A double-cantilever steel damping device

Abstract

The present invention relates to a double-cantilever steel damping device, which comprises a bottom plate, a base slide plate, a guiding base, a symmetric double-cantilever steel damping mechanism and a thrust steel box. Among them, the base slide plate is fixedly installed on the bottom plate, and the guiding base which can slide longitudinally along it is also arranged on the base slide plate. The thrust steel box is arranged on the guiding base to slide transversely, and the middle of the symmetric double-cantilever steel damping mechanism is connected to the guiding base, and the two ends of the symmetric double-cantilever steel damping mechanism are respectively movably connected to both sides of the thrust steel box. Compared with the prior art, the present invention can selectively provide a vertical anti-pulling function to meet the requirements of vertical limit for seismic isolation and vibration reduction devices of bridges in high-intensity earthquake areas.

Description

Technical Field

[0001] The present invention belongs to the technical field of damping devices, and relates to a double-cantilever steel damping device. Background Art

[0002] In bridge seismic isolation and vibration reduction design, seismic isolation bearings are generally used to release the huge inertial force of the main girder, and then the displacement of the main girder is limited within an acceptable range through energy dissipation and displacement limiting devices. For long-span bridges, viscous dampers are generally used for longitudinal vibration control along the bridge axis, and metal dampers are generally used for transverse vibration control; for medium and small-span bridges, the transverse seismic problem of the structure is sometimes particularly prominent, and metal dampers also have broad application prospects. As a common type of metal damper, the steel damping device is the most competitive, so various types of steel damping devices have been explored and applied in bridge structures in recent years. In the above cases, it is required that they can adapt to the longitudinal expansion and contraction deformation of the bridge main girder due to temperature action or concrete creep. With the increasing number of their applications, many cases, such as bridges in high-intensity areas such as the 8-degree zone and 9-degree zone, also put forward the requirement that they should have a certain anti-pulling ability vertically. At the same time, the application cases show that after several years of service, due to the settlement of the pier columns and other phenomena, the mechanical behavior of the steel damping device during earthquakes can no longer be guaranteed, and its performance during earthquakes is worthy of further discussion.

[0003] Chinese patents CN101748685A and CN102953327A have successively disclosed a slidable cylindrical mild steel damping device and a triangular plate transverse shock-absorbing damper suitable for bridge structures. Both of them meet the displacement requirements of longitudinal sliding of the bridge through the structure of the ball head and the chute, and are still unable to provide the function of tensile resistance vertically. At the same time, due to the energy dissipation behavior of their steel damping elements being very sensitive to the vertical position of the ball head, it is very difficult to guarantee the function of horizontal energy dissipation and displacement limiting under the settlement of bridge piers or vertical ground motion. In addition, when the seismic displacement demand is large, the height of the damping element body of both is relatively high. Coupled with connecting parts such as the top and bottom plates, the vertical space requirement is large, and the universality of space installation is very limited. At the same time, due to the relatively high height of the damping element body, the bending moment received at its root is relatively large. Under seismic action, the anchoring problem of its root under the combined action of bending and shear is a rather difficult problem. Summary of the Invention

[0004] The purpose of the present invention is to provide a double-cantilever steel damping device, which can selectively provide the function of vertical anti-pulling and meet the vertical displacement limiting requirements of seismic isolation and vibration reduction devices for bridges in high-intensity areas.

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

[0006] A double-cantilever steel damping device, comprising a base plate, a base slide plate, a guiding base, a symmetric double-cantilever steel damping unit and a thrust steel box. Among them, the base slide plate is fixedly installed on the base plate, and the guiding base that can slide longitudinally along it is also provided on the base slide plate. The thrust steel box is arranged to slide transversely on the guiding base. The middle of the symmetric double-cantilever steel damping unit is connected to the guiding base, and the two ends of the symmetric double-cantilever steel damping unit are respectively movably connected to both sides of the thrust steel box. When the damping device is installed on a bridge, longitudinally generally refers to the along-bridge direction, and transversely refers to the cross-bridge direction.

[0007] Furthermore, the device of the present invention can rotate 90 degrees along the installation plane to provide a damping force orthogonal to the original direction.

[0008] Furthermore, the base plate and the base slide plate are fixed to the underlying foundation structure together through anchor bolts; a connecting beam bolt for connecting to the upper foundation structure is also provided on the top of the thrust steel box. The underlying foundation structure can be the pier top of a bridge, etc., and the upper foundation structure can correspondingly be the main beam of a bridge, etc.

[0009] Furthermore, a first slide rail along the longitudinal direction is provided on the base slide plate. A first slider that is slidably matched with the first slide rail is installed on the bottom surface of the guiding base, and a first slideway along the longitudinal direction is formed by the first slide rail and the first slider, so that the guiding base and the base slide plate can slide relatively longitudinally, and a first tensile contact pair is formed. The first slide rail and the second slider can adopt the geometric shape matching combination form of an L-shaped convex edge and a concave groove. Preferably, a ultra-high molecular weight plate can be arranged on the first slide rail, and a mirror stainless steel plate can be arranged on the first slider. In this way, a first sliding surface that moves relatively longitudinally can be formed by the ultra-high molecular weight plate and the mirror stainless steel plate to reduce the friction force.

