two cover plates. The cores are arranged in pairs in the receiving space and are slidably connected to the locking screws. One end of the core is fixedly connected to the steel component.

[0005] Preferably, the steel component is made of H-beams.

[0006] Preferably, a connecting plate is provided between the steel component and the core.

[0007] Preferably, the elastic element includes a disc spring and a washer; one side of the disc spring is connected to the cover plate, and the other side is connected to the nut at the end of the locking screw through the washer.

[0008] Preferably, the core includes a first straight section and a second straight section; the width of the first straight section is greater than the width of the second straight section, and an intermediate section is provided between the two, on which positioning sliding holes are symmetrically provided.

[0009] Preferably, the cover plate has symmetrical first planar segments at both ends, an inwardly inclined slope segment at the beginning of the first planar segment, and a second planar segment is formed between the two slope segments. The slope segments are symmetrically provided with mounting holes.

[0010] Preferably, one end of the steel component and the core is provided with an ear plate and a pin, respectively.

[0011] Compared with the prior art, the present invention has the following advantages: 1. This device can withstand greater pressure and maintain structural stability through damping components, significantly enhancing the vertical bearing capacity of existing single piers. Furthermore, when the pier undergoes lateral deformation, the damping components are in a tensile state, possessing high initial stiffness. Moreover, the wedge-shaped cross-section structure, combined with disc spring preload, provides additional stiffness support, thereby enhancing the overall lateral stiffness and seismic stability of the pier. 2. This device can absorb seismic energy in stages according to different magnitudes, while providing self-restoring force, effectively suppressing residual structural deformation. By optimizing the geometric parameters of the contact surface between the core and the damper cover plate, it achieves two-stage hysteretic behavior, improves the seismic adaptability and post-earthquake self-restoring ability of the structure, and meets the safety requirements of bridges under multiple magnitudes and working conditions. 3. The overall structure of this device is modularly designed and arranged as an additional component on both sides of the existing single pier. It has good replaceability and can be quickly disassembled and replaced in case of damage, shortening the post-earthquake repair time and reducing maintenance costs, while not affecting the overall stability of the existing single pier structure. Attached Figure Description

[0012] Figure 1 A schematic diagram of the overall bridge pier installation for the damping component structure; Figure 2 This is a schematic diagram of the damping component structure; Figure 3 This is a schematic diagram of the core structure; Figure 4 This is a schematic diagram of the cover plate structure; Figure 5 This diagram illustrates the working mechanism of the damping component. Figure 6 This is a schematic diagram illustrating the hysteresis behavior of a damping component. Figure 7 This is a schematic diagram of the single-column bridge pier. Figure 8 A comparison of hysteresis curves for single-column piers and piers with additional dampers.

[0013] In the diagram: 1. Damping assembly; 2. Steel component; 3. Cover plate; 4. Locking screw; 5. Elastic element; 6. Core; 7. Ear plate; 8. Pin; 9. Cap beam; 10. Single pier component; 11. Foundation platform; 201. Connecting plate; 301. Accommodation space; 302. First plane section; 303. Inclined section; 304. Second plane section; 305. Mounting hole; 501. Disc spring; 502. Pad; 601. First straight section; 602. Second straight section; 603. Intermediate section; 604. Positioning sliding hole. Detailed Implementation

[0014] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to specific embodiments and the accompanying drawings. It should be understood that these descriptions are merely exemplary and not intended to limit the scope of the invention. Furthermore, descriptions of well-known structures and techniques are omitted in the following description to avoid unnecessarily obscuring the concept of the invention.

[0015] Specific implementation method one: Combining Figure 1-8 As shown, a self-resetting energy-dissipating damping device for bridge seismic bracing includes: a damping component 1 and a steel component 2. The damping component 1 includes a cover plate 3, a locking screw 4, an elastic element 5, and a core 6. Two cover plates 3 are arranged opposite to each other and connected by multiple locking screws 4. The two ends of the locking screws 4 are in contact with the cover plates 3 through the elastic element 5. A receiving space 301 is formed between the two cover plates 3. The cores 6 are arranged in pairs in the receiving space 301 and are slidably connected to the locking screws 4. One end of the core 6 is fixedly connected to the steel component 2. Two cores 6 are symmetrically arranged between two cover plates 3. The inner side of the cover plate 3 is provided with a groove structure, which forms a receiving space 301 after assembly and cooperates with the wedge-shaped inclined surface of the core 6. In the initial state, the first straight section 601 of the core 6 is in contact with the second flat section 304 of the cover plate 3; there is a gap between the middle section 603 of the core 6 and the inclined section 303 of the cover plate 3; the second straight section 602 of the core 6 is in contact with the first flat section 302 of the cover plate 3; the large cross-section ends of the two cores 6 are in contact with each other, that is, at the first straight section 601; the small cross-section ends are respectively connected to the connecting plate 201 and the ear plate 7. The locking screw 4 passes through the positioning sliding hole 604 on the core 6 and the mounting hole 305 on the cover plate 3, and the elastic element 5 is installed on the outside of the two cover plates 3. Applying different preloads to the elastic element 5 can adjust the overall hysteresis performance of the damping assembly 1.

