A device and method for vibration energy collection and vibration control of bridge main beams

Abstract

This invention proposes a device and method for vibration energy collection and vibration control of a bridge main girder, belonging to the field of bridge vibration control. It addresses the problem of existing technologies' difficulty in achieving coordinated optimization of energy collection and vibration control under wide wind speed zones. The device includes a bridge main girder and further comprises: a windward array arranged on the windward side of the bridge main girder's leading edge; and a leeward array arranged on the leeward side of the bridge main girder's trailing edge. Both the windward and leeward arrays include several vibration energy collection components uniformly arranged along the length of the bridge main girder. The vibration energy collection components in the two arrays are staggered, and their inertial mass parameters are differentiated to ensure that the two arrays operate in different flow-induced vibration zones. The vibration energy collection components are used to collect energy from flow-induced vibrations and adaptively adjust the weights of energy collection and vibration control according to the vibration state. It is primarily used for vibration energy collection and control of bridge main girders.

Description

Technical Field

[0001] This invention belongs to the field of bridge vibration control, and in particular relates to a device and method for vibration energy collection and vibration control of bridge main beams. Background Technology

[0002] Long-span bridge main girders are prone to large-amplitude vibrations under wind or vehicle loads, affecting structural safety and user comfort. Traditional vibration control methods mainly rely on passive control devices such as tuned mass dampers (TMDs), which convert vibration energy into heat energy through damping dissipation, failing to achieve energy recovery and reuse.

[0003] In recent years, flow-induced vibration (FTROM)-based energy harvesting technology has been proposed for extracting electricity from wind energy. However, existing technologies suffer from the following drawbacks: Most existing self-powered vibration reduction technologies simply superimpose a TMD (Transmission Modulation) unit with an energy harvesting unit, without considering the inherent contradiction between the two in their physical mechanisms: energy harvesting efficiency increases with amplitude, requiring the system to maintain significant vibration; while vibration control aims to suppress structural amplitude, requiring energy-consuming devices to provide strong damping. This "simple combination" leads to a trade-off between energy harvesting and vibration suppression, making synergistic optimization impossible. Traditional TMDs are only effective in a narrow band around the tuning frequency, while the actual wind-induced vibration response of bridges exhibits broadband stochastic characteristics and a wide range of wind speed variations (from a few meters per second to tens of meters per second).

[0004] Existing energy harvesting devices based on vortex-induced vibration only operate efficiently within a specific vortex-induced resonance wind speed range, failing to cover the entire wind speed band during bridge operation. While some studies have proposed using additional small columns to disrupt the vortex structure on the main girder surface to reduce aerodynamic excitation, current technologies mostly employ fixed rigid columns or fixed guide vanes, which cannot adaptively adjust according to real-time wind conditions and the main girder's vibration state. Fixed columns may induce additional aerodynamic excitation at specific wind angles or speeds, even exacerbating the main girder's vibration; furthermore, the guiding angle of fixed guide vanes cannot be optimized, making it difficult to ensure effective interaction between the wake vortex and the main girder's boundary layer. Existing dual-sided array arrangements often employ a symmetrical, uniform distribution, failing to consider the fundamental differences in flow field characteristics between the leading edge (attached flow / separated flow region) and the trailing edge (wake / reattached flow region) of the bridge's main girder. Simple dual-sided arrangements fail to utilize the aerodynamic interference effects between the leading and trailing edge arrays and cannot achieve broadband coverage and multimodal vibration control. Summary of the Invention

[0005] In view of this, the present invention aims to propose a device and method for vibration energy collection and vibration control of bridge main beams, so as to solve the problem that the existing technology is difficult to achieve the coordinated optimization of energy collection and vibration control under wide wind speed belt coverage.

[0006] To achieve the above objectives, the present invention adopts the following technical solution: According to a first aspect of the present invention, a bridge main girder vibration energy collection and vibration control device is provided, comprising a bridge main girder, and further comprising: The windward array is arranged on the windward side of the leading edge of the main beam of the bridge; The leeward array is arranged on the leeward side of the rear edge of the main beam of the bridge. Both the windward and leeward arrays include several vibration energy collection components that are uniformly arranged along the length of the main beam of the bridge. The vibration energy collection components in the two arrays are arranged alternately and the inertial mass parameters are set differently so that the two arrays work in different flow-induced vibration zones. The vibration energy collection component is used to collect energy through flow-induced vibration and adaptively adjust the weights of energy collection and vibration control according to the vibration state.

