A large telescopic combined device for bidirectional vibration control

Abstract

The present invention relates to a large telescopic combined device for bidirectional vibration control, which includes a fixed bracket, a connecting slide plate, a cylindrical steel damping unit, a telescopic module, and a bending-resistant anchor plate. Among them, a horizontal chute with an open lower surface is provided below the fixed bracket, the connecting slide plate is placed in the horizontal chute with a gap, one end of the telescopic module is horizontally hinged to the end of the connecting chute, and the other end is vertically hinged to the foundation structure. The connecting slide plate and the telescopic module are horizontally hinged to each other. The top end of the cylindrical steel damping unit is movably connected to the lower surface of the connecting slide plate, and the bottom end of the cylindrical steel damping unit is installed on the bending-resistant anchor plate. Compared with the prior art, the present invention can simultaneously achieve vibration control in two directions, namely the longitudinal direction along the bridge and the transverse direction across the bridge, with obvious cost advantages. The telescopic module can be customized according to different temperature displacement requirements, enabling it to be practically applied in continuous beam bridges and long-span cable-supported bridges.

Description

Technical Field

[0001] The present invention belongs to the technical field of damping devices, and relates to a large-stroke combined device for bidirectional vibration control. Background Art

[0002] In the seismic protection technology of long-span bridges, viscous dampers are generally arranged along the longitudinal direction of the bridge. On the one hand, it can adapt to the temperature expansion and contraction deformation of the superstructure along this direction under normal use conditions, and on the other hand, it can also provide the function of energy dissipation and displacement limitation during earthquakes. Metal dampers are generally arranged along the transverse direction of the bridge. It is required that the metal dampers also adapt to the deformation of the superstructure along the longitudinal direction of the bridge. The current technical approach mainly solves it in the form of reserved sliding grooves in Chinese patents CN 101748685 A and CN102953327 A, that is, under normal use conditions, the spherical component can freely slide along the longitudinal direction in the reserved sliding groove. During an earthquake, the groove wall of the sliding groove contacts the steel damping device along the transverse direction, forcing the damping unit to yield and generate energy dissipation behavior. It should be particularly noted that the above treatment method seriously ignores the influence of the contact friction behavior between the longitudinal direction and the spherical component during an earthquake on the transverse seismic mechanical behavior of the steel damping unit, increasing the unstable factors in the seismic protection system, and its seismic performance needs further practical testing.

[0003] Chinese patents CN 207597232 U and CN 205917589 U have successively disclosed a long-span floating system cable-stayed bridge with an inclined bridge seismic damper and a speed-locked cantilever rod bearing. The former mainly makes one set of damping device control the vibrations in both the longitudinal and transverse directions of the bridge by inclining the viscous damper, reducing the number of dampers used and the cost of vibration control. However, it is very difficult to achieve completely synchronous and coordinated deformation of the four inclined bridge seismic dampers during actual earthquakes. The latter effectively connects the steel damping element with the speed lock, giving play to the advantages of stable hysteretic behavior of the steel damper, but it can only achieve single-direction vibration control of the bridge along the longitudinal direction, and the cost of vibration control is relatively high. Summary of the Invention

[0004] The purpose of the present invention is to provide a large-stroke combined device for bidirectional vibration control, so as to achieve bidirectional vibration control and can be popularized and applied in long-span continuous girder bridges and cable-supported bridges, etc.

[0005] The purpose of the present invention can be achieved by the following technical solutions:

[0006] A large telescopic combined device for bidirectional vibration control, comprising a fixed bracket, a connecting slide plate, a cylindrical steel damping unit, a telescopic module and a bending-resistant anchor plate. Among them, a horizontal chute with an open lower surface is provided below the fixed bracket, the connecting slide plate is placed in the horizontal chute with a gap, one end of the telescopic module is hinged to the end of the connecting chute horizontally, and the other end is hinged to the foundation structure (such as a seismic foundation structure like a bridge deck foundation) vertically. The connecting slide plate and the telescopic module are hinged horizontally. The top end of the cylindrical steel damping unit is movably connected to the lower surface of the connecting slide plate, and the bottom end of the cylindrical steel damping unit is installed on the bending-resistant anchor plate.

[0007] Further, the fixed bracket is composed of an upper top plate, two side wall plates arranged in parallel and spaced below the upper top plate, and supporting plates respectively installed below the two side wall plates. The horizontal chute is formed by enclosing the side wall plates, the supporting plates and the upper top plate. Furthermore, stiffening rib plates connecting the upper top plate are also provided on the outer surface of the side wall plates. Under the action of an earthquake, the stiffening rib plates provide sufficient strength and stiffness, so that the cylindrical steel damping unit is forced into a plastic state in the transverse bridge direction through the contact action of the connecting slide plate.

