One-way friction energy dissipation device for controlling flutter of long-span bridge

Abstract

The invention belongs to the technical field of bridge wind-induced vibration control, and provides a one-way friction energy dissipation device for controlling flutter of a large-span bridge. The device is quickly mounted before extremely strong wind comes, the flutter safety of the bridge can be temporarily and greatly improved, the wind resistance design requirement of the device is lowered, and the construction cost is remarkably reduced. After strong wind, the device can be conveniently disassembled, the appearance of the bridge is not influenced, and under-bridge navigation is not interfered. The application of the one-way bearing enables the weight, transportation, loading, unloading and storage cost of the balancing weight to be greatly reduced. The device can adapt to any static wind displacement, is good in robustness, safe, reliable, economical, fast, efficient and practical, can be shared by multiple bridges in different periods, and greatly reduces the self and storage cost. The device can also be applied to vibration control of large ocean structures such as floating ocean platforms and floating fans and temporary berthing ships under the combined action of stormy waves and wind vibration control of soft photovoltaic structures for a long time.

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 a long-span bridge. Background Art

[0002] Long-span bridges are delicate structures. Under strong winds, they may experience single-degree-of-freedom torsion or bending-torsion coupling flutter instability, leading to severe vibration or even collapse of the bridge. In view of the great harm of bridge flutter, appropriate measures must be taken to ensure the flutter safety of the bridge. Bridge flutter control or flutter performance improvement measures can be divided into three categories: structural measures, pneumatic measures, and mechanical measures.

[0003] Structural measures can improve flutter stability by increasing the overall stiffness of the bridge or increasing the mass and mass moment of inertia of the main beam. However, these methods usually require a significant increase in material usage, resulting in a significant increase in project costs. In addition, it is very difficult to implement structural measures for built bridges, so in actual projects they are only used as auxiliary measures in the design phase, rather than as the preferred solution 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 stabilizer plates, guide plates, or central slots) to improve the airflow characteristics. Such measures are often adopted during the design phase of large-span bridges. However, some measures (wind nozzles, central slots) are usually accompanied by very high engineering costs, and for ultra-large-span bridges under certain special conditions, it may be difficult to meet the flutter protection requirements by relying solely on aerodynamic measures. 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 refer to improving the damping of the bridge system by adding viscous dampers, friction dampers, tuned mass dampers, etc. However, the existing mechanical measures have limited ability to improve the torsional modal damping of the bridge system to improve the flutter control effect. The above-mentioned bridge flutter control or flutter performance improvement measures are permanent measures, that is, once implemented, they are usually not significantly changed during the service life of the bridge.

[0006] In fact, in order to ensure that long-span bridges have sufficient wind resistance, the current flutter protection standards are conservative, so the flutter test wind speed and flutter critical wind speed are usually very high (for example, more than 60m / s, or even more than 80m / s). Obviously, such high wind speeds are extremely rare. In addition, for such extreme strong winds, the possibility and approximate time of their occurrence can be predicted a few days in advance through meteorological data, thereby providing a time window for taking corresponding prevention and control measures.

[0007] Long-span bridges are usually designed with wind load-controlled structures, and the determination of wind load standards directly affects engineering plans and investments. Therefore, if the flutter test wind speed and flutter critical wind speed of long-span bridges can be appropriately reduced on the basis of the current standards (for example, by 10m / s or even 20m / s), and safe, reliable, fast (installation completed within 24 hours), and economical (million-yuan level) prevention and control measures are taken before the possible extreme wind speeds arrive, and the bridge flutter critical wind speed is temporarily increased by 20m / s, it will not only ensure the wind resistance safety of the bridge, but also significantly reduce the engineering cost of the bridge. For example, the investment in a suspension bridge with a main span of 2,000m may reach tens of billions of yuan. If the flutter critical wind speed requirement can be reduced by 20m / s, it may save more than one billion yuan in investment.

