A one-way friction energy dissipation device for controlling the flutter of long-span bridges

Abstract

The present invention belongs to the technical field of wind-induced vibration control of bridges, and provides a one-way friction energy dissipation device for controlling the flutter of large-span bridges. The device is quickly installed before the arrival of extremely strong winds, which can temporarily and significantly improve the flutter safety of the bridge, reduce its own wind-resistant design requirements, and significantly reduce the project cost. After the strong wind, it can be easily disassembled without affecting the beauty of the bridge or interfering with navigation under the bridge. The use of one-way bearings greatly reduces the weight, transportation, loading and unloading, and storage costs of the counterweight. The device can adapt to any static wind displacement, has good robustness, is safe and reliable, economical, fast, efficient and practical, and can be shared by multiple bridges at different times, greatly reducing its own and storage costs. The device can also be used for long-term vibration control of large marine structures such as floating offshore platforms, floating wind turbines, and temporarily docked ships under the combined action of wind and waves, and wind vibration control of gentle photovoltaic structures.

Description

Technical Field

[0001] The invention belongs to the technical field of wind-induced vibration control of bridges, and in particular relates to a unidirectional friction energy dissipation device for controlling flutter of long-span bridges. Background Art

[0002] Long-span bridges are delicate structures. Strong winds can cause single-degree-of-freedom torsional or flexural-torsional coupled flutter instability, leading to severe vibration and even collapse. Given the significant hazards of bridge flutter, appropriate measures must be taken to ensure bridge flutter safety. Bridge flutter control or flutter performance improvement measures can be categorized into three categories: structural, aerodynamic, and mechanical.

[0003] Structural measures can improve flutter stability by increasing the overall stiffness of the bridge or by increasing the mass and mass moment of inertia of the main beam. However, these methods typically require a significant increase in material usage, significantly increasing project costs. Furthermore, implementing these measures on existing bridges is extremely difficult. Therefore, in actual projects, they are typically used only as auxiliary measures during the design phase, rather than as a preferred option for flutter control.

[0004] Aerodynamic measures improve flutter stability by optimizing the cross-sectional shape of the bridge main beam (for example, adding wind nozzles, central stabilizers, guide plates, or central slots) to improve the airflow around the characteristics. Such measures are often adopted during the design phase of long-span bridges. However, some measures (wind nozzles, central slots) are usually accompanied by very high engineering costs, and for ultra-long span bridges under certain special conditions, relying solely on aerodynamic measures may not be able to meet the flutter protection requirements. In addition, some aerodynamic optimization solutions (such as central slots in the main beam) may cause new or more serious vortex vibration problems, increasing the vibration risk of the bridge.

[0005] Mechanical measures involve increasing the damping of bridge systems by adding viscous dampers, friction dampers, tuned mass dampers, and other devices. However, existing mechanical measures have limited potential for improving torsional modal damping in bridge systems and thus flutter control. These bridge flutter control or flutter performance enhancement measures are permanent; once implemented, they are typically not significantly altered during the bridge's service life.

[0006] In reality, to ensure sufficient wind safety for long-span bridges, current flutter protection standards are conservative. Therefore, flutter test wind speeds and critical flutter wind speeds are typically very high (for example, exceeding 60m / s or even 80m / s). Obviously, such extreme strong winds are extremely rare. Furthermore, the likelihood and approximate time of such extreme strong winds can be predicted several days in advance using meteorological data, providing a window of opportunity for implementing appropriate prevention and control measures.

[0007] Long-span bridges are typically designed for wind load-controlled structures, and the determination of wind load standards directly impacts project plans and investment. Therefore, if the flutter test wind speed and critical flutter wind speed for long-span bridges can be appropriately lowered based on current standards (for example, by 10 m / s or even 20 m / s), and if safe, reliable, rapid (installation completed within 24 hours), and economical (millions of yuan) prevention and control measures can be implemented before the onset of potentially extreme wind speeds, temporarily increasing the bridge's critical flutter wind speed by 20 m / s, this would not only ensure the bridge's wind resistance but also significantly reduce its construction costs. For example, the investment in a suspension bridge with a main span of 2,000 meters can reach tens of billions of yuan. Reducing the critical flutter wind speed requirement by 20 m / s could potentially save over a billion yuan.