[0010] Furthermore, a second slide rail along the transverse direction is processed on the top of the guiding base. A second slider that is matched with the second slide rail is installed on the lower surface of the top plate of the thrust steel box, and a second slideway along the transverse direction is formed by the second slide rail and the second slider, so that the guiding base and the thrust steel box can slide relatively transversely, and a second tensile contact pair or a non-tensile contact pair is formed. Similarly, the second slide rail and the second slider can adopt a structure similar to that of the above-mentioned first slide rail and first slider to form a second tensile contact pair. Of course, a non-tensile contact pair composed of a rectangular convex edge and a concave chute can also be adopted.

[0011] Furthermore, anti-falling beam baffles are provided on the thrust steel box at the transverse two ends of the second slide rail respectively, and the distance between the anti-falling beam baffle and the end of the second slide rail is not less than the extreme displacement stroke of the symmetric double-cantilever steel damping unit. When the earthquake displacement exceeds the limit stroke of the symmetric double-cantilever steel damping unit or the symmetric double-cantilever steel damping unit fails due to certain factors, the anti-falling beam baffle of the thrust steel box can be in direct contact with the guiding base, serving as the last seismic defense line for anti-falling beam.

[0012] Further, a pin hole can be provided at the middle position of the symmetric double-cantilever steel damping unit. In this way, connection with the guiding base can be achieved through a positioning pin. Thrust slots are respectively provided on both inner sides of the thrust steel box. The cantilever ends at both ends of the symmetric double-cantilever steel damping unit extend into the thrust slots, and a gap is maintained between the cantilever ends and the hole walls of the thrust slots.

[0013] Furthermore, the symmetric double-cantilever steel damping unit is composed of two cantilever steel bodies that are symmetrically arranged and connected as a whole. The end of the cantilever steel body is the cantilever end. The cantilever steel body is an energy-dissipating component designed based on the equal-strength principle. The middle part of the double-cantilever steel damping unit symmetrically arranged in the transverse direction is connected to the underlying foundation structure through a guiding base, a base slide plate, a bottom plate, etc. The cantilever ends on both sides of the steel damping unit are connected to the upper foundation structure through their movable contact with the thrust steel box. Under the action of an earthquake, the upper foundation structure contacts the cantilever end through the thrust steel box, forcing the cantilever steel body to deform along the second slideway arranged in the transverse direction. Due to the interaction of forces, the above force-bearing process can also be described as the underlying foundation structure forcing the middle part of the cantilever steel body to deform along the second slideway arranged in the transverse direction through the guiding base, providing a damping force. The force-bearing mode of the cantilever steel body is in a bending state. From the cantilever end to the middle part, its bending moment increases linearly from zero to the maximum, presenting a symmetric pattern. At the position where the bending moment is the largest, the cross-section is also the largest. For a circular cross-section, its generatrix can be a multi-curve designed based on the concept of equal strength, that is, corresponding to the cantilever steel body being a bar-shaped steel; for a rectangular cross-section, its generatrix can be a straight line designed based on equal strength, that is, corresponding to the cantilever steel body being a diamond-shaped structure, so as to ensure that when the cantilever steel body deforms during an earthquake, the stress state is evenly distributed and the energy-dissipating and displacement-limiting effect is remarkable. (Such as Figure 8, for the cantilever steel main body to undergo damped deformation transversely, its structural performance, etc. can also refer to the following literature: [1] Tyler, R. G. 1978. “Tapered steel energy dissipators for earthquake resistant structures.” Bull. N. Z. Soc. Earthq. Eng. 11(4): 282-294. At the same time, different from the existing conventional cantilever steel damping units, the bending moment diagram of the double-cantilever steel damping unit in the present invention adopts a mechanical mode of symmetric bending, effectively improving the anchoring problem at the root of the existing conventional damping units.

[0014] More preferably, the cantilever steel main body is a bar-shaped steel, and the corresponding cantilever end is a ball head structure. The thrust groove hole is a thrust card slot into which the ball head structure can extend, and the height of the thrust card slot in the vertical direction is 1-2 cm larger than the diameter of the ball head structure.

[0015] More preferably, the two cantilever steel main bodies form a rhombus structure, and the corresponding cantilever ends are cylindrical structures. The thrust groove holes are double-row thrust holes arranged on two parallel plates. The upper and lower ends of the cylindrical structure are respectively inserted into the double-row thrust holes. The double-row thrust holes are elliptical with the short axis direction along the transverse direction and the long axis direction along the longitudinal direction. Along the short axis direction, a mounting gap of 1-2 mm is preset between the double-row thrust holes and the cylindrical structure, and the specific value is determined according to the installation accuracy requirements. The length along the long axis direction is determined by the displacement stroke of the symmetric double-cantilever steel damping unit. The length along the long axis direction should ensure that when the second slideway arranged transversely by the cantilever steel main body deforms, the cylindrical structure at the cantilever end can be lifted freely along the long axis direction of the thrust hole without being blocked. At the same time, there should be a distance (length) of 1-2 cm between the round ends of the cylindrical structure between the double-row thrust holes and the double-row thrust holes along the vertical direction to prevent the contact connection failure caused by factors such as settlement and vertical seismic motion effects when the device has no vertical tensile and pull-out function. That is, (1) the clearance value along the horizontal axis is 1-2 mm, and the determination principle is the installation accuracy; (2) the clearance value along the long axis direction depends on the deformation of the steel damping unit, and the determination principle is that it shall not hinder the movement of the cantilever end when the steel damping unit undergoes damped deformation; (3) along the vertical direction, for the cantilever bar shape, the thrust groove wall should be 1-2 cm higher than the force transmission structure; for the rhombus, the cylindrical structure should be 1-2 cm higher than the thrust hole; the determination principle is to consider that when the device has no vertical tensile and pull-out function, during the settlement of the lower foundation structure or during an earthquake, to avoid the contact failure between the force transmission structure and the thrust groove or thrust hole, so that the device cannot work as expected).

