Friction type quasi seismic isolation support, bridge and building body

Abstract

The utility model relates to a friction type quasi seismic isolation support, a bridge and a building body, comprising a spherical support used for forming a first plane friction pair with a building body cross beam, and further comprising an additional plane support used for being fixed on a building bottom pier and used for being supported between the spherical support and the building bottom pier; a second plane friction pair is formed between the additional plane support and the spherical support, and the friction coefficient of the second plane friction pair is larger than that of the first plane friction pair; the structure further comprises a plurality of fragile shear keys, the upper ends of the fragile shear keys are connected to the spherical support, and the fragile shear keys abut against the two opposite sides of the additional plane support in the midspan direction of the building cross beam in a limited mode. According to the utility model, the upper structure of the building body can be prevented from being easily lifted when the building body suffers from a rare earthquake, the building body is prevented from losing the shock resistance after the rare earthquake, and the controllability of the friction coefficient is stronger.

Description

Technical Field

[0001] The utility model relates to the technical field of building seismic structures, in particular to a friction-type quasi-seismic isolation bearing, a bridge and a building body. Background Technique

[0002] In order to avoid huge losses to people's lives and property caused by earthquakes, the building engineering structures of the prior art generally adopt ductile seismic design methods and seismic isolation and damping design methods to achieve earthquake resistance of buildings such as bridges.

[0003] Taking a building body such as a bridge as an example, a bridge that achieves earthquake resistance by using a ductile seismic design method relies on the plastic deformation energy and hysteretic energy dissipation of the bridge pier to dissipate seismic energy. However, this design is prone to cause relatively serious damage to the bridge structure under rare earthquakes (such as medium-intensity earthquakes). A bridge that adopts a seismic isolation and damping design method uses a seismic isolation and damping bearing to achieve earthquake resistance. The advantage of the seismic isolation and damping bearing is that it can weaken the damage of earthquakes to the bridge structure economically and effectively. Currently, the seismic isolation and damping bearings applied to bridges generally include lead-rubber bearings, hyperbolic spherical bearings, friction pendulum bearings, liquid damping bearings, etc. However, some of the above types of bearings also have the following problems in practice:

[0004] 1. The lead-rubber bearing mainly achieves seismic isolation and damping by the energy dissipation of the lead core, but the presence of lead is easy to damage the environment;

[0005] 2. The liquid damping bearing has poor sealing performance and there is an oil leakage phenomenon;

[0006] 3. Although the friction pendulum bearing can dissipate energy through friction, its period is fixed. Especially in rare earthquakes, it is easy to generate resonance, and the displacement is often very large. In the relative movement during rare earthquakes, it is easy to cause the beam body on the upper part of the building body to lift, resulting in seismic failure. In addition, the hyperbolic spherical bearing is costly and complex to install;

[0007] 4. The hyperbolic spherical bearing also dissipates energy through friction. Compared with ordinary spherical bearings, the hyperbolic spherical bearing has stronger load-bearing capacity and better energy dissipation performance. It can evenly distribute the load in all directions during rare earthquakes, improve the load-bearing capacity and stability of the bearing, but it will still cause the beam body on the upper part of the building body to lift in the relative movement during rare earthquakes, resulting in seismic failure. In addition, the hyperbolic spherical bearing is also costly and very complex to install;

[0008] 5. Post-earthquake investigations and existing research have shown that after the seismic damage of seismic isolation and vibration reduction bearings, the seismic responses of the upper and lower structures of buildings such as bridges will change. After the damage of seismic isolation and vibration reduction bearings, the friction coefficient inside them will have a significant impact on the seismic responses of buildings such as bridges. The magnitude of the friction coefficient after the seismic damage of seismic isolation and vibration reduction bearings is related to the failure modes suffered by the bearings. During an earthquake, the main failure modes of seismic isolation and vibration reduction bearings of buildings such as bridges are mostly shear or pull-out of bearing bolts, damage to bearing limit devices, dislocation of the upper and lower pendulums of rocker bearings, and damage to bearing pads. The damaged seismic isolation and vibration reduction bearings change from the original fixed state to the friction between the residual components of the bearings and the friction between the residual components of the bearings and the bridge piers. This will result in a large range of changes in the friction coefficient, poor controllability of the friction coefficient, being uncontrollable and difficult to reliably predict. If the friction coefficient of the bearing after being damaged by the earthquake is too large, it may be difficult to continue to play the role of seismic isolation and vibration reduction in buildings such as bridges. Utility Model Content

[0009] This solution aims to overcome at least one defect in the prior art and provides a friction-type quasi-seismic isolation bearing, which can prevent the upper structure of a building from being easily lifted during a rare earthquake, so as to avoid the building losing its seismic resistance after a rare earthquake, and ensure that the seismic isolation bearing can dissipate energy by friction according to a preset friction coefficient during a rare earthquake, with stronger controllability of the friction coefficient.