[0008] Based on the above situation, the present invention proposes a one-way friction energy dissipation device that can be quickly installed on both sides of the main beam of a large-span bridge before the arrival of extremely strong winds, thereby temporarily and significantly increasing the bridge's critical flutter wind speed and ensuring the bridge's wind-resistant safety. The device is safe, reliable, economical, fast, efficient and practical. Summary of the Invention

[0009] This invention proposes a unidirectional friction energy dissipation device for controlling the flutter of long-span bridges. The upper end of the device is fixed to the bottom plate of the bridge's main beam via a dedicated connecting member, and the lower end is anchored to the ground beneath the bridge via anchor cables. Bridge flutter primarily manifests as torsional vibration or bending-torsion coupled vibration of the main beam. During flutter, the displacement on either side of the main beam is greatest. Therefore, to more efficiently dissipate the bridge's mechanical energy, the friction energy dissipation devices are symmetrically mounted on either side of the main beam. When one side of the main beam moves upward, the high-strength rope on that side tightens, driving the friction key in the friction energy dissipation device on that side to rotate. This generates friction between the friction plate and the device, both preventing the main beam from moving upward and acting as a limiter. Furthermore, it dissipates the vibration energy of the main beam, suppressing its vibration. When the main beam on that side moves downward, the tension in the high-strength rope on that side rapidly decreases, causing the friction key to stop rotating and eliminating friction between the friction plate and the device. The counterweight then causes the friction energy dissipation device on that side to reverse direction and reset, ensuring proper damping during subsequent upward movement of the main beam on that side.

[0010] The technical solution of the present invention:

[0011] A one-way friction energy dissipation device for controlling the flutter of a long-span bridge. The one-way friction energy dissipation device is symmetrically arranged on both sides of the main beam of the bridge, and multiple groups are arranged along multiple sections along the bridge as needed; the one-way friction energy dissipation device includes a support 1, a two-way bearing 2, a rotating shaft 3, a one-way bearing 4, a friction key 5, a friction plate 6, a tension spring 7, a first transmission belt 8, a counterweight 9, a second transmission belt 10, an anchor cable 11 and a connecting member 12; there are two supports 1, which are symmetrically arranged and connected to the bottom plate of the main beam through the connecting member 12; the two ends of the two-way bearing 2 are correspondingly embedded and fixed in the circular holes of the two supports 1; the two ends of the rotating shaft 3 pass through the two two-way bearings 2; the rotating shaft 3 is installed There is one or more one-way bearings 4, and the inner ring of the one-way bearing 4 is fixed on the rotating shaft 3; the friction key 5 is fixed on the outer ring of the one-way bearing 4, and is arranged adjacent to the friction plate 6; the friction plate 6 is sleeved on the rotating shaft 3, and by tensioning the tension spring 7, the two friction plates 6 are pressed against the two ends of the friction key 5, and the friction key 5 is connected to the bottom plate of the main beam through the connecting member 12; the first transmission belt 8 is wound on the rotating shaft 3, one end of which is fixed to it, and the other end is hung with a counterweight 9; the second transmission belt 10 is wound on the rotating shaft 3, one end of which is fixed to it, and the other end is connected to the anchor cable 11; the winding directions of the first transmission belt 8 and the second transmission belt 10 are opposite; the anchor cable 11 is fixed to the ground foundation under the bridge.

[0012] The aforementioned unidirectional friction energy dissipation devices are typically deployed in the longitudinal direction of the bridge at midspan or near two quarter sections, corresponding to the maximum displacements of the first-order symmetric torsional mode and the first-order antisymmetric torsional mode, respectively. The specific placement is determined by the torsional mode with the lower critical flutter wind speed. Furthermore, to avoid excessive concentrated loads or excessively high strength requirements for individual foundations and main beam suspension points, multiple groups of friction energy dissipation devices can be deployed as needed along multiple sections along the longitudinal direction of the bridge, thereby distributing the load and preventing excessive local deformation.