[0016] Furthermore, stiffening rib plates are also provided on the guiding base, thrust steel box, etc. to improve the connection strength and stiffness.

[0017] When the double-cantilever steel damping device of the present invention is in use, taking its application in a bridge structure as an example, under the normal service condition of the bridge structure, the main girder drives the thrust steel box together with the guiding base to slide through the first sliding surface; under the action of an earthquake, the pier column drives the guiding base together with the symmetric double-cantilever steel damping unit to slide through the second slideway.

[0018] In the present invention, the displacement at the middle position of the symmetric double-cantilever steel damping unit is consistent with the displacement at the top of the pier, and the displacement at the cantilever end of the symmetric double-cantilever steel damping unit is consistent with the displacement of the main girder, so that the symmetric double-cantilever steel damping unit deforms in a specified mode, providing corresponding damping force in the transverse direction of the bridge; the vertical anti-pulling function is selectively provided by the first anti-pulling contact pair composed of the guiding base and the base slide plate, and the second anti-pulling contact pair or non-anti-pulling contact pair composed of the thrust steel box and the guiding base. The horizontal hysteresis and vertical anti-pulling behaviors are provided by different components, which are independent of each other and do not interfere with each other.

[0019] The present invention can selectively provide the vertical anti-pulling function to meet the requirements of vertical limit of seismic isolation and reduction devices for bridges in high-intensity earthquake areas, and this function is independent of the horizontal hysteresis behavior of the steel damping unit and does not affect each other; within the designed displacement range of the present invention, the steel damping unit maximally deforms to provide damping force in the transverse direction of the bridge, playing the role of energy dissipation and displacement limit. Due to the strong uncertainty of ground motion, when the pier-girder displacement exceeds the limit value, or due to other factors after the steel damping unit fails, the present invention can also provide the function of preventing the beam from falling as the last line of defense; at the same time, the present invention has a lower requirement for vertical space and stronger universality in installation; in addition, the invention is not sensitive to problems such as pier settlement during bridge operation, and the mechanical behavior during an earthquake is more controllable.

[0020] Compared with the prior art, the present invention has the following advantages:

[0021] First, the steel damping unit is of a double-cantilever structure and is integrally designed and processed, and the forces at the guiding base are symmetric, which well solves the problem of difficult anchoring of the root of the conventional steel damping element under the action of bending and shear.

[0022] Second, the vertical anti-pulling function of the steel damping device can be selectively provided according to the actual engineering requirements, and its function exertion is independent of the horizontal hysteresis behavior of the steel damping unit and does not interfere with each other.

[0023] Third, the spatial arrangement form of the double-cantilever steel damping unit results in a lower requirement for vertical space, broadening the potential possibility of its application in bridge structures and making its installation space more universal.

[0024] IV. Regarding the problem of pier settlement, it can be solved by releasing at the first slideway or the second slideway in the present invention and cooperating with the way of extending the vertical thrust groove hole wall. Since the deformation of the steel damping unit is only related to the horizontal length of the groove wall, the above solutions do not affect the horizontal hysteretic behavior of the damping unit.

[0025] V. The anti-falling beam baffle of the thrust steel box can be in direct contact with the guiding base after the seismic displacement exceeds the limit stroke of the steel damping unit or after the steel damping unit fails accidentally, serving as the last anti-seismic defense line to effectively prevent the occurrence of the falling beam phenomenon. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] Figure 1 It is a three-dimensional structural schematic diagram of the double-cantilever steel damping device in Embodiment 1;

[0027] Figure 2 It is a semi-sectional structural schematic diagram of the double-cantilever steel damping device in Embodiment 1;

[0028] Figure 3 It is a top-view structural schematic diagram of the double-cantilever steel damping device in Embodiment 1;

[0029] Figure 4 It is a three-dimensional structural schematic diagram of the components related to the first sliding surface in Embodiment 1;

[0030] Figure 5 It is a three-dimensional structural schematic diagram of the guiding base and the steel damping unit of the double-cantilever steel damping device in Embodiment 1;

[0031] Figure 6 It is a three-dimensional structural schematic diagram of the thrust steel box of the double-cantilever steel damping device in Embodiment 1;

[0032] Figure 7 It is a three-dimensional structural schematic diagram of the steel damping unit of the double-cantilever steel damping device in Embodiment 1;

[0033] Figure 8 It is an equivalent stress nephogram when the steel damping unit of the double-cantilever steel damping device undergoes damping deformation transversely under seismic action in Embodiment 1;

[0034] Figure 9 It is the simulation result of the force-displacement curve of the steel damping unit of the double-cantilever steel damping device in Embodiment 1;