[0008] Further, the gap between the connecting slide plate and the top of the horizontal chute is 1 - 2 mm, and the gaps between the connecting slide plate and the two sides of the horizontal chute are 1 - 2 mm.

[0009] Further, the cylindrical steel damping unit is composed of a number of cylindrical steel damping members arranged in an array. The cylindrical steel damping member includes a cylindrical steel main body, a spherical force transmission key arranged at the top of the cylindrical steel main body, and a damping base arranged at the bottom of the cylindrical steel main body. The force transmission key is movably connected to the connecting slide plate, and the damping base is fixedly connected to the bending-resistant anchor plate.

[0010] Furthermore, circular thrust holes corresponding to the positions of the force transmission keys are processed on the lower surface of the connecting slide plate. The force transmission keys are placed in the circular thrust holes and there is a gap between the force transmission keys and the hole walls of the circular thrust holes.

[0011] More preferably, the gap between the force transmission key and the circular thrust hole is 1 - 2 mm.

[0012] Further, the telescopic module is composed of a speed-type control component, a horizontal hinge and a vertical hinge which are respectively arranged on the speed-type control component. The horizontal hinge is further connected to the connecting slide plate, and the vertical hinge is further connected to the base structure. In this way, the horizontal rotational displacement that may be generated due to the gap between the connecting slide plate and both sides of the fixed bracket can be released through the horizontal rotational ability of the horizontal hinge. At the same time, the vertical rotational displacement generated due to the gap between the connecting slide plate and the top of the fixed bracket or the bottom of the connecting chute can also be released through the vertical rotational ability of the vertical hinge.

[0013] Furthermore, the speed-type control component is a speed lock or a viscous damper.

[0014] Furthermore, the horizontal hinge includes a horizontal ear plate fixedly connected to one end of the speed-type control component, a horizontal connecting pin passing through the horizontal ear plate and having a horizontal rotational degree of freedom, and a horizontal connecting plate connecting the horizontal connecting pin. The horizontal connecting plate is further fixedly connected to the connecting slide plate.

[0015] Furthermore, the vertical hinge includes a vertical ear plate fixedly connected to the other end of the speed-type control component, a vertical connecting pin passing through the vertical ear plate and having a vertical rotational degree of freedom, and a vertical connecting plate connecting the vertical connecting pin. The vertical connecting plate is further fixedly connected to the base structure.

[0016] In the present invention, the "weak" reaction force output value of the speed-type control component in the telescopic module in the slow state is less than the initial yield force value of the cylindrical steel damping unit, and the "strong" reaction force output value in the fast state is greater than the maximum yield force value of the cylindrical steel damping unit.

[0017] In specific applications, taking the foundation structure connected by the flexural anchor plate as the bridge pier (tower) as an example, along the transverse bridge direction, the sum of the yield displacement of the columnar steel damping unit and the installation clearance distance in this direction should not be less than the temperature expansion and contraction displacement caused by reasons such as the very wide upper structure of the bridge. The fixed bracket and the telescopic module in the bidirectional steel shock-absorbing module are connected to the upper structure of the bridge, while the flexural anchor plate in the bidirectional steel shock-absorbing module is connected to the lower structure of the bridge. Under normal use conditions, due to the temperature effect, the upper structure drives the fixed bracket and the telescopic module to move slowly along the longitudinal bridge direction. In this case, the upper structure transmits this horizontal action to the connecting slide plate through the telescopic module, and then to the columnar steel damping unit. At this time, the fixed bracket only plays an auxiliary force-bearing role in supporting the connecting slide plate. Due to the "weak" reaction force output of the velocity-type control component in the slow state, it is ensured that the columnar steel damping unit still works within the elastic range, and the acting force transmitted to the lower structure is the "weak" reaction force output by the velocity-type control component. Along the transverse bridge direction, the sum of the yield displacement of the columnar steel damping unit and the installation clearance distance in this direction is not less than the temperature expansion and contraction displacement sometimes caused by the very wide upper structure of the bridge, ensuring that the steel damping unit in this direction is always in an elastic state.

[0018] Under seismic action, along the longitudinal bridge direction, due to the "strong" reaction force output of the velocity-type control component in the fast state, the action is transmitted to the columnar steel damping unit through the connecting slide plate; along the transverse bridge direction, it is transmitted to the columnar steel damping unit through the contact action between the fixed bracket and the connecting slide plate. The seismic actions in both directions cause the columnar steel damping unit to yield and enter the plastic state, and the acting force transmitted to the lower structure is the maximum yield force of the steel damping unit.