[0007] Furthermore, the vibration energy collection component includes a flow-induced vibration section, a nonlinear elastic support section, an adaptive flow guide section, and a mechanical energy harvesting component. The flow-induced vibration section is used to generate flow-induced vibration under wind load. The nonlinear elastic support section connects the flow-induced vibration section to the main beam of the bridge and is used to transmit vibration and generate restoring force. The adaptive flow guide section is disposed between the flow-induced vibration section and the main beam of the bridge and is used to guide the flow field. The mechanical energy harvesting component converts the mechanical energy of the flow-induced vibration section into electrical energy and provides variable damping force.

[0008] Furthermore, the nonlinear elastic support has nonlinear stiffness characteristics, and the damping force of the mechanical energy harvesting component increases as the vibration amplitude of the flow-induced vibration component increases.

[0009] Furthermore, the restoring force of the nonlinear elastic support satisfies ,in Based on the fundamental linear stiffness, For nonlinear stiffness coefficients, The displacement of the flow-induced vibration part.

[0010] Furthermore, a dynamically adjustable aerodynamic gap is formed between the adaptive flow guide and the flow-induced vibration section, and the aerodynamic gap adaptively changes with the ratio of the incoming air velocity to the vibration velocity of the flow-induced vibration section.

[0011] Furthermore, the aerodynamic gap between the adaptive flow guide and the flow-induced vibration section dynamically changes within a range of 0.05 to 0.15 times the cross-sectional height of the bridge main beam; when the ratio of the incoming wind speed to the vibration speed of the flow-induced vibration section is less than a preset critical value, the adaptive flow guide guides the wake vortex of the flow-induced vibration section to the upper surface of the bridge main beam at an angle of 15 to 30 degrees.

[0012] Furthermore, the windward array operates in the galloping zone, and the leeward array operates in the vortex-induced vibration locking zone.

[0013] Furthermore, the inertial mass parameter is the ratio of the mass of the flow-induced vibration part to the characteristic mass of the fluid, the inertial mass parameter of the windward array is greater than 20, and the inertial mass parameter of the leeward array is less than 10.

[0014] Furthermore, the misalignment distance between the windward array and the leeward array is 0.25 to 0.5 times the wavelength of the characteristic vortex shedding in the main beam cross-section of the bridge.

[0015] According to a second aspect of the present invention, a method for using a bridge main girder vibration energy collection and vibration control device as described above is provided, comprising the following steps: Detect the incoming wind speed and the vibration amplitude of the bridge's main beam; When the incoming wind speed is lower than the preset wind speed threshold, the leeward array is mainly used to collect vortex-induced vibration energy. When the incoming wind speed is higher than the preset wind speed threshold, the windward array is mainly used to collect galloping energy. When the vibration amplitude of the main beam of the bridge exceeds the safety threshold, vibration control is prioritized to reduce energy harvesting efficiency in order to ensure structural safety.

[0016] Compared with the prior art, the beneficial effects of the present invention are: 1. This device adopts a staggered arrangement of the windward and leeward arrays in the spanwise direction, with differentiated inertial mass parameters. This allows the windward array to operate in the galloping zone and the leeward array to operate in the vortex-induced vibration locking zone. This arrangement utilizes the aerodynamic interference effect of the leeward flow-induced vibration section being located in the wake interference zone of the windward flow-induced vibration section, enabling the leeward column to maintain vibration over a wider wind speed range. At the same time, the control force generated by the leading and trailing edge arrays forms a phase difference in the spanwise direction, generating a distributed damping moment that effectively suppresses the torsional vibration of the main beam, forming a complementary working mode with a wide wind speed range.