[0013] After the one-way friction energy dissipation device is installed in place, when the bridge is stationary in the absence of wind, the anchor cable 11 is put in a tensioned state through pre-tensioning. The maximum tension of the anchor cable 11 in the working state is related to factors such as its own weight, the weight of the counterweight block 9, the friction coefficient between the inner and outer rings of the two-way bearing 2, and the pressure and friction coefficient between the friction key 5 and the friction plate 6.

[0014] Under the action of rare strong winds, the main beam of the bridge will usually produce very large static wind displacement, including lateral displacement, vertical displacement and torsional displacement. When the support 1 is away from the ground anchor point, the tension of the anchor cable 11 increases. When the displacement of the support 1 is small, the tension of the anchor cable 11 is not enough to overcome the friction threshold set by the friction energy dissipation device, resulting in the anchor cable 11 and the second transmission belt 10 being stretched, but the shaft 3 does not rotate, and the device does not produce energy dissipation. At this time, the friction energy dissipation device plays a role of constraint and limitation. When the tension of the anchor cable 11 is large enough, the second transmission belt 10 drives the shaft 3 to rotate in the forward direction (such as Figure 1The outer ring of the one-way bearing 4 rotates together, generating friction between the friction key 5 and the friction plate 6, thereby effectively suppressing bridge vibration.

[0015] When the support 1 approaches the anchor point, the tension of the anchor cable 11 and the second transmission belt 10 becomes smaller. When the tension is reduced to a certain extent, the counterweight block 9 drives the rotating shaft 3 to rotate in the opposite direction together with the first transmission belt 8 under the action of its own weight ( Figure 1 In the direction indicated by the dotted arrow). At this time, the inner ring of the one-way bearing 4 rotates in the opposite direction with the rotating shaft 3, and the outer ring remains stationary. The one-way bearing 4 idles and does not drive the friction key 5 to rotate, so no friction is generated, ensuring that the friction energy dissipation device can be quickly reset, thereby ensuring that the friction energy dissipation device can provide damping normally when the subsequent support 1 is away from the ground anchor point. There is basically no friction when the one-way bearing 4 rotates in the opposite direction, so the gravity requirement of the counterweight 9 can be greatly reduced. If the one-way bearing 4 is replaced with a bidirectional friction bearing, that is, both forward and reverse rotations can drive the friction key 5 to rotate, then the counterweight 9 needs to have a large enough mass to offset the friction and drive the bearing 4 to reverse. Therefore, the advantages of this device over the bidirectional friction bearing solution include: (1) lower material cost of the counterweight 9; (2) lower transportation cost; (3) lower loading and unloading cost; (4) lower load requirements for the support 1, bidirectional bearing 2, rotating shaft 3, first transmission belt 8, connecting member 12 and beam bottom.

[0016] For the case where the bridge only experiences static wind displacement but no flutter, the friction energy dissipation device may have the following three working states: (1) The supports 1 on both sides of the main beam are far away from their anchor points (lateral static wind displacement and upward vertical static wind displacement may cause this state). At this time, the anchor cables 11 on both sides can play a certain restraining and limiting role; the greater the friction force, the stronger the limiting ability, which helps to improve the static wind stability of the bridge; (2) The supports 1 on both sides of the main beam are close to their anchor points (downward vertical static wind displacement may cause (This state), under the action of the counterweight 9, the stress state of the anchor cable 11 will be basically the same as before the static wind displacement occurs, and no relaxation will occur, so it will not affect the subsequent control of bridge vibration; (3) The support 1 on one side of the main beam is close to its anchor point, while the support 1 on the other side is far away from its anchor point (lateral, vertical or torsional static wind displacement may jointly lead to this state). At this time, the anchor cable 11 on one side can play a certain restraining and limiting role, and the stress state of the anchor cable 11 on the other side will be basically the same as before the static wind displacement occurs. In summary, in addition to the second state, the device can also reduce the static wind displacement to a certain extent and increase the static wind instability wind speed. When the friction force is large, the effect of improving the static wind stability is more significant. In fact, for the second state, the stiffness of the large-span cable-supported bridge increases when the downward displacement occurs. Under normal circumstances, this stress state is beneficial to both static wind stability and flutter stability.