[0019] In another specific application, taking the foundation structure connected by the flexural anchor plate as the bridge girder as an example, the flexural anchor plate in the bidirectional steel shock-absorbing module is connected to the upper structure of the bridge, while the fixed bracket and the telescopic module in the bidirectional steel shock-absorbing module are connected to the lower structure of the bridge. Under normal use conditions, due to the temperature effect, the upper structure has a tendency to drive the flexural anchor plate and the columnar steel damping unit to move slowly along the longitudinal bridge direction, which activates the slow working state of the velocity-type control component. This temperature deformation is all adapted by the deformation of the velocity-type control component. At this time, the columnar steel damping unit still works within the elastic range, and the acting force transmitted to the lower structure is the "weak" reaction force output by the velocity-type control component. Along the transverse bridge direction, the sum of the yield displacement of the columnar steel damping unit and the installation clearance distance in this direction is not less than the temperature expansion and contraction displacement sometimes caused by the very wide upper structure of the bridge, ensuring that the columnar steel damping unit in this direction is always in an elastic state.

[0020] Under seismic action, along the longitudinal direction of the bridge, the superstructure drives the bending-resistant anchor plate and the column-shaped steel damping element to move rapidly. Due to the "strong" reaction force output of the velocity-type control component in the fast state, the column-shaped element enters the yield state; along the transverse direction of the bridge, the steel damping unit contacts the side wall plate of the fixed bracket connected to the pier top through the connecting slide plate, causing the damping unit to yield and enter plasticity in this direction.

[0021] In the above control mode, the advantages of the circular cross-section of the column-shaped steel damping unit are fully utilized to achieve two-way vibration control.

[0022] Compared with the prior art, the present invention has the following advantages:

[0023] (1) The advantages of the circular cross-section of the column-shaped steel damping are exerted, that is, one set of devices can simultaneously achieve vibration control in the longitudinal and transverse directions of the bridge, reducing the number of damping devices used and lowering the usage cost of vibration control.

[0024] (2) It not only conducts vibration control in the longitudinal direction of the bridge, but also avoids the out-of-plane behavior that may occur due to the contact at the force transfer key position in the longitudinal direction during the one-way vibration control in the transverse direction of the conventional metal damping device. The seismic mechanical behaviors in both directions are more controllable.

[0025] (3) The structure is simple, the mechanical path is clear, and the main body of energy dissipation and limit is the steel damping, which exerts the technical advantages of the steel damping and is easy to repair and maintain.

[0026] (4) It has stronger spatial universality and can be flexibly installed with direction selectivity the combined device in the embodiment of the present invention according to the actual layout of components such as the lower block of the main girder and the upper bearing pad stone of the pier in the project. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 It is a three-dimensional structural schematic diagram of the combined device in Embodiment 1;

[0028] Figure 2 It is a schematic diagram of the two-way steel shock-absorbing module in the combined device in Embodiment 1;

[0029] Figure 3 It is a schematic diagram of the telescopic module in the combined device in Embodiment 1;

[0030] Figure 4 It is a front view structural schematic diagram of the combined device in Embodiment 1;

[0031] Figure 5 It is a side roll view of the combined device in Embodiment 1;

[0032] Figure 6 It is a top view of the relevant connecting components of the two-way steel shock-absorbing module and the telescopic module in Embodiment 1;

[0033] Figure 7 Isometric view of the relevant connecting components of the bidirectional steel shock-absorbing module and the telescopic module in Embodiment 1;

[0034] Figure 8 Left view of the relevant connecting components of the bidirectional steel shock-absorbing module and the telescopic module in Embodiment 1;

[0035] Figure 9 Cylindrical damping assembly in the bidirectional shock-absorbing module in Embodiment 1;

[0036] Figure 10 Single cylindrical steel damping unit in the bidirectional shock-absorbing module in Embodiment 1;

[0037] Figure 11 Flexural anchor plate in the bidirectional shock-absorbing module in Embodiment 1;

[0038] Figure 12 Test curve of the combined device in the slow state in Embodiment 1;

[0039] Figure 13 Test curve of the combined device in the fast state in Embodiment 1;

[0040] Figure 14 Force-displacement curve of the speed-type control component under different fast working conditions in the combined device in Embodiment 1;

[0041] Figure 15 Three-dimensional structure schematic diagram of the combined device in Embodiment 2;

[0042] Explanation of the marks in the figure:

[0043] 1 - Fixed bracket, 2 - Connecting slide plate, 3 - Speed-type control component, 4 - Cylindrical steel damping unit, 5 - Flexural anchor plate, 11 - Upper top plate, 12 - Side wall plate, 13 - Supporting plate, 14 - Stiffening rib plate, 21 - Circular thrust hole, 31 - Horizontal hinge, 32 - Vertical hinge, 33 - Horizontal ear plate, 34 - Horizontal connecting plate, 35 - Horizontal connecting pin, 36 - Vertical ear plate, 37 - Vertical connecting plate, 38 - Vertical connecting pin, 41 - Spherical force transmission key, 42 - Damping base, 51 - Anchoring hole. Detailed implementation method

[0044] The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments. This embodiment is implemented on the premise of the technical solution of the present invention, and the detailed implementation method and specific operation process are given, but the protection scope of the present invention is not limited to the following embodiments.