[0016] Preferred embodiments, in combination Figure 1 As shown, steel component 2 is made of H-beams, which has high structural strength and is easy to manufacture using readily available materials.

[0017] Preferred embodiments, in combination Figure 1As shown, a connecting plate 201 is provided between the steel component 2 and the core 6 for connecting the two and providing a connection between the other end of the core 6 and the ear plate 7.

[0018] Preferred embodiments, in combination Figure 2 As shown, the elastic element 5 includes a disc spring 501 and a pad 502; one side of the disc spring 501 is connected to the cover plate 3, and the other side is connected to the nut at the end of the locking screw 4 through the pad 502. By rotating the nut, different preloads can be applied to the disc spring 501 at different positions.

[0019] Preferred embodiments, in combination Figure 3 As shown, the core 6 includes a first straight section 601 and a second straight section 602; the width of the first straight section 601 is greater than the width of the second straight section 602, and an intermediate section 603 is provided between the two. The surface of the intermediate section 603 is an inclined surface, and positioning sliding holes 604 are symmetrically provided on the intermediate section 603 for the insertion of the locking screw 4 and to provide space for sliding displacement. The first straight section 601, the intermediate section 603 and the second straight section 602 are integrally formed.

[0020] Preferred embodiments, in combination Figure 4 As shown, the cover plate 3 has a first planar segment 302 symmetrically provided at both ends, and an inwardly inclined slope segment 303 is provided at the beginning of the first planar segment 302. The slope segment 303 is adapted to the inclined surface of the middle segment 603, and a second planar segment 304 is formed between the two slope segments 303.

[0021] Preferred embodiments, in combination Figure 1 and Figure 7 As shown, the top of the steel component 2 and the core 6 at the bottom are respectively provided with ear plates 7 and pins 8. The cap beam 9 and the foundation platform 11 are also equipped with ear plate 7 structures. By connecting with the ear plates 7 on the steel component 2 and the core 6 and inserting with the pins 8, the whole structure is installed on one side of the single pier component 10. The overall structure is modularly designed, making disassembly and maintenance convenient. The ear plates 7 are welded or bolted to the corresponding positions on the existing cap beam 9 and the existing foundation platform 11. One end of the damping component 1 is hinged to the ear plate 7 on the existing foundation platform 11 through the ear plate 7 and the pins 8. The other end is connected to the connecting plate 201, the steel component 2, the connecting plate 201, and the ear plate 7 in sequence. Then, it is hinged to the ear plate 7 on the existing cap beam 9 through the pins 8. The two self-resetting energy dissipation dampers are symmetrically arranged on both sides of the existing single pier to form a seismic resistance system that works in concert.

[0022] Working principle: Under normal conditions: the two damper cores with 6 large cross-sections are in contact with each other and there is no relative movement. The damping assembly 1 as a whole can withstand the axial pressure transmitted by the superstructure, thereby enhancing the vertical bearing capacity of the pier.

[0023] Under minor earthquake action: the bridge piers experience slight lateral displacement, and the damping component 1 is under tension and enters a small deformation working state. At this time, relative sliding occurs between the first straight section 601 of the core 6 and the second planar section 304 of the cover plate 3, and relative sliding occurs between the second straight section 602 of the core 6 and the first planar section 302 of the cover plate 3. The middle section 603 of the core 6 and the inclined section 303 of the cover plate 3 do not contact each other, and no expansion occurs between the two cover plates 3. Seismic energy is dissipated only through sliding friction between the straight sections, reducing the displacement response of the structure.