[0017] Based on static wind displacement, when a bridge experiences flutter dynamic displacement, its force, motion, and energy dissipation characteristics are similar to those during static wind displacement from no wind to wind. This dynamic displacement cycle continuously reciprocates, with support 1 repeatedly moving away from and toward its anchor point, achieving continuous energy dissipation and stable control.

[0018] If the anchor cable 11 is directly anchored to the main beam, it will not be feasible due to the following problems: (1) When the main beam undergoes a large vertical static wind displacement downward, the anchor cable 11 loses its restraining effect on the main beam and cannot provide effective support, resulting in direct failure of the anchor cable 11; (2) When the main beam undergoes a large lateral static wind displacement and an upward vertical static wind displacement, the anchor cable 11 may be subjected to a huge tensile force, which may directly cause the main beam to be damaged, or may cause damage to the anchor cable or the main beam and the upper and lower anchor points on the ground. The direct failure of the anchor cable 11 poses a major threat to the safety and stability of the bridge structure.

[0019] In contrast, the frictional energy dissipation device of the present invention can precisely design its friction and the maximum tension of the cable, ensuring that the strength and rigidity of each component are optimally configured while fully considering the safety factor. This design can accommodate very large static wind displacements, significantly reducing uncertainty while improving the economy and safety of the system.

[0020] The support 1 should have sufficient strength, rigidity and durability, and the size, form, material and quantity are not limited.

[0021] The bidirectional bearing 2 should have sufficient strength, rigidity, durability and a small friction coefficient. The outer ring diameter matches the inner diameter of the circular hole at the lower end of the support 1, and the inner ring diameter matches the diameter of the rotating shaft 3. The material and quantity are not limited.

[0022] The rotating shaft 3 should possess sufficient strength, rigidity, and durability. The material of the shaft is not limited. Its diameter should be optimized for the specific application and can be made into a variable diameter (the specific form is not limited). This allows for greater friction with greater rotational displacement, better meeting the wind resistance requirements of the project. The rotating shaft 3 is oriented axially along the longitudinal direction of the bridge, rather than transversely, to better accommodate large lateral displacements of the main girder. The anchor cables 11 generate essentially no horizontal force along the axis of the rotating shaft 3.

[0023] The one-way bearing 4 should have sufficient strength, rigidity, durability and a small friction coefficient. Forward rotation drives the friction key 5 to rotate and generate friction; when reverse rotation occurs, idling occurs, the friction key 5 stops, and no friction is generated.

[0024] The friction key 5 and friction plate 6 should have excellent wear resistance, pressure resistance and high friction coefficient, and their size, form, material and quantity are not limited.

[0025] The friction plate 6 should have excellent wear resistance, pressure resistance and high friction coefficient, and its size, form, material and quantity are not limited.

[0026] The tension spring 7 should possess sufficient strength, rigidity, and durability, and possess a certain amount of pre-tension. Its size, form, material, and quantity can be flexibly selected based on project requirements. During use, as the friction key 5 and friction plate 6 inevitably become thinner due to wear, the pre-tension of the tension spring 7 ensures that the friction key 5 and friction plate 6 maintain reliable, tight contact, thereby ensuring that the device continues to provide effective friction and energy dissipation performance.

[0027] The first and second transmission belts 8, 10 should have sufficient strength, rigidity, and durability. Flexible components such as steel wire rope, ultra-high molecular weight polyethylene fiber, and steel chain may be used. They should have sufficient winding length to ensure that when the main beam experiences significant static wind displacement, vibration can still be reliably transmitted between the transmission belts and the rotating shaft 3, thereby effectively consuming energy and suppressing vibration. The winding diameters of the first and second transmission belts 8, 10 around the rotating shaft 3 may be the same or different. If the winding diameter of the first transmission belt 8 is relatively large, the required counterweight 9 will be smaller, and the greater the movement displacement, the longer the first transmission belt 8 will need to be.