[0045] In the following embodiments, if there is no special description of the functional components or structures, it means that they are all conventional components or structures adopted in the art to achieve the corresponding functions.

[0046] The present invention provides a large telescopic combined device for bidirectional vibration control, and its structure is shown in Figures 1 to 11 , Figure 15 etc., including a fixed bracket 1, a connecting slide plate 2, a cylindrical steel damping unit 4, a telescopic module, and a bending-resistant anchor plate 5. Among them, a horizontal chute with an open lower surface is provided below the fixed bracket 1, the connecting slide plate 2 is placed in the horizontal chute with a gap, one end of the telescopic module is horizontally hinged to the end of the connecting chute, and the other end is vertically hinged to the foundation structure. The connecting slide plate 2 and the telescopic module are horizontally hinged to each other. The top end of the cylindrical steel damping unit 4 is movably connected to the lower surface of the connecting slide plate 2, and the bottom end of the cylindrical steel damping unit 4 is installed on the bending-resistant anchor plate 5.

[0047] In a specific embodiment, please refer to Figure 8 etc. The fixed bracket 1 is composed of an upper top plate 11, two side wall plates 12 arranged in parallel and spaced below the lower surface of the upper top plate 11, and support plates 13 respectively installed below the two side wall plates 12. The horizontal chute is formed by enclosing between the side wall plates 12, the support plates 13 and the upper top plate 11. Further, a stiffening rib plate 14 connecting the upper top plate 11 is provided on the outer surface of the side wall plate 12. Under the action of an earthquake, the stiffening rib plate 14 provides sufficient strength and stiffness, so that it forces the cylindrical steel damping unit 4 to enter the plastic state in the transverse bridge direction through the contact action of the connecting slide plate 2.

[0048] In a specific embodiment, the gap between the connecting slide plate 2 and the top of the horizontal chute is 1-2 mm, and the gaps between the connecting slide plate 2 and the two sides of the horizontal chute are 1-2 mm.

[0049] In a specific embodiment, please refer to Figure 1As shown in etc., the cylindrical steel damping unit 4 is composed of a number of cylindrical steel damping members arranged in an array. The cylindrical steel damping member includes a cylindrical steel main body, a spherical force transmission key provided at the top of the cylindrical steel main body, and a damping base 42 provided at the bottom of the cylindrical steel main body. The force transmission key is movably connected to the connecting slide plate 2, and the damping base 42 is fixedly connected to the bending-resistant anchor plate 5. The cylindrical steel damping unit 4 (mainly the cylindrical steel main body part) is the main body for energy dissipation and deformation. The mechanical model is a cantilever beam structure designed based on the equal strength principle. Its cross-section is circular, and the form of its generatrix is a multi-curve. The material used for manufacturing is preferably soft steel with a low yield point or other steels with good ductility characteristics. When deformation occurs, most of the main body of the cantilever structure enters plasticity together, so that the cylindrical steel damping unit 4 has good energy dissipation characteristics. The damping base 42 is the extended end at the bottom of the cylindrical steel damping unit 4, which is integrally designed and processed with the damping unit to improve the connection performance with the bending-resistant anchor plate 5. When the device works, the damping base 42 does not deform at all. Its function is to provide a reliable and effective connection between the cylindrical steel damping unit 4 and the bending-resistant anchor plate 5. The advantage of the circular cross-section of the cylindrical steel damping unit 4 is that a set of devices can provide damping forces in two directions, namely the longitudinal direction and the transverse direction of the bridge, and the control effect is the same as that of setting other forms of steel damping devices in each direction respectively. (For specific structural material requirements of the cylindrical steel damping unit, please refer to the following literature:

[0050] 【1】Tyler R G. Tapered steel energy dissipators for earthquake - resistant structures[J]. Bulletin of the New Zealand National Society for Earthquake Engineering, 1978, 11(4): 282 - 294.

[0051] 【2】Gao H, Wang J. Research on Differences between Cylindrical and E - Shaped Dampers for the Bidirectional Seismic Control[J]. Journal of Bridge Engineering, 2020, 25(4): 04020008.

[0052] In a more specific implementation manner, please refer to Figure 6 As shown in etc., a circular thrust hole 21 corresponding to the position of the force transmission key is machined on the lower surface of the connecting slide plate 2. The force transmission key is placed in the circular thrust hole 21, and there is a gap between the force transmission key and the hole wall of the circular thrust hole 21.

[0053] In a more specific embodiment, the gap between the force transmission key and the circular thrust hole 21 is 1-2 mm.