[0010] A friction-type quasi-seismic isolation bearing of the present utility model includes a spherical bearing for supporting between the cross beam of a building and the building bottom pier. The spherical bearing is used to form a first planar friction pair with the cross beam of the building, and further includes:

[0011] An additional planar bearing, which is used to be fixed on the building bottom pier and support between the spherical bearing and the building bottom pier;

[0012] Wherein, a second planar friction pair is formed between the additional planar bearing and the spherical bearing, and the friction coefficient of the second planar friction pair is greater than that of the first planar friction pair;

[0013] It further includes:

[0014] A number of brittle shear keys, the upper ends of each brittle shear key are respectively connected to the spherical bearing, and each brittle shear key is respectively limited and abutted against the opposite sides of the additional planar bearing in the mid-span direction of the cross beam of the building.

[0015] According to a friction-type quasi-seismic isolation bearing of the present utility model, it further includes:

[0016] A limiter, which is used to be respectively limited and connected to the cross beam of the building and the building bottom pier in the mid-span direction of the cross beam of the building to limit the displacement stroke between the cross beam of the building and the building bottom pier in the mid-span direction of the cross beam of the building.

[0017] According to a friction-type quasi-seismic isolation bearing of the present utility model, the stopper includes a limiting rod and a movable frame slidably sleeved on the limiting rod;

[0018] The limiting rod is used to extend along the mid-span direction of the cross beam of the building body;

[0019] The movable frame is used to be fixedly connected to the bottom of the cross beam of the building body;

[0020] Wherein, one end of the limiting rod is used to be fixedly connected to the building bottom pier, and a stop block is fixed at the other end, and there is an initial gap between the stop block and the movable frame.

[0021] According to a friction-type quasi-seismic isolation bearing of the present utility model, the spherical bearing includes:

[0022] An upper bearing plate, the top of the upper bearing plate is fixedly connected to the bottom of the cross beam of the building body; a planar sliding plate, the planar sliding plate is fixedly connected to the bottom of the upper bearing plate;

[0023] A spherical crown liner, the top plate surface of the spherical crown liner is in planar friction contact with the bottom plate surface of the planar sliding plate to form the first planar friction pair;

[0024] A spherical sliding plate, the top concave surface of the spherical sliding plate is fixedly fitted with the bottom spherical surface of the spherical crown liner;

[0025] A lower bearing plate, the top spherical surface of the lower bearing plate is in spherical friction contact with the bottom convex surface of the spherical sliding plate;

[0026] The additional planar bearing includes:

[0027] A first planar friction plate, the upper surface of the first planar friction plate is fixedly connected to the lower surface of the lower bearing plate;

[0028] A second planar friction plate, which is used to be fixed on the top of the building bottom pier, and the upper surface of the second planar friction plate is in planar friction contact with the lower surface of the first planar friction plate to form the second planar friction pair;

[0029] Wherein, the friction coefficient between the second planar friction plate and the first planar friction plate is greater than the friction coefficient between the spherical crown liner and the planar sliding plate.

[0030] According to a friction-type quasi-seismic isolation bearing of the present utility model, a plurality of limiting blocks are fixed to the bottom of the upper bearing plate;

[0031] Each of the limiting blocks is respectively in limiting contact with the opposite side walls of the lower bearing plate in the mid-span direction of the cross beam of the building body.

[0032] According to a friction-type quasi-seismic isolation bearing of the present utility model, a plurality of anchor rods are fixedly connected to the bottom of the second planar friction plate, and each of the anchor rods is used to be fixedly inserted downward into the interior of a building bottom pier.

[0033] According to a friction-type quasi-seismic isolation bearing of the present utility model, the brittle shear key includes an upper connecting block, a lower connecting block, and a brittle member;

[0034] The upper end and the lower end of the brittle member are respectively fixedly connected to the upper connecting block and the lower connecting block;

[0035] Wherein, the upper connecting block is connected to the side surface of the lower bearing plate in the mid-span direction of the building beam; the lower connecting block is limited and abutted against the side surface of the second planar friction plate in the mid-span direction of the building beam.