[0028] The counterweight 9 should be of appropriate mass to ensure that the anchor cable 11 remains tensioned as the support 1 approaches the anchor point. Excessive mass increases material and transportation costs, while also placing a strain on the device's components and main beam. Low-cost materials such as reinforced concrete blocks or water tanks are commonly used.

[0029] The anchor cable 11 should have sufficient strength and rigidity, and can be made of high-strength, high-rigidity finished cables such as parallel steel wires, steel cables, and fiber ropes to ensure that its elongation under tension is as small as possible. Its area is controlled by the rigidity requirement.

[0030] The foundation for the anchor cable 11 can be an embedded foundation (permanent or similar to a temporary anchor) or a gravity foundation, ensuring it can reliably withstand vertical tension. Furthermore, when the main beam experiences significant lateral static wind displacement, the foundation will also be subject to significant horizontal loads, so it must have sufficient horizontal load-bearing capacity.

[0031] The connecting member 12 should possess sufficient strength, rigidity, and durability to provide reliable support for the support 1 and friction plate 6, ensuring that the support 1 and friction plate 6 do not rotate when the rotating shaft 3 and friction key 5 rotate. The specific form of the connecting member 12 is not limited. The support 1, bidirectional bearing 2, rotating shaft 3, one-way bearing 4, friction key 5, friction plate 6, tension spring 7, first transmission belt 8, and second transmission belt 10 can be assembled in a factory and then transported to the bridge. The pre-assembled system can be hoisted as a whole, quickly and conveniently installed on the connecting member 12, and then easily disassembled.

[0032] The static friction between the friction key 5 and the friction plate 6 needs to be properly controlled to achieve a balance between energy dissipation, structural safety, and the bearing capacity of the anchoring system. If the static friction is too large, the anchor cable 11 will experience a large amount of stretching before the rotating shaft 3 rotates, causing the anchor cable 11 to generate high cable force, thereby increasing the strength and pull-out requirements for the anchor point and related components; at the same time, under the displacement of the equal support 1 relative to the anchor point, the rotational displacement of the rotating shaft 3 will decrease, the energy dissipation distance will be shortened, and the utilization efficiency of the device will be reduced. If the static friction is too small, the friction energy dissipation capacity will be insufficient, and the vibration of the bridge cannot be effectively suppressed. Therefore, it is necessary to comprehensively consider factors such as energy efficiency, structural safety, and the bearing capacity of the anchoring system to systematically optimize the friction.

[0033] The function of support 1 and bidirectional bearing 2 is to provide vertical support for shaft 3. To further simplify the device design, support 1 and bidirectional bearing 2 are omitted, and vertical support for shaft 3 is provided directly by friction plate 6. In this case, the thickness of friction plate 6 should be appropriately increased, and the inner wall of its circular hole should be as smooth as possible to reduce friction with shaft 3 (when rotating in the opposite direction).

[0034] The one-way bearing 4 can also be replaced with a two-way friction bearing, in which case the mass of the counterweight 9 needs to be greatly improved.

[0035] The one-way friction energy dissipation device can be used for long-term vibration control of large marine structures such as floating offshore platforms and floating wind turbines, and temporarily docked ships under the combined action of wind and waves, as well as wind vibration control of gentle photovoltaic structures.

[0036] The beneficial effects of the present invention are as follows: (1) The device can be quickly installed before the arrival of extremely strong winds, temporarily and significantly improving the flutter safety of the bridge; after the strong wind passes, it can be easily disassembled or folded up without affecting the beauty of the bridge or interfering with navigation under the bridge. (2) The device has a certain limiting function, which can effectively reduce the static wind displacement of the bridge and increase the critical wind speed of the static wind instability of the bridge. (3) The friction force of the device is stable and controllable, easy to design, and the friction threshold can be adjusted within a suitable range as needed. It can maintain good energy consumption and reliability under different wind field environments, and does not require a too high safety factor for the strength of all components, so it has good economy. (4) The device can significantly reduce the wind resistance design requirements of the bridge itself, thereby significantly reducing the project cost. (5) The device is small in size, light in weight, compact in structure, low in cost, high in energy consumption, and easy to install and maintain. (6) The device is only used temporarily for a short period of time (generally no more than 5 days from transportation and installation to disassembly and return to its original position), and it is not necessary and allowed to be installed on the bridge for a long time. Therefore, it can be provided for temporary rental for different bridges, shared in different periods, and the transportation and loading and unloading costs are mainly charged. (7) The device can also be used in the long term for vibration control of large marine structures such as floating offshore platforms, floating wind turbines, and temporarily docked ships under the combined action of wind and waves, as well as wind vibration control of soft photovoltaic structures. Therefore, the application scenarios are very wide. BRIEF DESCRIPTION OF THE DRAWINGS