[0054] In a specific embodiment, please refer to Figure 3 as shown in etc., the telescopic module is composed of a speed-type control component 3, a horizontal hinge 31 and a vertical hinge 32 respectively arranged on the speed-type control component 3. The horizontal hinge 31 is also connected to the connecting slide plate 2, and the vertical hinge 32 is also connected to the basic structure. In this way, the horizontal rotational displacement that may be generated due to the gap between the connecting slide plate 2 and both sides of the fixed bracket 1 can be released through the horizontal rotational ability of the horizontal hinge 31. At the same time, the vertical rotational displacement generated due to the gap between the connecting slide plate 2 and the top of the fixed bracket 1 or the bottom of the connecting chute can also be released through the vertical rotational ability of the vertical hinge 32.

[0055] In a more specific embodiment, the speed-type control component 3 is a speed lock or a viscous damper.

[0056] In a more specific embodiment, please refer to Figure 2 and Figure 3 as shown in etc., the horizontal hinge 31 includes a horizontal ear plate 33 fixedly connected to one end of the speed-type control component 3, a horizontal connecting pin 35 passing through the horizontal ear plate 33 and having a horizontal rotational freedom, and a horizontal connecting plate 34 connecting the horizontal connecting pin 35. The horizontal connecting plate 34 is also fixedly connected to the connecting slide plate 2.

[0057] In a more specific embodiment, please refer to Figure 3 as shown in etc., the vertical hinge 32 includes a vertical ear plate 36 fixedly connected to the other end of the speed-type control component 3, a vertical connecting pin 38 passing through the vertical ear plate 36 and having a vertical rotational freedom, and a vertical connecting plate 37 connecting the vertical connecting pin 38. The vertical connecting plate 37 is also fixedly connected to the basic structure.

[0058] In the present invention, the "weak" reaction force output value of the speed-type control component 3 in the telescopic module in the slow state is less than the initial yield force value of the cylindrical steel damping unit 4, and the "strong" reaction force output value in the fast state is greater than the maximum yield force value of the cylindrical steel damping unit 4.

[0059] In specific applications, taking the foundation structure connected by the bending-resistant anchor plate as the bridge pier (tower) as an example, along the transverse bridge direction, the sum of the yield displacement of the columnar steel damping unit and the installation clearance distance in this direction should not be less than the temperature expansion and contraction displacement caused by reasons such as the very wide upper structure of the bridge. The fixed bracket 1 and the telescopic module in the bidirectional steel shock-absorbing module are connected to the upper structure of the bridge, while the bending-resistant anchor plate 5 in the bidirectional steel shock-absorbing module is connected to the lower structure of the bridge. In the normal use state, due to the temperature effect, the upper structure drives the fixed bracket 1 and the telescopic module to move slowly along the longitudinal bridge direction. In this case, the upper structure transmits this horizontal force to the connecting slide plate 2 through the telescopic module, and then to the columnar steel damping unit 4. At this time, the fixed bracket 1 only plays an auxiliary force-bearing role in supporting the connecting slide plate 2. Due to the "weak" reaction force output of the velocity-type control component 3 in the slow state, it is ensured that the columnar steel damping unit 4 still works within the elastic range, and the force transmitted to the lower structure is the "weak" reaction force output by the velocity-type control component 3. Along the transverse bridge direction, the sum of the yield displacement of the columnar steel damping unit 4 and the installation clearance distance in this direction is not less than the temperature expansion and contraction displacement sometimes caused by the very wide upper structure of the bridge, ensuring that the steel damping unit in this direction is always in an elastic state.

[0060] Under seismic action, along the longitudinal bridge direction, due to the "strong" reaction force output of the velocity-type control component 3 in the fast state, the force is transmitted to the columnar steel damping unit 4 through the connecting slide plate 2; along the transverse bridge direction, it is transmitted to the columnar steel damping unit 4 through the contact action between the fixed bracket 1 and the connecting slide plate 2. The seismic actions in both directions cause the columnar steel damping unit 4 to yield and enter the plastic state, and the force transmitted to the lower structure is the maximum yield force of the steel damping unit.

[0061] In another specific application, taking the foundation structure connected by the bending-resistant anchor plate as the bridge girder as an example, the bending-resistant anchor plate 5 in the bidirectional steel shock-absorbing module is connected to the upper structure of the bridge, while the fixed bracket 1 and the telescopic module in the bidirectional steel shock-absorbing module are connected to the lower structure of the bridge. In the normal use state, due to the temperature effect, the upper structure has a tendency to drive the bending-resistant anchor plate 5 and the columnar steel damping unit 4 to move slowly along the longitudinal bridge direction, which activates the slow working state of the velocity-type control component 3. This temperature deformation is all adapted by the deformation of the velocity-type control component 3. At this time, the columnar steel damping unit 4 still works within the elastic range, and the force transmitted to the lower structure is the "weak" reaction force output by the velocity-type control component 3. Along the transverse bridge direction, the sum of the yield displacement of the columnar steel damping unit 4 and the installation clearance distance in this direction is not less than the temperature expansion and contraction displacement sometimes caused by the very wide upper structure of the bridge, ensuring that the columnar steel damping unit 4 in this direction is always in an elastic state.