[0035] Figure 10 It is a semi-sectional structural schematic diagram of the double-cantilever steel damping device in Embodiment 2;

[0036] Figure 11 It is a three-dimensional structural schematic diagram of the components related to the first sliding surface in Embodiment 2;

[0037] Figure 12It is a three-dimensional structural schematic diagram of the guiding base and the steel damping unit of the double-cantilever steel damping device in Embodiment 2;

[0038] Figure 13 It is a three-dimensional structural schematic diagram of the thrust steel box of the double-cantilever steel damping device in Embodiment 2;

[0039] Figure 14 It is a three-dimensional structural schematic diagram of the double-cantilever steel damping device in Embodiment 3;

[0040] Figure 15 It is a front view structural schematic diagram of the double-cantilever steel damping device in Embodiment 3;

[0041] Figure 16 It is a left view structural schematic diagram of the double-cantilever steel damping device in Embodiment 3;

[0042] Figure 17 It is a three-dimensional structural schematic diagram of the steel damping unit and the thrust groove of the double-cantilever steel damping device in Embodiment 3;

[0043] Figure 18 It is a three-dimensional structural schematic diagram of the steel damping unit of the double-cantilever steel damping device in Embodiment 3;

[0044] Figure 19 It is a three-dimensional structural schematic diagram of the double-cantilever steel damping device in Embodiment 4;

[0045] Figure 20 It is a front view structural schematic diagram of the double-cantilever steel damping device in Embodiment 4;

[0046] Marking description in the figure:

[0047] 1 - Anchor bolt, 2 - Base slide plate, 3 - Guiding base, 4 - Thrust steel box, 5 - Connecting beam bolt, 6 - Symmetrical double-cantilever steel damping unit, 7 - Positioning pin, 8 - Ultra-high molecular weight plate, 9 - Mirror stainless steel plate, 10 - Stiffening rib plate, 11 - Base plate, 21 - First slide rail, 31 - Second slide rail, 32 - First slider, 41 - Top plate, 42 - Connecting pin, 43 - Thrust slot, 44 - Second slider, 45 - Anti-falling beam baffle, 46 - Double-row thrust hole, 61 - Symmetrical double-cantilever rod-shaped steel damping unit, 62 - Symmetrical double-cantilever diamond-shaped steel damping unit, 63 - Ball head structure, 64 - Cylindrical structure, 65 - Pin hole. Detailed implementation manners

[0048] 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 manners and specific operation processes are given, but the protection scope of the present invention is not limited to the following embodiments.

[0049] In the following embodiments or examples, 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.

[0050] The present invention provides a double-cantilever steel damping device, the structure of which is shown in Figures 1 to 20 as follows, including a bottom plate 11, a base slide plate 2, a guiding base 3, a symmetric double-cantilever steel damping unit, and a thrust steel box 4. Among them, the base slide plate 2 is fixedly installed on the bottom plate 11, and the guiding base 3 that can slide longitudinally along it is also provided on the base slide plate 2. The thrust steel box 4 is arranged to slide transversely on the guiding base 3. The middle of the symmetric double-cantilever steel damping unit is connected to the guiding base 3, and both ends of the symmetric double-cantilever steel damping unit are respectively movably connected to both sides of the thrust steel box 4. When the damping device is installed on a bridge, longitudinally generally refers to the longitudinal direction of the bridge, and transversely refers to the transverse direction of the bridge.

[0051] In a specific embodiment of the present invention, please refer to Figure 1 as shown etc. The bottom plate 11 and the base slide plate 2 are fixed to the underlying foundation structure together through anchor bolts 1. A connecting beam bolt 5 for connecting to the upper foundation structure is also provided on the top of the thrust steel box 4. The underlying foundation structure can be the pier top of a bridge, etc., and the upper foundation structure can correspondingly be the main beam of a bridge, etc.

[0052] In a specific embodiment of the present invention, please refer to Figure 2 as shown etc. A first slide rail 21 along the longitudinal direction is provided on the base slide plate 2. A first slider 32 that slidably mates with the first slide rail 21 is installed on the bottom of the guiding base 3, and a first slideway along the longitudinal direction is formed by the first slide rail 21 and the first slider 32, so that the guiding base 3 and the base slide plate 2 can slide relatively longitudinally and form a first tensile contact pair. The first slide rail 21 and the second slider 44 can adopt the combination form of the convex and concave geometric shapes of an L-shaped convex edge and a concave card slot. Preferably, a ultra-high molecular weight plate 8 can be provided on the first slide rail 21, and a mirror stainless steel plate 9 can be provided on the first slider 32. In this way, a first sliding surface that moves relatively longitudinally can be formed by the ultra-high molecular weight plate 8 and the mirror stainless steel plate 9 to reduce the friction force.

[0053] In a specific embodiment of the present invention, please refer to Figure 4As shown in [relevant figures], a second sliding rail 31 extending horizontally is also machined on the top of the guiding base 3. A second sliding block 44 matching the second sliding rail 31 is installed on the lower surface of the top plate 41 of the thrust steel box 4. The second sliding rail 31 and the second sliding block 44 form a second sliding track extending horizontally, enabling relative sliding between the guiding base 3 and the thrust steel box 4 in the horizontal direction, and forming a second tensile contact pair or a non-tensile contact pair. Similarly, the second sliding rail 31 and the second sliding block 44 can adopt a structure similar to that of the above-mentioned first sliding rail 21 and first sliding block 32 to form a second tensile contact pair. Of course, a non-tensile contact pair formed by matching a rectangular convex edge with a concave sliding groove can also be adopted.