[0036] According to a friction-type quasi-seismic isolation bearing of the present utility model, the position limiter further includes a fixing frame;

[0037] The fixing frame is fixedly sleeved on one end of the position-limiting rod far away from the stop block;

[0038] The fixing frame is used to be fixedly connected to the building bottom pier.

[0039] A bridge of the present utility model has a structure including the friction-type quasi-seismic isolation bearing of the present utility model. Therefore, the structure of the bridge can prevent the upper structure from being easily lifted during a rare earthquake, so as to avoid the bridge losing its seismic resistance after a rare earthquake, and ensure that the seismic isolation bearing of the bridge can dissipate energy by friction according to a preset friction coefficient during a rare earthquake, and the controllability of the friction coefficient is stronger.

[0040] A building body of the present utility model has a structure including the friction-type quasi-seismic isolation bearing of the present utility model. Therefore, the structure of the building body can prevent the upper structure from being easily lifted during a rare earthquake, so as to avoid the building body losing its seismic resistance after a rare earthquake, and ensure that the seismic isolation bearing of the building body can dissipate energy by friction according to a preset friction coefficient during a rare earthquake, and the controllability of the friction coefficient is stronger.

[0041] A friction-type quasi-seismic isolation bearing of the present utility model adds an additional planar bearing at the bottom of a spherical bearing that supports between the cross beam of a building body and the building base pier in the prior art. The additional planar bearing is fixed on the building base pier and supports between the spherical bearing and the building base pier. The spherical bearing and the cross beam of the building body form a first planar friction pair with each other. Therefore, during an earthquake, the spherical bearing and the cross beam of the building body can slide relative to each other through planar friction, realizing friction energy dissipation and vibration isolation and reduction. Similarly, the additional planar bearing and the spherical bearing form a second planar friction pair with each other. Therefore, during an earthquake, the additional planar bearing and the spherical bearing can slide relative to each other through planar friction, and can also realize friction energy dissipation and vibration isolation and reduction. In addition, since the friction coefficient of the second planar friction pair formed by the additional planar bearing and the spherical bearing is greater than the friction coefficient of the first planar friction pair formed by the spherical bearing and the cross beam of the building body, during normal use (for example, when a vehicle passes over a bridge building and causes vibration) or when encountering a minor earthquake, the first planar friction pair is more likely to generate planar friction movement than the second planar friction pair. At this time, the planar friction slip between the spherical bearing and the cross beam of the building body is mainly used to consume the relatively small vibration received by the bridge body. At the same time, since a plurality of brittle shear keys are connected to the spherical bearing, and each brittle shear key is respectively limited and abutted against the opposite sides of the additional planar bearing in the mid-span direction of the cross beam of the building body, during a minor earthquake, since each brittle shear key has not reached the degree of being sheared off, each brittle shear key can limit the generation of relative planar friction displacement between the additional planar bearing and the spherical bearing in the mid-span direction of the cross beam of the building body, ensuring that the bearing will not shift in the mid-span direction of the cross beam of the building body during a minor earthquake. However, when the building body encounters a rare earthquake with a large magnitude, the strong seismic force on the ground is transmitted to the additional planar bearing through the building base pier, and then transmitted to each brittle shear key through the additional planar bearing. Thus, each brittle shear key can reach the degree of being sheared off and disconnect the limitation on the additional planar bearing. At this time, the second planar friction pair with a larger friction coefficient can generate planar friction movement to isolate and reduce the vibration of the building body. Since the friction coefficient of the second planar friction pair can be determined in advance by processing the roughness of the friction surface when manufacturing the additional planar bearing and the spherical bearing, that is, as long as the roughness of the friction surface is predetermined during production and manufacturing, a second planar friction pair with a corresponding friction coefficient can be processed. When an earthquake causes the second planar friction pair to generate planar friction movement, the second planar friction pair will slide according to the pre-set friction coefficient. Therefore, the controllability of the friction coefficient of the isolation bearing is stronger, ensuring that the isolation bearing can dissipate energy through friction according to the pre-set friction coefficient when suffering from a rare earthquake, which is beneficial to preventing the isolation bearing from generating an uncontrollable friction coefficient after suffering from a rare earthquake, and the isolation bearing can continuously play a role in isolating and reducing vibration in the building body.On the other hand, since the second planar friction pair with a larger friction coefficient also generates planar friction movement when subjected to a rare earthquake, that is, during a strong earthquake, both the first planar friction pair and the second planar friction pair can generate planar friction slip, jointly dissipating energy through friction, enabling the additional planar bearing to effectively share the vibration received by the spherical bearing. In this way, it can be ensured that the spherical bearing mainly generates horizontal sliding during an earthquake and does not produce uplift movement, preventing the upper structure of the building from being easily uplifted when subjected to a rare earthquake and avoiding the building losing its seismic resistance after a rare earthquake. It should also be noted that during a strong earthquake, after both the first planar friction pair and the second planar friction pair generate planar friction slip, at this time, it can more dynamically separate the upper structure and the lower structure of the building, limit the transfer force between the upper and lower structures of the building, and significantly enhance the energy dissipation capacity of the bearing, thereby reducing the shear force demand at the bottom of the pier, the displacement demand at the top of the pier, and the cumulative energy dissipation of the pier body, effectively reducing the damage degree of the building during a rare earthquake. Description of the Drawings