[0062] Under seismic action, along the longitudinal direction of the bridge, the superstructure drives the bending-resistant anchor plate 5 and the cylindrical steel damping element to move rapidly. Due to the "strong" reaction force output of the velocity-type control component 3 in the fast state, the cylindrical element enters the yield state; along the transverse direction of the bridge, the steel damping unit contacts the side wall plate 12 of the fixed bracket 1 connected to the pier top through the connecting slide plate 2, causing the damping unit to yield and enter the plastic state in this direction.

[0063] In the above control mode, the advantages of the circular cross-section of the cylindrical steel damping unit 4 are fully utilized to achieve two-way vibration control.

[0064] Each of the above embodiments can be implemented independently, or any two or more of them can be combined for implementation.

[0065] The above embodiments will be described in more detail below in conjunction with specific embodiments.

[0066] Embodiment 1

[0067] Reference Figures 1 - 11 , this embodiment provides a large expansion and contraction combined device for two-way vibration control, which is a positive combined device, including an upper top plate 11, a side wall plate 12, a supporting plate 13, a stiffening rib plate 14, a connecting slide plate 2, a cylindrical steel damping unit 4, a bending-resistant anchor plate 5, a horizontal hinge 31, a velocity-type control component 3, and a vertical hinge 32.

[0068] Reference Figure 2 , the upper top plate 11, the side wall plate 12, the supporting plate 13, the stiffening rib plate 14, the connecting slide plate 2, the cylindrical steel damping unit 4, and the bending-resistant anchor plate 5 form a two-way steel damping module.

[0069] Reference Figures 1 - 3 , the horizontal hinge 31, the velocity-type control component 3, and the vertical hinge 32 form a telescopic module.

[0070] The telescopic module is connected to the two-way steel damping module through the horizontal hinge 31.

[0071] The horizontal hinge 31 is composed of a horizontal ear plate 33, a horizontal connecting plate 34, and a horizontal connecting pin 35, and the vertical hinge 32 is composed of a vertical ear plate 36, a vertical connecting plate 37, and a vertical connecting pin 38.

[0072] In this example, the upper top plate 11 in the two-way damping module and the vertical hinge 32 in the telescopic module are connected to the superstructure of the bridge, and the bending-resistant anchor plate 5 in the two-way damping module is connected to the substructure of the bridge. At this time, the installation space occupying the bottom of the main beam of the bridge is relatively large.

[0073] Reference Figures 4 - 6, a cylindrical steel damping unit 4 is arranged below the connecting slide plate 2. A circular thrust hole 21 is machined on the connecting slide plate 2. A spherical force transfer key 41 is arranged above the cylindrical steel damping unit 4. The connecting slide plate 2 and the cylindrical steel damping unit 4 are movably connected through the circular thrust hole 21 and the spherical force transfer key 41.

[0074] In this example, the clearance distance between the circular thrust hole 21 and the spherical force transfer key 41 is 1 - 2 mm.

[0075] Reference Figures 7 - 8 , the fixed bracket 1 is composed of an upper top plate 11, side wall plates 12, a supporting plate 13, and stiffening rib plates 14. The fixed bracket 1 and the connecting slide plate 2 are in a hanging contact connection.

[0076] In this example, the horizontal clearance distance between the side wall plate 12 and the connecting slide plate 2 is set to 1 - 2 mm. The rotation angle of the horizontal hinge 31 is adapted to the angular displacement that may be generated by this horizontal clearance distance. The vertical clearance distance between the upper top plate 11 and the connecting slide plate 2 is set to 1 - 2 mm. The rotation angle of the vertical hinge 32 is adapted to the angular displacement that may be generated by this vertical clearance distance.

[0077] Reference Figures 9 - 11 , the cylindrical steel damping unit 4 is a cantilever rod-shaped designed based on the equal strength principle. An integrally machined spherical force transfer key 41 (i.e., a ball head type structure) is arranged at the cantilever end. A damping base 42 is arranged at the anchoring root. An anchoring hole 51 is arranged on the bending-resistant anchor plate 5. The cylindrical steel damping unit 4 is connected to the bending-resistant anchor plate 5 through the damping base 42 and the anchoring hole 51.

[0078] In this example, the velocity-type control component 3 is a viscous damper customized for temperature expansion and contraction. The viscous damper outputs a reaction force of 123 kN under the normal operation state of the bridge (in this example, the relative movement speed of the upper and lower structures under the action of temperature is not greater than 0.005 mm / s), which is a slow state. For the protection of the separate test of the viscous damper customized for temperature expansion and contraction, the maximum loading speed in the test is 2 mm / s, and the output reaction force is 715 kN.