[0054] In a more specific embodiment, please refer to Figure 6 As shown in [relevant figures], anti-falling beam baffles 45 are respectively provided at the two horizontal ends of the second sliding rail 31 on the thrust steel box 4, and the distance between the anti-falling beam baffle 45 and the end of the second sliding rail 31 is not less than the ultimate displacement stroke of the symmetric double-cantilever steel damping unit. After the seismic displacement exceeds the limit stroke of the symmetric double-cantilever steel damping unit 6 or when the symmetric double-cantilever steel damping unit 6 fails due to some factors, the anti-falling beam baffle 45 of the thrust steel box 4 can be in direct contact with the guiding base 3 to serve as the last anti-seismic line of defense for anti-falling beams.

[0055] In a specific embodiment of the present invention, please refer to Figure 7 As shown in [relevant figures], a pin hole 65 can also be provided at the middle position of the symmetric double-cantilever steel damping unit 6. In this way, connection with the guiding base 3 can be achieved through a positioning pin 7. Thrust slot holes are respectively provided on both inner sides of the thrust steel box 4. The cantilever ends at both ends of the symmetric double-cantilever steel damping unit 6 extend into the thrust slot holes, and a gap is maintained between the cantilever ends and the hole walls of the thrust slot holes.

[0056] In a more specific embodiment, please refer to Figure 7As shown in etc., the symmetric double-cantilever steel damping unit 6 is composed of two cantilever steel bodies that are symmetrically arranged and connected into one body. The end of the cantilever steel body is the cantilever end. The symmetric double-cantilever steel damping unit 6 is an energy-dissipating component designed based on the principle of equal strength. The symmetric double-cantilever steel damping units 6 arranged symmetrically in the transverse direction are connected to the underlying foundation structure through a guiding base 3, a base slide plate 2, a bottom plate, etc. at the middle part. The two cantilever ends on both sides of the symmetric double-cantilever steel damping unit 6 are connected to the upper foundation structure through their movable contact with the thrust steel box. Under the action of an earthquake, the upper foundation structure contacts the cantilever end through the thrust steel box 4, forcing the symmetric double-cantilever steel damping unit 6 to deform along the second slideway arranged in the transverse direction. Due to the interaction of forces, the above force-bearing process can also be described as the underlying foundation structure forcing the middle part of the cantilever steel body to deform along the second slideway arranged in the transverse direction through the guiding base 3, providing a damping force. The force-bearing mode of the symmetric double-cantilever steel damping unit 6 is in a bending state. From the cantilever end to the middle part, its bending moment increases linearly from zero to the maximum, presenting a symmetric pattern. At the place where the bending moment is the largest, the cross-section is also the largest. For a circular cross-section, its generatrix can be a multi-curve designed based on the concept of equal strength, that is, the corresponding cantilever steel body is in the shape of a bar steel; for a rectangular cross-section, its generatrix can be a straight line designed based on equal strength, that is, the corresponding cantilever steel body is in the shape of a rhombus structure, so as to ensure that when the cantilever steel body deforms during an earthquake, the stress state is evenly distributed and the energy-dissipating and limiting effect is remarkable. (Such as Figure 8 , which is the damping deformation of the cantilever steel body in the transverse direction).

[0057] In a more specific implementation manner, please refer to again Figure 2 As shown in etc., the cantilever steel body is in the shape of a bar steel, and the corresponding cantilever end is a ball head structure 63. The thrust slot hole is a thrust card slot 43 into which the ball head structure 63 can extend, and the height of the thrust card slot 43 in the vertical direction is 1-2 cm larger than the diameter of the ball head structure 63.

[0058] In a more specific implementation manner, please refer to again Figure 14As shown in [figures not specified], the two cantilever steel bodies form a rhombus structure. The corresponding cantilever ends are cylindrical structures 64. The thrust groove holes are double-row thrust holes 46 arranged on two parallel plates. The upper and lower ends of the cylindrical structure 64 are respectively inserted into the double-row thrust holes 46. The double-row thrust holes 46 are elliptical with the short axis direction along the transverse direction and the long axis direction along the longitudinal direction. Along the short axis direction, there is an installation gap of 1 - 2 mm between the double-row thrust holes 46 and the cylindrical structure 64. And the length along the long axis direction is determined by the displacement stroke of the symmetric double-cantilever steel damping unit 6. Specifically, the length along the long axis direction should ensure that when the second slideway arranged transversely on the cantilever steel body deforms, the cylindrical structure at the cantilever end can be lifted freely along the long axis direction of the thrust hole without being blocked. At the same time, there should be a distance (length) of 1 - 2 cm between the round end of the cylindrical structure 64 between the double-row thrust holes 46 and the double-row thrust holes 46 along the vertical direction to prevent the contact connection from failing caused by factors such as settlement and vertical seismic dynamic effects when the device has no vertical anti-pull-out function.