[0008] Based on the above situation, the present invention proposes a unidirectional 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 critical flutter wind speed of the bridge and ensuring the wind-resistant safety of the bridge. The device is safe, reliable, economical, fast, efficient and practical. Summary of the invention

[0009] The present invention proposes a unidirectional friction energy dissipation device for controlling the flutter of a long-span bridge. The upper end of the device is fixed to the bottom plate of the bridge main beam through a special connecting member, and the lower end of the device is anchored to the ground under the bridge through an anchor cable. The flutter of the bridge is mainly manifested as the torsional vibration or bending-torsion coupling vibration of the main beam, and the displacement of the two sides of the main beam is the largest during the flutter. Therefore, in order to consume the mechanical energy of the bridge more efficiently, the friction energy dissipation device is symmetrically installed on both sides of the main beam. When one side of the main beam moves upward, the high-strength rope on the same side is tightened, driving the friction key in the friction energy dissipation device on the same side to rotate accordingly, and generating friction between the friction plate, on the one hand, preventing the main beam from moving upward and playing a limiting role, and on the other hand, consuming the vibration energy of the main beam and suppressing the vibration of the main beam; when the main beam on the same side moves downward, the tension of the high-strength rope on the same side is rapidly reduced, the friction key stops rotating, and no friction is generated between the friction plate, and the friction energy dissipation device on the same side rotates in the opposite direction and resets under the action of the counterweight block, ensuring that the friction energy dissipation device normally plays a damping role when the main beam moves upward on the same side in the subsequent subsequent upward movement.

[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 bridge main beam, 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 block 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 under 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 are more than one one-way bearings 4, and the inner ring of the one-way bearings 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 thereto, 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 thereto, 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 one-way friction energy dissipation device is usually arranged in the middle of the span or near two 1 / 4 sections in the longitudinal direction of the bridge, corresponding to the maximum displacement of the first-order symmetrical torsion mode and the first-order antisymmetric torsion mode, respectively. The specific arrangement position is determined by the torsion mode with a lower flutter critical wind speed. In addition, in order to avoid excessive concentrated loads or excessive strength requirements for a single foundation and main beam hanging point, multiple groups of friction energy dissipation devices can be arranged as needed along multiple sections along the bridge direction, so as to disperse the force and avoid 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 influence of rare strong winds, the main beam of the bridge usually produces 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 forward (such as Figure 1The outer ring of the one-way bearing 4 drives the friction key 5 to rotate, and friction force is generated between the friction key 5 and the friction plate 6, thereby effectively suppressing the vibration of the bridge.

[0015] When the support 1 approaches the anchor point, the tension of the anchor cable 11 and the second transmission belt 10 decreases. When the tension decreases 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 dashed 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 far 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 bottom of the beam.

[0016] For the case where only static wind displacement occurs on the bridge without 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 (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] On the basis of static wind displacement, when the bridge undergoes flutter dynamic displacement, its force, motion and energy dissipation characteristics are similar to the process of static wind displacement from no wind to wind. The dynamic displacement is continuously reciprocating, that is, the support 1 repeatedly moves away from and close to the anchor point, thereby achieving continuous energy dissipation and stability 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 serious threat to the safety and stability of the bridge structure.

[0019] In contrast, the friction energy dissipation device of the present invention can accurately design its friction force and the maximum tension of the cable, thereby ensuring that the strength and stiffness of each component are reasonably configured under the premise of fully considering the safety factor. This design can adapt to very large static wind displacement, significantly reduce uncertainty, and improve 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 have sufficient strength, rigidity and durability, and the material is not limited. Its diameter should be optimized according to the specific application, and can also be made into a variable diameter form (the specific form is not limited), so that the greater the rotation displacement, the greater the friction force, and better meet the wind resistance requirements of the project. The rotating shaft 3 is arranged axially along the longitudinal direction of the bridge, rather than the transverse direction of the bridge, so that it can better adapt to the main beam under the condition of large lateral displacement, and the anchor cable 11 basically does not generate horizontal force along the axial direction of the rotating shaft 3.

[0023] The one-way bearing 4 should have sufficient strength, rigidity, durability and a small friction coefficient. The forward rotation drives the friction key 5 to rotate and generate friction; the reverse rotation causes idling, the friction key 5 is stationary and does not generate friction.

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

[0026] The tension spring 7 should have sufficient strength, rigidity and durability, and a certain amount of pre-stretching, and its size, form, material and quantity can be flexibly selected according to engineering requirements. During use, since the friction key 5 and the friction plate 6 inevitably become thinner due to wear, the pre-tension of the tension spring 7 can ensure that the friction key 5 and the friction plate 6 always maintain reliable pressing contact, thereby ensuring that the device continues to provide effective friction and energy dissipation performance.