[0024] Under the action of a major earthquake: the lateral displacement of the bridge pier increases, the damping component 1 is under tension and enters a large deformation working state, the middle section 603 of the core 6 comes into contact with the inclined section 303 of the cover plate 3, pushing the cover plate 3 away from each other and squeezing the disc spring 501. During this stage, the seismic energy is dissipated through the mutual friction of the inclined sections 303, thus forming a hysteretic behavior with two-stage characteristics. After the earthquake ends, under the elastic restoring force of the disc spring 501 and the action of the wedge-shaped inclined surface, the core 6 is driven and guided back to its original position, realizing the self-resetting function and reducing the residual deformation of the bridge pier.

[0025] Throughout the earthquake response, damping component 1 exhibits a phased, multi-level energy dissipation capability, namely a composite hysteretic behavior of "small deformation slip friction" and "large deformation slip friction + self-resetting", which effectively suppresses structural damage and residual deformation.

[0026] Based on the existing mechanical properties and seismic design requirements of the single pier component 10, the hysteresis parameters of the damping component 1 are rationally determined. The hysteresis performance is mainly achieved by adjusting the preload of the disc spring 501 and optimizing the geometric parameters of the wedge-shaped contact interface between the core 6 and the cover plate 3, thereby meeting the energy dissipation and self-resetting performance requirements under different seismic magnitudes, as detailed below: The two dampers operate in parallel with the bridge piers. To achieve the expected seismic performance, the dampers must meet the following conditions: (1) "Fuse" mechanism: As a "fuse device" for bridge piers, the yield displacement of the damper ( The displacement should be less than the yield displacement of the pier to ensure that it yields preferentially and dissipates energy under seismic loading, thereby avoiding the pier from entering the plastic stage too early. (2) Self-resetting requirement: To ensure the self-resetting ability of the bridge piers after an earthquake, the total restoring force provided by the two dampers ( ,like Figure 6 The restoring force should be greater than the yield strength of the pier. By adjusting the preload of disc spring 501, the self-restoring force of the damper can be flexibly controlled, thereby adapting to the reinforcement needs of different structures. The restoring force of a single damper... The initial preload of disc spring 501 and the tilt angle of core 6 (cover plate 3) are related to the initial preload of disc spring 501. Figure 2 The angle in the middle The relationship between them is:

[0027] In the formula, The number of bolts; This is the initial preload of a single disc spring; The coefficient of friction is the contact surface between the core 6 and the cover plate 3.

[0028] Residual lateral displacement ratio control: Studies have shown that residual deformation is closely related to post-earthquake repair costs. When the residual lateral displacement ratio (i.e., the ratio of horizontal residual displacement to pier height) exceeds 0.4%, repair is often uneconomical. Therefore, the reinforced pier system must ensure that the residual lateral displacement ratio does not exceed 0.4%. When the residual horizontal displacement at the top of the pier is 0.004H, the corresponding damper deformation is:

[0029] Therefore, the yield displacement of the damper should satisfy:

[0030] in, For the pier height, and considering the proposed damper, the yield displacement is adjusted by optimizing the geometric parameters of the wedge-shaped contact interface between the core 6 and the cover plate 3. This ensures that it meets the residual deformation control requirements while achieving efficient energy dissipation and pier protection under different working conditions. (Yield displacement...) The length of segment 601 of core 6 The length of the 304 segments of cover plate 3 (like Figure 2 The relationship between them is:

[0031] This technical solution significantly improves the vertical bearing capacity and lateral stiffness of bridge piers. The damping component 1 can be prefabricated in a modular manner in the factory and positioned, installed and hinged on site. The construction period is short and it is suitable for the rapid reinforcement of bridges with heavy traffic. Damping component 1 is reusable or replaceable, enabling rapid post-earthquake repair, reducing bridge downtime, and the reinforced structural system has good maintainability, repairability, and economy. It is suitable for promotion and application in areas with high requirements for rapid post-earthquake functional restoration. It can be applied to bridges with single-column pier structures such as urban viaducts, highway bridges, and railway bridges in service, and is particularly suitable for earthquake-prone areas. It can be regarded as the preferred solution for improving the seismic performance of bridges and restoring their functions after disasters.