[0059] That is, (1) the gap value along the horizontal axis is 1 - 2 mm, and the determination principle is the installation accuracy; (2) the gap value along the long axis direction depends on the deformation of the steel damping unit, and the determination principle is that it should not hinder the movement of the cantilever end when the steel damping unit undergoes damping deformation; (3) along the vertical direction, for the cantilever rod shape, the thrust groove wall should be 1 - 2 cm higher than the force transfer structure; for the rhombus, the cylindrical structure should be 1 - 2 cm higher than the double-row thrust holes; the determination principle is to consider that when the device has no vertical anti-pull-out function, during the settlement of the lower foundation structure or during an earthquake, to avoid the contact failure between the force transfer structure and the thrust groove or thrust hole, so that the device cannot work as expected).

[0060] In a specific embodiment of the present invention, please refer to Figure 4 As shown in [figures not specified], stiffening rib plates 10 are also provided on the guiding base 3, the thrust steel box 4, etc. to improve the connection strength and stiffness.

[0061] The device of the present invention can rotate 90 degrees along the installation plane to provide a damping force orthogonal to the original direction, that is, it can also provide a damping force along the longitudinal direction. When combined with the original embodiment that provides a transverse damping force, it can play a role in energy dissipation and displacement limitation in two directions simultaneously.

[0062] The above embodiments can be implemented separately, or any two or more of them can be combined arbitrarily.

[0063] When the double-cantilever steel damping device in the above embodiments is in use, taking the application on a bridge structure as an example, under the normal use state of the bridge structure, the main beam drives the thrust steel box 4 together with the guiding base 3 to slide through the first sliding surface; under the action of an earthquake, the pier column drives the guiding base 3 together with the symmetric double-cantilever steel damping unit 6 to slide through the second slideway.

[0064] In the above embodiments, the displacement at the middle position of the symmetric double-cantilever steel damping unit 6 is consistent with the displacement at the top of the pier, and the displacement at the cantilever end of the symmetric double-cantilever steel damping unit 6 is consistent with the displacement of the main girder, so that the symmetric double-cantilever steel damping unit 6 deforms according to the specified mode and provides corresponding damping force in the transverse direction of the bridge; the vertical anti-pulling function is selectively provided by the first anti-pulling contact pair composed of the guiding base 3 and the base slide plate 2, and the second anti-pulling contact pair or non-anti-pulling contact pair composed of the thrust steel box 4 and the guiding base 3. The horizontal hysteresis and vertical anti-pulling behaviors are provided by different components, independent of each other and without interference.

[0065] The damping device in the above embodiments can selectively provide the vertical anti-pulling function to meet the requirements of vertical limit for seismic isolation devices of bridges in high-intensity earthquake areas, and this function is independent of the horizontal hysteresis behavior of the steel damping unit and does not affect each other; within the designed displacement range of the present invention, the steel damping unit maximally deforms to provide damping force in the transverse direction of the bridge, playing the role of energy dissipation and limit; due to the strong uncertainty of ground motion, when the pier-girder displacement exceeds the limit value, or due to other factors after the steel damping unit fails, the present invention can also provide the function of preventing the beam from falling as the last line of defense; at the same time, the present invention has a lower requirement for vertical space and stronger installation universality; in addition, the invention is not sensitive to problems such as pier settlement during bridge operation, and the mechanical behavior during earthquakes is more controllable.

[0066] The above embodiments will be described in more detail below with specific examples.

[0067] Example 1

[0068] Refer to Figures 1 - 9 , this embodiment provides a double-cantilever steel damping device, which is a double-cantilever rod-shaped steel damping device with vertical anti-pulling function. It includes an anchor bolt 1, a base slide plate 2, a guiding base 3, a thrust steel box 4, a connecting beam bolt 5 and a symmetric double-cantilever steel damping unit 6. The base slide plate 2 is connected above the bottom plate 11, and the anchor bolt 1 is connected below the bottom plate 11. The anchor bolt 1 is used to connect the base slide plate 2 and the bottom plate 11 to the top of the pier. The lower part of the guiding base 3 is slidably connected to the upper part of the base slide plate 2, and the guiding base 3 and the base slide plate 2 form the first anti-pulling contact pair; the middle part of the symmetric double-cantilever steel damping unit 6 is connected to the guiding base 3, and both ends of the symmetric double-cantilever steel damping unit 6 are connected to the thrust steel box 4. The lower part of the thrust steel box 4 is also slidably connected to the upper part of the guiding base 3, and the thrust steel box 4 and the guiding base 3 form the second anti-pulling contact pair or non-anti-pulling contact pair; a connecting beam bolt 5 is connected above the thrust steel box 4, and the connecting beam bolt 5 is used to connect the thrust steel box 4 to the main girder. Under the normal service condition of the bridge structure, the main girder drives the thrust steel box 4 together with the guiding base 3 to slide through the first sliding surface; under the action of earthquake, the pier column drives the guiding base 3 together with the symmetric double-cantilever steel damping unit 6 to slide through the second slideway.