[0017] 2. This device employs a nonlinear elastic support with hard spring nonlinear characteristics. Its restoring force includes both linear and cubic nonlinear terms, causing the amplitude-frequency response curve of the flow-induced vibration section to exhibit hard spring characteristics. This characteristic extends the effective operating frequency band from the narrow-band resonance of traditional linearly tuned mass dampers to a wide frequency range, enabling the system to adaptively cope with the wideband random characteristics of bridge wind vibration and maintain high efficiency under different wind speeds. Simultaneously, the nonlinear characteristics enable an amplitude-dependent frequency adjustment mechanism: when the main beam amplitude is small, the system operates in the linear region, primarily exhibiting energy harvesting mode; as the main beam amplitude increases, the nonlinear effect intensifies, and the system's natural frequency automatically deviates from the main beam resonance peak, avoiding lock-in. Furthermore, the nonlinear restoring force provides a stronger inertial reaction force, enhancing the vibration reduction effect.

[0018] 3. A dynamically adjustable aerodynamic gap is formed between the adaptive guide section and the flow-induced vibration section of this device. This gap adaptively changes with the ratio of the incoming wind speed to the column vibration velocity. When the main beam vibration intensifies, the adaptive guide section automatically oscillates under aerodynamic force, reducing the gap with the column, optimizing the injection angle of the wake vortex of the flow-induced vibration section onto the upper surface of the main beam, enhancing the interaction between the wake vortex and the boundary layer, inducing Kelvin-Helmholtz instability, forming a small-scale two-dimensional vortex structure, effectively disrupting the spanwise coherent large vortex structure on the main beam surface, and reducing the excitation of pulsating wind pressure from the source. This closed-loop adaptive mechanism of "vibration-feedback-flow field intervention" ensures that the intensity of flow field intervention is automatically adjusted according to the vibration level of the main beam, avoiding the negative aerodynamic effects that a fixed column may bring.

[0019] 4. The vibration energy collection component of this device is configured to adaptively adjust the equivalent damping according to the vibration amplitude of the column, with the damping force increasing as the vibration amplitude increases. This feature enables adaptive adjustment of the weights of energy harvesting and vibration control: when the vibration amplitude of the main beam is less than the safety threshold, the system's equivalent damping is small, the column maintains a large amplitude, and the energy harvesting mode is dominant; when the vibration amplitude of the main beam exceeds the safety threshold, the equivalent damping increases sharply, consuming a large amount of vibration energy, while the column generates a strong anti-phase inertial force through nonlinear elastic support, exhibiting an efficient vibration control mode. This mechanism of automatically adjusting the weights according to the structural response state overcomes the technical bias that "energy harvesting must sacrifice control effect" and achieves synergistic optimization of "vibration-based vibration control" and "energy recovery".

[0020] 5. The above-mentioned technical features are coupled with each other to form a nonlinear fluid-solid-electric multi-field collaborative working mechanism: In terms of flow field, the leading and trailing edge arrays and adaptive guides jointly intervene in the flow field around the main beam; in terms of solid dynamics, nonlinear supports provide amplitude-dependent restoring forces and inertial forces; in terms of electromechanical conversion, energy harvesting components provide amplitude-dependent damping forces; the coupling of the three fields enables the system to adaptively switch working modes within a wide wind speed range according to real-time wind conditions and the vibration state of the main beam, prioritizing structural safety while maximizing energy harvesting efficiency, thus solving the physical contradiction between vibration control and energy harvesting in traditional technologies. Attached Figure Description

[0021] The accompanying drawings, which form part of this invention, 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 schematic diagram of the structure of a bridge main beam vibration energy collection and vibration control device according to the present invention; Figure 2 This is a schematic diagram of the structure of the vibration energy collection component described in this invention.

[0022] 1. Main girder of the bridge; 2. Windward array; 3. Leeward array; 4. Flow-induced vibration unit; 5. Nonlinear elastic support unit; 6. Adaptive flow guide unit; 7. Mechanical energy harvesting component. 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. It should be noted that, unless otherwise specified, the embodiments and features in the embodiments of the present invention can be combined with each other, and the described embodiments are only some embodiments of the present invention, not all embodiments.