[0042] In order to more clearly illustrate the technical solutions in the present invention or the prior art, the following will briefly introduce the drawings required for use in the description of the embodiments or the prior art. Obviously, the drawings in the following description are some embodiments of the present invention. For those of ordinary skill in the art, without creative efforts, other drawings can also be obtained based on these drawings.

[0043] Figure 1 is the usage state diagram of the present invention;

[0044] Figure 2 is the overall structure diagram of the present invention;

[0045] Figure 3 is the exploded view of the present invention;

[0046] Figure 4 is the structure diagram of the limiter of the present invention.

[0047] Reference Signs:

[0048] 100, building body cross beam; 200, building bottom pier; 201, cushion stone;

[0049] 1, spherical bearing; 11, upper bearing plate; 12, planar sliding plate; 13, spherical crown liner;

[0050] 14, spherical sliding plate; 15, lower bearing plate; 16, limit stop; 2, additional planar bearing;

[0051] 21, first planar friction plate; 22, second planar friction plate; 23, anchor bolt; 3, brittle shear key; 31, upper connection block; 32, lower connection block; 33, brittle member; 4, limiter

[0052] 41. Limit rod, 42. Movable frame, 43. Stop block, 44. Fixed frame. Specific implementation manner

[0053] The embodiments of the present utility model will be described in detail below. The examples of the embodiments are shown in the drawings, wherein the same or similar reference numerals represent the same or similar elements or elements with the same or similar functions throughout. The embodiments described below with reference to the drawings are exemplary and are only used to explain the present utility model and should not be construed as a limitation to the present utility model. In the description of the present utility model, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", etc. indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present utility model and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a limitation to the present utility model.

[0054] As Figures 1 to 4 shown, a friction-type quasi-isolation bearing of this embodiment has a structure including a common spherical bearing 1 of the prior art, and an additional planar bearing 2 is additionally provided on the basis of the spherical bearing 1, and further includes a plurality of brittle shear keys 3. The spherical bearing 1 is used to support between the building beam 100 and the building bottom pier 200. A friction plane is provided between the spherical bearing 1 and the building beam 100, and they can slide relative to each other, so that the spherical bearing 1 and the building beam 100 together form a first planar friction pair. The additional planar bearing 2 is arranged at the bottom of the spherical bearing 1, and the additional planar bearing 2 supports between the spherical bearing 1 and the building bottom pier 200. A friction plane is provided between the additional planar bearing 2 and the spherical bearing 1, and they can slide relative to each other, so that the additional planar bearing 2 and the spherical bearing 1 together form a second planar friction pair, wherein the friction coefficient of the second planar friction pair is greater than that of the first planar friction pair. Regarding the brittle shear keys 3, the brittle shear keys 3 are made of brittle materials and can break after being subjected to a certain shear force to occur shearing. In this embodiment, the number of shear keys 3 is two. The upper ends of the two brittle shear keys 3 are respectively connected to the spherical bearing 1, and the two brittle shear keys 3 are respectively limited and abutted against the opposite sides of the additional planar bearing 2 in the mid-span direction of the building beam 100.