[0037] Figure 1 This is a schematic diagram of a one-way friction energy dissipation device for controlling flutter of a long-span bridge according to the present invention;

[0038] In the figure: 1 support, 2 bidirectional bearing, 3 rotating shaft, 4 one-way bearing, 5 friction key, 6 friction plate, 7 tension spring, 8 first transmission belt, 9 counterweight, 10 second transmission belt, 11 anchor rope, 12 connecting member. DETAILED DESCRIPTION

[0039] The specific implementation of the present invention is described in detail below in conjunction with the technical solutions and drawings.

[0040] like Figure 1 As shown, a one-way friction energy dissipation device for controlling the flutter of a long-span bridge includes a support 1, a two-way bearing 2, a rotating shaft 3, a one-way bearing 4, a friction key 5, a friction plate 6, a tension spring 7, a first transmission belt 8, a counterweight block 9, a second transmission belt 10, an anchor cable 11, and a connecting member 12.

[0041] A circular hole is provided on the support 1; the bidirectional bearing 2 is embedded in and fixed in the circular hole on the support 1; the rotating shaft 3 passes through the two bidirectional bearings 2; one or more one-way bearings 4 are installed on the rotating shaft 3, and the inner ring of the one-way bearing 4 is fixed on the rotating shaft 3; the friction key 5 is fixed on the outer ring of the one-way bearing 4 and is arranged adjacent to the friction plate 6; the friction plate 6 is sleeved on the rotating shaft 3, and the friction plate 6 is firmly pressed on the friction key 5 by tensioning the tension spring 7; the first transmission belt 8 is wrapped around the rotating shaft 3, one end of which is fixed on the rotating shaft 3, and the other end is hung with a counterweight 9; the second transmission belt 10 is wrapped around the rotating shaft 3, one end of which is fixed on the rotating shaft 3, and the other end is connected to the anchor cable 11; the first transmission belt 8 and the second transmission belt 10 are wound in opposite directions; the anchor cable 11 is fixed to the ground foundation under the bridge; the support 1 and the friction key 5 are connected under the bottom plate of the main beam through a connecting member 12.

[0042] The loading and unloading process of the device is briefly described as follows: (1) Set up the ground anchor point, which can be set up permanently (set up after the bridge is completed) or temporarily; (2) Complete the overall assembly of the support 1, two-way bearing 2, rotating shaft 3, one-way bearing 4, friction key 5, friction plate 6, tension spring 7, first transmission belt 8, and second transmission belt 10 in the factory in advance; (3) Transport the preassembled system to the bridge installation location; (4) Use lifting equipment to lift the preassembled system to the bridge bottom plate and connect it to the lifting ring reserved on the main beam bottom plate through the connecting member 12; (5) Install the anchor cable 11 and the counterweight block 9, and pre-tension the anchor cable 11 to have sufficient tension to ensure that the device enters the normal working state; (6) After the strong wind passes, first remove the counterweight block 9 and the anchor cable 11. If the ground anchor point is temporary, the ground anchor point needs to be removed; (7) Remove the remaining components at one time. It can be seen that the main work of the installation and disassembly process of the device is to install and disassemble the anchor cable 11, the counterweight block 9 and the overall assembly part. The overall process is efficient and convenient, and is fully suitable for temporary vibration prevention and control needs.