[0024] It should be noted that the descriptions of "left," "right," "left side," "right side," "upper part," "lower part," "top," and "bottom" in this invention are defined based on the orientation or positional relationships shown in the accompanying drawings. They are merely for the convenience of describing the invention and for simplifying the description, and do not indicate or imply that the described structure must be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the invention. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0025] In the description of this invention, unless otherwise expressly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal communication between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0026] like Figure 1 As shown, this embodiment provides a vibration energy collection and vibration control device for a bridge main girder, including a bridge main girder 1, a windward array 2, and a leeward array 3. This device, through a dual-array structure arranged at the front and rear edges of the bridge main girder 1, achieves the dual functions of vibration energy collection and vibration control within a wide wind speed range.

[0027] The main girder 1 of the bridge is the main load-bearing component of the bridge, specifically a single box girder, with a front windward side and a rear leeward side. The windward array 2 is arranged on the front windward side of the main girder 1, and the leeward array 3 is arranged on the rear leeward side of the main girder 1. Both the windward array 2 and the leeward array 3 include several vibration energy collection components evenly arranged along the length of the main girder 1. These vibration energy collection components are equally spaced in the longitudinal direction (length) of the main girder 1, forming an array-like arrangement.

[0028] The windward array 2 and the leeward array 3 are arranged in a staggered pattern along the span (cross-sectional direction of the bridge). Specifically, the vibration energy collection components in the leeward array 3 are located in the middle of two adjacent vibration energy collection components in the windward array 2, causing the vibration energy collection components at the front and rear edges to be staggered along the span. The staggered distance between the windward array 2 and the leeward array 3 is 0.25 to 0.5 times the characteristic vortex shedding wavelength of the main girder 1 section of the bridge. This staggered arrangement places the leeward array 3 within the wake interference zone of the windward array 2. Utilizing the aerodynamic interference effect between the front and rear edge arrays, the leeward array 3 maintains vibration over a wider wind speed range. Simultaneously, the control forces generated by the front and rear edge arrays create a phase difference along the span, generating distributed damping moments.

[0029] The inertial mass parameters of the windward array 2 and the leeward array 3 are differentiated. The inertial mass parameter is defined as the ratio of the mass of the flow-induced vibration section 4 to the characteristic mass of the fluid, where the characteristic mass of the fluid is the product of the air density and the square of the characteristic width of the flow-induced vibration section 4. The inertial mass parameter of the windward array 2 is greater than 20, while the inertial mass parameter of the leeward array 3 is less than 10. This differentiation allows the windward array 2 to operate in the galloping zone, utilizing the high amplitude characteristics of galloping to achieve large-scale energy harvesting, while the leeward array 3 operates in the vortex-induced vibration locking zone, mainly undertaking the function of precise vibration control, forming a complementary working mode across a wide wind speed range. The leading and trailing edge arrays are staggered in the spanwise direction, placing the leeward column within the wake interference zone of the windward column. This arrangement utilizes the aerodynamic interference effect, allowing the leeward column to maintain vibration over a wider wind speed range. Simultaneously, the control force generated by the leading and trailing edge arrays forms a phase difference in the spanwise direction, generating a distributed damping moment that effectively suppresses the torsional vibration of the main beam.

[0030] like Figure 2 As shown, each vibration energy collection component includes a flow-induced vibration section 4, a nonlinear elastic support section 5, an adaptive flow guide section 6, and a mechanical energy harvesting component 7. These four components work together to achieve the functions of flow-induced vibration energy harvesting and main beam vibration control.

[0031] The flow-induced vibration unit 4 is a bluff body structure, which can be a PLA plastic shell with an internal lightweight material, such as EPS foam, to generate flow-induced vibration under wind load. The cross-sectional shape of the flow-induced vibration unit 4 can be cylindrical, rectangular, D-shaped, or other non-circular cross-sections. Its specific cross-sectional shape and dimensions are determined based on the target operating wind speed range, energy harvesting requirements, and the aerodynamic characteristics of the bridge main girder 1. The mass of the flow-induced vibration unit 4 is configured according to the design requirements of the inertial mass parameters. The flow-induced vibration unit 4 in the windward array 2 has a larger mass, while the flow-induced vibration unit 4 in the leeward array 3 has a smaller mass.