[0055] It can be understood that for the friction-type quasi-seismic isolation bearing in this embodiment, an additional planar bearing 2 is added at the bottom of the spherical bearing 1 that supports between the building cross beam 100 and the building bottom pier 200 in the prior art. The additional planar bearing 2 is fixed on the building bottom pier 200 and supports between the spherical bearing 1 and the building bottom pier 200. The spherical bearing 1 and the building cross beam 100 form a first planar friction pair with each other. Therefore, during an earthquake, the spherical bearing 1 and the building cross beam 100 can mutually perform planar friction sliding, achieving friction energy dissipation and reducing and isolating vibrations. Similarly, the additional planar bearing 2 and the spherical bearing 1 form a second planar friction pair with each other. Therefore, during an earthquake, the additional planar bearing 2 and the spherical bearing 1 can also mutually perform planar friction sliding, and can also achieve friction energy dissipation and reducing and isolating vibrations. In addition, since the friction coefficient of the second planar friction pair formed between the additional planar bearing 2 and the spherical bearing 1 is greater than the friction coefficient of the first planar friction pair formed between the spherical bearing 1 and the building cross beam 100, in normal use (such as when a vehicle passes over a bridge building and causes vibrations) or when encountering a minor earthquake (an earthquake with a lower magnitude), the first planar friction pair is more likely to generate planar friction movement than the second planar friction pair. At this time, the planar friction sliding between the spherical bearing 1 and the building cross beam 100 is mainly used to dissipate the relatively small vibrations received by the bridge body. At the same time, since a plurality of brittle shear keys 3 are connected to the spherical bearing 1, and each brittle shear key 3 is respectively limited and abutted against the opposite sides of the additional planar bearing 2 in the mid-span direction of the building cross beam 100, therefore, in the relatively small vibrations, the shear force received by the brittle shear keys 3 is small, and the two brittle shear keys 3 have not reached the degree of being sheared off. Thus, the two brittle shear keys 3 can limit the mutual planar friction displacement between the additional planar bearing 2 and the spherical bearing 1 in the mid-span direction of the building cross beam 100, ensuring that the bearing will not shift in the mid-span direction of the building cross beam 100 during a minor earthquake.However, when the building encounters a rare earthquake with a relatively high magnitude, the strong seismic force on the ground is transmitted to the additional planar bearing 2 through the building bottom pier 200, and then transmitted to each brittle shear key 3 through the additional planar bearing 2. Therefore, the brittle shear keys 3 are subjected to a large shear force, so that each brittle shear key 3 can reach the degree of being sheared and disconnected from the restriction of the additional planar bearing 2. At this time, the second planar friction pair with a large friction coefficient can generate planar friction movement to reduce and isolate the vibration of the building. Since the friction coefficient of the second planar friction pair can be determined in advance by processing the roughness of the friction contact surface when manufacturing the additional planar bearing 2 and the spherical bearing 1, that is, as long as the roughness of the friction contact surface is pre-set during production and manufacturing, a second planar friction pair with a corresponding friction coefficient can be processed. When the strong earthquake causes the second planar friction pair to generate planar friction movement, the second planar friction pair can generate friction sliding according to the pre-set friction coefficient. Therefore, the controllability of the friction coefficient of the isolation bearing is stronger, ensuring that the isolation bearing can dissipate energy by friction according to the pre-set friction coefficient when suffering from a rare earthquake, preventing the isolation bearing from having an uncontrollable friction coefficient after suffering from a rare earthquake, and enabling the isolation bearing to continuously play a role in reducing and isolating the vibration of the building. On the other hand, since the second planar friction pair with a large friction coefficient also generates planar friction movement when suffering from a rare earthquake, that is, during the strong earthquake, both the first planar friction pair and the second planar friction pair can generate planar friction slip and jointly dissipate energy by friction, enabling the additional planar bearing 2 to effectively share the vibration received by the spherical bearing 1. In this way, it can be ensured that the spherical bearing 1 mainly generates horizontal sliding during the earthquake and will not generate a lifting movement due to excessive vibration, thereby preventing the upper structure of the building from being easily lifted when suffering from a rare earthquake and avoiding the building losing its seismic resistance after a rare earthquake. It should also be noted that during the strong earthquake, after both the first planar friction pair and the second planar friction pair can generate planar friction slip, at this time, it can more dynamically separate the upper structure and the lower structure of the building, limit the transmission force between the upper and lower structures of the building, and can significantly enhance the energy dissipation capacity of the entire bearing, thereby reducing the shear force demand at the bottom of the pier, the displacement demand at the top of the pier, and the cumulative energy dissipation of the pier body, effectively reducing the damage degree of the building when suffering from a rare earthquake.