[0079] The initial yield force of the cooperating cylindrical steel damping unit 4 is 150 kN. When loaded to a maximum deformation of 300 mm, the maximum yield force is 346 kN.

[0080] After the telescopic module is connected to the double-sided steel seismic reduction module, the cylindrical steel damping unit 4 in the double-sided steel seismic reduction module provides overload protection for the viscous damper with a customized stroke in the telescopic module. During the test, the real relative speeds close to those during an earthquake were adopted, which were 2 mm / s, 8 mm / s, 20 mm / s, 40 mm / s, 60 mm / s, 100 mm / s, 150 mm / s, and 200 mm / s respectively.

[0081] Reference Figures 12 - 13 , under the normal service condition, due to the temperature effect, the superstructure drives the fixed bracket 1 and the vertical hinge 32 to move slowly along the longitudinal direction of the bridge. In this state, the superstructure transfers this horizontal action to the connecting slide plate 2 through the vertical hinge 32 and the viscous damper with a customized stroke, and then to the cylindrical steel damping unit 4. At this time, the fixed bracket 1 only plays an auxiliary force-bearing role in supporting the connecting slide plate 2. Due to the "weak" reaction force output of the viscous damper with a customized stroke in the slow state, in this example, it is considered that the speed range is less than 0.005 mm / s, and the output value is 123 kN, which is less than the initial yield force of 150 kN of the cylindrical steel damping unit 4. The cylindrical steel damping unit 4 is still working within the elastic range, and the acting force transferred to the substructure is the "weak" reaction force of 123 kN output by the viscous damper with a customized stroke. Along the transverse direction of the bridge, the sum of the yield displacement of the cylindrical steel damping unit 4 and the installation clearance distance in this direction is not less than the temperature expansion and contraction displacement sometimes generated due to the very wide superstructure of the bridge, ensuring that the cylindrical steel damping unit 4 in this direction is always in an elastic state.

[0082] Under the earthquake action, due to the "strong" reaction force output of the viscous damper with a customized stroke in the fast state, in this example, when the relative speed is 2 mm / s, the output value is 715 kN. The action is transferred to the cylindrical steel damping unit 4 through the connecting slide plate 2 along the longitudinal direction of the bridge. The cylindrical steel damping unit 4 yields and then enters the plastic state. In this case, the forces on the viscous damper and the cylindrical steel damping unit 4 are equal. When the relative speed is higher, for the test situation in this example, due to the overload protection of the cylindrical steel damping unit 4, the dynamic behavior of the viscous damper with a customized stroke does not change significantly. Reference Figure 14 , that is, the viscous damper in the telescopic module is not sensitive to the speed change under the earthquake condition. And in this state, the main energy dissipation part of the combined device is the steel damper. Reference Figure 13 , the force-displacement hysteresis curve of the cylindrical steel damping unit 4 is plump, showing good energy dissipation characteristics. The force-displacement curve of the viscous damper presents a long and narrow needle shape, mainly playing a role in connecting and transmitting forces. Along the transverse direction of the bridge, the inertial force of the superstructure is transferred to the cylindrical steel damping unit 4 through the contact between the fixed bracket 1 and the connecting slide plate 2.

[0083] The aforesaid acting force transmitted to the lower structure does not exceed the maximum yield force of 346 kN of the cylindrical steel damping unit 4.

[0084] Stiffening rib plates 14 are arranged on the outer sides of the upper top plate 11 and the side wall plates 12. Under earthquake action, the stiffening rib plates 14 provide sufficient strength and stiffness, and force the cylindrical steel damping unit 4 to enter the plastic state in the transverse bridge direction through the contact action with the connecting sliding plate 2.

[0085] Embodiment 2

[0086] Reference Figure 15 , the component parameters are the same as those in the first example. However, in this example, the bending-resistant anchor plate 5 in the bidirectional steel shock-absorbing module is connected to the upper bridge structure, and the upper top plate 11 in the bidirectional steel shock-absorbing module and the vertical hinge 32 in the telescopic module are connected to the lower bridge structure, which is an inverted combined device. At this time, the installation space occupying the top of the bridge pier (tower) is relatively large.

[0087] Under normal use conditions, due to the temperature effect, the upper structure has a tendency to drive the bending-resistant anchor plate 5 and the cylindrical steel damping unit 4 to move slowly along the longitudinal bridge direction, which activates the slow working state of the velocity-type control component 3, and the output reaction force value is not greater than 123 kN, which is less than the initial yield force of 150 kN of the cylindrical steel damping unit 4. This temperature deformation is all adapted by the deformation of the velocity-type control component 3. At this time, the steel damping unit is still working within the elastic range, and the acting force transmitted to the lower structure is not greater than the "weak" reaction force of 123 kN output by the velocity-type control component 3. Along the transverse bridge direction, the sum of the yield displacement of the cylindrical steel damping unit 4 and the installation gap distance in this direction is not less than the temperature expansion and contraction displacement sometimes generated due to the very wide upper bridge structure. Then the cylindrical steel damping unit 4 in this direction is always in the elastic state.