[0032] The nonlinear elastic support 5 connects the flow-induced vibration unit 4 to the main bridge beam 1, and is used to transmit vibration and generate restoring force. The nonlinear elastic support 5 has nonlinear stiffness characteristics; the relationship between its restoring force and displacement includes linear and cubic nonlinear terms, satisfying the following constitutive relation: ; in Based on the fundamental linear stiffness, For nonlinear stiffness coefficients, This refers to the displacement of the flow-induced vibration unit 4 relative to the main beam 1 of the bridge. This is achieved by adjusting... and The specific ratio of the components results in the amplitude-frequency response curve of the flow-induced vibration unit 4 exhibiting a hard spring characteristic (i.e., the resonance peak tilts to the right), thereby extending the effective operating frequency band from the narrow-band resonance (typically ±5% of the tuning frequency) of a traditional linearly tuned mass damper to a wideband frequency range (±20% or more of the tuning frequency). This nonlinear characteristic enables the system to adaptively cope with the broadband random characteristics of bridge wind vibration, maintaining high efficiency under different wind speeds.

[0033] Meanwhile, the nonlinear stiffness design realizes an amplitude-dependent frequency adjustment mechanism: when the main beam amplitude is small (light wind or daily operation), the system works in the linear region, mainly exhibiting energy harvesting mode; when the main beam amplitude increases (strong wind or extreme conditions), the nonlinear effect is enhanced, the system's natural frequency automatically deviates from the main beam resonance peak, avoiding the locking phenomenon, and at the same time, it provides a stronger inertial reaction force through nonlinear restoring force, enhancing the vibration reduction effect.

[0034] An adaptive flow guide 6 is disposed between the flow-induced vibration section 4 and the main bridge beam 1, forming a dynamically adjustable aerodynamic gap with the flow-induced vibration section 4. Specifically, the adaptive flow guide 6 is a baffle component, which is connected to the surface of the main bridge beam 1 by an elastic hinge, so that the adaptive flow guide 6 can swing relative to the main bridge beam 1 under the action of aerodynamic force.

[0035] The aerodynamic gap between the adaptive guide section 6 and the flow-induced vibration section 4 adaptively changes with the ratio of the incoming wind speed to the vibration velocity of the flow-induced vibration section 4. The adaptive guide section 6 can be made of materials such as stainless steel or aluminum alloy. This aerodynamic gap dynamically varies within the range of 0.05 to 0.15 times the cross-sectional height of the main bridge girder 1, with the lower limit of 0.05 times the cross-sectional height being the minimum gap δ. min The maximum clearance δ is 0.15 times the cross-sectional height. max .

[0036] The adaptive flow guide 6 and the flow-induced vibration unit 4 constitute an aeroelastic coupling system. The adaptive flow guide 6 is installed via an elastic hinge, rather than a simple fixed flow guide vane. Instead, it adapts to the incoming airflow velocity U and the column vibration velocity. ratio Dynamically adjust the aerodynamic clearance between the column and the column. When the main beam vibration intensifies (manifested as the vibration velocity of the flow-induced vibration section 4), Increase When the vibration level decreases, the adaptive guide section 6 automatically oscillates under aerodynamic force, reducing the gap with the flow-induced vibration section 4 and optimizing the injection angle (15°-30°) of the wake vortex of the flow-induced vibration section 4 onto the upper surface of the main beam. This enhances the interaction between the wake vortex and the boundary layer, inducing a strong Kelvin-Helmholtz (KH) instability phenomenon and forming a small-scale two-dimensional vortex structure. This effectively disrupts the spanwise coherent large vortex structure on the surface of the main beam, reducing the excitation of pulsating wind pressure from the source. This closed-loop adaptive mechanism of "vibration-feedback-flow field intervention" ensures that the intensity of flow field intervention is automatically adjusted according to the vibration level of the main beam, avoiding the negative aerodynamic effects that a fixed column may bring.

[0037] The mechanical energy harvesting component 7 is mechanically coupled to the flow-induced vibration part 4 and / or the nonlinear elastic support part 5 to convert the mechanical energy of the flow-induced vibration part 4 into electrical energy and to provide a damping force that varies with the vibration amplitude.