[0027] The first transmission belt 8 and the second transmission belt 10 should have sufficient strength, rigidity and durability, and may be made of flexible components such as steel wire ropes, ultra-high molecular weight polyethylene fibers, steel chains, etc., and should have sufficient winding length to ensure that when the main beam undergoes a large static wind displacement, the transmission belt and the shaft 3 can still reliably transmit vibration, thereby effectively consuming energy and suppressing vibration. The winding diameters of the first transmission belt 8 and the second transmission belt 10 on the shaft 3 are the same or different. If the winding diameter of the first transmission belt 8 is relatively larger, the mass of the required counterweight block 9 is smaller, and the greater the movement displacement, the greater the required length of the first transmission belt 8.

[0028] The counterweight block 9 should have a suitable mass to ensure that the anchor cable 11 is always in a tensioned state when the support 1 approaches the anchor point. Excessive mass increases the material and loading and unloading transportation costs on the one hand, and increases the burden on the relevant components and main beams of the device on the other hand. Generally, low-cost materials such as reinforced concrete blocks or water tanks are used.

[0029] The anchor cable 11 should have sufficient strength and rigidity, and can be made of high-strength and 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 size is controlled by the rigidity requirement.

[0030] The foundation of the anchor cable 11 can be an embedded foundation (permanent or similar to a temporary anchor) or a gravity foundation, and it is necessary to ensure that it can reliably withstand the vertical tension. In addition, when the main beam undergoes a large lateral static wind displacement, the foundation will also be subjected to significant horizontal loads, so it must have sufficient horizontal bearing capacity.

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

[0032] The static friction between the friction key 5 and the friction plate 6 needs to be reasonably 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 and displaces, resulting in a high cable force on the anchor cable 11, 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 consumption distance will be shortened, and the utilization efficiency of the device will be reduced. If the static friction is too small, the friction energy consumption capacity is insufficient and the vibration of the bridge cannot be effectively suppressed. Therefore, it is necessary to comprehensively consider factors such as energy consumption efficiency, structural safety and the bearing capacity of the anchoring system to systematically optimize the friction.

[0033] The function of the support 1 and the bidirectional bearing 2 is to provide vertical support for the rotating shaft 3. In order to further simplify the device design, the support 1 and the bidirectional bearing 2 are omitted, and the friction plate 6 directly provides vertical support for the rotating shaft 3. At this time, the thickness of the friction plate 6 needs to be appropriately increased, and the inner wall of the circular hole is as smooth as possible to reduce the friction between the rotating 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 block 9 needs to be greatly improved.

[0035] The one-way friction energy dissipation device can be used for a long time in the 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 the wind vibration control of soft 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, which will not affect the beauty of the bridge and will not interfere with navigation under the bridge. (2) The device has a certain limit function, which can effectively reduce the static wind displacement of the bridge and increase the critical wind speed of 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 effect 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 greatly 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 place), and it is not necessary and allowed to be installed on the bridge for a long time. Therefore, temporary rental can be provided for different bridges, and they can be shared in different periods, with transportation and loading and unloading costs as the main cost. (7) 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, 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 It 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 cable, 12 connecting member. DETAILED DESCRIPTION

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

[0040] like Figure 1 As shown, a one-way friction energy dissipation device for controlling the flutter of a large-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 wound on 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 wound on 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 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; 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) Setting the ground anchor point, which can be set as a permanent type (set after the bridge is completed) or a temporary type; (2) Pre-assemble 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 in the factory; (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 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 in 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 flutter prevention and control needs.

[0043] The above description is only a preferred embodiment of the present invention and should not be regarded as any form of limitation of the present invention. Any equivalent changes, modifications or improvements made to the above embodiments by those skilled in the art when using the technical solution of the present invention should be regarded as falling within the protection scope 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 under 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 (4) are connected to the bottom plate of the main beam through the connecting member (12); 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); the friction key (5) is connected to the bottom plate of the main beam through a connecting member (12); the first transmission belt (8) is wound on the rotating shaft (3), one end of which is fixed thereto, 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 thereto, and the other end is connected to an 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 the 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 the 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 the 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, and steel chain. 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 the 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 the 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 the 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 the flutter of a long-span bridge according to claim 1, characterized in that: This unidirectional 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, and for wind vibration control of gentle photovoltaic structures.

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