[0069] In this embodiment, the displacement at the middle position of the symmetric double-cantilever steel damping unit 6 is consistent with the displacement of the pier top, and the displacement at the cantilever end of the symmetric double-cantilever steel damping unit 6 is consistent with the displacement of the main girder, so that the symmetric double-cantilever steel damping unit 6 deforms in a specified mode and provides corresponding damping force in the transverse direction of the bridge; the vertical anti-pulling function is selectively provided by the first anti-pulling contact pair composed of the guiding base 3 and the base slide plate 2, and the second anti-pulling contact pair or non-anti-pulling contact pair composed of the thrust steel box 4 and the guiding base 3. The horizontal hysteresis and vertical anti-pulling behaviors are provided by different components, which are independent of each other and do not interfere with each other.

[0070] Reference Figure 4 , in this embodiment, a first slide rail 21 (using an L-shaped convex edge here) is provided on the base slide plate 2, and a first slider 32 corresponding to the first slide rail 21 (using a concave groove adapted to the L-shaped convex edge to achieve concave-convex fit here) is provided at the lower part of the guiding base 3. The first slide rail 21 and the first slider 32 form a first slideway that moves relatively along the longitudinal direction of the bridge; the first slide rail 21 on the upper part of the base slide plate 2 and the first slider 32 at the lower part of the guiding base 3 form a first anti-pulling contact pair through the geometric shape fit of convex and concave in the vertical direction.

[0071] A ultra-high molecular weight plate 8 is provided on the first slide rail 21, and a mirror stainless steel plate 9 is provided on the first slider 32. The ultra-high molecular weight plate 8 and the mirror stainless steel plate 9 form a first sliding surface that moves relatively along the longitudinal direction of the bridge to reduce the friction force.

[0072] The lower part of the thrust steel box 4 and the upper part of the guiding base 3 are respectively placed in a second slideway that moves relatively along the transverse direction of the bridge. The second slideway can be that the second slide rail 31 (using an L-shaped convex edge here) on the upper part of the guiding base 3 and the second slider 44 (also using a concave groove here) at the lower part of the thrust steel box 4 form a second anti-pulling contact pair through the geometric shape fit of convex and concave in the vertical direction.

[0073] Reference Figure 2 And Figure 7 , the symmetric double-cantilever steel damping unit 6 is provided with a pin hole 65 and is connected to the guiding base 3 through a positioning pin 7.

[0074] Reference Figure 6 , the cantilever end of the symmetric double-cantilever steel damping unit 6 extends into the pre-set thrust slot 43 or double-row thrust holes 46 of the thrust steel box 4. The thrust slot 43 is connected to the top plate 41 through a connecting pin 42.

[0075] Reference Figure 2 And Figure 7, the symmetric double-cantilever steel damping unit 6 is composed of two cantilever steel bodies that are symmetrically arranged and connected as a whole. In this embodiment, it is a symmetric double-cantilever rod-shaped steel damping unit 61, that is, its cantilever steel body is a rod-shaped steel. The cantilever end of the symmetric double-cantilever rod-shaped steel damping unit 61 is a ball head structure 63, and the ball head structure 63 extends into the thrust card slot 43 provided on the thrust steel box 4. The length of the slot wall of the thrust card slot 43 in the vertical direction is 1-2 cm larger than the diameter of the ball head structure 63.

[0076] In this embodiment, the symmetric double-cantilever rod-shaped steel damping unit 61 is integrally processed and designed.

[0077] In this embodiment, the geometric shape of the symmetric double-cantilever rod-shaped steel damping unit 61 is a variable cross-section structure adapted to the bending moment diagram, and the equivalent stress nephogram during its working process is as Figure 8 shown, and the corresponding force-displacement curve is shown in Figure 9 .

[0078] Refer to Figure 6 , in this embodiment, on the thrust steel box 4, a falling prevention beam baffle 45 is arranged perpendicular to the transverse bridge direction. The distance between the falling prevention beam baffle 45 and the edge of the guiding base 3 should not be less than the ultimate displacement stroke of the symmetric double-cantilever steel damping unit 6. After the earthquake displacement exceeds the limit stroke of the symmetric double-cantilever steel damping unit 6 or when the symmetric double-cantilever steel damping unit 6 fails due to certain factors, the falling prevention beam baffle 45 of the thrust steel box 4 can be in direct contact with the guiding base 3 to serve as the last anti-seismic defense line for preventing the falling of the beam.

[0079] Refer to Figure 6 , in this embodiment, on the guiding base 3, between the second slideway and the thrust steel box 4, and between the top plate 41 of the thrust steel box 4 and the falling prevention beam baffle 45, stiffening rib plates 10 for increasing the connection strength and stiffness are provided.

[0080] Embodiment 2

[0081] Refer to Figures 10 - 13 , in this embodiment, a double-cantilever steel damping device is provided, which is a vertical non-tensile double-cantilever rod-shaped steel damping device.

[0082] Different from Embodiment 1, the second slideway is a non-tensile contact pair. The corresponding second slide rail 31 adopts a rectangular convex edge structure, while the second slider 44 adopts a concave chute structure that is concavo-convex adapted to the rectangular convex edge structure.

[0083] Embodiment 3

[0084] Refer to Figures 14 - 18 , in this embodiment, a double-cantilever steel damping device is provided, which is a vertical tensile double-cantilever diamond-shaped steel damping device.