[0038] The damping force of the mechanical energy harvesting component 7 increases with the increase of the vibration amplitude of the flow-induced vibration unit 4. A nonlinear conversion mechanism is adopted, and its equivalent damping coefficient is... As the amplitude increases nonlinearly, the weights for energy harvesting and vibration control are adaptively adjusted, whereby... Based on the basic damping coefficient, The nonlinear damping coefficient is... The vibration amplitude of the flow-induced vibration unit 4 is defined as follows: When the vibration amplitude of the main bridge beam 1 is less than the safety threshold, the system's equivalent damping is small, the flow-induced vibration unit 4 maintains a large amplitude, and the mechanical energy harvesting component 7 efficiently captures wind energy. When the vibration amplitude of the main bridge beam 1 exceeds the safety threshold, the system's equivalent damping increases sharply, consuming a large amount of vibration energy. Simultaneously, the flow-induced vibration unit 4 generates a strong anti-phase inertial force through the nonlinear elastic support unit 5, exhibiting a highly efficient tuned mass damper (TMD) control mode to suppress the vibration of the main bridge beam 1. The mechanical energy harvesting component 7 can convert the mechanical motion of the swaying vibration into rotational motion, and then connect to a generator to complete the output of electrical energy. Appropriate existing energy harvesting components can be selected based on actual conditions, and the corresponding electrical energy storage method and specific connection method should be rationally selected according to actual circumstances.

[0039] In use, the vibration energy collection component arrays arranged at the front and rear edges of the main beam 1 of the bridge are used to sense the incoming wind conditions and the vibration state of the main beam 1 of the bridge in real time.

[0040] When the incoming wind speed is low, the low inertial mass parameter flow-induced vibration part 4 of the leeward array 3 undergoes vortex-induced vibration, which is converted into energy through the mechanical energy harvesting component 7, and at the same time generates a small control force for fine adjustment; the high inertial mass parameter flow-induced vibration part 4 of the windward array 2 has not yet been activated and does not affect the aerodynamic characteristics of the main beam 1 of the bridge.

[0041] When the incoming wind speed increases to the critical speed of galloping, the flow-induced vibration section 4 of the windward array 2 enters a high-amplitude galloping state, collecting a large amount of wind energy. At the same time, the tail vortex generated by the vibration of the flow-induced vibration section 4 is injected into the boundary layer on the upper surface of the main beam 1 of the bridge at an angle of 15 to 30 degrees under the guidance of the adaptive flow guide section 6, inducing the Kelvin-Helmholtz instability phenomenon, destroying the spanwise coherent vortex structure, and reducing aerodynamic excitation.

[0042] When the main girder 1 of the bridge experiences significant vibration due to extreme wind loads or vehicle loads, the increased amplitude of the flow-induced vibration section 4 triggers a nonlinear effect: the nonlinear elastic support section 5 provides additional restoring and inertial forces, while the mechanical energy harvesting component 7 provides strong damping. Together, they rapidly dissipate vibration energy and suppress the amplitude of the main girder 1. At this point, although the energy harvesting efficiency decreases due to the limited amplitude, structural safety is prioritized.

[0043] When the vehicle's dynamic load acts on the main girder 1 of the bridge, inducing vehicle-bridge coupled vibration, the mechanical vibration of the main girder 1 is transmitted to the flow-induced vibration unit 4 through the nonlinear elastic support 5. This excites the flow-induced vibration unit 4 to generate forced vibration that is opposite in phase to the vibration of the main girder 1. While driving the mechanical energy harvesting component 7 to collect the vehicle-bridge vibration energy, an inertial control force is generated based on the tuned mass damper mechanism to consume and suppress the vehicle-bridge coupled vibration energy. The vibration energy collection component array distributed at the front and rear edges of the main girder provides distributed tuned damping for different orders of vibration modes, through precise parameter matching between the stiffness of the elastic support component and the mass of the column (…). ), stiffness of elastic support components It is necessary to consider the natural frequency of the main beam vibration of the single box girder. Mass of column vibration component This will determine and achieve broadband suppression of vehicle-axle coupled vibration and improve driving comfort.