[0043] The above description is merely a preferred embodiment of the present invention and should not be construed as limiting the present invention in any way. Any equivalent changes, modifications, or improvements made to the above embodiment by those skilled in the art when utilizing the technical solution of the present invention should be deemed to fall within the scope of protection of the technical solution of the present invention.

Claims

1. A one-way friction energy dissipation device for controlling the flutter of a long-span bridge, characterized in that: The one-way friction energy dissipation device is symmetrically arranged on both sides of the main beam of the bridge, and multiple groups are arranged along multiple sections along the bridge as needed; the one-way friction energy dissipation device comprises a support (1), a two-way bearing (2), a rotating shaft (3), a one-way bearing (4), a friction key (5), a friction plate (6), a tension spring (7), a first transmission belt (8), a counterweight (9), a second transmission belt (10), an anchor cable (11) and a connecting member (12); there are two supports (1), which are symmetrically arranged and connected to the bottom plate of the main beam through the connecting member (12); the two ends of the two-way bearing (2) are correspondingly embedded in and fixed in the circular holes of the two supports (1); the two ends of the rotating shaft (3) pass through the two two-way bearings (2); one or more one-way bearings (4) are installed on the rotating shaft (3), and the one-way bearings ( The inner ring of the one-way bearing (4) is fixed on the rotating shaft (3); the friction key (5) is fixed on the outer ring of the one-way bearing (4), and is arranged adjacent to the friction plate (6); the friction plate (6) is sleeved on the rotating shaft (3), and the two friction plates (6) are pressed against the two ends of the friction key (5) by tensioning the tension spring (7), and the friction key (5) is connected to the bottom plate of the main beam through the connecting member (12); the first transmission belt (8) is wound on the rotating shaft (3), one end of which is fixed to the rotating shaft (3), and the other end of which is hung with a counterweight (9); the second transmission belt (10) is wound on the rotating shaft (3), one end of which is fixed to the rotating shaft (3), and the other end of which is connected to the anchor cable (11); the winding directions of the first transmission belt (8) and the second transmission belt (10) are opposite; the anchor cable (11) is fixed to the ground foundation under the bridge.

2. The one-way friction energy dissipation device for controlling flutter of a long-span bridge according to claim 1, characterized in that: The one-way friction energy dissipation device is arranged at the mid-span or two 1 / 4 sections in the longitudinal direction of the bridge, corresponding to the maximum displacement of the first-order symmetric torsional mode and the first-order antisymmetric torsional mode respectively. The arrangement position is determined by the torsional mode with a lower flutter critical wind speed.

3. The one-way friction energy dissipation device for controlling flutter of a long-span bridge according to claim 1, characterized in that: The rotating shaft (3) is arranged along the longitudinal direction of the bridge.

4. The one-way friction energy dissipation device for controlling flutter of a long-span bridge according to claim 1, characterized in that: The first transmission belt (8) and the second transmission belt (10) are made of steel wire rope, ultra-high molecular weight polyethylene fiber or steel chain, and the winding diameters of the first transmission belt (8) and the second transmission belt (10) on the rotating shaft (3) are the same or different.

5. The one-way friction energy dissipation device for controlling flutter of a long-span bridge according to claim 1, characterized in that: The foundation of the anchor cable (11) adopts an embedded foundation or a gravity foundation.

6. The one-way friction energy dissipation device for controlling flutter of a long-span bridge according to claim 1, characterized in that: The one-way bearing (4) is replaced with a two-way friction bearing, which correspondingly improves the mass of the counterweight (9).

7. The one-way friction energy dissipation device for controlling flutter of a long-span bridge according to claim 1, characterized in that: The support (1) and the bidirectional bearing (2) are removed from the one-way friction energy dissipation device, and the friction plate (6) directly provides vertical support for the rotating shaft (3).

8. The one-way friction energy dissipation device for controlling flutter of a long-span bridge according to claim 1, characterized in that: This one-way friction energy dissipation device has long been used for vibration control of floating offshore platforms, floating wind turbines, or temporarily docked ships under the combined action of wind and waves, as well as wind vibration control of gentle photovoltaic structures.

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