[0056] Specifically, the structure of the spherical bearing 1 from top to bottom successively includes an upper bearing plate 11, a planar sliding plate 12, a spherical crown liner 13, a spherical sliding plate 14, and a lower bearing plate 15. The top of the upper bearing plate 11 is fixedly connected to the bottom of the building beam 100. The planar sliding plate 12 is fixedly connected to the bottom of the upper bearing plate 11. The top surface of the spherical crown liner 13 is in planar frictional contact with the bottom surface of the planar sliding plate 12 to form a first planar friction pair. The top concave surface of the spherical sliding plate 14 is fixedly fitted with the bottom spherical surface of the spherical crown liner 13. The top spherical surface of the lower bearing plate 15 is in spherical frictional contact with the bottom convex surface of the spherical sliding plate 14 to form a spherical friction pair. The above structure of the spherical bearing 1 belongs to the structure of an existing ordinary spherical bearing. In addition, the structure of the additional planar bearing 2 in this embodiment includes a first planar friction plate 21 and a second planar friction plate 22. The upper surface of the first planar friction plate 21 is fixedly connected to the lower surface of the lower bearing plate 15. The second planar friction plate 22 is fixed to the top of the building bottom pier 200. Specifically, a bearing pad 201 is fixed to the top of the building bottom pier 200, and the second planar friction plate 22 is fixed on the bearing pad 201. The upper surface of the second planar friction plate 22 is in planar frictional contact with the lower surface of the first planar friction plate 21 to form a second planar friction pair. The friction coefficient between the second planar friction plate 22 and the first planar friction plate 21 is greater than the friction coefficient between the spherical crown liner 13 and the planar sliding plate 12. The numerical value of the friction coefficient can be preset by processing the smoothness / roughness of the contact surface when manufacturing the second planar friction plate 22, the first planar friction plate 21, the spherical crown liner 13, and the planar sliding plate 12. The first planar friction plate 21 on the upper surface of the additional planar bearing 2 is fixed to the bottom surface of the lower bearing plate 15 of the original ordinary spherical bearing 1, and the second planar friction plate 22 on the lower surface is fixed to the bearing pad 201 of the building bottom pier 200. The friction coefficient distribution between each friction surface is uniform. When the displacement capacity of the bearing does not meet the seismic requirements, the displacement capacity of the bearing can be improved by increasing the friction contact surfaces of the additional planar bearing 2.

[0057] Specifically, two limit blocks 16 are fixed to the bottom of the upper bearing plate 11. The two limit blocks 16 are respectively in limit contact with the opposite side walls of the lower bearing plate 15 in the mid-span direction of the building beam 100 to limit the relative displacement between the upper bearing plate 11 and the lower bearing plate 15 in the mid-span direction of the building beam 100 through the limit blocks 16. Under the action of a minor earthquake, the horizontal load of the entire bearing in the fixed direction (i.e., the mid-span direction of the building beam 100) is transmitted from the upper bearing plate 11 to the lower bearing plate 15 through the limit blocks 16 on the outside of the upper bearing plate 11, and then transmitted from the lower bearing plate 15 to the bearing pad 201 through the brittle shear key 3. The horizontal load in the moving direction (i.e., the horizontal direction not restricted by the two limit blocks 16) is transmitted in the form of friction force through the planar friction pair between the upper bearing plate 11 and the spherical crown liner 13.

[0058] Specifically, two anchor bolts 23 are fixedly connected to the bottom of the second planar friction plate 22, and the two anchor bolts 23 are fixedly inserted downward into the interior of the building base pier 200, thereby ensuring the fixed installation of the second planar friction plate 22.

[0059] Optionally, the first planar friction plate 21 and the second planar friction plate 22 can be selected as a PIFE plate and a polished stainless steel plate, or can be selected as a polished stainless steel plate and a polished stainless steel plate.