[0085] Different from the first embodiment, in this embodiment, the symmetric double-cantilever steel damping unit 6 is a symmetric double-cantilever diamond-shaped steel damping unit 62, that is, the two cantilever steel bodies form a diamond-shaped steel plate. The cantilever end of the symmetric double-cantilever diamond-shaped steel damping unit 62 is a cylindrical structure 64, and the cylindrical structure 64 extends into the double-row thrust holes 46 provided on the thrust steel box 4. The double-row thrust holes 46 are elliptical, with the long-axis direction along the bridge longitudinal direction, and its length is determined by the displacement stroke of the symmetric double-cantilever diamond-shaped steel damping unit 62. The short-axis direction is along the bridge transverse direction, and its length is 1-2 mm larger than that of the cylindrical structure 64 (so that there is an installation gap of 1-2 mm between the double-row thrust holes 46 and the cylindrical structure 64). There should be a distance (length) of 1-2 cm in the vertical direction between the round end of the cylindrical structure 64 between the double-row thrust holes 46 and the double-row thrust holes 46.

[0086] That is to say, (1) the gap value in the horizontal axis direction is 1-2 mm, and the determination principle is the installation accuracy; (2) the gap value in the long-axis direction depends on the deformation of the steel damping unit, and the determination principle is that it shall not hinder the movement of the cantilever end when the steel damping unit undergoes damping deformation; (3) in the vertical direction, for the cantilever rod shape, the thrust groove wall should be 1-2 cm higher than the force transmission structure; for the diamond shape, the cylindrical structure should be 1-2 cm higher than the thrust hole; the determination principle is that considering that the device has no vertical pulling function, when the lower foundation structure settles or during an earthquake, it is necessary to avoid the contact failure between the force transmission structure and the thrust groove or thrust hole, so that the device cannot work as expected).

[0087] In this embodiment, the symmetric double-cantilever diamond-shaped steel damping unit 62 is designed for integrated processing.

[0088] The anti-falling baffle in the first embodiment and the second embodiment can be selectively set according to actual needs. In this embodiment, it is not set.

[0089] Embodiment 4

[0090] This embodiment provides a vertical non-pull-out double-cantilever diamond-shaped steel damping device. For its structure diagram, see Figures 19 to 20 As shown, different from the third embodiment, the second slideway is a non-pull-out contact pair. The corresponding second slide rail 31 adopts a rectangular convex edge structure, while the second slide block 44 adopts a concave chute structure that is concave-convex adapted to the rectangular convex edge structure.

[0091] The above description of the embodiments is for the convenience of 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 labor. 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 should be within the protection scope of the present invention.

Claims

1. A double-cantilever steel damping device, characterized in that, It includes a bottom plate, a base slide plate, a guiding base, a symmetric double-cantilever steel damping unit and a thrust steel box. Among them, the base slide plate is fixedly installed on the bottom plate, and the guiding base capable of sliding longitudinally along it is further provided on the base slide plate. The thrust steel box is arranged to slide transversely on the guiding base. The middle of the symmetric double-cantilever steel damping unit is connected to the guiding base, and the two ends of the symmetric double-cantilever steel damping unit are respectively movably connected to both sides of the thrust steel box; The bottom plate and the base slide plate are fixed on the underlying foundation structure together through ground anchor bolts; A coupling beam bolt for connecting to the upper foundation structure is further provided on the top of the thrust steel box; The symmetric double-cantilever steel damping unit is in contact connection with the guiding base through a positioning pin. Thrust slots are respectively provided on both inner sides of the thrust steel box. The cantilever ends at both ends of the symmetric double-cantilever steel damping unit extend into the thrust slots, and a gap is maintained between the cantilever ends and the hole walls of the thrust slots; The symmetric double-cantilever steel damping unit is composed of two cantilever steel bodies symmetrically arranged and connected as a whole. The end of the cantilever steel body is the cantilever end; The cantilever steel body is in the shape of a bar steel, and the corresponding cantilever end is a ball head structure. The thrust slot is a thrust card slot into which the ball head structure can extend, and the height of the thrust card slot in the vertical direction is 1-2 cm larger than the diameter of the ball head structure.

2. The double-cantilever steel damping device according to claim 1, wherein, A first slide rail is provided longitudinally on the base slide plate. A first slider slidably matched with the first slide rail is installed on the bottom of the guiding base, and a first slideway is formed by the first slide rail and the first slider along the longitudinal direction, so that the guiding base and the base slide plate can slide relatively longitudinally.

3. A double-cantilever steel damping device according to claim 1, characterized in that A second slide rail is further machined transversely on the top of the guiding base. A second slider matched with the second slide rail is installed on the lower surface of the top plate of the thrust steel box, and a second slideway is formed by the second slide rail and the second slider along the transverse direction, so that the guiding base and the thrust steel box can slide relatively transversely.

4. A double-cantilever steel damping device according to claim 3, characterized in that, Anti-falling beam baffles are further provided on the thrust steel box at the two transverse ends of the second slide rail respectively, and the distance between the anti-falling beam baffle and the end of the second slide rail is not less than the extreme displacement stroke of the symmetric double-cantilever steel damping unit.

5. A double-cantilever steel damping device according to claim 4, characterized in that, Stiffening rib plates are also provided between the guiding base, between the second slideway and the thrust steel box, and between the top plate of the thrust steel box and the anti-falling beam baffle.

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