[0032] Experimental Example: First, a finite element model of the damper was established using the commercial software "ABAQUS". Except for the combined disc spring, all other components were made of Q345 steel. An ideal elastoplastic constitutive relation was assigned to the model, with the following material parameters: yield strength 345 MPa, elastic modulus 210 GPa, Poisson's ratio 0.3, and ultimate strength 540 MPa. MPa, the combined disc spring is in the elastic stage within the effective displacement range, and can be approximated by an ideal elastic body constitutive model. In order to improve the calculation efficiency, this study uses a simplified elastic body to replace the combined disc spring and gives it an ideal elastic constitutive model. For the steel contact surface, the friction coefficient is about 0.15 after applying lubricating oil to the surface. Therefore, in the modeling, the tangential friction coefficient between the core and the cover plate is taken as 0.15, and the normal contact is set as "hard contact". At the same time, a constant load is applied to both sides of the outside to simulate the preload of the disc spring. All solid parts are meshed using C3D8R (linear reduced integral) elements. After simulation, it can be seen that in the initial stage, the hysteresis behavior is approximately rectangular. At this time, the upper and lower cover plates 3 do not have relative displacement. The seismic energy is mainly dissipated by the friction of the contact surface. As the deformation increases, the core 6 and the inclined surface of the cover plate 3 slide and compress the disc spring. The hysteresis curve gradually shows a typical flag-shaped feature. It can not only dissipate energy, but also provide self-restoring force, which verifies the good energy dissipation performance and self-resetting ability of the damper itself. To verify the feasibility of the proposed scheme, a finite element model of the bridge pier with additional dampers was established using the finite element software OpenSees, and a quasi-static analysis was conducted, combined with... Figure 8 As shown, the solid line represents the hysteresis curve of a single-column pier, while the dashed line represents the hysteresis curve of a pier with an additional damper. The comparative results show that the additional damper can significantly improve the energy dissipation capacity of the pier, enhance the energy dissipation efficiency of the system, effectively suppress residual deformation, and significantly improve the self-resetting performance of the pier. In addition, the introduction of the damper not only enhances the bearing capacity, enabling the pier to maintain a more stable stress state under seismic loading, but also delays the process of yielding and failure, thereby improving the ductility of the structure.

[0033] In summary, the addition of dampers demonstrates significant advantages in terms of energy consumption, load bearing capacity, and residual displacement, providing a practical and efficient technical approach for the seismic reinforcement and retrofitting of existing bridge piers, and laying the foundation for its widespread application in actual engineering projects.

[0034] It should be understood that the specific embodiments described above are merely illustrative or explanatory of the principles of the invention and do not constitute a limitation thereof. Therefore, any modifications, equivalent substitutions, improvements, etc., made without departing from the spirit and scope of the invention should be included within the protection scope of the invention. Furthermore, the appended claims are intended to cover all variations and modifications falling within the scope and boundaries of the appended claims, or equivalent forms of such scope and boundaries.

Claims

1. A self-resetting energy-dissipating damping device for seismic bracing of bridges, characterized in that, include: The damping assembly (1) and the steel component (2) are provided. The damping assembly (1) includes a cover plate (3), a locking screw (4), an elastic element (5), and a core (6). The two cover plates (3) are arranged opposite to each other and connected by multiple locking screws (4). The two ends of the locking screws (4) are in contact with the cover plates (3) through the elastic element (5). A receiving space (301) is formed between the two cover plates (3). The cores (6) are arranged in pairs in the receiving space (301) and are slidably connected to the locking screws (4). One end of the core (6) is fixedly connected to the steel component (2).

2. The self-resetting energy-dissipating damping device for bridge seismic bracing according to claim 1, characterized in that: The steel component (2) is made of H-beams.

3. The self-resetting energy-dissipating damping device for bridge seismic bracing according to claim 1, characterized in that: A connecting plate (201) is provided between the steel component (2) and the core (6).

4. A self-resetting energy-dissipating damping device for bridge seismic bracing according to claim 1, characterized in that: The elastic element (5) includes a disc spring (501) and a pad (502); one side of the disc spring (501) is connected to the cover plate (3), and the other side is connected to the nut at the end of the locking screw (4) through the pad (502).

5. A self-resetting energy-dissipating damping device for bridge seismic bracing according to claim 1, characterized in that: The core (6) includes a first straight section (601) and a second straight section (602); the width of the first straight section (601) is greater than the width of the second straight section (602), and an intermediate section (603) is provided between the two, and positioning sliding holes (604) are symmetrically provided on the intermediate section (603).

6. A self-resetting energy-dissipating damping device for bridge seismic bracing according to claim 1, characterized in that: The cover plate (3) has a first planar section (302) symmetrically arranged at both ends, and an inwardly inclined slope section (303) is provided at the beginning of the first planar section (302), and a second planar section (304) is formed between the two slope sections (303). The slope section (303) is provided with mounting holes (305) symmetrically arranged.

7. A self-resetting energy-dissipating damping device for bridge seismic bracing according to claim 1, characterized in that: The steel component (2) and the core (6) are each provided with an ear plate (7) and a pin (8) at one end.

Images