[0060] Specifically, the brittle shear key 3 includes an upper connecting block 31, a lower connecting block 32, and a brittle member 33. The upper end of the brittle member 33 is fixedly connected to the upper connecting block 31, the lower end of the brittle member 33 is fixedly connected to the lower connecting block 32. The upper connecting block 31 is connected to the side surface of the lower support plate 15 in the mid-span direction of the building beam 100, and the lower connecting block 32 is limited and abutted against the side surface of the second planar friction plate 22 in the mid-span direction of the building beam 100. The brittle member 33 has a certain brittleness and also has a certain shear resistance, which can, to a certain extent, prevent the spherical bearing 1 and the additional planar bearing 2 from generating relative displacement in the mid-span direction of the building beam 100. However, during a strong earthquake, the brittle member 33 will be sheared and disconnected due to excessive shear force, and the horizontal load is transmitted to the cushion stone 201 in the form of friction through the additional planar bearing 2, enabling the spherical bearing 1 and the additional planar bearing 2 to frictionally dissipate energy during a strong earthquake.

[0061] Furthermore, the structure of the friction-type quasi-seismic isolation bearing further includes a stopper 4. In this embodiment, the stopper 4 is an SMA stopper. The stopper 4 is respectively connected to the building beam 100 and the building bottom pier 200 in a limiting manner in the mid-span direction of the building beam 100, so as to limit the displacement stroke between the building beam 100 and the building bottom pier 200 in the mid-span direction of the building beam 100. Under the combined action of the brittle shear key 3 and the SMA stopper, it can reliably prevent the entire isolation bearing from generating displacement in the mid-span direction of the building beam 100 during minor earthquakes. In addition, the stopper 4 includes a limiting rod 41 and a movable frame 42. The movable frame 42 is slidably sleeved on the limiting rod 41. The limiting rod 41 extends along the mid-span direction of the building beam 100. The movable frame 42 is fixedly connected to the bottom of the building beam 100. One end of the limiting rod 41 is used for fixedly connecting to the building bottom pier 200, and a stop block 43 is fixed at the other end. There is an initial gap between the stop block 43 and the movable frame 42, which is the initial gap of the SMA stopper. Before the movable frame 42 and the stop block 43 come into contact, the SMA stopper is not stressed. As the strong earthquake force drives the movable frame 42 to move and come into contact with the stop block 43, the SMA stopper is stressed and transfers the horizontal load of the building beam 100 to the building bottom pier 200. At this time, the horizontal force between the building beam 100 and the building bottom pier 200 is the resultant force of the friction force of the isolation bearing and the horizontal force of the SMA stopper. The SMA stopper having an initial gap has two functions. One is to ensure the displacement required for the friction slip energy dissipation of the isolation bearing, and the other is to meet the deformation required by the upper building beam 100 under normal use conditions, such as temperature deformation. In addition, if the displacement of the entire isolation bearing reaches the initial gap of the SMA stopper, its stiffness can change, which can avoid the generation of building resonance and ensure the risk of building beam dropping under major earthquakes. Specifically, the stopper 4 further includes a fixing frame 44. The fixing frame 44 is fixedly sleeved on the end of the limiting rod 41 away from the stop block 43, and the fixing frame 44 is fixedly connected to the building bottom pier 200, so as to ensure the stable connection of the fixed end of the SMA stopper.

[0062] Based on the above, this embodiment also implements a bridge. The structure of the bridge includes the friction-type quasi-seismic isolation bearing of this embodiment, so that the structure of the bridge can prevent the uplift of the upper structure from easily occurring during a rare earthquake, avoid the loss of seismic resistance of the bridge after a rare earthquake, and ensure that the isolation bearing of the bridge can dissipate energy by friction according to a preset friction coefficient during a rare earthquake, and the controllability of the friction coefficient is stronger, so that the isolation bearing can play a long-term seismic isolation and energy dissipation role in the bridge.

[0063] Based on the above, this embodiment also implements a building structure that includes the friction-type quasi-seismic isolation bearing of this embodiment, so that the building structure can prevent the uplift of the superstructure during a rare earthquake, avoid the loss of seismic resistance of the building after a rare earthquake, and ensure that the seismic isolation bearing of the building can dissipate energy by friction according to a preset friction coefficient during a rare earthquake, so that the seismic isolation bearing can play a long-term seismic isolation and reduction role in the building.

[0064] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit them. Although the present invention has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that they can still modify the technical solutions described in the foregoing embodiments, or perform equivalent replacements on some of the technical features. However, these modifications or replacements do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A friction-type quasi-seismic isolation bearing, comprising a spherical bearing (1) for supporting between a building beam (100) and a building bottom pier (200), the spherical bearing (1) being used to form a first planar friction pair with the building beam (100), characterized in that, Further included are: An additional planar bearing (2), which is used to be fixed on a building pier (200) and support between the spherical bearing (1) and the building pier (200); Wherein, a second planar friction pair is formed between the additional planar bearing (2) and the spherical bearing (1), and the friction coefficient of the second planar friction pair is greater than that of the first planar friction pair; Further included are: A plurality of brittle shear keys (3), the upper ends of the brittle shear keys (3) are respectively connected to the spherical bearing (1), and the brittle shear keys (3) are respectively limited and abutted against the opposite sides of the additional planar bearing (2) in the mid-span direction of the building beam (100).