[0044] This embodiment achieves adaptive weight adjustment of energy harvesting and vibration control through the synergistic effect of the nonlinear stiffness characteristics of the nonlinear elastic support 5 and the amplitude-dependent damping characteristics of the mechanical energy harvesting component 7.

[0045] In the low amplitude mode, the nonlinear elastic support 5 operates in the linear region, the system has relatively small equivalent damping, the flow-induced vibration part 4 maintains a large amplitude, and the mechanical energy harvesting part 7 captures wind energy with high efficiency. The system mainly exhibits the energy harvesting mode.

[0046] In the high-amplitude mode, the nonlinear effect of the nonlinear elastic support 5 is enhanced, and the system's natural frequency automatically deviates from the resonance peak of the main girder 1 of the bridge, avoiding locking. At the same time, it provides a stronger inertial reaction force through nonlinear restoring force. The equivalent damping of the mechanical energy harvesting component 7 increases sharply, consuming a large amount of vibration energy. The synergistic effect of the two results in a highly efficient vibration control mode, prioritizing structural safety.

[0047] This mechanism, which automatically adjusts weights based on the structural response state, achieves synergistic optimization of "vibration control" and "energy recovery," overcoming the physical contradiction between energy harvesting and vibration control in traditional technologies.

[0048] A method using the above-mentioned device, which utilizes an array of vibration energy collection components arranged at the front and rear edges of the main beam of a single box girder to sense the incoming airflow conditions and the vibration state of the main beam in real time, specifically includes the following steps: Step 1: Detect the incoming airflow velocity and the vibration amplitude of the main beam. By sensing the incoming wind conditions and the vibration state of the main beam through a vibration energy collection component array, the incoming wind speed data and the vibration response data of the main beam are obtained.

[0049] Step 2: Low Wind Speed ​​Energy Harvesting Mode When the incoming wind speed is low, the low mass ratio flow-induced vibration section 4 on the leeward side undergoes vortex-induced vibration, which is converted into energy by the mechanical energy harvesting component 7, and at the same time generates a small control force for fine adjustment; the high mass ratio flow-induced vibration section 4 on the windward side has not yet started, and does not affect the aerodynamic characteristics of the main beam.

[0050] Step 3: High-Wind-Speed ​​Energy Harvesting and Flow Field Intervention Mode When the incoming wind speed increases to the critical speed of galloping, the flow-induced vibration section 4 on the windward side enters a high-amplitude galloping state and collects a large amount of wind energy. At the same time, the wake vortex generated by the vibration of the flow-induced vibration section 4 is injected into the boundary layer on the upper surface of the main beam at an optimized angle under the guidance of the adaptive guide baffle, inducing KH instability, destroying the spanwise large vortex, and reducing aerodynamic excitation.

[0051] Step 4: High-amplitude vibration control priority mode When the main beam vibrates significantly due to extreme wind loads or vehicle loads, the increased amplitude of the flow-induced vibration section 4 triggers a nonlinear effect: the nonlinear elastic support section 5 provides additional restoring and inertial forces, while the mechanical energy harvesting component 7 provides strong damping. Together, they rapidly dissipate vibration energy and suppress the main beam's amplitude. At this point, although the energy harvesting efficiency decreases due to amplitude limitations, structural safety is prioritized.

[0052] The above steps are based on the vibration energy collection and vibration control workflow. Through the amplitude-dependent frequency adjustment mechanism of the nonlinear elastic support and the amplitude-dependent damping characteristics of the mechanical energy collection component, adaptive weight adjustment of energy collection and vibration control is achieved.

[0053] The embodiments of the present invention disclosed above are merely illustrative of the invention. These embodiments do not exhaustively describe all details, nor do they limit the invention to the specific implementations described. Many modifications and variations can be made based on the content of this specification. This specification selects and specifically describes these embodiments to better explain the principles and practical applications of the invention, thereby enabling those skilled in the art to better understand and utilize the invention.