[0088] Under earthquake action, along the longitudinal bridge direction, the upper structure drives the bending-resistant anchor plate 5 and the cylindrical steel damping unit 4 to move rapidly. Due to the "strong" reaction force output of the velocity-type control component 3 in the fast state, the cylindrical steel damping unit 4 enters the yield state. At this time, the reaction force value output by the velocity-type control component 3 is consistent with the yield force of the cylindrical steel damping unit 4 under this deformation condition. Along the transverse bridge direction, the cylindrical steel damping unit 4 contacts with the side wall plate 12 connected to the pier top through the connecting sliding plate 2, so that the cylindrical steel damping unit 4 yields and enters plasticity in this direction.

[0089] In the above control mode, the vibration control in both the longitudinal bridge direction and the transverse bridge direction is realized simultaneously, giving full play to the advantages that the cross-section of the cylindrical steel damping unit 4 is circular and its mechanical behaviors in all directions are the same.

[0090] The above description of the embodiments is to enable those of ordinary skill in the art to understand and use the invention. It is obvious that those skilled in the art can easily make various modifications to these embodiments and apply the general principles described herein to other embodiments without creative efforts. Therefore, the present invention is not limited to the above embodiments, and the improvements and modifications made by those skilled in the art without departing from the scope of the present invention according to the disclosure of the present invention should be within the protection scope of the present invention.

Claims

1. A large telescopic combined device for bidirectional vibration control, Characterized in that, It includes a fixed bracket, a connecting slide plate, a cylindrical steel damping unit, a telescopic module and a bending-resistant anchor plate. Among them, a horizontal chute with an open lower surface is provided below the fixed bracket. The connecting slide plate is placed in the horizontal chute with a gap. One end of the telescopic module is horizontally hinged to the end of the connecting chute, and the other end is vertically hinged to the foundation structure. The connecting slide plate and the telescopic module are horizontally hinged to each other. The top end of the cylindrical steel damping unit is movably connected to the lower surface of the connecting slide plate, and the bottom end of the cylindrical steel damping unit is installed on the bending-resistant anchor plate; The fixed bracket is composed of an upper top plate, two side wall plates arranged in parallel and spaced below the upper top plate, and supporting plates respectively installed below the two side wall plates. The horizontal chute is formed by enclosing between the side wall plates, the supporting plates and the upper top plate; The cylindrical steel damping unit is composed of a number of cylindrical steel damping members arranged in an array. The cylindrical steel damping member includes a cylindrical steel main body, a spherical force transmission key arranged at the top of the cylindrical steel main body, and a damping base arranged at the bottom of the cylindrical steel main body. The force transmission key is movably connected to the connecting slide plate, and the damping base is fixedly connected to the bending-resistant anchor plate; The telescopic module is composed of a velocity-type control component, and a horizontal hinge and a vertical hinge respectively arranged on the velocity-type control component. The horizontal hinge is also connected to the connecting slide plate, and the vertical hinge is also connected to the foundation structure.

2. A large telescopic combined device for bidirectional vibration control according to claim 1, Characterized in that, The gap between the connecting slide plate and the top of the horizontal chute is 1-2 mm, and the gaps between the connecting slide plate and the two sides of the horizontal chute are 1-2 mm.

3. A large telescopic combined device for bidirectional vibration control according to claim 1, Characterized in that, A circular thrust hole corresponding to the position of the force transmission key is processed on the lower surface of the connecting slide plate. The force transmission key is placed in the circular thrust hole and there is a gap between the force transmission key and the hole wall of the circular thrust hole.

4. A large telescopic combined device for bidirectional vibration control according to claim 3, Characterized in that, The gap between the force transmission key and the circular thrust hole is 1-2 mm.

5. A large telescopic combined device for bidirectional vibration control according to claim 1, Characterized in that, The velocity-type control component is a velocity lock or a viscous damper.

6. A large telescopic combined device for bidirectional vibration control according to claim 1, Characterized in that, The horizontal hinge includes a horizontal ear plate fixedly connected to one end of the velocity-type control component, a horizontal connecting pin passing through the horizontal ear plate and having a horizontal rotational freedom, and a horizontal connecting plate connecting the horizontal connecting pin. The horizontal connecting plate is also fixedly connected to the connecting slide plate.

7. A large telescopic combined device for bidirectional vibration control according to claim 1, Characterized in that, The vertical hinge member includes a vertical ear plate fixedly connected to the other end of the speed-type control member, a vertical connecting pin passing through the vertical ear plate and having a vertical rotational freedom, and a vertical connecting plate connecting the vertical connecting pin, and the vertical connecting plate is also fixedly connected to the foundation structure.

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