2. The friction-type quasi-seismic isolation bearing according to claim 1, wherein, Further included are: A limiter (4), the limiter (4) is used to be respectively limited and connected to the building beam (100) and the building pier (200) in the mid-span direction of the building beam (100), so as to limit the displacement stroke between the building beam (100) and the building pier (200) in the mid-span direction of the building beam (100).

3. The friction type quasi-seismic isolation bearing according to claim 2, characterized in that, The limiter (4) includes a limiting rod (41) and a movable frame (42) slidably sleeved on the limiting rod (41); The limiting rod (41) is used to extend along the mid-span direction of the building beam (100); The movable frame (42) is used to be fixedly connected to the bottom of the building beam (100); Wherein, one end of the limiting rod (41) is used to be fixedly connected to the building pier (200), and a stop block (43) is fixed at the other end, and there is an initial gap between the stop block (43) and the movable frame (42).

4. The friction-type quasi-seismic isolation bearing according to claim 1, characterized in that, The spherical bearing (1) includes: An upper bearing plate (11), the top of the upper bearing plate (11) is fixedly connected to the bottom of the building beam (100); A planar sliding plate (12), the planar sliding plate (12) is fixedly connected to the bottom of the upper bearing plate (11); A spherical crown liner (13), the top plate surface of the spherical crown liner (13) is in planar friction contact with the bottom plate surface of the planar sliding plate (12) to form the first planar friction pair; A spherical sliding plate (14), the top concave surface of the spherical sliding plate (14) is fixedly fitted with the bottom spherical surface of the spherical crown liner (13); A lower bearing plate (15), the top spherical surface of the lower bearing plate (15) is in spherical friction contact with the bottom convex surface of the spherical sliding plate (14); The additional planar bearing (2) includes: A first planar friction plate (21), the upper surface of the first planar friction plate (21) is fixedly connected to the lower surface of the lower bearing plate (15); A second planar friction plate (22), which is used to be fixed on the top of the building pier (200), and the upper surface of the second planar friction plate (22) is in planar friction contact with the lower surface of the first planar friction plate (21) to form the second planar friction pair; Wherein, the friction coefficient between the second planar friction plate (22) and the first planar friction plate (21) is greater than the friction coefficient between the spherical crown liner (13) and the planar sliding plate (12).

5. The friction-type quasi-seismic isolation bearing according to claim 4, wherein, A number of limit blocks (16) are fixed to the bottom of the upper bearing plate (11); Each of the limit blocks (16) is respectively limited and abutted against the opposite side walls of the lower bearing plate (15) in the mid-span direction of the building beam (100).

6. The friction-type quasi-seismic isolation bearing according to claim 4, characterized in that, A number of anchor rods (23) are fixedly connected to the bottom of the second planar friction plate (22), and each of the anchor rods (23) is used to be fixedly inserted downward into the interior of the building bottom pier (200).

7. The friction-type quasi-seismic isolation bearing according to claim 4, wherein, The brittle shear key (3) includes an upper connecting block (31), a lower connecting block (32) and a brittle member (33); The upper and lower ends of the brittle member (33) are respectively fixedly connected to the upper connecting block (31) and the lower connecting block (32); Among them, the upper connecting block (31) is connected to the side surface of the lower bearing plate (15) in the mid-span direction of the building beam (100); the lower connecting block (32) is limited and abutted against the side surface of the second planar friction plate (22) in the mid-span direction of the building beam (100).

8. The friction-type quasi-seismic isolation bearing according to claim 3, characterized in that, The stopper (4) further includes a fixing frame (44); The fixing frame (44) is fixedly sleeved on one end of the limit rod (41) far from the stop block (43); The fixing frame (44) is used to be fixedly connected to the building bottom pier (200).

9. A bridge, characterized in that, It includes the friction-type quasi-seismic isolation bearing according to any one of claims 1 to 8.

10. A building body, characterized in that, It includes the friction-type quasi-seismic isolation bearing according to any one of claims 1 to 8.

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