Claims

1. A bridge girder vibration energy harvesting and vibration control device, provided with a bridge girder (1), characterized in that, Also includes: Windward array (2) is arranged on the windward side of the front edge of the main beam (1) of the bridge; The leeward array (3) is arranged on the leeward side of the rear edge of the main beam (1) of the bridge. The windward array (2) and the leeward array (3) each include a number of vibration energy collection components evenly arranged along the length of the main beam (1) of the bridge. The vibration energy collection components in the two arrays are arranged alternately and the inertial mass parameters are set differently so that the two arrays work in different flow-induced vibration zones. The vibration energy collection component is used to collect energy through flow-induced vibration and adaptively adjust the weights of energy collection and vibration control according to the vibration state.

2. A bridge girder vibration harvesting and vibration control device according to claim 1, characterised in that: The vibration energy collection component includes a flow-induced vibration section (4), a nonlinear elastic support section (5), an adaptive flow guide section (6), and a mechanical energy harvesting component (7). The flow-induced vibration section (4) is used to generate flow-induced vibration under wind load. The nonlinear elastic support section (5) connects the flow-induced vibration section (4) and the main beam of the bridge (1) to transmit vibration and generate restoring force. The adaptive flow guide section (6) is disposed between the flow-induced vibration section (4) and the main beam of the bridge (1) to guide the flow field. The mechanical energy harvesting component (7) converts the mechanical energy of the flow-induced vibration section (4) into electrical energy and provides variable damping force.

3. The bridge main beam vibration energy collection and vibration control device according to claim 2, characterized in that: The nonlinear elastic support (5) has nonlinear stiffness characteristics, and the damping force of the mechanical energy harvesting component (7) increases as the vibration amplitude of the flow-induced vibration component (4) increases.

4. The bridge main beam vibration energy collection and vibration control device according to claim 3, characterized in that: The restoring force of the nonlinear elastic support (5) satisfies ,in Based on the fundamental linear stiffness, For nonlinear stiffness coefficients, The displacement of the flow-induced vibration part (4) is determined.

5. A bridge main beam vibration energy collection and vibration control device according to claim 2, characterized in that: A dynamically adjustable aerodynamic gap is formed between the adaptive flow guide (6) and the flow-induced vibration section (4), and the aerodynamic gap adapts to the ratio of the incoming flow velocity to the vibration velocity of the flow-induced vibration section (4).

6. The bridge main beam vibration energy collection and vibration control device according to claim 5, characterized in that: The aerodynamic gap between the adaptive flow guide (6) and the flow-induced vibration section (4) dynamically changes within a range of 0.05 to 0.15 times the cross-sectional height of the main beam (1) of the bridge. When the ratio of the incoming wind speed to the vibration speed of the flow-induced vibration section (4) is less than a preset critical value, the adaptive flow guide (6) guides the tail vortex of the flow-induced vibration section (4) to the upper surface of the main beam (1) of the bridge at an angle of 15 to 30 degrees.

7. The vibration energy collection and vibration control device for a bridge main girder according to claim 1, characterized in that: The windward array (2) operates in the galloping zone, and the leeward array (3) operates in the vortex-induced vibration locking zone.

8. The vibration energy collection and vibration control device for a bridge main girder according to claim 1, characterized in that: The inertial mass parameter is the ratio of the mass of the flow-induced vibration part (4) to the characteristic mass of the fluid. The inertial mass parameter of the windward array (2) is greater than 20, and the inertial mass parameter of the leeward array (3) is less than 10.

9. A vibration energy collection and vibration control device for a bridge main girder according to claim 1, characterized in that: The misalignment distance between the windward array (2) and the leeward array (3) is 0.25 to 0.5 times the wavelength of the characteristic vortex shedding of the main beam (1) of the bridge.

10. A method for using a bridge main girder vibration energy collection and vibration control device as described in any one of claims 1-9, characterized in that, Includes the following steps: Detect the incoming wind speed and the vibration amplitude of the main beam of the bridge (1); When the incoming wind speed is lower than the preset wind speed threshold, the leeward array (3) is mainly used to collect vortex-induced vibration energy. When the incoming wind speed is higher than the preset wind speed threshold, the windward array (2) is mainly used to collect galloping energy. When the vibration amplitude of the main beam (1) of the bridge exceeds the safety threshold, vibration control is prioritized to reduce energy harvesting efficiency in order to ensure structural safety.

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